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SPR, FHOD, MRR Application LA% '.o �v b CITY OF SALEM PLANNING BOARD 2020 FEB 13 PM 2: 4e Sf E , CITY OF SALEM A. M. SASS APPLICATION FORM SITE PLAN REVIEW Location of Property: 160 Federal Street, Salem, Massachusetts 01970 Map &Lot: 26-0002-303 Owner: Roman Catholic Archdiocese of Boston Applicant: North Shore Community Development Coalition Address/PO Box: 66 Brooks Drive Address/PO Box: 96 Lafayette Street City, State,Zip Code: Braintree, MA 02184 City, State,Zip Code: Salem, Massachusetts 01970 Telephone: Telephone: 978-219-5378 1. Project Description: This project involves the restoration of the former St.James Parochial School and conversion into 33 units of housing with a preference for residents over 55 years of age,with associated community space for residents. There will be 42 parking spaces on site to serve the residential units. Zoning District(s): R-2 Square footage of parcel: 40,832 Gross Square footage of structure(s): 35,656 Square footage of footprint: 8,742.5 No.of dwelling units: 33 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 Clerk will retain the original; the remaining Four(4)copies shall be fled 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 (I I"xi 7")sets of all plans and drawing shall be fled 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.pdj 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 4. External lighting 5. Landscaping and screening 1 6. Utilities 7. Snow removal 8. Natural features and their protection.and enhancement 9. Topography and its maintenance 10. Compatibility of architecture with surrounding area B. Environmental Impact Statement: in accordance with Appendix A of the Salem Subdivision Regulations. C. Required Plans and Drawings. A Site Plan stamped and dated by an architect,registered engineer,landscape architect,or other qualified professional,at a scale of 1"=40',(or as established by Planning Board) including all requirements as set forth in HIB 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. LII. 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 inforination 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. Consent letter to be provided 4rua U licant Signature of Owner(attached consent letter is also acceptable) 2020 Date Date FEE PAID: FEE PAID: k 1 i i CITY OF SALEM 2020 FEB 13 PM 2= 48 PLANNING BOARD Cy�ITY CLERK SALEMMASS CITY OF SALEM APPLICATION FORM. FLOOD HAZARD OVERLAY DISTRICT SPECIAL PERMIT Location of Property: 160 Federal Street, Salem, Massachusetts Map& Lot: 26-0002-303 Owner: Roman Catholic Archdiocese of Boston Applicant: North Shore Community Development Coalition Address/PO Box: 66 Brooks Drive Address/PO Box: 96 Lafayette St. City, State,Zip Code: Braintree, MA City,State,Zip Code: Salem, MA 01970 Telephone: 617-746-5741 Telephone: 978-219-5378 1. Proiect Description: This project involves the restoration of the former St.James Parochial School and conversion into 33 units of housing with a preference for residents over 55 years of age,with associated community space for residents. There will be 42 parking spaces on site to serve the residential units. 11. It has been determined by the Building Inspector that the above property lies in the following area(s): A.Wetlands District: ❑ Wetlands ❑ Buffer Zone B. Flood Hazard District: ❑ Zone A ® Zone AE ❑ Zone VE Ill. Submission Requirements: 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 tiled 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 I"xi 7")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.pdfforinat with the Planning Board by the applicant A. Required Plans and Drawings: A site plan at a scale of 1"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. 1 of 3 I s 2. The location, boundaries,and dimensions of each lot in question. 3.Two-foot(2')contours of the existing and proposed land Surface. 'I 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. 5. Boundaries of all districts,areas and zones as noted in Section 11. 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. C. 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. D. Permits: A list of Federal, State, and other local permits required by the applicant. E. Descriptions relative to all conditions applicable in Section IV below. IV. Conditions (Complete those sections indicated 0 by the Building Inspector) 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 respects to the uses and provisions of the underlying district in which the land is located. Yes No x 0 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 runoff. Per the FEMA Maps, any flooding will be confined to the lower end of the site to elevation 10. Pedestrians within the site can avoid the flooded area by staying closer to the 57R mg.any cars parKed on the site will need to moved to an elevation ig er than 10. Bridge ree wi a ooded and wilf not be able to support vehicular and pedestrian movements unin the flooding subsids. Ox 3. 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) Gas.water,and electric utilities currently service the existing building off Federal Street which 18-feet higher than the flood elevation,The project will reuse these services.The project will also reuse the existing 8-inch sewer which flows from the back of the building toward Bridge Street. Nitsch proposes, if allowed by the City,to install a back flow preventer(swing gate or similar)at the existing sewer manhole.This would be installed in the manhole which is located near the Bridge Street property line. Urainage systems will be in the parking lot butlocated ig er than the flood elevation. a drainage oveFflow will connect o the existing Men asi on site, it allowed,or new diain manhuie pio, to discharge to the drainage system. 2 of 3 a i! 4. Where the proposed use will be located within a coastal high hazard area(Zone VE on the FEMA Flood Insut•ance Rate Maps). No.This site is not within a Zone VE. a. New structures or substantial improvements shall be located landwards of the reach of mean high tide. Yes_No_ b. The support of new structures or substantial improvements shall not be,in whole or in part,by the use of fill. Yes_No— ❑ 5. All subdivision proposals mast be designed to assure that: a. Such proposals minimize flood damage; Yes x No_ b. All public utilities and facilities are located and constructed to minimize or eliminate flood damage; Yes x No_ c. Adequate drainage is provided'to reduce exposure to flood hazards Yes x No_ This project is not a traditional sub-division but will meet these requirements to the maximum extent practicable. 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. Consent letter to be supplied attr e o Applicant Signature of Owner(attached consent letter is also acceptable) Februa �2020 Date Date FEE PAID: 3 of 3 WILLIAM J TINTI rRNTI &NAVINS, P.C. MARCY D HAUBER ti nti@ti nti navi ns.com RICHARD R NAVINS www.tintinavins.com mISTINA@rinds GRANFSE rnavins@tintinavins.com CHRISTINA MIHO$GRANESE @tin m PETER L NAVINS SALEM OFFICE cmgranese CERISE SE JAns.coLELIAN pnavins@tintinavins.com 27 CONGRESS STREET,SUITE 414 cjalelian@tintinavins.com WILLIAM FQU1NN SALEM,MA01970 PATRICK J HEFFERNAN billquinnlaw@gmail.com T 978 745.8065 • F 978 745.3369 pheffernan@tintinavins.com SCOTT M GROVER ` JOHN E NAVINS smgrover@tintinavins.com WELLESLEY OFFICE MARC P FREY 20 WALNUT STREET,SUITE 308 jnavins@tintinavin HEATHER M DEITCHEITCH mpfrey@tintinavins.com WELLESLEY,MA 02481 lideitch@tintina\,ins.com JONATHAN M OFILOS T 781 237.0150 • F 781 237.1165 jofilos@tintinavins.com WILLIAM B ARDIFF(1965-1995) THOMAS J HOGAN DANIEL B KULAK,OF COUNSEL tjhogan@tintinavins.com JERALD A PARISELLA,OF COUNSEL r February 13, 2020 rV O I—.' rn City of Salem Planning Board 98 Washington Street Salem, Massachusetts 01970 arrji r Re: 160 Federal Street/Municipal and Religious Building Reuse Application Dear Planning Board Members: The North Shore Community Development Coalition(NSCDC)has entered into a long-term lease of the former St. James parochial school located at 160 Federal Street with the Roman Catholic Archdiocese of Boston. The NSCDC plans to convert the school to residential use and restore the exterior of the building to historical standards. There will be 33 residential dwelling units in the building with a preference given to residents over 55 years of age and associated community space to serve the residential use. The NSCDC is hereby requesting a Special Permit under Section 6.11 of the City of Salem Zoning Ordinance, which incorporates the newly adopted Municipal and Religious Building Reuse regulations. The property is located in the R-2 Zoning District which allows the issuance of such a Special Permit under Section 3.1 of the Ordinance. The building at 160 Federal Street meets the eligibility requirements of Section 6.11.3 since it consists of well more than 4,000 square feet, is more than 50 years old and was used as a religious school for at least 20 years at some point in the last 50 years. The proposed use of the building for multifamily residential purposes is one of the uses allowed by Special Permit under Section 6.11.5. There will be 42 parking spaces provided on site to more than satisfy the requirement of one space per unit in Section 6.11.8 of the Ordinance and the project will provide affordable units far in excess of the 10%required in Section 6.11.9. I The proposed use of the building for multi-family housing as described above is in complete harmony with the intent and purpose of the new Municipal and Religious Building Reuse regulations and the petitioner respectfully asks the Planning Board to grant the Special Permit requested herein. North Shore Community Development Corporation By its attorney, Scott M. Grover , m � a , r . . �j „ ,� pra Rr- � p o a . t 'M h.r - '�-+ x, VA lel V. V 101 Parking x. ..;: ... T ... 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I • i • • i • • • ' • i • • ,\ I ELEV: 17.61 I ��\ \ -- ------- - -------- ---------------- - - 5 ---------------------- , ------ ----- A-202 - ------ -- A-202 ELEV: 17.72� _ _____ __ ZERO CURB ` ---------- - _ I NEW COVERED ENTRY _ NEW ROOF OUTLINE BELOW HISTORIC TRIM [INC WAINSCOT,FLOOR BASE,SCOTIA MOULDINGS]TO I BE RETAINED&RESTORED AS HIGHLIGHTED,TYP FLOOR BASE, ' \ i DN - HISTORIC TRIM [INC BEIRETAIN,ED&RESTORED C STHIGHLIGHTED,TYP - - -- REMOVE EXISTING RETROFIT DOOR&TRANSOM ASSEMBLY; PROVIDE NEW i ELEV: 17.72 ZED METAL DOOR&TRANSOM SYSTEM TO REPLICATE ORIGINAL I GLAZED\ ELEV: DN HISTORIC DOOR TO BE FIXED IN PLACE IN SAME LOCATION ON ONE SIDE OF 3 -- ------ ------- - ----- --------------- --------- CONFIGURATIONS PER ORIG. DWGS,TYP. 1$.95 - - - DEMISING WALL W/RATED GWB INFILL WALL BEHIND,TYP.ALL HISTORIC TRIM & - - ---- \ A-601 HISTORIC MASONRY TO BE EXPOSED WHERE POSSIBLE,TYP REMOVE RETROFIT INFILL MATERIAL&PROVIDE NEW ! ! HARDWARE TO BE RETAINED/REINSTALLED WHERE POSSIBLE. I WINDOW SYSTEM TO REPLICATE ORIG.CONFIG.TYP I o PLANTERS ----- _.. • I PATIO j VEST f 2BR 1 • 1 2BR f I ELEV: 18.95 MAIL 1 1 103 I 2BR COMMON 796 SF 797 SF I G04 LOUNGE B.O.RISER p 749 SF 001 ELEV: 19.8 a • 179 SF 1BR Y I lLio o —— 1 0 10 A-201 ° 559 SF C1 aW • • I ICD IL ---- i 1 U U - _ ° O O o O o MAINTAIN EXISTING CLASSROOM U DEMISING WALLS WHERE POSSIBLE; "LKWAY QUIET A • I • I I _ HISTORIC TRIM TO BE RETAINED& �L�V:21.1 STOP ' BR RESTORED WHERE POSSIBLE. -- HISTORIC DOOR TO BE FIXED IN PLACE IN r - -• MAINTAIN EXISTING CLASSROOM DEMISING STUDIO SAME LOCATION ON ONE SIDE OF DEMISING LIBRARY WALLS WHERE POSSIBLE HISTORIC TRIM TO I I G05 0 PROTECT&MAINTAIN EXISTING L__.__.- WALL W/RATED GWB INFILL WALL BEHIND, O I I BE RETAINED&RESTORED WHERE POSSIBLE. HISTORIC DOOR TO BE FIXED IN PLACE IN 544 SF I G02 ' o o CORRIDOR DOOR&GLAZING SYSTEM ----.-..- TYP.ALL HISTORIC TRIM&HARDWARE TO BE 1BR ° ° � I ST SAME LOCATION ON ONE SIDE OF DEMISING 462 SF r PROTECT&MAINTAIN EXISTING WALL W/RATED GWB INFILL WALL BEHIND, RETAINED/REINSTALLED WHERE POSSIBLE. 105 102 CORRIDOR DOOR&GLAZING SYSTEM TYP.ALL HISTORIC TRIM&HARDWARE TO BE —� I I p 560 SF 462 SF RETAINED/REINSTALLED WHERE POSSIBLE. COFFEE 3 - HISTORIC CLASSROOM ENTRY DOORS TO BE 3 I I � I 13 STOP / -� !RETAINED&FIXED IN OPEN POSITION,TYP � A-202. HISTORIC CLASSROOM ENTRY DOORS TO BE � ILi � I HISTORIC TRIM [INC WAINSCOT, FLOOR RETAINED&FIXED IN OPEN POSITION,TYP 1 I - ' - I � I BASE,CHALK RAILS,SCOTIA MOULDINGS] , r' i -- - I TO BE RETAINED&RESTORED AS MAINTAIN &RESTORE ----"- PAINT/REFINISH EXISTING PAINTED \ -- - MASONRY CORRIDOR WALLS, PATIO j ; HIGHLIGHTED,TYP PROTECT, I I I 4 1 1 EXISTING CLASSROOMS WHERE POSSIBLE,A TYP,- 4 A-202 PROVIDE OPENING FOR NEW _o _ _ A-202 _o ELEVATOR DOOR o o o 0 457 SF INSTALL NEW RATED DOOR EXISTING DOOR TO BE REMOVED; - STUDIO / it ENLARGE EXISTING CLASSROOM { NEW HISTORICALLY SENSITIVE I OPENING FOR NEW ELEVATOR DOOR; � EXISTING OPENING; HISTORIC CLASSROOM OPAQUE GLAZING SYSTEM TO INFILL \ I -' G01 / ''REPLICATE TRIM AT OPENING, PTD,TYP L� ENTRY DOOR TO BE RETAINED&FIXED IN EXISTING MASONRY OPENING 440 SF PROVIDE NEW METAL DOOR II / OPEN POSITION; EXISTING DOOR TRIM ; ELEV I I SYSTEM I INFILL EXISTING STAIR OPENING TO J` I TO BE REINSTALLED. I - / i,iMEET CORRIDOR FLOOR ELEVATION \ PROTECT&MAINTAIN EXISTINGB.O S AIR ELEV U CORRIDOR DOOR&GLAZING SYSTEM 21. _.._. i � I — 1 « ..... a r •.• -• r r r r r r r I I 4 I' PROTECT&MAINTAIN HISTORIC GLAZING SYSTEM; REMOVE RETROFIT METAL DOOR AND U PROVIDE NEW RATED ENTRY DOOR&VESTIBULE II I -/ I /�- NEW RESILIENT FLOORING AT CORRIDORS ? o 16R 0 --- - ' = r r„t • r gin. -. - . I G06 NEW RESILIENT FLOORING AT CORRIDORS PROPOSED TRASH CHUTE ACCESS a _ 1gR .a I 592 SF - PROTECT&MAINTAIN EXISTING o o • °_O CORRIDOR DOOR&GLAZING SYSTEM - o I � T LolL -- - _ (- - - '=r - - :_-•• v:� ter: ,,,... �_ _�, — I i ; fi.. I I I IN '�� E T BE FIXED N PLACE :HISTORIC DOOR O r n - . r SAME CATION ON ONE SIDE OF DEMISING y,, I S LOCATION . - I ; 6w }y�� / m i r i _..-- - B INFILL WALL BEHIND WALL W/RATED GWB , REMOVE EXISTING RETROFIT DOOR& , ., , , r .ram••' ,. , I P.ALL HISTORIC TRIM& HARDWARE TO BE _.a' , yr. ,, -i . •-_�-'-•..•'•,: •` ,, -.,_ .. ,.:_ •- - - - , _ ,. _. , _ .. , _, ,._. _ . .,. ,. •„-,. , ., _._ .•, .. . ._ . ..m... i TRANSOM ASSEMBLY, PROVIDE NEW RETAINED/REINSTALLED WHERE POSSIBLE. .f f' r_ GLAZE D METAL DOOR&TRANSOM r. n . . .• f` , _ r I I SYSTEM TO REPLICATE a ,... ._H. I DOOR& Y _,r�,, ,. ,, .... , ,. r . •, . ;.. . ,. M ,. . , ASH . , _ -... _ , , . ._ F � .,�- ,.r...� REMOVE EXISTING RETROFIT D , PROTECT&MAINTAIN EXPOSED BRICK ARCH . F . Y •, _ , :„,_• .C6M W ,, _ �,„x,, a CONFIGURATIONS PER ORIG. DWGS,TYP. ,. - ,. ,_•_. :_ _ . .,_ . , _ , ,,- , . .. I • ., . ; , . , , . •' • TRANSOM ASSEMBLY; PROVIDE NEW ERE POSSIBLE ------__ &HISTORIC MASONRY WHERE U r N - . ; vw sM:r L DOOR&TRANSOM GLAZED META r.,,,ti.,�»,.,,..,,�,...n...,. . _ ,, f T Vl , • _, . _ . _, . . ,. ` , _ 1. ;,' i 1BR .RETROFIT EXISTING RAMP FOR . .. : WE�LNBSS A� l. ,, ;, r ,I• 02• _::,x ., ,-.. . ._ , . _, . , . _ ,- , ., , „ ;, ,- -,. ,- ,.,_ .,; , ;~ ..,.,,. x„'_:- _- REPLICATE ORIGINAL K SYSTEM TO REPL C E • <.. INFILL EXISTING BOILER ROOM TO MEET,..- ..: 1BR ACCESSIBLE L:�. . _ _ 3� COMPLIANT I �0 _ ,,,, _ ),-,,. _., a n•:`•-..•3355 .- . ., . - � �-�= - - , ., _ ._ ;_,,•.,. . , -;-; � . -... -,.�. :,. ..,..... TYP. -- -_ CONFIGURATIONS PER ORIG. DWGS, I �� CORRIDOR FLOOR ELEVATION _ ._ ,, . „ .-,. -,-. , , ,. . , .. - , .,1 -,�-,- _ _ - � -- SECONDARY ENTRY FROM STREET e, _r„ o -. - - - 107 s � I- I - - - T I I S _ . , `. i 560 SF ..1AUNb�v •- - . , CLASSROOM ENTRY DOORS TO BE NG HISTORIC CLASSR O I -.: :• 536 SF I HISTORIC DOOR TO BE FIXED IN PLACE IN .� - - - r .•, r.,. _ n, ' . ` ,,., -•••` ' •,' •- - ,.,.,., , • .„� � I N POSITION,TYP 108 ,;<:.: � VI ..:. •-• : - ., '_ ,_, :;,:. RETAINED&FIXED N OPEN P S I ,.,, ,-, ,. i`R .,�� _ _ , _ , . _ . , _ , . .._., .,.: . - ,•,,_, _ _ � ,;_ ;. t .,; _ CATION ON ONE SIDE OF DEMISING .,.,, n r ,. _1` :n .,'•- 002A;, 4:, SAME LOCATION WALL TO _ . . . .. . ,. ,., - , .. .,a _ ,: _ -•,�,..�-.•-• ..,; ,: ._. ..r.,. f.., -..; ! , EXTERIOR SUBGRADE MASONRY 63 SF ,,. .. .. :. - - -• - - - •- - - - - •- • - • - . . _ . . .. _ . , (. _ . _ ., t .., _.._ IL WALL BEHIND WALL W/RATED GWB INFILL RECEIVE INTERIOR WATERPROOFING TYP ALL HISTORIC TRIM&HARDWARE TO BE /I II STALLED WHERE POSSIBLE.... RETAINED/REIN r_ i I I , ,: 6 H w'•w"ksF 1 r� ¢�.:�# ,L=.. r k :� rY$ .k- R+v \ F{ :Via. I � 1-- I I ^i 4:'- � �.. t,.. :'k 4 �•.:.- ..w ' i+, e x "v ..d.,r ,,s- �;: Y ,-f ! III. I \� -- - - - A "'�r,i....v..r :: .,_,, .,:..aw,. « ? K¢: -. ,k,..:::' «,.•.».�...` < i - ,. \ r, .:..; -7 I x :Ye r*7 i ! I I 1 t�'"�fsrL'O�.,rasam... -- -..,,.^ermwxvrti....m..,.::',��*,<. '<'!cm!r 5..-: i ts� a. ,�• OPEN AREAWAY TO PROVIDE NEW WINDOW IN EXISTING HISTORIC MASONRY OPENING, \ / t'" r � `-�---- - A CO FIG RATION PER DWGS TYP ) ,.; .. , ' WINDOW SYSTEM TO REPL CATE - — 41, s I 4 4A-201 A-201 ARDEN LEVEL FLOOR PLAN FIRST FLOOR PLAN FEDERAL ST ° 4 8 , 6 P �?l� OSED G 2 v18 = 1•-o�� 1/8On ARCHITECT CONSULTANT STAMP KEY PLAN SHEET TITLE LEGEND GARDEN LEVEL and 160 FEDERAL STREET FIRST FLOOR PLAN ® AREA OF FLOOR INFILL a SALEM HISTORIC SCHOOLS CoCD ARCHITECTURE 0 8/31/2018 MHC SUBMISSION .____�_____ AREA OF HISTORIC TRIM MARK DATE DESCRIPTION �t NORTH SHORE COMMUNITY DEVELOPMENT �01 SUMMER ST BOSTON MA o21�0 NO AREA OF HISTORIC CHALK N COALITION INC. BOARDS&RAILS PROJECT NUMBER: 218010.1 A� ' DRAWN BY: BD N CHECKED BY: Checker HISTORIC TRIM [INC WAINSCOT,FLOOR BASE,SCOTIA MOULDINGS]TO HISTORIC TRIM [INC WAINSCOT, FLOOR BASE, SCOTIA MOULDINGS]TO BE RETAINED&RESTORED AS HIGHLIGHTED,TYP BE RETAINED&RESTORED AS HIGHLIGHTED,TYP HISTORIC DOOR TO BE FIXED IN PLACE IN SAME LOCATION ON ONE SIDE OF HISTORIC DOOR&TRANSOM TO BE FIXED IN PLACE IN SAME LOCATION ON ONE DEMISING WALL W/RATED GWB INFILL WALL BEHIND,TYP.ALL HISTORIC TRIM& SIDE OF DEMISING WALL W/RATED GWB INFILL WALL BEHIND (PTD),TYP.ALL HARDWARE TO BE RETAINED/REINSTALLED WHERE POSSIBLE. HISTORIC TRIM&HARDWARE TO BE RETAINED/REINSTALLED WHERE POSSIBLE. 1 ------ ----- ---- It • • p II • • I1 II 1 • {Il 1 II ''' • I 2BR 1 2BR 1 204 1 203 2BR 2BR 818 SF 1 818 SF 1 304 303 " 1 818 SF 818 SF 1 1 1 2BR A-500 1 I � - 1— 0 0 • - o 0 1 0 0 - o o o o 1 A-201 -o 0 • • u! D 1 1 ' 1 1 ' LOW ACCESS GATE L J 1 L U U 1BR 1 O 1 1 o o --r-MAINTAIN EXISTING CLASSROOM DEMISING _o 1 WALLS WHERE POSSIBLE; HISTORIC TRIM TO 0 0 0 - A-500 ; 1BR ; ILL1 / ; BE RETAINED&RESTORED WHERE POSSIBLE. 1BR MAINTAIN EXISTING CLASSROOM DEMISING 1 -- 205 1 �• ���� PROTECT&MAINTAIN U �✓ WALLS WHERE POSSIBLE; HISTORIC TRIM TO 1 0 i 1 305 BE RETAINED&RESTORED WHERE POSSIBLE. HISTORIC DOOR TO BE FIXED IN PLACE IN 1 EXISTING CORRIDOR DOOR& HISTORIC DOOR TO BE FIXED IN PLACE IN 1 568 SF 1 1 1 568 SF SAME LOCATION ON ONE SIDE OF DEMISING 1 i 1 GLAZING SYSTEM SAME LOCATION ON ONE SIDE OF DEMISING PROTECT&MAINTAIN WALL W/RATED GWB INFILL WALL BEHIND, °I 1 1 WALL W/RATED GWB INFILL WALL BEHIND, o I ST EXISTING CORRIDOR DOOR& 1 ST TYP.ALL HISTORIC TRIM&HARDWARE TO BE GLAZING SYSTEM TYP.ALL HISTORIC TRIM&HARDWARE S BE 1 ° ° 1 1 RETAINED/REINSTALLED WHERE POSSIBLE. ° ° 0 RETAINED/REINSTALLED WHERE POSSIBLE. � � � � � 302 • 475 SF HISTORIC CLASSROOM ENTRY DOORS TO BE 1 » 474 SF HISTORIC CLASSROOM ENTRY DOORS TO BE ' 3 RETAINED&FIXED IN OPEN POSITION,TYP ST RETAINED&FIXED IN OPEN POSITION TYP HISTORIC TRIM [INC WAINSCOT, FLOOR j ' 1 1 • 1 A-500 • 1 • FLOOR -' BASE,CHALK RAILS, SCOTIA MOULDINGS � •• TO BE RETAINED&RESTORED AS 1 j 1 ; � � HISTORIC TRIM[INC WAINSCOT, - 1 �' �������� �� BASE CHALK RAILS SCOTIA MOULDINGS] • HIGHLIGHTED,TYP TO BE RETAINED&RESTORED AS 4 i ,r j 1 � w I 1 4 HIGHLIGHTED,TYP r � A-202 1 1 ' o ST ' o INSTALL NEW RATED DOOR IN r••� � A-202 � • ' , - EXISTING OPENING; HISTORIC CLASSROOM • ENLARGE EXISTING CLASSROOM � ��������������� �� � ' .r� � I- ° ° 201 INSTALL NEW RATED DOOR IN ENLARGE EXISTING CLASSROOM � • o 0 • J 463 SF OPENING FOR NEW ELEVATOR DOOR; + ENTRY DOOR TO BE RETAINED&FIXED IN OPEN OPENING FOR NEW ELEVATOR DOOR; • EXISTING OPENING;HISTORIC CLASSROOM / ST POSITION; EXISTING DOOR TRIM REPLICATE TRIM AT OPENING, PTD,TYP ENTRY DOOR TO BE RETAINED&FIXED IN REPLICATE TRIM AT OPENING; PTD,TYP ; TO BE REINSTALLED; INSTALL RATED PTD GWB OPEN POSITION; EXISTING DOOR TRIM INFILL EXISTING STAIR : ASSEMBLY BEHIND ETR TRANSOM WINDOW ) INFILL EXISTING STAIR OPENING TO E�nEV I I TO BE REINSTALLED. OPENING TO MEET CORRIDOR EL2EY I I 464 SF MEET CORRIDOR FLOOR ELEVATION / PROTECT&MAINTAIN EXISTING FLOOR ELEVATION PROTECT&MAINTAIN EXISTING • U CORRIDOR DOOR&GLAZING SYSTEM > / 'U CORRIDOR DOOR&GLAZING SYSTEM / \ • -r n ---------------------� �.--•-----••-•-------- -------- A Fw -•------------------- n 4i.� • PROTECT&MAINTAIN HISTORIC GLAZING PROTECT&MAINTAIN HISTORIC GLAZING SYSTEM; REMOVE RETROFIT METAL DOOR AND - RETROFIT METAL DOOR AND y PROVIDE NEW RATED ENTRY DOOR&VESTIBULE y , r r _ '. SYSTEM, REMOVE • PROVIDE NEW RATED ENTRY DOOR&VESTIBULE r 0 d z . a •- �Q6 y` - .'-,r-j �� NEW RESILIENT FLOORING AT CORRIDORS � a ;• �0�, ." NEW RESILIENT FLOORING AT CORRIDORS SF _ D • • >1U U ��--,;,;� HISTORIC DOOR TO BE FIXED IN PLACE IN ° ° - T ° ° HISTORIC DOOR TO BE FIXED IN PLACE IN ° ° OU �J - o 0 PROPOSED TRASH CHUTE ACCESS - SAME LOCATION ON ONE SIDE OF DEMISING SAME LOCATION ON ONE SIDE OF DEMISING � PROPOSED TRASH CHUTE ACCESS WALL W/RATED GWB INFILL WALL BEHIND, U �! WALL W/RATED GWB INFILL WALL BEHIND, / U 1 TYP.ALL HISTORIC TRIM&HARDWARE TO BE TYP.ALL HISTORIC TRIM&HARDWARE TO BE RETAINED/REINSTALLED WHERE POSSIBLE. RETAINED/REINSTALLED WHERE POSSIBLE. HISTORIC CLASSROOM ENTRY DOORS TO BE y HISTORIC CLASSROOM ENTRY DOORS TO BE o RETAINED&FIXED IN OPEN POSITION,TYP fl II ° q RETAINED&FIXED IN OPEN POSITION,TYP I o fl O O - q II O O _ fl II 11 1BR 1BR k ii 1BR7 1BR n if207 ST 209 307 -� 309 u 539 SF 208 563 SF 539 SF ST 570 SF `363 SF' 308 356 SF I _ 2 2 Z I ��?l ND FLOOR PLAN A2o1 THIRD FLOOR PLAN-0" 2 1/8" = 1'-0" 0 4 8' 16' ARCHITECT CONSULTANT STAMP KEY PLAN SHEET TITLE _ 160 FEDERAL STREET LEGEND SECOND and THIRD _ FLOOR PLAN � 0 ,1;-.., AREA OF FLOOR INFILL CL SALEM HISTORIC SCHOOLS Co N ARCHITECTURE 4 ------ AREA OF HISTORIC TRIM 04 NORTH SHORE COMMUNITY DEVELOPMENT 101 SUMMER ST BOSTON MA 02110 MaRK DATE DESCRIPTION N ------ AREA OF HISTORIC CHALK N COALITION, INC. BOARDS&RAILS PROJECT NUMBER: 218010.1 A� 1 2 DRAWN BY: BD CHECKED BY: Checker 5 5 A-202 A-202 PROTECT&MAINTAIN EXISTING HISTORIC GLAZED PARTITION&DOOR ASSEMBLY it , I I III III I t III - .J L _ N/ Il II 1 II II 1 A-201 I I I I A-201 II o II II II II II II II II II II REMOVE EXISTING HARDWARE&PROVIDE NEW - r - I I t VENT FOR ELEVATOR BELOW UNASSIGNED; NO EXISTING SLATE ROOF TO REMAIN; I � COMMON USE - - - - REPAIR IN KIND t I i I ♦ i I I I I I 3 3 --- - --I----- --- - C--- ---- --I--- - -- A-202. A-202. I I ELEVATOh'. CONTROL i 4 I ROOM A-202 i EXISTING COPPER ROOFING& FLASHING I I r - - - - - - - - - � TO BE REFURBISHED WHERE POSSIBLE,TYP ' ELEVATOR OVER RUN I I EXISTING COPPER FLASHING &GUTTERS TO -- --*'-- -- -- - C -----==--C-- --- i I BE REFURBISHED WHERE POSSIBLE,TYP I I _ _ l r - - I I Ez I I a UNASSIGNED; NO COMMON USE II II II it II II II II II II II II II +II II II II f I II III , II II II � II � 11 REFERENCE SPECIFICATIONS FOR STONE RESTORATION,TYP 2 2 A-201 A-201 A V�? RSIDE OF TRUSS ROOF-0" 2 1/8" 0 4' 8' i s' ARCHITECT CONSULTANT STAMP KEY PLAN SHEET TITLE 160 FEDERAL STREET ATTIC and ROOF a SALEM HISTORIC SCHOOLS o ICON PLAN N ARCHITECTURE 0 `r MARK DATE DESCRIPTION N NORTH SHORE COMMUNITY DEVELOPMENT 101 SUMMER ST BOSTON MA 02110 O N COALITION, INC. PROJECT NUMBER: 218010.1 A� l 03 N DRAWN BY: BD CHECKED BY: Checker 0 4, 8, 16' EXISTING COPPER ROOFING, FLASHING & GUTTERS ROOF _ _ _ _ _ _ _ _ _ _ _ _ _ _ — TO REMAIN; REFURBISH WHERE POSSIBLE �' - 351/128" REFERENCE SPECIFICATIONS FOR EXISTING SLATE ROOF TO BE REMAIN; REPAIR IN KIND STONE RESTORATION, TYP REMOVE EXISTING WINDOW AND CASING TRIM, CATALOGUE & STORE ONSITE, REFINISH & REINSTALL UNDERSIDE OF -- IN LOCATION OF REMOVAL-TYP. REFERENCE TRUSS SPECIFICATIONS FOR REFINISHING PROCEDURES. 7 - 3 51/128" — — — u, rn LL i in e- - THIRD FLOOR _ PLAN _ — _ v 57' - 6 51/128" REMOVE INFILL AT PREVIOUS TRANSOM OPENING -- - TO ACCOMODATE NEW TRANSOM WINDOW SYSTEM TO REPLICATE ORIGINAL CONFIGURATIONS, TYP M > i REMOVE EXISTING RETROFIT DOOR MINN w ASSEMBLY; PROVIDE NEW GLAZED METAL DOOR SYSTEM TO REPLICATE ORIGINAL CONFIGURATIONS PER ORIG. DWGS, TYP �LEVEL 2 _ _ - - 4 51/128" REFERENCE SPECIFICATIONS FOR STONE RESTORATIONS, TYP " EXISTING COPPER ROOFING, FLASHING & GUTTERS TO REMAIN, N � I ' I ' ! � ® REFURBISH WHERE POSSIBLE, TYP ® ® ® EXISTING SLATE ROOF TO REMAIN; REPAIR IN KIND LEVEL 1 _ ELEVATOR VENT - 2 51/128' REFERENCE SPECIFICATIONS FOR j REMOVE INFILL AT PREVIOUS TRANSOM OPENING STONE RESTORATION,TYP 1 TO ACCOMODATE NEW TRANSOM WINDOW SYSTEM 4 TO REPLICATE ORIGINAL CONFIGURATIONS, TYP _ OPEN AREAWAY 1/8 1 - 2 SOUTH ELEVATION -PROPOSED 0 1 - A-800 LE3 I UNDERSIDE OF TRUSS — — _ _ - . - REMOVE EXISTING WINDOW AND CASING TRIM, CATALOGUE & STORE ONSITE, REFINISH & REINSTALL ix r IN LOCATION OF REMOVAL-TYP. REFERENCE Lil r� r SPECIFICATIONS FOR REFINISHING PROCEDURES. r I 1 � THIRD FLOOR PLAN - 6 51/128" r ^ _ ] s . = i - r ' Ego r LEVEL 2 r- r: :44 - 4 51/128 z II r NEW COVERED ENTRY BYND Jh-a-ij a LEVEL 1 — — 31 - 2 51/128 GARDEN LEVEL I � - r REFERENCE SPECIFICATIONS FLOOR PLAN FOR STONE RESTORATIONS, TYP 8' - 11 51/128" s L r - rh—PARKING LOT17' - 8 41/64" — — — — WEST�ELEVATION = PROPOSED - ARCHITECT CONSULTANT STAMP KEY PLAN SHEET TITLE I 160 FEDERAL STREET PROPOSED BUILDING ELEVATIONS SALEM HISTORIC SCHOOLS e N ARCHITECTURE 1 ► MARK DATE DESCRIPTION CD NORTH SHORE COMMUNITY DEVELOPMENT 101 SUMMER ST BOSTON MA 02110 O N COALITION, INC. PROJECT NUMBER: 218010.1 N N A� 2 1 ,► DRAWN BY: BD , 2 CHECKED BY: Checker 0 4' 8' 16' EXISTING COPPER ROOFING, FLASHING &GUTTERS TO REMAIN; REFURBISH WHERE POSSIBLE EXISTING SLATE ROOF TO BE REMAIN; REPAIR IN KIND UNDERSIDE OF TRUSS_ 3 51/128" - — — — — — — — — — — — — REMOVE EXISTING WINDOW AND CASING TRIM, M LLJCATALOGUE&STORE ONSITE, REFINISH&REINSTALL IN LOCATION OF REMOVAL-TYP. REFERENCE SPECIFICATIONS FOR REFINISHING PROCEDURES. THIRD FLOOR _ PLAN i 6 51/128" 3 EXISTING COPPER ROOFING, FLASHING & GUTTERS LEVEL 2 - - - TO REMAIN; REFURBISH WHERE POSSIBLE 44' - 451/128" — — — — REMOVE EXISTING INFILL MATERIAL; EXISTING SLATE ROOF TO BE REMAIN; REPAIR IN KIND PROVIDE NEW WINDOW SYSTEM TO REPLICATE ORIGINAL CONFIGURATIONS ' PER ORIG. DWGS,TYP PROVIDE NEW METAL i REMOVE EXISTING WINDOW AND CASING TRIM, DOOR SYSTEM CATALOGUE & STORE ONSITE, REFINISH & REINSTALL LEVEL 1 -- - - - __ - IN LOCATION OF REMOVAL-TYP. REFERENCE �J 31' - 2 51/128" _ SPECIFICATIONS FOR REFINISHING PROCEDURES. .GARDEN LEVEI . . . ... FLOOR PLAN 1 ' - 11 51/128" ®_ J low ®a REMOVE EXISTING RETROFIT INFILL MATERIAL.REMOVE EXISTING WINDOW REMOVE EXISTING RETROFIT DOOR &CASING TRIM, CATALOGUE&STORE ONSITE, REFINISH&REINSTALL IN P RKING LOT ASSEMBLY; PROVIDE NEW GLAZED METAL LOCATION OF REMOVAL WHERE POSSIBLE,TYP. REFERENCE 17' - 8 41/64" DOOR SYSTEM TO REPLICATE ORIGINAL SPECIFICATIONS FOR REFINISHING PROCEDURES. CONFIGURATIONS PER ORIG. DWGS,TYP NEW COVERED ENTRY CANOPY NORT� E LEVATI NO UNDERSIDE OF1/8" = 10 — — — _ � TRUSS - - - - — — — — — — — — — — _73' 3 51/128" I f THIRD FLOOR � __����__ _ PLAN � 57' - 6 51/128" - � � G LEVEL 2 .REMOVE EXISTING WINDOW AND CASING TRIM, — — , - „— — CATALOGUE & STORE ONSITE, REFINISH & REINSTALL 4 4 51/128 IN LOCATION OF REMOVAL-TYP. REFERENCE SPECIFICATIONS FOR REFINISHING PROCEDURES. u„ y NEWCOVER BYNDED . _ LEVE L 1 ' =251/128"__ - - - - GARDEN LEVEL EXISTING DOOR TO BE REMOVED; FLOOR PLAN NEW HISTORICALLY SENSITIVE DOOR OR 18 11 51/128" GLAZING SYSTEM TO INFILL EXISTING � III MASONRY OPENING _REMOVE EXISTING RETROFIT DOOR&TRANSOM ASSEMBLY PROVIDE-- - L - PARKING LOT NEW GLAD META- An-SMM m R&JR SYSTEM TO REPLICUATE_QRIGINAL - - - - - 17 8 41/64 - - - - - - CONFIGURATIONS PER ORIG. DWGS,TYP.- PARTIAL NOR H LE ILER ROOM - , T E VATION �1/ ST ELEVATION016' - 8 51/128" 8 = 1 -0 ARCHITECT CONSULTANT STAMP KEY PLAN 5 SHEET TITLE PROPOSED BUILDING 160 FEDERAL STREETELEVATIONS °�- SALEM HISTORIC SCHOOLS 4 M ARCHITECTURE '3 o MARK DATE DESCRIPTION O N NORTH SHORE COMMUNITY DEVELOPMENT 101 SUMMER ST BOSTON MA 02110 O 04 COALITION, INC. 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I ---..- I �EL E�V A�Tl 0�Nj T�Y P� (: )�11/2��2�r I ARCHITECT CONSULTANT STAMP KEY PLAN SHEET TITLE - , WINDOW DETAILS �;*­',�' , �'�I­ 17"A ,_­ � � , , , A 160 FEDERAL STREET .11w.,,�!U. �,-­ Ivelt> , 1:1 A §' H111 I F��tk'-' .p, 1% -\I-% , 11.'.4,��,�J" RESTOI TION - I "A�� ?;, - 2 Ii a. , = �f -1 111 �,,07� m SALEM HISTORIC SCHOOLS , " %to , HISTORIC APPROACH �. ` -"- - �, �_­­ 1 ,�,,A­��', ,�,'., CD I _i�T�­�,., e1i 11­1,,04,1�', C) ARCHITECTURE 4 C) ____ __MARK DATE I DESCRIPTION N NORTH SHORE COMMUNITY DE 101 SUMMER ST BOSTON MA 02110 7 C) N i;� COALITION, INC. - I PROJECT NUMBER: 218010.1 C14 -771 E A� 800 I I-I __ - - - __ _ _ - p- -.� , 1�`,- -k7117��, ±ff , I 11 7- I DRAWN BY: BD . I I . I __ I CHECKED BY: Checker . I I I I- - w A,s: �. x..,. > :< EXISTING WOOD WINDOW RESTORATION SCOPE. ° ��� �;' .- '• :` � � �,.. '- •:., REMOVE EXISTING RETROFIT INFILL MATERIAL, h G r F•, W`',,.,,.,..<r�.. ,�;.v...�ny-,..,.._..:u:.:wa _'ft. • .:.:..::r. .,a;, m,._ .;.»Y.:.�.N-,ar: &.>'»..:,a..,.�. ..-:;w.» ,�..-a .,:..._.�., .... , .'c,. __ ._N�a.�., .,:�, _ �_.:__. , :, , , N ,N ' °.; , � µ= -• � ` , ,,. REPLACE W/ NEW WINDOW SYSTEM TO MATCH .,— Q� � : �� e '� �p I N .. � , ��� , ��� � .:,. EXISTING MATERIALS EXISTING METAL SCREENS .., ,., ,r,. REMOVE EX ST NG INFILL MAT R & , ' . j. _ _ p _ ORIGINAL CONFIGURATIONS, COORDINATE ALL Q _ � , ., „�, . ,.� .. ,:_ ..... . , ;:.. .. , , :. „�. � . ,Y= � .�,..� , >��,�', -, p , PROCEDURES PER ENVIRONMENTAL CONSULTANT ,. ®� ' %.,.< ,. �„�;. —.; . .a _� . .., ,,, -• .. :,' <•�, <. ,., 4-e �..._� ,._ - ,: '�'. .,: ° ,. REMOVE EXISTING WINDOW & CASING TRIM CATALOGUE & STORE ONSITE DURING DEMOLITION .�, >b� :.. ri,.�`�', ".. � � a ., .. ®�+� a� I � ::exY`Z°' I��� z ��j�. h+F�»+�{.f _ f r �, �3 ��`��• _ ;,�� �'" • MENTAL CONSULTANT REMOVE EXISTING PAINT; COORDINATE ALL PROCEDURES PER ENVIRONMENTAL AN ` a' I .x T REGLAZE ,1 i , r ,.:r r ::� ,. ,. .�: s .<<•: . ., ,. ��,,, �: ,,:, , .. ,. ,.,, �. . ,�,,ti: A DWARE INCLUDING POWER ASS ST R VID W H ® : :..,... , , r PAINT AND REFINISH PER SPECIFICATIONS t w REINSTALL IN L OF REMOVAL t S PROVIDE NEW INTERIOR ENERGY STORMS f „ 1 , _ 21 cm r 1 , ._,. .., :.".w`.>sr ' "` '$•'fit•F'f':S �. .: t,:-,. :. '.. �;:" ..r..�'#if-�a.<ir,rxr ,... ,':.....�a:dr ✓+i.n.;+;,-,,;•..�...''...i;DIF°r,e..r`..y':.:st-.w.ao. trq..',. ... re .. x:r+��•r , .r }.. , .v.., yyf� . . . . ti r . - '.:. ,....,. _,.. .• .;:. :<, tva.,..,.:, J ara�..... :......: .. .-. ..»: ..,., <...,. ,�- .,..m. .a. .._.. .. wr. K.... .+ _ ad !21 E R TONE SILL REFERENCE SPECIFICATIONS FOR STONE RESTORATION TYP. ORIGINAL CONFIGURATIONETR STONE SILL REFERENCE SPECIFICATIONS " � ,1•«.... . . ... t . ,. yrti : +, .- -..-... s y,;r .....w o, ?.... e.F�.,e«.��..,.�;. , �..r .�r ., , _. .. -,€ :, R T NE RE TORATION TYP. OF INFILLED WINDOW TO BE REPLICATED � � � � . � b , ,.,.. � .�r , .. FO S O S„_ ..,..,. ,. ,L.w�tA., :-: r,. ,F.4,(, .,, �x� , .,!<. �et ,L�ti.i••aliyr AT INFILLED AREAWAY] � , r- - yr pill Nonfood AF .. � ':. '.. '. � '. ,..: :.... ..' . , . . E E WALL ETR EXTERIOR ETR STONE BANDING REFERENCE SPECIFICATIONS FOR .. . 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EXISTING STEEL LINTEL TO BE REMOVE EXISTING INFILL MATERIAL AT HISTORIC TRANSOM II!I - �' ' -. -III III 'III ��rw.� �� ��.�� <��� xt � ��• , ��' ;'�. ,n��.::: : — , _ , -- - , � ' � RIMED/PAINTED, AS REQ D m �* _ OPENING =IIIIIII- �@ ` `' P i*".'`aM .£ c '•ii •.::°ly: #,+':"n' "�3i.' J,+�:}... 3 �� �y' @4t, -I I:.'i _ v- ° �1. •d' - I. -.I 'i,=M'Ysfw':. �,r„ r£ /` ..:.,, ,:. 'h,W..<�'.R�a�y L ,'r•„"4 'J^, i S ^'. - ,� ,. ,,+� tia�n`/.,v `t•�fp �rC • —1 ! d -- - _ - - 'aL < .'^w a,�.,..�3; `:�§�' k, ry,'4?�.� �'t'�+:m'n. rn- :":, "'•_. ,.k •<+- fit- .:: :.`�t,'6t;.. n COORDINATE ALL PROCEDURES PER ENVIRONMENTAL . ' _ °, < , . _II II—.IIII _ -,, .' _d � , ?, �, s .,� .,, '�. ;.,�• .. VIA` vaz vtPi ��" � � pa = =IIIII_= .: �,,, 4,.IA °m r FILL VOIDS W/ LOW -III III,- '"• . ,_.-; III__ '' .:. .z ....:, :r°<.- �r. 'tKs � -.4 f"° ry yt i'?� ..1w CONSULTANT —, s,, nw. :. ,;. __ \ _ —IIIII a -r"� ':. ': kh*.•�� •r: <yxL ' ;,tcA3 Q,*f". a r t. & 1: < _.�.,., ti � .. ° EXPANSION FOAM INSUL r ..,.,� ,r�. � .,, • PROVIDE NEW WINDOW SYSTEM TO REPLICATE ORIGINAL III'ill \ IIIIIII CONFIGURATIONS PER ORIG. DWGS, TYP I IIIIII ; — B IIIIIII IIIII • PROVIDE NEW INTERIOR ENERGY STORMS �— a �Illli IIIII NEW ALUM WINDOW SYSTEM, TYP I I I IIIIII a =—IIIIIII I I REUSE EXISTING WINDOW II'it !III' IIII CASING OR MATCH EXISTING, ll o C = III TYP a II II!Ililili NEW JAMB FLASHING BYND 0. -• BMW FINISH/SEAL & PAINT ETR APPLIED VERT MUNTIN BYND MASONRY RETURN III,._� •'- -d• _ d _.IIIIIII IIII RE-OPEN EXISTING AREAWAY 1'I —� B 1—IIIIIII SPACER BAR AT APPLIED MUNTIN IIII i a�- REFERENCE SPECIFICATIONS FOR =IIIIIII _ d Z ff ° d Ili lilllil = MASONRY RESTORATION, TYP IIIIII = 13 6 1 4 III IIII �`}' a.'-III �— Illil �; T A d IIIIIII IIII 'll1 _ I=IIIIIII APPLIED MUNTIN • I CIIII �;.-: -� _ . =< •' '111 i III_'' • 11h IIIV 11 ;' ,d EXTERIOR INTERIOR d „I EXTERIOR INTERIOR ° � t 1=IIIIII! 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NEW WD STOOL TO MATCH C �r�- - NEW MTL W/ UPTURNEDILL PAN _ ,1 N ING EXISTING, TYP ETR STONE SILL; REFERENCE SPECIFICATIONS N I,_I FOR STONE RESTORATION, TYP. NEW ALUM PANNING NEW SELF ADHERED ' ���� � �� � �, NEW PT WD BLOCKING, TYP MEMBRANE FLASHING s,J5 pit 4 V 1 �'=hc ^ &re: ° '•' . �xraga ,# •x _r ,+ :r FINISH/SEAL & PAINT # .. . ETR STONE SILL TYP REF SPECS .w• y 7;+#P "A r^.ttP t 4'y �., azY rc.., ya#��+`.5.:: 1 f —I— t a >a ' � . •, a >: ETR MASONRY WALL A •�.';.t:+ ^• ', ,• , `�'r�F r s;wk.y`. ' ,b>p`f;° 'aSde. '}.,�• ' FOR STONE RESTORATION fi :. r,r, �.;ss.., y -n,•, •p i`r'.. 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Ito�o 4�e c'_ - 4 r l./ Y for r Al1 04, ''1��, 43�2 ��4 A DEMOLITION NOTES: EROSION AND SEDIMENT CONTROL NOTES: GENERAL NOTES: PROPOSED LEGEND ABBREVIATIONS 1. SITE PREPARATION AND DEMOUT10N SHALL INCLUDE THOSE AREAS WITHIN THE LIMIT OF WORK LINE AS SHOWN ON 1. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CONSTRUCTED AND MAINTAINED IN 1. TOPOGRAPHIC DATA, PROPERTY LINE INFORMATION, AND EXISTING SITE FEATURES WERE OBTAINED AB ACCESS BASIN THE CONTRACT DOCUMENTS. ACCORDANCE WITH THE LATEST EDITION OF THE "MASSACHUSETTS EROSION AND SEDIMENT CONTROL FROM A PLAN ENTITLED "SITE PLAN, 162 FEDERAL STREET, SALEM", PREPARED BY NORTH SHORE LIMIT OF WORK AD AREA DRAIN GUIDELINES FOR URBAN AND SUBURBAN AREAS" PREPARED BY DEPARTMENT OF ENVIRONMENTAL SURVEY CORPORATION, DATED DECEMBER 19, 2019. EXISTING UTILITY TO BE ABANDONED, BC BOTTOM OF CURB ELEVATION 2. ANY AREA OUTSIDE THE LIMIT OF WORK THAT IS DISTURBED SHALL BE RESTORED TO ITS ORIGINAL CONDITION AT NO PROTECTION, BUREAU OF RESOURCE PROTECTION, AND THE CURRENT NPDES GENERAL PERMIT FOR REMOVED AND DISPOSED IF IN CONFLICT ADDITIONAL COST TO THE OWNER. STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITIES. 2. FLOODPLAIN INFORMATION WAS OBTAINED FROM THE FLOOD INSURANCE RATE MAP (FIRM) NO. H WITH NEW SITE IMPROVEMENTS, OR AS CB CATCH BASIN 25009CO419G. THE SITE IS PARTIALLY LOCATED IN ZONE X, AN AREA DETERMINED TO BE OUTSIDE INDICATED ON DRAWINGS CCB CAPE COD BERM 3. CONSULT ALL OF THE DRAWINGS AND SPECIFICATIONS FOR COORDINATION REQUIREMENTS BEFORE COMMENCING 2. MEANS bF EROSION AND SEDIMENT PROTECTION AS NOTED ON THE DRAWINGS INDICATE MINIMUM THE ANNUAL 0.2% CHANCE FLOODPLAIN, AND PARTIALLY LOCATED IN ZONE AE, THE 1% ANNUAL DEMOLITION. RECOMMENDED PROVISIONS. THE CONTRACTOR IS RESPONSIBLE FOR FINAL SELECTION AND CHANCE FLOOD. 0 0 EROSION CONTROL BARRIER Cl CAST IRON PLACEMENT OF EROSION AND SEDIMENTATION CONTROLS BASED ON ACTUAL SITE CONDITIONS AND -x x- CONSTRUCTION FENCE CJ CONTROL JOINT 4. THE CONTRACTOR SHALL COORDINATE SITE DEMOUT10N EFFORTS WITH ALL TRADES THAT MAY BE AFFECTED BY THE CONSTRUCTION CONDITIONS. ADDITIONAL MEANS OF PROTECTION SHALL BE PROVIDED BY THE 3. THE CONTRACTOR SHALL COMPLY WITH MASSACHUSETTS GENERAL LAWS CHAPTER 82, SECTION 40, WORK. CONTRACTOR AS REQUIRED FOR CONTINUED OR UNFORESEEN EROSION PROBLEMS, OR AS DIRECTED AS AMENDED, WHICH STATES THAT NO ONE MAY EXCAVATE IN THE COMMONWEALTH OF -W DOMESTIC WATER PIPE CL CENTER UNE 5. ALL ITEMS REQUIRING REMOVAL SHALL BE REMOVED TO FULL DEPTH TO INCLUDE BASE MATERIAL AND FOOTINGS OR BY CONTROLLING MUNICIPAL AUTHORITIES, AT NO ADDITIONAL EXPENSE TO THE OWNER. MASSACHUSETTS EXCEPT IN AN EMERGENCY WITHOUT 72 HOURS NOTICE, EXCLUSIVE OF SATURDAYS, CO CLEANOUT SUNDAYS, AND LEGAL HOLIDAYS, TO NATURAL GAS PIPELINE COMPANIES, AND MUNICIPAL UTILITY FP FIRE PROTECTION PIPE FOUNDATIONS AS REQUIRED TO FACILITATE CONSTRUCTION, AND LEGALLY DISPOSED OF OFFSITE BY CONTRACTOR. 3. AN EROSION CONTROL BARRIER SHALL BE INSTALLED ALONG THE EDGE OF PROPOSED DEVELOPMENT DEPARTMENTS THAT SUPPLY GAS, ELECTRICITY, TELEPHONE, OR CABLE TELEVISION SERVICE IN OR S SANITARY SEWER PIPE COP CENTER OF PIPE 6. UTILITY PIPES AS INDICATED IN THE PLAN PRIOR TO COMMENCEMENT OF DEMOLITION OR CONSTRUCTION TO THE CITY OR TOWN WHERE THE EXCAVATION IS TO BE MADE. THE CONTRACTOR SHALL CALL CP CARRIER PIPE DESIGNATED TO BE ABANDONED IN PLACE SHALL BE PLUGGED AT THEIR ENDS WITH WATERTIGHT BRICK OPERATIONS. "DIG SAFE" AT 1-888-DIG-SAFE. D -STORM DRAIN PIPE MASONRY OR CEMENT MORTAR WITH A MINIMUM THICKNESS OF 8 INCHES. -G- GAS PIPE CPP CORRUGATED POLYETHYLENE PIPE 4. SEDIMENT CONTROL MEASURES SHALL BE ADJUSTED TO MEET FIELD CONDI1ONS AT THE TIME OF 4. THE CONTRACTOR SHALL COMPLY WITH MASSACHUSETTS GENERAL LAWS CHAPTER 82A, ALSO DCB DOUBLE CATCH BASIN 7. UTILITY PIPES DESIGNATED TO BE REMOVED SHALL CONSIST OF THE COMPLETE REMOVAL AND DISPOSAL OF THE AND DURING ALL PHASES OF CONSTRUCTION AND BE CONSTRUCTED PRIOR TO AND IMMEDIATELY REFERRED TO AS JACKIE S LAW AS DETAILED IN SEC11ON 520 CMR 14.00 OF THE CODE OF _E- ELECTRIC DUCTBANK ENTIRE LENGTH OF PIPE AND BACKFl T/LL AND 95% COMPACTION OF THE VOID WITH ORDINARY BORROW. WHEN THE AFTER ANY GRADING OR DISTURBANCE OF EXISTING SURFACE MATERIAL ON THE SITE. MASSACHUSETTS REGULATIONS. ' - C- TELECOM DUCTBANK DI DUCTILE IRON PIPE CEMENT LINED VOID IS WITHIN THE FOOTPRINT OF THE NEW BUILDING, GRAVEL BORROW SHALL BE USED TO BACKFlLL THE VOID. CW CHILLED WATER PIPE DMH DRAIN MANHOLE 8. UTILITY STRUCTURES DESIGNATED TO BE ABANDONED IN PLACE SHALL HAVE THEIR CAST IRON CASTINGS REMOVED 5. AFTER ANY SIGNIFICANT RAINFALL (GREATER THAN 0.25 INCHES OF RAINFALL WITHIN 24 HOURS), 5. THE CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE FEDERAL, STATE, AND LOCAL LAWS, RULES, EHH ELECTRIC HANDHOLE AND DISPOSED, INLET AND OUTLET PIPES PLUGGED, THE BOTTOM OF THE STRUCTURES SHALL BE BROKEN, THE VOID SEDIMENT CONTROL STRUCTURES SHALL BE INSPECTED FOR INTEGRITY. ANY DAMAGE SHALL BE REGULATIONS AND SAFETY CODES IN THE CONSTRUCTION OF ALL IMPROVEMENTS. -STM STEAM PIPE CORRECTED IMMEDIATELY OF THE STRUCTURES SHALL BE BACKFILI�D AND COMPACTED TO 95% WITH ORDINARY BORROW OR FLOWABLE FILL, . CR CONDENSATE RETURN PIPE EJ EXPANSION JOINT 6. THE LOCATIONS AND ELEVATIONS OF ALL EXISTING UTILITIES ARE APPROXIMATE AND ALL UTILITIES AND THE TOP OF THE STRUCTURE SHALL BE REMOVED SO THAT IT IS AT LEAST 36 INCHES BELOW FINISH GRADE. 6. PERIODIC INSPECTION AND MAINTENANCE OF ALL SEDIMENT CONTROL STRUCTURES SHALL BE MAY NOT BE SHOWN. PRESENCE AND LOCATIONS OF ALL UTILITIES WITHIN THE LIMIT OF WORK MUST HW HOT WATER PIPE/RETURN EMH ELECTRIC MANHOLE 9. UTILITY STRUCTURES DESIGNATED TO BE REMOVED SHALL CONSIST OF THE REMOVAL AND DISPOSAL OF CAST IRON PROVIDED TO ENSURE THAT THE INTENDED PURPOSE IS ACCOMPLISHED. THE CONTRACTOR SHALL BE DETERMINED BY THE CONTRACTOR PRIOR TO COMMENCEMENT OF CONSTRUCTION ACTIVITY. THE FD FOUNDATION DRAIN BE RESPONSIBLE FOR ALL SEDIMENT LEAVING THE LIMIT OF WORK. SEDIMENT CONTROL MEASURES CONTRACTOR SHALL BE RESPONSIBLE FOR IDENTIFYING AND CONTACTING THE CONTROLLING HHW HEATING HOT WATER FFECASTINGS, PLUGGING OF INLET AND OUTLET PIPES, REMOVAL IS WITHIN THE FOOTPRINT OF THE NEW BUILDING,THE STRUCTURE, AND BACKFlLL AND 95% SHALL BE IN WORKING CONDITION AT THE END OF EACH WORKING DAY. AUTHORITIES AND/OR UTILITY COMPANIES RELATIVE TO THE LOCATIONS AND ELEVATIONS OF THEIR RW REUSE WATER PIPE HP FINISHED FLOOR ELEVATION COMPACTION OF THE VOID WITH ORDINARY BORROW. WHEN HE VOID LINES. THE CONTRACTOR SHALL KEEP A RECORD OF ANY DISCREPANCIES OR CHANGES IN THE HP HIGH POINT GRAVEL BORROW SHALL BE USED TO BACKFlLL THE VOID. 7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREVENTING SEDIMENT FROM ENTERING ANY STORM LOCATIONS OF ANY UTILITIES SHOWN OR ENCOUNTERED DURING CONSTRUCTION. ANY DISCREPANCIES GW GREY WATER PIPE DRAINAGE SYSTEM AND FROM BEING CONVEYED TO ANY WETLAND RESOURCE AREA, PUBLIC WAYS, SHALL BE REPORTED TO THE OWNER AND NITSCH ENGINEERING. ANY DAMAGE RESULTING FROM THE FUTURE UTILITY SHOWN FOR FAILURE OF THE CONTRACTOR TO MAKE THESE DETERMINATIONS HYD FIRE HYDRANT 10. ALL DEBRIS GENERATED DURING SITE PREPARATION ACTIVITIES SHALL BE LEGALLY DISPOSED OF OFFSITE. ABUTTING PROPERTY, OR OUTSIDE OF THE PROJECT LIMITS. -X ' INATIONS AND CONTACTS SHALL BE BORNE INFORMATION ONLY INV INVERT ELEVATION 11. AT ALL LOCATIONS WHERE EXISTING CURBING, CONCRETE PAVEMENT OR BITUMINOUS CONCRETE ROADWAY ABUTS NEW BY THE CONTRACTOR. LF LINEAR FEET CONSTRUCTION, THE EDGE OF THE EXISTING CURB OR PAVEMENT SHALL BE SAW CUT TO A CLEAN, SMOOTH EDGE. 8. THE CONTRACTOR SHALL PROTECT ALL DRAINAGE SWALES AND GROUND SURFACES WITHIN THE LIMIT ® INLET PROTECTION OF WORK FROM EROSIVE CONDITIONS. STRAW BALE, CRUSHED STONE OR EQUIVALENT CHECK DAMS 7• THE CONTRACTOR SHALL, THROUGHOUT CONSTRUCTION, TAKE ADEQUATE PRECAUTIONS TO PROTECT LOW LIMIT OF WORK 12. EXTEND DESIGNATED LIMIT OF WORK AS NECESSARY TO ACCOMPLISH ROUGH GRADING, EROSION CONTROL, TREE ARE TO BE PROVIDED AT A MAXIMUM OF TWO HUNDRED (200) FOOT SPACING, OR LESS AS ALL WALKS, GRADING, SIDEWALKS AND SITE DETAILS OUTSIDE OF THE LIMIT OF WORK AS DEFINED _---_ ELEVATION CONTOURS LP LOW POINT PROTECTION, AND SITE WORK AS REQUIRED BY THESE DRAWINGS AND SPECIFICATIONS. SITE-SPECIFIC CONDITIONS WARRANT, WITHIN ALL DRAINAGE SWALES AND DITCHES AND AT ON THE DRAWINGS AND SHALL REPAIR AND REPLACE OR OTHERWISE MAKE GOOD AS DIRECTED BY UPSTREAM SIDES OF ALL DRAINAGE INLETS. THE ENGINEER OR OWNER'S DESIGNATED REPRESENTATIVE ANY SUCH OR OTHER DAMAGE SO -- MATCH UNE LW LAB WASTE 13. THE CONTRACTOR SHALL REMOVE FROM THE SITE ALL RUBBISH AND DEBRIS FOUND THEREON. STORAGE OF SUCH CAUSED. CENTERLINE M&P MAINTAIN AND PROTECT MATERIALS ON THE PROJECT SITE WILL NOT BE PERMITTED. THE CONTRACTOR SHALL LEAVE THE SITE IN SAFE, 9• ALL STOCK PILES SHALL BE PROTECTED AND LOCATED A MINIMUM OF 100' FROM EXISTING WETLAND - - CLEAN, AND LEVEL CONDITION UPON COMPLETION OF THE SITE DEMOLITION WORK. RESOURCE AREAS & WITHIN THE LIMIT OF WORK. 8. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR JOB SITE SAFETY AND ALL CONSTRUCTION CO• CLEANOUT NIC NOT IN CONTRACT 14. REMOVE AND STOCKPILE ALL EXISTING SITE LIGHTS, BENCHES, TRASH RECEPTACLES, TRAFFIC SIGNS, GRANITE CURB, 10. ANY SEDIMENT TRACKED ONTO PAVED AREAS SHALL BE SWEPT AT THE END OF EACH WORKING MEANS AND METHODS. • ■ AREA DRAIN OC ON CENTER AND OTHER SITE IMPROVEMENTS WITHIN LIMIT OF WORK UNE UNLESS OTHERWISE NOTED. DAY. 9. PRIOR TO BEGINNING CONSTRUCTION, THE CONTRACTOR SHALL BECOME FAMILIAR WITH THE SITE AND OCS OUTLET CONTROL STRUCTURE CONSTRUCTION DOCUMENTS TO DEVELOP A THOROUGH UNDERSTANDING OF THE PROJECT, INCLUDING • ■ ACCESS BASIN PD PERIMETER DRAIN 15. ALL EXISTING TREES AND SHRUBS TO REMAIN SHALL BE PROTECTED AND MAINTAINED THROUGHOUT THE TIME OF 11. ALL SEDIMENT RETAINED BY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE LEGALLY DISPOSED OF OFFSITE. DRAIN MANHOLE PERF PERFORATED ANY SPECIAL CONDI1ONS AND CONSTRAINTS. O CONSTRUCTION, AS SPECIFIED AND DIRECTED BY THE LANDSCAPE ARCHITECT. 12. TEMPORARY DIVERSION DITCHES PERMANENT AND ANY 10. IT IS THE CONTRACTOR'S RESPONSIBIUTY TO BECOME FAMILIAR WITH THE PROJECT SITE AND TO PVC POLYVINYL CHLORIDE PIPE 16. BEFORE ANY TREES OR SHRUBS ARE REMOVED, THE CONTRACTOR SHALL ARRANGE A CONFERENCE ON THE SITE WITH DITCHES CHANNELS EMBANKMENTS, VERIFY ALL CONDITIONS IN THE FIELD AND REPORT DISCREPANCIES BETWEEN PLANS AND ACTUAL ® WATER QUALITY STRUCTURE THE OWNER OR OWNER'S REPRESENTATIVE TO IDENTIFY TREES AND SHRUBS THAT ARE TO BE REMOVED, AS WELL AS DENUDED SURFACE THAT WILL BE EXPOSED FOR A PERIOD OF 14 CALENDAR DAYS OR MORE SHALL CONDITIONS TO THE OWNER OR OWNER'S REPRESENTATION IMMEDIATELY. R&D REMOVE AND DISPOSE THOSE WHICH ARE TO BE PROTECTED. DO NOT COMMENCE CLEARING OPERATIONS WITHOUT A CLEAR UNDERSTANDING BE CONSIDERED CRITICAL VEGETATION AREAS. THESE AREAS SHALL BE STABILIZED/PROTECTED WITH O CATCH BASIN R&S 9MOVE AND STOCKPILE OF EXISTING CONDITIONS TO BE PRESERVED. APPROPRIATE EROSION CONTROL MATTING OR OTHER EROSION CONTROL METHODS. 11. THE CONTRACTOR SHALL CONDUCT ALL NECESSARY CONSTRUCTION NOTIFICATIONS AND APPLY FOR RD ROOF DRAIN AND OBTAIN ALL NECESSARY CONSTRUCTION PERMITS. 13. DUST SHALL BE CONTROLLED BY WATERING OR OTHER APPROVED METHODS AS DIRECTED BY THE O DOUBLE CATCH BASIN RIM RIM ELEVATION 17. THE CONTRACTOR SHALL REMOVE FROM THE AREA OF CONSTRUCTION PAVEMENT, CONCRETE, CURBING, POLES AND . FOUNDATIONS, ISLANDS, TREE BERMS AND OTHER FEATURES WITHIN THE LIMITS OF CONSTRUCTION AS REQUIRED TO PERMITTING AUTHORITY OR OWNER. 12. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE ESTABLISHMENT AND USE OF ALL VERTICAL ACCOMMODATE NEW CONSTRUCTION WHETHER SPECIFIED ON THE DRAWINGS OR NOT. AND HORIZONTAL CONSTRUC110N CONTROLS. O WATER QUALITY INLET SMH SEWER MANHOLE 14. THE CONTRACTOR SHALL USE TEMPORARY SEEDING, MULCHING, OR OTHER APPROVED STABILIZATION SS SEWER SERVICE MEASURES TO PROTECT EXPOSED AREAS DURING PROLONGED CONSTRUCTION OR OTHER LAND 13. ELEVATIONS REFER TO XXXX. O SEWER MANHOLE DISTURBANCE. STOCKPILES THAT WILL BE EXPOSED FOR LONGER THAN 14 DAYS SHALL BE TC TOP OF CURB ELEVATION EARTH MOVING AND GRADING NOTES: STABILIZED. 14. THE CONTRACTOR SHALL COMPLY WITH THE ORDER OF CONDITONS DATED XXXX XX, XXXX AND STMH STEAM MANHOLE THH TELECOM HANDHOLE 15. THE CONTRACTOR IS RESPONSIBLE FOR REMOVAL OF ALL EROSION AND SEDIMENT CONTROLS AT ISSUED BY THE XXXX CONSERVATION COMMISSION (DEP #XXX-XXX). TMH TELECOM MANHOLE 1. ALL TOPSOIL ENCOUNTERED WITHIN THE WORK AREA SHALL BE STRIPPED TO ITS FULL DEPTH AND THE COMPLETION OF SITE CONSTRUCTION, BUT ONLY WHEN DIRECTED BY 'THE CITY/TOWN OF XXXX 15. FOR SOIL INFORMATION REFER TO GEOTECHNICAL REPORT. TMH TELECOM MANHOLE TOP TOP OF PIPE STOCKPILED FOR REUSE. EXCESS TOPSOIL SHALL BE. REMOVED FROM THE SITE UNLESS OTHERWISE CONSERVATION AGENT. STABILIZE OR SEED BARE AREAS LEFT AFTER EROSION CONTROL REMOVAL. DIRECTED BY THE OWNER. TOPSOIL PILES SHALL REMAIN SEGREGATED FROM EXCAVATED EMH 0 ELECTRIC MANHOLE TOD TOP OF DUCT BANK SUBSURFACE SOIL MATERIALS. TYP TYPICAL 2. GRADES WITHIN HANDICAP PARKING SPACES AND ACCESS AISLES SHALL NOT EXCEED 1.5% IN ANY UTILITY NOTES: CWV N CHILLED WATER VALVE UD UNDERDRAIN DIRECTION. - USD UNDERSLAB DRAIN 1. ALL UTILITY CONNECTIONS ARE SUBJECT TO THE APPROVAL OF, AND GRANTING OF PERMITS BY, THE LOCAL MUNICIPALITY. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR WV H WATER VALVE 3. CROSS SLOPES OF ALL PEDESTRIAN WALKS SHALL NOT EXCEED 1.5%. VGC VERTICAL GRANITE CURB TO OBTAIN ALL PERMITS AND APPROVALS RELATED TO UTILITY WORK PRIOR' TO COMMENCEMENT OF CONSTRUCTION. HYD FIRE HYDRANT WQI WATER QUALITY INLET 4. RUNNING SLOPE OF ALL PEDESTRIAN WALKS SHALL NOT EXCEED 4.57., UNLESS OTHERWISE NOTED. 2. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR OBTAINING ALL PERMISSIONS FOR, AND FOR CONDUCTING ALL PREPARATIONS RELATED TO, WORK AFFECTING ANY UTILITIES WITHIN WQS WATER QUALITY STRUCTURE 5. THE CONTRACTOR SHALL EXERCISE CAUTION IN ALL EXCAVATION ACTIVITY DUE TO POSSIBLE THE JURISDICTION OF ANY NON-MUNICIPAL UTILITY COMPANY, INCLUDING BUT NOT LIMITED TO ELECTRIC, TELEPHONE, AND/OR GAS. THE CONTRACTOR SHALL NO11FY ALL APPROPRIATE WV WATER VALVE EXISTENCE OF UNRECORDED UTILITY LINES. AGENCIES, DEPARTMENTS, AND UTILITY COMPANIES, IN WRITING, AT LEAST 7 DAYS (OR PER UTILITY COMPANY REQUIREMENT) AND NOT MORE THAN 30 DAYS PRIOR TO ANY CONSTRUCTION. 6. ALL PAVED AREAS MUST PITCH TO DRAIN AT A MINIMUM OF 1% UNLESS OTHERWISE NOTED. 3. THE CONTRACTOR SHALL MAINTAIN UTILITIES SERVICING BUILDINGS AND FACILITIES WITHIN OR OUTSIDE THE PROJECT LIMIT UNLESS THE INTERRUPTION OF SERVICE IS COORDINATED WITH 7. PROVIDE POSITIVE DRAINAGE AWAY FROM FACE OF BUILDINGS AT ALL LOCATIONS. THE OWNER. 8. PITCH EVENLY BETWEEN CONTOUR LINES AND BETWEEN SPOT GRADES. SPOT GRADE ELEVATIONS 4. ALL WATER, SEWER, AND DRAIN WORK SHALL BE PERFORMED ACCORDING TO THE REQUIREMENTS AND STANDARD SPECIFICATIONS OF THE LOCAL MUNICIPALITY. TAKE PRECEDENCE OVER CONTOUR LINES. 5. GAS, TELECOMMUNICATIONS AND ELECTRIC SERVICES ARE TO BE DESIGNED BY EACH UTILITY COMPANY IN COORDINATION WITH THE MECHANICAL, ELECTRIC, AND PLUMBING CONSULTANTS. 9. ALL PROPOSED TOP OF CURB ELEVATIONS ARE SIX INCHES (6") ABOVE BOTTOM OF CURB 6. THE CONTRACTOR SHALL COORDINATE CONSTRUCTION ACTIVITIES OF NEW UTILITIES WITH GAS, TELECOMMUNICATION AND ELECTRICAL SERVICES. ELEVATIONS UNLESS OTHERWISE NOTED. ALL PROPOSED TOP OF CAPE COD BERM ELEVATIONS ARE FOUR INCHES (4") ABOVE BOTTOM OF CURB ELEVATION UNLESS OTHERWISE NOTED. 7. INSTALL WATER LINES WITH A MINIMUM OF FIVE FEET OF COVER AND A MAXIMUM OF SEVEN FEET COVER FROM THE FINAL DESIGN GRADES. 10. THE CONTRACTOR SHALL BLEND NEW GRADING SMOOTHLY INTO EXISTING GRADING AT LIMITS OF 8. MAINTAIN 10 FEET HORIZONTAL SEPARATION AND 18 INCHES VERTICAL SEPARATION (WATER OVER SEWER) BETWEEN SEWER AND WATER LINES. WHEREVER THERE IS LESS THAN 10 FEET GRADING. OF HORIZONTAL SEPARATION AND 18 INCHES OF VERTICAL SEPARATION BETWEEN A PROPOSED OR EXISTING SEWER LINE TO REMAIN AND A PROPOSED OR EXISTING WATER LINE TO 11. WHERE NEW PAVING MEETS EXISTING PAVING, MEET LINE AND GRADE OF EXISTING PAVING WITH REMAIN BOTH WATER MAIN AND SEWER MAIN SHALL BE CONSTRUCTED OF MECHANICAL JOINT CEMENT LINED DUCTILE IRON PIPE FOR A DISTANCE OF 10-FEET ON EITHER SIDE OF THE SMOOTH TRANSITION BETWEEN EXISTING AND NEW SURFACES. CROSSING. ONE (1) FULL LENGTH OF WATER PIPE SHALL BE CENTERED OVER THE SEWER AT THE CROSSING. 12. THE CONTRACTOR SHALL VERIFY EXISTING GRADES IN THE FIELD AND REPORT ANY DISCREPANCIES 9• THE CONTRACTOR SHALL MAINTAIN ALL EXISTING UTILITIES EXCEPT THOSE NOTED TO BE ABANDONED AND/OR REMOVED & DISPOSED. IMMEDIATELY TO THE ARCHITECT OR OWNER'S REPRESENTATIVE PRIOR TO STARTING WORK. 10. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR TRENCHING, BACKFILLING, AND SURFACE RESTORATION FOR GAS UTILITY SYSTEMS. 13. PITCH TOPS OF ALL WALLS AT ONE-EIGHTH INCH (1/8-) PER FOOT FROM BACK OF WALL TO FACE 11. ALL ONSITE UTILITIES SHALL BE INSTALLED UNDERGROUND UNLESS OTHERWISE NOTED. OF WALL. 14. SURPLUS MATERIALS SHALL BE REMOVED FROM THE SITE UNLESS DIRECTED BY THE OWNER OR 12. ALL EXISTING AND PROPOSED MANHOLE FRAMES, COVERS, VALVES, CLEANOUTS, CASTINGS, ETC. SHALL BE RAISED TO FINISHED GRADE PRIOR TO FINAL GRADING AND PAVING OWNER'S REPRESENTATIVE. REFER TO EARTHWORK SPECIFICATIONS. CONSTRUCTION. 15. ANY AREAS OUTSIDE OF THE LIMIT OF WORK THAT ARE DISTURBED SHALL BE RESTORED BY THE 13. ALL GRATES IN WALKWAYS SHALL BE ADA COMPLIANT. CONTRACTOR TO THE PRE-CONSTRUCTION CONDITION/GRADE AT NO COST TO THE OWNER. 16. EXCAVATION REQUIRED WITHIN PROXIMITY OF EXISTING UTILITY LINES SHALL BE DONE BY HAND. CONTRACTOR SHALL REPAIR ANY DAMAGE TO EXISTING UTILITY LINES OR STRUCTURES INCURRED DURING CONSTRUCTION OPERATIONS AT NO ADDITIONAL COST TO OWNER. NITSCH PROJECT NO. 13928 ARCHITECT CONSULTANT STAMP KEY PLAN SHEET TITLE 160 FEDERAL STREET , o � NOTES LEGEND 0,*` NNitsch En ineerin o`�vET VEN 9�y SALEM HISTORIC SCHOOLS g g RESCA AND ABBREVIATIONS J{" CIVIL hz ARCHITECTURE g.com ► Civil Engineering ° 6872 www.nitschen �'sTER Land Surveying II 02-13-2020 SITE PLAN REVIEW NORTH SHORE COMMUNITY DEVELOPMENT 101 SUMMER ST BOSTON MA 02110 2 Center Plaza, Suite 430 . Transportation Engineering MARK DATE DESCRIPTION Boston, MA 02108 ► Structural Engineering I'1l INC. COALITION, ► Green Infrastructure PROJECT NUMBER: 218010.1 C 100 T: (617) 338-0063 . Planning . F: (617) 338-6472 . GIS DRAWN BY: PES/BC CHECKED BY: SV I urcwty mHrvnuLt 7.3ti ,', b o R=7.61' 7.44 7,51 7,60 INV. A=3.5' \ �8" CAST IRON J� t / 8,35 q e INV. B=3.5 W V y 1/y �1� C INV. C=3.3' ! 2s INOE s � 83DRAIN MANHOLE �' 7,61 7.52 ctn�ENT SMH 8,24 R=9.10' • 7.65 /�� 8.05 R=8.40' INV. 3.45' G B • 7.77 7.89 CULVERT=0.1' SUMP=3.2' 8.56 S ,49 ' Sy-23 7.89 7.99 6 BS G 8,3 8.40 8.37 8.45 8.00 G 2 8.89 LIO g 53�\\ 8.94 8.97 �� A L 8.38 `+8.54 0.57 8,67 (2$.40 8,58 1.77 gyy 7.50 75 ATCH BASIN _. P&M SEINER wire R=7.50' V=4.15 REMOVE"AD _ _ _ _/ o L � g y y l SERVICE AND 8 • 7.9 Q. RESET VERTICAL 8.93 �? 867 wi a 8,39 wEre ca MANHOLE I 8.23 GRANITE CURB -g_ Paved 8.41 SMH $.1a 8.90 8,33 �20.00 R= /T 8.20 8,25 IN`=3.37' . 8.34 S .77 9.26 8.81. INV=3.41' 8.31 9.54 f 2 ACCESS -8_-_3__ PARKING EASEMENT FEM A FLOOD 9.11 EASEMENT_ ZONE AE (EL 0) 9.39 9,17 9.11 9.90 9,84 i -10 9.5 �. _ LEASE AREA = I r __ flood haza d boundar -_-- - CYI 10.85 I 10.33 � _ (3 1 i 10.78 40,832 f S.F. 10.14 O� 9.88 \ 10,73 10.5 U � 10.47 � (,J�---------10 9,98 i i -11 a I 00 Paved m I 11.61 I \ I 11.34 I 10.67 11.55 11.33 �0� \ 10.86 24.00' 11.87 �;- 7 } I 12.37 I 11.66 31.43 Q I 12. 9 00 I 11.25 12.70 I(N 12J4 1311 12.$1 1<3 ASPHALT PAVEMENT ' \ i pa -d 12\7 �13.21 13.95 \ 12.56 13,58 ^ / 14.13 1 78 \ I 12.11 -� • �II 200' buffer zone from canal 12.94 14.14 14.11 14 507 13.54 \ �1 15.23 1497 14,35 15.17 1 -is.1 - ,100' buffer zone frorl! FEMA �� \ 02s3 15.21 51 \ 13.7416.09 - 1 ,i14.83 1Aj 15.50 14.21 .91Iron .7 16.1 f ur 16.31 --�' -- Q 16 16,39 16.24 \ 13.95 Wall 00 paved \ 14.53 14.64 Z 17 o .20 �\ 16. 15 17.23 6.83 lzlr�_ 18.24' 1 .33 17, 4 17,40 18.3 O 17.68 17.41 \_ 1.2 5. �53 15,23 18.45 1 8 _ `_ 17.61 paved p � 18,5 t:-�,105�- M` 18. R&D OF `�-- -_ 16 o CONCONCRETE 17.66 ^ 16.11 18.75 18.63 18,45 18.21�\ .35 04 . 18.74 . 16.51� •ll 1 4-9 18.79 18.80 18.86 18.78 18.74 18.33 N, 17.94 / U 8.86 drain 18•79 drain, !3$4 concrete 18,53 1�____ 16.89 N 3 1 18,86 18.80 18.69 dr In down 0. 154 9, 4 on granite •s out step NO VISIBLE SEWER 19 31 17.58 9 CLEANOUT FOUND 19.28 17.78 19.34 9,34 , 93.34 19.41 S7 1 a)9.23 paved 77 _ 9.72 19. 18.62 18.21 1 1A83 18.74 18,63 24.82 19.81 20,20 rain 9,91 20, -20120.65 0-1 - 20.14 ' 20.41 26.61 2011 on granite 20.46-" -20.25 2,4 W threshold 20.29 20.74 .� 24, c- / ❑ 20,26 2034 20,42 20.65 20,66 00 20.35 20.5 .- ❑ ,87 20.79 25.9 N 20,73 Lo O pave 20,85 [721 26.64! 78Nresnold ST. JAMES CHURCH �•® , ' -'am^ drai 20 21.15 (n �1 9 #150 • 21, •27A6 27.36 L_t 21.05 21.30 21,41 2111 1.28 ' 21.34 21.58 21.44 21.31 I 22 222,' L76 drain 21.7 2$.4 21.61 21.72/ R&D OF 21. 7 21 222 27.19 on•granite ASPHALT on29 aeit ' 28, threshold PAVEMENT threshod ''� 24.97 25.28 j d" }I + 27,38�0 / i #160 on granite .2 �527.93 grate ,737 on granite 7f threshold 2g,06 threshold 30.68 I (V 00 29,00 29,26 29.c. I 29 .�I _ L1., 30.62 drain •27,66 Approx. -'130.56 30,46/ I 29.16 buried paved �+ wells. /"�� I W P&M GAS 30 29.3 29.02 29.07 r`�teste SERVICE 2993 �o 29-�_ 4" gas p ed CZ 28.33 O BOLLARDS• 10 29,68 O 9,92 I 28.96 .rain ell vent-4 i 9,kA 11 drain 29.54 29.44 I N 28.89 2 he i 1 1 0 _ i _�_J� (29.15 29.81 i i i L_, �-0i V) 28.76 iron i i 2947 �,7..I CI 29.78 fence 29,711 L------ J Di Y ----- -01.76� 0I29L? 30.1 29.03 -28.72 5.44 .7, ?Q-" 1 , t9,92 I 28.69 2$J2 28.78 2894 29.�1-"�- - to.yi �l " g,9� 28.89 28.72 SCALE: 12" TREE 28.66 S 20 i5< Yl2g,g50• TR H = 20, 7 17 28,836" TREE2s.86 CATCH BASIN RAIN MANHOLE 28.1 2 0.68 -+ 28.80 �. .. ❑H U R=27.09 0 2 .78 28.08 28.06 9,17 28.26 28,32SMH 28.27 i X28,24 28. 28.32 - 20 0 0 20 40 12" PV _ R=28.36 I w 2' F JC T D RM 27.23' /�1 1 =20.65' O INV=20. S' I a0 D� ��� 4 CI INV=1883' 2$.14 28.29 N W NITSCH PROJECT NO. 13928 • 28.53 � 26.67 � 28.82 � 8,87 1 28,91 � 28,93 28.91 28.83 ' ARCHITECT CONSULTANT STAMP KEY PLAN SHEET TITLE 160 FEDERAL STREET � £, %1tiOF DEMOLITION y .� _ PLAN &, `Z Nitsch Engineering o VENT ESCA SALEM HISTORIC SCHOOLS :V►� v Aa No.46872 ARCHITECTURE www.nitschong.com ► Civil Engineering �psrE c 02-13-2020 SITE PLAN REVIEW Land Surveying s� , 2 Center Plaza, Suite 430 ► Transportation Engineering MARK DATE DESCRIPTION NORTH SHORE COMMUNITY DEVELOPMENT 101 SUMMER ST BOSTON MA 02110 Boston, MA 02108 ► Structural Engineering N1 COALITION, INC. T: (617) 338-0063 ► Green Infrastructure PROJECT NUMBER: 218010.1 Planning . DRAWN BY: PES/BC F: (617) 338-6472 • GIS CHECKED BY: SV l UMx,N WANnuLt e R 7.61' 7.44 INV. A=3.5 7.51 7,60 /�� A B INV. B=3.5' 8" CAST IRON ,nI W 8.35 INV. C=3.3' �.5e-- W V V W Y Y 8.32 z4 w�oE __�� DRAIN MANHOLE G' 7b1 C 7.52 R CU1ZFRr SMH 8.24 R=9.10' 7.65 e.es R=8.40' INV. 3.45' �i 7.77 7.89 CULVERT=0,1' SUMP=3.2' 8.56 g AGE- e,aQ 7.84 S 49 S1 .23 8.37 7,89 7.99 C 6 B S 8,3 8.40 5 8.45 8,Q0 9.1R 8.29 8.89 / LPs, 3 eb.4 ss ti.e6 z p A,�j p7 L 08,40 8.38 , VG,RTICA RAN RQ'��., J (� w re 75QATCH BASIN R=7.50' 8,57 / V=4.15 L 2 guy v - - - - 8.67 gyy wire a 8 7.9 wire 8,39 8.93 (0 8.23 9, paved 61 V O. 8,18 8.90 `�� v 8,33 '� .20 9.25 20.00 \ dv=3.37 8,34 9.15 s'jz^r T 9.26 8,81 IN!= .41' , I 8.31 9.54 - �'T9..,0y, N 9 �_ ACCESS o \ ' '' _' 6.33 Q PARKING EASEMENT 77 FOOD o 9.11 9 o�I� EASEMENT t 9,84 L AE (EL 0) 9.39 9.17 _J 9.11 9,90 10 9.5 flo r 0E A?PAO = uoundar Gi 10.85 I 10.33 14 ) L1; ) o \ HOT MIX 419,32 f S.F. ,I C1 ASPHALT 1o,s 1o,a7 GI 9.88B--- 10 ' 9.98 BERMa_ 11.61 I 1 . III'�•--D,,.. _ . 0.93 HOT MIX Paved m � 20.0 ASPHALT 111, BERM 11.0Z I10.87 I 11.55 11.33 \10.92 1 10.86 24.00' 1.87 42 TOTAL Tllv?B,ERI,GUARDRAIL }. PARKING I WITHI STE POST �� Og SPACES (TYPI.) I 12.37 1 W I 11.43 1 \ I 12.78 -. AO 11,66 RETAINING. 11.25 \ 12.a1 I a3 1 T.74 / 11 1TYP. `19.0 WALL (TYP.) ' I W 1 TYP') I \ 17.0'� �7Y.P0' .t1 19 _ .0' .95 ved(TYP.f I\ ( . 1?.'?'r� 12.25 71 13,58 I (TYP.) ,,, 13,78 I n /9.0 ----- I I (TYP.) \ \ _----- 0 bu`fer zone m oanal .0�(��P.) _q-0 (�� \ 14.11 \ 12.94 14.14 I 14.44 15.07 �� -I = T�20.0' 14.97 I 20.0f�\ r i 15,17\ 14.35 \� V-5.1 15.21 100' u ffer 02,53 one fr m I _VIA51 HOT MIX 8.0 13J4 AS PHALTb.Qa _ 16.1� BERM IFLUSH 15.50 91 Iron 7 I�Q 16.39 GRANITE 16,24-�� n \ 13,95 N wall paved 8.0 CURB ACCESSIBLE 7 0 ' 14.SPARKING SIGN r i _' j - r-5_0 co - o L 5 AND 14STENCIL � Z ! 0 17.23 16.831 1 � 18,24' 1 .33 17, 4 3 (6 17.40 ^ _ 18.3 0 f 17.4� , �_ .2 5,53M 15,23 18.45 :...3.07F, 7.6 A- 17.66 18,5 I8. _� 8.0 C 16 18,75 8.63 9,45 16.21�\ 35 (V 16.11 1 9 �.79 18.80 7 a7 16.51� ,29 19, 7 IM86 18.78 �7g 18.33 17.94 / n 18.79 I concrete7 16.89 _ 18.86 drain p p drai�,� 18.69 ® 18.H0 18.53 1 p 1 dr�'a� + �i++.+�rr�ri .. down on granite s out 9 JO VISIBLE SEWER 19 31 APP _ step LEANOUT FOUND 17.78 17,58 x M344 9.34 2' FLUSH 19,41 )•28 2®s7 sl 1� 9.23 DETECTABLE Paved } 77 1 CONCRETE WARNING 9.6 4 18.62 19.83 •18.74 18.21 19.72 STRIP 24.82 1981. 20.20 t 18.63 177717r7 T'77 rain 9.91 2 '20.65 4 YD. ROLLING ?0- 0.14 i . DUMPSTER NTH 26,61 20.31 Lhresholde J,/ `'40 'r 20,29 , 2A LrJ / ENCLOSURE (2) 20.2E 207 2 , + 0.34 20.42 Z10 to '5 20.5 20.65 20.66 r-• i FENCE [] 20.87 Lo 25: 20.79 M 9 nl 20.73 t0 ENCLOSURE 21 2o,6a; ST. JAMES CHURCH ?_s r Ved 20.85 (N )5 drain drai 20,95 21.35 7,80threshold 20.95 21.30 27.06 27.36 #j 150 21.11 21.05 1.28 1 41 J 21.44 21.31 21.58 � L76 draL29 21,7 '2 2 i�ro n 21.61 21.72/ _ 21 21 21.4 _ 27.19 28.4 c on gra its 2278: >.e2 J` n i{ 28 , thresha d ton LLI 24.97 I ^25.28 1 �' 27.38 / c 2 527.9 ate �7.37 g #1 6 0 on granite J 41 threshold 9 threshOlde 30.68 28.06 j 0 29.0 - d 2 .2 29 elf 30,62 dra• .27,66 Approx. ---� 29,16 buried 30.56 paved wells. W 3020 29.02 29.07 Q A e a Q RA _�- �.a t N 2 9-,_ -., 4" gas , p ved � ' 29.33 0 to 29,68 O r7 29.92% 29.54 drai 29.4428.89 ram ell vent-? 2 r48 o N �29.15 29.8 l 28.7, 1 l 29.47 I --� + iron i i7 Ci 29.78 i fence 29,711 L----_jJ Oi -� • ----- wall9.96 - 29.76, �i 29. 30.1 9,03 _... 28.72 5.44 i t__'9' 1, SCALE: Ea. y I28.72 28.78 28.94 2y.ui-�- 2ts,y1 - tY TREE ,ia-�8.9� 26.89 26 '2 7 17 26.66 S `20 i5Fi W to-_TR _ 128,13 281q 28, .- ;.86 2 2 8.68 28 i 3.80� - L I CATCH BASIN " ' .78 2608 28,Q6 -. 28,17 28.26 28.32 �` DRAIN MANHOLE 1 - 20 SMH 26.27 i �28,24 28. J2&32 R=27.09' 20 10 0 20 40 12" PV R=28.36 = �'rF/C D SMH L I 20.65' O INV=20. 8' I O NV�18 83' S 28.14 U 4 CI 28.29 28.53 28.67 28.82 28.87 28,91 28.93 28.91 2e,e3 NITSCH PROJECT NO. 13928 ARCHITECT CONSULTANT STAMP KEY PLAN SHEET TITLE 160FEDERAL STREET M SITE PLAN Nitsch Engineering xa o VENTRE CR ym SALEM HISTORIC SCHOOLS ¢tr �,,,,L NO.46,9 ARCHITECTURE www.nitscheng.com : Civil Engineering R 02-13-2020 SITE PLAN REVIEW 2 Center Plaza, Suite 430 Land Surveying s , , �. NORTH SHORE COMMUNITY DEVELOPMENT 101 SUMMER sr BOs-roN MA 02110 Transportation Engineering MARK DATE DESCRIPTION Boston, MA 02108 ► Structural Engineering µ{� COALITION' INC. T: (617) 338-0063 III- Infrastructure PROJECT NUMBER: 218010.1 Planning . DRAWN BY: PES/BC F: (617) 338-6472 ► GIS CHECKED BY: SV ,.... „ IN / 8' CAST IRON q 8 INV. B=3.5• A yy W -DMH2O2- VV VV yV INV. C=3.3' za'xlce B3DRAIN MANHOLE C sE�Wier -RIM/8.84 SMH 8,24 R=9.10' 7.61 7.52 G /• 8.05 n•�' INV. 3.45' G 7.65 • 7,77 7,69 INV IN(OCS0R 94 ,j6 SUMP=3.2' 8.56 G V-tN(-CB104 �W7 S ITT POISON - -.46III 7.ea E� � S RE INV _.y .z3 7,89 G __ 6 BS (8.15) G R�O+'�_V/1�-D_�p.ACKF 8.3 8.45 7,99 8,CC G �Bli-0.64i.29 e.d2 rRC'VGNTER ��� b b.66 8 CON K,,TO EX. DMH ao 838 LF C�8:56 ' s.se 8.5 BG,8.74 sT =9.23 �Ol 'E .1P 12�"-1-CPP � C am ` " PP V7ACATCH BASIN Q- R=7.50' C6104 W SLIT P���ON � _ �' " 2 w-e a - - CB1 5 W/7,9 L�4'PRISON / - 'p TC=8.71 RIM-� „ 8.67 4,Y RIM=8.75 8.93 ri 12 CPP ' 8.39 p p BC=8.21 INV3 OUT=5.00 INV OUT=5.00 _��g - ved i 8.90 6618.90 R=8.77' 1812" CPP 8.20 TC/BQ=8.15 - 8.33 C=8•90 -,PROVIDE BACKFLOW PREVENTER 9.26 TC/BC=9.40 3.8>T /BG=19.40 IN SMH AT OPTLET PIPE 9.54� 19 9 ACCEd C - -- 8.33 EXISTING SEWER LINE TO BE MAINTAINED AND PARKING EASEI1ENT CPP BC=9: REUSEE19-(CCTV REQUIRED TO CONFIRM CONDITION EASEMENT TC/BC=9.60 Z F � C 11 }�� 9.60 , 9.39 TC=_9.58 9.11 ) 17-�'1.22 9.17 9.90 i 10 BC=��427 `J CB102 WEIR ELEV.=8.45 I 10 _ -' 1-^ ;E AREA - RIM=9.87 RIM=9.85 - - 1%+ndarV GJ- INV OUT=6.30 INV OUT=475 i 010.33 12" CPP D 'I is � rl _ 0 1 \ i 11- 4o � CPP� 100 Z �I c''- D 201 9.98 CB103\ 1o.7e - 1- O' 10.47 " -1$72 RIM=10.02 '� aved ° _ INV 4N(CB102 :8CL INV OUT=6.00 i �"`1�"'�i1. - o, li2'„ CPP ����-1 r �' INV ;IN(CB103)=5.70 11.61 CONN. 2 (TO INFILTRATION SYSTEM) _ 'j � 12 CPP 1� J INV OUT=5.70 V=5.60 11.34 � 2 " 12 I I OLATOR IN 12 CA PP ROB,) 11, 1EfA4L START 0.5 FT. BC=13.�9'6 10.86 TC=13.92 I -� ;13 24.0®' °''12--o" _WAf7L-;-j 1 FT BC=13.59 >- �2� 13 j CB101 I __ - �j°� RIM=12.7� ` ,�/ 12 CPP I �`\ \ _ 1 11.43 I \ INV OUT=8.0�• i � /_�- �e \\\ 12.78 4 ,0 SUBSURFAGE, 11.25 12.7a I INFILTRATION 12.61 f 3 \\\ SYSTEM 1 �I �,,, I `-14• If If Cep/ ved �° \�� CONN. 1 (TO INFILTRATION SYSTEM) , 21 1$, 13.95 \ 1z,`s,�°•� WALL \AFT ��_ 13.78 fp 1 INV=7� 0 13 4.13 I 12.11 CONN. 3 (TO-INFILTRATION SYSTEMI i o f Z INSPECTION INV JJ 25 14.11 1 m eOR . ( \ • 12.94 I I 6\ la.aa X- 15,07 - 16,-- 3 \\\ 14.57 ra Tn 13.01 15.17` ° \ o\ V-15.1 � \ �100' suffer I MA BC=17.50 a2.s3 1s.21 I one fr �� cd 1 �� �_ 2 TC=17.82 51�Q >>\\ / I BC�b7.50 1�5 ,�• �1EL-�7�0-\\. 16.0e /� ALL�ND- 3.5 FT ^16.Ig/:� - \\ C=17.00 15.50 - '..91fA��„ 13.95 �6 16.39 TC=17.58 C 117.34 16.za\� TC=17.58 �j well ` 16.�2•C-t BC=17.25 �BC�7.25Lo 1a.53 paved _ 14.64 117 7�- ° 5 z �� I .�0 17.233 V0 �� 16.83 Z:_� . BC .,1 ,/017. q 1 T�4 1�8 03.�.3: _ :,. j : .a1 I �' ^is.BC=17.8Q5.23 17.66 ° 17C, -18.13 BC T717 �--- CL 17.80 17.7 0 ,--- 0 BW=17.72 �} � 18.95 �� `TW= 8.95 016 • 18.75 18.63 _ 18.45 1H.?1�, --BW#17c90 s,,. � T18.95 \ 117 87 .�8_9,5 I 19,-03 18."" / 2M.29 19. 7 1. � �J9 \�� 18.86 r_- - 9 COf1Cr 'CF �a09 18.69 1��-- 16.89 19.11 O _119, tD�7T7TT! :.TJTTia i//1' 9,54 ii:'7T?IT:i ilTTT. a it�I,.iiiTT�i7.,.... ,,,./, jOWn 18.53 1 .81i9. 4 ✓ o granite NO VISI _EBr,sij+7.72 sou i-19 � .31 e 9 ROOF LEADER COLLECTION' 1 CLEANOL+T8=-18.99 3z 17.78 17.58 �1�934 i9.3. , INV=15.00 '9.41 pave' _, :. 77 -2. �7 1.•o\3 ai / 19.30 ,18.62 19• DOOR THRESHOLD 20.1 .18.74 1821 24.82 1�.81 19.83 18.63 120 rain 20 9.91 J3 20.65 ^ i 0.14 rL, � I .4 Lil 26.61 2p,,, gp granite ,� _.;.vu -- - --� T 1 2�74 hold T / - 20.29 20.2 21.15 2a. ❑ I _ D _ . 221.15 � 21.79 25:9 nl� 20.87 1(� a a0 73 ,-0 20.64 ❑ N COLLECT drainT 1 -2 c N ST. JAMES CHURCH �^1 B-U� 5 - ,Y \r ved�a•ir / 20.95 21.1 7.80threshold co zo. EXISTING ROOF �-- I f�" 7.06 #150 21 OTC- I 21. LEADERS IN 4" 21.05 . 21.30 27.36 ZZ 41 CPP (TYP.) 21. i.28 �` 2L4a' 21.31 '''ss EXISTING 2L29 dram 21.7 >2 2 �j L76 WATER P"^- 214 _ 27.19 . i 2e.4 = - 22.0 (VIF) LINES TO"/8 w on yrar r_ threshold 26. threSnaldTS 29.3 (VIF) MAINTAINED , -4.97 EXISTING DRAIN LINE AN BS E2USED(`nF) 25.28 27.38 TO BE MAINTAIIE 1 ' YI COLLECT EXISTING ROOF gate '_7.37 thresholds AND REUSE ( - `unite 2 527,93 ( d- EO TS 29.9 C/I _ 28.06 ! LEADERS IN 4 CPP TYP. 30 8 I 1 'COLLECT EXISTING ROOF " (TYP.) 29.0� (CCTV REQUIRED TO /_ " d c i' 30.6? ! - -' 2� 29 ell CONFIRM CONDITION) ;1 PLEADERS IN 4 CPP (TYP.) ROOF LEADER COLLECTION 2 bP i d ='-1, o.a6/ ROOF LEADER COLLECTION 3 INV=26.20 29.16 EXISTING GAS LINE o I .v.2d TO BE MAINTAINED /w Ils. 30.20 9/� 1 INV=26.70 6" CPP 29.0 2 17 �1e e AND REUSED '� �P2^` � '�' CPP 1,500 GAL DRYWELL 2 \r- , 4" gas ,e 26,33R, ° 29.6 O J�992 ; 0 GAL DRYWELL 1 RIM=28.57 , ' ` l ,, 1I =28.95 drain ell vent-? " 2 ;9� 11 dra+ 29a V IN ROOF LEADER COLLECTION 3 =26.50 INV IN(ROOF LEADER COLLECTION 2)=26.00 �8,89 29.81 ?'p29,471' ' 1� i'29.15 �N IN( ) Iron i I --J C� 29.78 29 II " canoe 29.711L_-- 6 CLDI FIRE 2827 26 ^ BW=28:85 5.44�' 01 2� , r ^^ ���____? 9� l ( PROTECTION SERVICE Il 28.72 28. i '8.72 2ri.Ia r a \ y,u1 - i �� _v.7i Eb-89 26.2 12• >R� 28.66 10 B l_=28.`� °20,5 „ �' ,o._.rR/ BW=28.77 SCALE: 28. 386 2 i2• _ 3 -1 '.80 p CONNECT TO CATCH BASIN - °Q.13 2e A :. :.' �• a ,. .28, ) I R=2 . DRAT MANHOLE 1 20 ----- EXISTING-WATER 7 os' N MA " • 2�.78 (2813) 2808 2 2817 28.26 28,32SMH 2t 27-1 9.24 28. 28,32 SMH 12 PVC. R=28 36 1 12" PVC. -LINE w13H�APPING- D � R=27.23• 8' 11 I =2o.ss S21 vsa)a i p 4SLE�VE AND VALVE INV=18.83 20 10 0 20 40 28.14 U ',-<FEDERAL 28.6, MATCH EXa2 ELEVA QNS - 29.91 2S R E E8 28.83 AT BACK OF CURB NITSCH PROJECT NO. 13928 w � w w ur w w w ARCHITECT CONSULTANT STAMP KEY PLAN SHEET TITLE s ��, ��, GRADING AND 160 FEDERAL STREET *,s . �ti�t�oF,1s�� ;` �� sp� DRAINAGE PLAN Nitsch Engineering o VENT SCA A SALEM HISTORIC SCHOOLS Y,r Crvr� ,o No.469 N = `= ARCHITECTURE www.nitscheng.com ► Civil Engineering ' s�'/STEF ,� ' 02-13-2020 SITE PLAN REVIEW 2 Center Plaza, Suite 430 a- Land Surveying ` �'r MARK DATE DESCRIPTION rn ► Transportation Engineering o NORTH SHORE COMMUNITY DEVELOPMENT 101 SUMMER ST BOSTON MA 02110 Boston, MA 02108 ► Structural Engineering µ1 N COALITION, INC. ► Green Infrastructure PROJECT NUMBER: 218010.1 T: (617) 338-0063 . Planning . DRAWN BY: PES/BC F: (617) 338-6472 ► GIS CHECKED BY: SV I urtnuv nni.rw -- o R=7.61' INV. A=3.5 \ / 8" CAST IRON ,I11 `f�I W W A B INV. B=3.5' W y 1J U�l V Y C INV. C=3.3' s4 x1�e ffN ` DRAIN MANHOLE GT SMH R=9.10' INV. 3.45' G CULVERT=0.1' c SUMP=3.2' G BRIDGE S S I s1 G G 6 BS G G with P LPa ALP ® guy ire CATCH ASIN R=7.50' •�qq INV=4.15 V gyy U guy , wire wire 4.M 20.00 3.3= • ; ` N 3.3T I S INV=3.41' ACCESS PARKING EASEMENT EASEMENT • o undary LOAM • AND SEED • Alla -,— (TYP•) I r h I n 24 0 3 I CW9 • I O V n•i• � —p • _ 'i• _ O a � • . - • , Iron NNi 1 • �— Li T, step ranite NO VISIBLE SEWER �--- l TREES CLEANOUT FOUND fj n � • � J • MEDIUM FLOWERING 7. rain SHRUBS AND GRASSES ® LARGE EVERGREEN on nite threshold gra ❑ t ®� MEDIUM GRASS ❑ drair • / threshold + MEDIUM FLOWERING ❑ r ❑ q ,' GROUNDCOVERS =< x: • .: ._>�. • � EVERGREEN GROUNDCOVER .a , — In granite on gran, r� z ' `+'+�+'+• GROUNDCOVER SPREADING EVERGREEN hreshold threshol CONCRETE on nit I 1 �L 9�e on gran to threshold CAST IN PLACE (BROOM FINISH) T d i KEY COMMON NAME QUANTITY SIZE SPACING d•a ^ ��,. ;. " ; DECOMPOSED GRANITE/ CRUSHED STONE WALK TREES AND SHRUBS LD LARGE DECIDUOUS 2 3"CAL.B&B AS SHOWN r •aa� • �+ i' • CONCRETE UNIT PAVER LE LARGE EVERGREEN 1 3"CAL B&B AS SHOWN . 4 gas _ MF MEDIUM FLOWERING 14 2.5"CAL.B&B AS SHOWN :k oraih j's I r .'•• ' rain "°"t-?� of CITY OF SALEM STANDARD LDS LARGE DECIDUOUS SHRUB 12 4-5 B&B AS SHOWN w, . � ,•• .. .. J,.. :. :. Iron , ' MES MEDIUM EVERGREEN SHRUB 5 10 GAL. AS SHOWN BRICK SIDEWALK ,. !,. p, . ! fence �i . + + I SES SMALL EVERGREEN SHRUB 62 5 GAL. AS SHOWN i a�� .. :•z;: ..;• „al, 0i PERENNIALS AND GROUNDCOVERS - Nam' —` p + • '� SCALE: 12' TREE '•�'••: :+••�j. c is ,,,r ,}w l FP FLOWERING PERENNIAL 99 2 GAL. AS SHOWN :' n = 20' XI RATCH 27 09'ASIN DRAIN MANHOLE 20 10 0 20 40 LG LANDSCAPE GRASSES 0 2 GAL. 0.5 PSF SMH w D RM 27.23� 12"CED O INV=206 �F 'C C C T rr I 20.65 INV=20. 8' INV=18.83' S GC EVERGREEN GROUNDCOVER 150 6"PLUGS 1PSF �� 4' CI N NITSCH PROJECT NO. 13928 ARCHITECT CONSULTANT STAMP KEY PLAN SHEET TITLE AL PLANTING AND 160 FEDER S THE ET �jN� Nitsch En ineerin STEV g g VEIVTRE SCA EN p°yG MATERIAL PLAN m! p SALEM HISTORIC SCHOOLS , �IVIL «y No.46872 h ARCHITECTURE www.nitschong.com ► Civil Engineering ��= TER 02-13-2020 SITE PLAN REVIEW Land Surveying 2 Center Plaza, Suite 430 . Transportation Engineering `s�! a MARK DATE DESCRIPTION NORTH SHORE COMMUNITY DEVELOPMENT 101 SUMMER ST BOSTON MA 02110 Boston, MA 02108 ► Structural Engineering Pil Green Infrastructure PROJECT NUMBER: 218010.1 COALITION, INC. T: (617) 338-0063 . Planning . DRAWN BY: PES/BC F: (617) 338-6472 ► GIs CHECKED BY: SV I UrtH,IV MHIti 7ULt �.JJ ""' '� e R=7.61' 7.44 7.60 / - INV. A=3.5' 7.51 A a INV. B=3.5' 1 A! 8" CAST IRON 1 n/ / 1 A/ 8.35 +A, INV. C-3.3' VV VV VV VV VV 0 �- 24 a,l 8.24 B3DRAIN MANHOLE G` 7.61 7.52 7,65 L. �' 8,05 RM 8.40' NV.10' G'_ 7,77 7.89 CULVERT=0.1' SUMP=3.2' 8.56 G S 9.40 • 7.84 S Y .23 7,a9 G G 6 B S G NA' - G 8.3 8.45 7.99 8.00 ...1R 8,29 STR41bTI0 889 .40 LP6.7� s & 8.38 r 8.55' 8.5 8.58 8.5 b.66 8.77 8.87 FENC 4 3. ------ - U 0 i ' wire �C,!/2ATCH BASIN R=7.50' 8.57 / l. J rJ V=4.15' CONSTRUCTION - - j g ' I > PERIMETER 8 • 7.9 (TYP.) 8,7 gyYo' wire a_ GATE TYP. ri wire 8.39 CONTROL 8.23 • B.93 ro �1 paved ;.90 9 ?.41 M ( .)8.18 O R8.77' 8.20 8.33 20.00' /_ INV=3.37' 8.34 9�158.25 1 915 S .77 9.26 8.81 INV=3.41' 8.31 9.54 9 2 ACCESS 8.33 PARKING EASEMENT FOOD 9.11 L 9 EASEME NTH Z AE (EL 0) 9.39 917 9.11 10 9.84 9.5 ®_ E AREA = t� uuundar 10.85 1 10.33 .j -"`tom I'01 I\ � � I •1 JB I 40,832 f S.F. 10.14 9.88 1 10.73 •` 5 i 10.47 W 10 9.99" paved m i \ 11.61 1 11. - ��- 0.93 °0 I I I � I I 34 I 11.l 10,67 I 2.06 I 11.55 11.33 10.921VL- 1 10.86 Er 1 24.00' 1.87 PROTECTION I 11 13 � (TYP.) 1 1' 12,37 I � I 11.66 11.43 I 12.78 00 I 12.70 11.25 \ I � 12.74 CONSTRUCTION • i .1 ► 3 �/ \ FENCE (TYP.) ved \ 12.25 .7 PERIMETER .3.21 12.56 11 *\ CONTROL (TV.) '3,58 Q 4.13 12.11 u 0 u=fer zone rn Donal \ • 12.94 14.14 14.44 � 15,07 13.54 � \ � 13 ' 14.97 14.35 15.17\ -1s1 21 �100 Uffer one fr I \\ (D2.53 Q 13.74 11.5 16 16,31 16,08 14.83 • lsso 1= 1 .91Iron 7� wall J 16.39 16.24\� 1 \' 13.9` N 16. 2 {- paved �\ 14.53 / • 0 , I �-� 7 I`7 14.64 16.'24\ ' - z � 20 17.23 \ � 16.83 \ 15�t1 18.24' 1 .33 17. 17,40 27 18.3. Q 17.41 15.530) 15.23 18.45 ,7ct n`'_J 0 18.5 0 18��- 1E. 16 0 � ie.75 18.63 18.45 I8?_/\ 17.66 .35 16.11 16.51 18.80 la.i• (� 29 19. 7 s.79 18.86 18.78 18,33 17 _ 18.86 drain18.79 n _ oI drairon�COQCrete 18.80 18.69 ���� 16.89 .....,� 1 3 Q drd�Z i i iiiiii77ii.H down 19.54 1 .8119 on granite NO VISIBLE SEWER s out 19 .31 �9 step CLEANOUT FOUND v.7s nse 9,34 -9.34 •,34 19.41 20.51, .. . 197 1.I .23 paved 77 131 1.8.62 19.72 18.21 19,83 .16.74 24.82 ).81 20.20 18.63 rain 9.91 2 r 20.65 213.612 0 on granite ' 9.4 Lt1 / 26.6 20.11 hrQghold I / -cu"yu - _ 0.74 20.29 w 0.2E ' 2.. �-- / 3,34 20.42 7 I") -5 20.5 20.65 20.66 C7) Q 20.79 25. nl 20.87 085 20.73 ved drain drai 20.95 �z>s 20. 7.80t reshold ST. JAMES CHURCH ❑ i '�_ r-3 2_3.07�•�� i 27.0 _ #1 50 21.30 I J 27,36 21.11 • 21.05 1 41 21 21.44 1.58 21,31 droLn9 21.7 �drin21.61 21.72 21. 21,� 21.4 11 27.19 28.4 n i22,/8 on granite on ra it 2B, threshold threshold LtJ 97 25,28 27,38 ate 1 6 0 on gra Ite .2 527.9- zo ' 9 .37 / {hreshoIde th 3es a 0.6E d 28.0 I+ N 29.0 7 _ - 2 E i 29 ell I'I ' 30.62 dra 27.66 Approx. I 30.56 I 9.46/ CONSTRUCTION 31 6 I buried -_� �o W FENCE (TYP.)paved wells. 30.20 29. 9 / !.02 29.07 RR � �;,Ba � PERIMETER ' 29-,�S- 4" gas is -O 29,fi8 p Jed ; .11.33 6 C ONTROL (TYP.) �c•6 , , drain � 29.54 c 1 9.92 c G rain ell vent-? , , ,, 'i 29.44N 3.89 2 yi8 , O+ ---�� 29.15 29,81 I 29.47++�-� --�-0i (� Iron ;I 'Of- CI 29.78 li fence 29.71;1-�--i 1 �; ..I II • 9.96 ----29.7, �i 25 30.1 :9.03 4.4 I I �:„ ( ra 19.92 I 28, ) I2BJ2 28.78 28,94 29A1-� M9i ro,7i 12' TREE 26.66 ,_ „ 8.9'� -[/ 28.89 26'2 .7 ,17 - S '20;5 W2a 10'-TR „ , 28. ea,13 28ia _ ..es 2 . 2 a a -�t 1.80 CATCH BASIN 1 = 20 28.03 ze- ,- ' "� I I DRAIN MANHOLE 76 8.17 26,26 2B.32SMH 28.27 3.24 28 2� 28.32 R=27.09' 20 (O O 20 A O 12" 'V O INV=206 + Cl2 rF 1(; 0 RM 27.23' S 't 1 -20.65' INV=20. 8' I p J INV=18.83' P8.14 I I V U 4 CI 2829 N NITSCH PROJECT NO. 13928 28.53 28.67 � • 28.82 8.87 � 28.91 28.93 28.91 28.83 '. ARCHITECT CONSULTANT STAMP KEY PLAN SHEET TITLE SOIL EROSION AND 160 FEDERAL STREET "ass SEDIMENTATION • °` STEVEN cy� SALEM HISTORIC SCHOOLS Nitsch Engineering o VENTRESCA m �����; � � civil_ � CONTROL PLAN ex No.4�$�2 ARCHITECTURE www.nitscheng.com ► Civil Engineering -� 9� �. ?�V 2 Center Plaza, Suite 430 ► Land Surveying 'ss� Tom, �� `,�` � 02-13-2020 SITE PLAN REVIEW 101 SUMMER ST BOSTON MA 02110 ► Transportation Engineering MARK DATE DESCRIPTION NORTH SHORE COMMUNITY DEVELOPMENT Boston, MA 02108 ► Structural Engineering PiI COALITION, INC. T: (617) 338-0063 ► Green Infrastructure PROJECT NUMBER: 218010.1 ► Planning . DRAWN BY: PES/BC F: (617) 338-6472 ► GIS CHECKED BY: SV i 40.7" CURB (TYP.) 2' SETBACK AREA (TYP.) 8" WOOD RAIL 6" DRAINAGE CHANNEL 34" ------�--------------- NOTE: STRIPING INSTALLED RAIL BOLT WITH WASHE SHALL BE o w AND RECESSED NUT REFLECTIVE PER Uj ,yp gyp, STRIPING SPECIFICATIONS 2'-81/2"±' Uj o Q n. 2.0'(TYP.) " 4" ( ') 17' (TYP.) 19' (TYP.) WOOD RAIL BEAM GUAR aiF.,t 4 T 39" 48" ` SPEED 6'—s" PLAN 9' (rn,•) FINISH GRADE ROADWAY TABLE STEEL POST A A TYPICAL PARKING STRIPING DETAIL NOT TO SCALE ;- ACCESSIBLE PARKING STENCIL DETAILLA NOT TO SCALE SECTION SPEED TABLE TRAFFIC SIGN A NOT TO SCALE 6" MONOLITHIC CEMENT NOTES: 6" DRAINAGE CHANNEL CONCRETE DRIVEWAY 1. ALL WOOD SHALL BE SELECT STRUCTURAL GRADE SOUTHERN YELLOW PINE OR PLAN DOUGLAS FIR, S - 4 - S. 2. ALL WOOD SHALL BE FULL CELL PROCESS PRESSURE TREATED IN ACCORDANCE AWPB 3' RADIUS GRANITE - LP33. VARIES WITH ROADWAY SLOPE (22't) CURB CORNERS 3. POST TO BE FABRICATED FROM W6"x9" STEEL SECTION. 9.50' 3.0't 4. FOR BLOCK-OUT DETAILS, REFER TO MDOT E401.21.0 5. GUARD RAIL AND POST SHALL COMPLY WITH MDOT STANDARD SPECIFICATIONS M8.07.0 NOTE TO DESIGNER: �� 5� ROADWAY WIDTH VARIES TIMBER GUARD RAIL W/ STEEL POST DETAIL FOR RAISED CROSSWALK MUST BE RAISED TO ASPHALTIC CURB REVEAL AND HAVE NO GAP FOR DRAINAGE 4" J NOT TO SCALE CHANNEL (CREATE HIGH POINT OR INSTALL CONCRETE SECTION A-A A CATCH BASINS) SPEED TABLE DETAIL PLAN NOT TO SCALE 6" OF 4000 PSI CEMENT CONCRETE DRIVEWAY 3'-O"± FACE OF ACCESSIBLE PARKING SIGN (TYP.) GALVANIZED STEEL f SLOPE VARIES - 27. MAX. WARP SMOOTH EDGESTONE POST CAP 17. 12"X1 8" RES R ED SIGNS SHALL BE f t •':y. :•� : '• '`�° ' ' '"" ='`f'' 'f . ;' `' '�S= GRANITE CURB FINISHED GRADE ALUMINUM SIGN .• �!•. ;. 'Q ..; . �•, ,t..• .,�•� '� " =Y'� :tw''•' • r 0.14 FT/FT. CURB TYP. 2' SETBACK AREA PARKIN SET AT RIGHT '• °t':,•,':~•' ANGLES TO THE !' r•• �', s: FOR MATERIALS 12"X6" DIRECTION, AND SEE PLAN ALUMINUM SIGN FACING, THE " '` PAVEMENT ROADWAY (ONLY AT VAN TRAFFIC SURFACE (SEE DETAIL) SPECIFIC SPACES) I I INTENDED TO COMPACTED SUBGRADE, REMOVE UNSUITABLE SERVE. GRAVEL BORROW MATERIAL & REPLACE WITH GRAVEL BORROW - (MDOT M1.03.0 TYPE "B") VAN (MDOT M1.03.0 TYPE "B") GRAVEL BORROW 6-(MIN.) '�'• 1 ACCIISALE COMPACTED IN 6 LAYERS (MDOT M1.03.0 CONCRETE 6 COMPACTED SUBGRADE, REMOVE (MIN.) TYPE "B") BACKING Z UNSUITABLE MATERIAL & REPLACE " " ° Z WITH GRAVEL BORROW (MDOT M1.03.0 TYPE B ) DIE—PUNCHED KNOCKOUT--------------. (3(6"±DIA) ° 1L COMPACTED IN 6" LAYERS 5' ON 1" CENTERS ON ALL ° 1" SECTION A-A CONCRETE DRIVEWAY 1 6" 8' (TYP.) (C R P CE FOUR SIDES PUNCHED, BUT NOT REMOVED. 17' .9, 2" SQ. GALVANIZED TYPICAL DRIVEWAY WITH 3' CURB RETURN DETAIL FLUSH GRANITE CURB SETTING DETAIL _ _ (TYP-) (TYP-) STEEL POST r -I 7'-0" NOT TO SCALE NOT TO SCALE 12" DIAMETER CONCRETE PROTECTION IN PARKING I I 2'-O" AREAS OR AS DIRECTED BY OWNER 4" GRANITE CURB FINISHED GRADE MDOT TYPE 3 "CAPE COD" HOT MIX FINISH GRADE FOR MATERIALS SEE PLAN ASPHALT BERM SET ON BINDER COURSE FINISHED GRADE - — - _ HOT MIX ASPHALT TOP FOR MATERIALS EARTH- I I '�'� �o III—� PAVEMENT " HOT MIX ASPHALT BINDER SE PLAN -III 401 III—I (SEE DETAIL) 6" 6 " (OR EXISTING PAVEMENT) % 4 DENSE GRADED 5" 4" -I I � 1 GRAVEL BORROW CRUSHED STONE CONCRETE .III �O� •� III— 3'-O" •': (MDOT M1.03. TYPE "B") (MDOT M2.01.7) " _ , - GRAVEL BORROW ACCESSIBLE PARKING DETAIL FOOTING =) ( � , ,� —) I " (MDOT M1.03.0 _ 6 (MIN.) y. COMPACTED SUBGRADE, REMOVE " TYPE "B") _ 8 GRAVEL BORROW NOT TO SCALE I I °� o III CONCRETE Z UNSUITABLE MATERIAL & REPLACE (MDOT M1.03.0 12" BACKING v WITH GRAVEL BORROW " TYPE "B.) COMPACTED SUBGRADE, REMOVE I_I I I-I I _III_ 1 co (MDOT M1.03.0 TYPE B ) i UWITHITGRAVEL BORROW REPLACE L COMPACTED IN 6 LAYERS 2'-O" (MDOT M1.03.0 TYPE "B") I~ 10"t 6" COMPACTED IN 6" LAYERS TYPICAL PAVEMENT AND ACCESSIBLE PARKING SIGN POST SETTING DETAIL VERTICAL GRANITE CURB SETTING DETAIL HOT MIX ASPHALT BERM SECTION DETAIL NOT TO SCALE NOT TO SCALE NOT TO SCALE (SIGN PANEL UNDER 10 SF IN AREA) NITSCH PROJECT NO. 13928 ARCHITECT CONSULTANT STAMP KEY PLAN SHEET TITLE 160 FEDERAL STREET � 1a x���X� SITE DETAILS STEVEN �yG Nitsch Engineering o VENTRESCA m SALEM HISTORIC SCHOOLS pR * No8� 72 hF ARCHITECTURE www.nitscheng.com Civil Engineering ��/PT 4 02-13-2020 SITE PLAN REVIEW 2 Center Plaza, Suite 430 Land Surveying Transportation Engineering • � � MARK DATE DESCRIPTION NORTH SHORE COMMUNITY DEVELOPMENT 101 SUMMER ST BOSTON MA 02110 Boston, MA 02108 ► Structural Engineering I'1I ► Green Infrastructure PROJECT NUMBER: 218010.1 COALITION, INC. T: (617) 338-0063 . Planning . F: (617) 338-6472 GIS DRAWN BY: PES/BC CHECKED BY: SV SEE LAYOUT DRAWINGS BRICK PAVERS—HAND JOINT SPACING = CONTROL JOINT TIGHT JOINTS, RUNNING WIDTH OF SIDEWALK BROOM FINISH BOND PATTERN (BROOM SWEPT) OR 6' MAX. CURB " EXPANSION SOLDIER AND HEADER .a'" •t �. . 6x6 W2.9/W2.9 WWF JOINT (CONTINUOUS) COURSE (TYP.) x:_� .�Y—'�,,.�x •._x-=- X= • . —x� •'° ; :..• •;. 4" CONCRETE PAVEMENT (SEE DETAIL) .. _... ,. ,.. •F •, (6"0 DRIVES) . .. .. SETTING BED :"'' °' •�'°'" : NEOPRENE TACK COAT OVER STREET : , ::. , ".: <,= ., SETTING BED 8" GRAVEL BORROW " REINFORCED CONC. SLAB _,'�'4== ;,; (MDOT M1.03.0 TYPE "B") 6" (MIN.) COMPACTED 1/4"x5" STEEL EDGE—PINNED TO COMPACTED SUBGRADE GRAVEL BORROW CONC. WITH 1/4" STEEL TIES 0 10' REMOVE UNSUITABLE MATERIAL & O.C. OR VERTICAL FACE OF BUILDING, REPLACE WITH GRAVEL BORROW WALL, CURB, ETC. (MDOT M1.03.0 TYPE "B") COMPACTED IN 6" LAYERS TYPICAL BRICK WALK DETAIL CONCRETE SIDEWALK DETAIL NOT TO SCALE NOT TO SCALE SEE LAYOUT DRAWINGS CONCRETE UNIT PAVER EXISTING 2" DEEP FULL DEPTH 1 " HOT MIX TIGHT JOINTS, 2j" MIN. THICKNESS TOP SAW CUT SAW CUT ASPHALT TOP COURSE 12" MIN. COURSE j" EXPANSION EXISTING Q � \ � \:\ —ASPHALT BINDER T MIX JOINT (CONTINUOUS) BINDER �_ ��,-}ter ��"� h�k .`. , �'���� ,��%" COURSE BUILDING COURSE ��� , ' '` 4" COMPACTED " SETTING BED ;K.�•:.,.:i.';` :.,::.:<• ��.- a DENSE—GRADED ' 's CRUSHED STONE ,. '='' (MASSDOT M2.01.7) 4 REINFORCED CONC. SLAB: ..t:, :`. "'• �' UNDISTURBED 1 I 1=11 1=1 11=III—i 11=1 11=1 i 1=1 11-1 11=1 11=1 11=1 11=1 " " EXISTING - —' I LII=I I L�=L�L L � I I asII=I�L-�I�_� . ,��I8" GRAVEL BORROW W6- (MIN.) COMPACTED 1/4 x5 STEEL EDGE—PINNED TO !—�" FILL AND (MASSDOT M1.03.0 RAVEL BORROW — CONC. WITH 1/4 STEEL TIES ® 10 SUBGRADE COMPACTED SUBGRADE — REMOVE UNSUITABLE TYPE "B") O.C. OR VERTICAL FACE OF BUILDING, MATERIAL & REPLACE WITH GRAVEL BORROW COMPACTED TO 95% WALL, CURB, ETC. (MASSDOT M1.03.0 TYPE "B") COMPACTED IN 6" LAYERS PROCTOR DENSITY TYPICAL CONCRETE UNIT PAVER DETAIL HOT MIX ASPHALT PAVING TWO COURSES DETAIL NOT TO SCALE NOT TO SCALE 5000 PSI CAST IN PLACE CONCRETE WITH WIRE MESH (•-- 3" ---•� REINFORCEMENT I ­4 I . •. a a ; A v ° v 4, adQ• a NOTES: -a.- I I=III=I I=III I I(— I I=III—�I — I -I I 1. CONTROL JOINTS 5' O.C. UNLESS z�r -xA a x— x— x 8" GRAVEL BORROW SHOWN OTHERWISE (6' MAX). �' a. a °' °v ° I I=III=1 I I—I I I=1 I I=I 11= (MASSDOT M1.03.0 2. TOOLED EDGES AND JOINTS ALL d _ _ a =1 I I=1 I I=I I MI I I=I I I=I I I: TYPE "B") PANELS. e ° " - a :a COMPACTED TO 95% 3. TOOL CONTROL JOINT TO "' a_. ° a'' . e A. ° .COMPACTED SUBGRADE — REMOVE UNSUITABLE PROCTOR DENSITY DIMENSIONS SHOWN WITH1—�" MATERIAL & REPLACE WITH GRAVEL BORROW (MASSDOT M1.03.0 TYPE "B") COMPACTED IN 6" LAYERS EDGER. FLUSH CONCRETE CONTROL JOINT DETAIL NOT TO SCALE NOT TO SCALE 3" EDGE TOOL SURFACE MEDIUM BROOM FINISH, •.• .•;, SEE SPECS. :• .*. ; ° SPECIFIED SEALANT TO MIN. I" DEPTH .• '�: ..:. •y.. • . = 12" EXPANSION SLEEVE, NOTES: . . �'•: .. •. r, 'e' WAXED TO PREVENT :• •. •...• �. BONDING 1. DOWEL IS TYPICAL AT ALL EXPANSION JOINTS EXCEPT '• ' •' "' a AGAINST VERTICAL WALLS '. ' : ~' • '' #6 SMOOTH DOWEL, AND CURBS :.: •: :? . . •a 2'-0" LONG, 18" O.C., 2. EXPANSION JOINTS 20 —0" a " '•' a ° ' • SET LEVEL O.C. UNLESS OTHERWISE SHOWN a _• Y2�', 'ti `, f PREMOLDED EXPANSION 3. TOOLED EDGES AND . ' . '• r .` •. . ', ,. •. : ' JOINT FILLER, CUT BACK JOINTS ALL PANELS. ' � � �` ` '' �" MIN. AFTER POUR EXPANSION JOINT DETAIL NOT TO SCALE NITSCH PROJECT NO. 13928 ARCHITECT CONSULTANT STAMP KEY PLAN SHEET TITLE 160 FEDERALSTREET SITE AND MATERIAL SrEVEry � $� • Nitsch Engineering 0 VENTRE 9c� SALEM HISTORIC SCHOOLS , g g Q CIVIL c� DETAILS ARCHITECTURE g. Engineering r°' 872 www.nitscheng.com Civil ineerin En � �rsT , 02-13-2020 SITE PLAN REVIEW ► Land Surveying '��f� �, �'' 2 Center Plaza, Suite 430 Transportation Engineering r - � +�,Q MARK DATE DESCRIPTION NORTH SHORE COMMUNITY DEVELOPMENT 101 SUMMER ST BOSTON MA 02110 Boston, MA 02108 ► Structural Engineering PI COALITION, INC. T: (617) 338-0063 ► Green Infrastructure PROJECT NUMBER: 218010.1 � 7 Planning . DRAWN BY: PES/BC F: (617) 338-6472 • GIs CHECKED BY: SV CROSS COUNTRY STREET 6" LOAM 17" 24" 17" AND SEED SEE PAVEMENT 5" PRIMARY FLOW REGION SECTION DETAIL " i i SECONDARY CROSS COUNTRY ROADS, ROAD SHOULDERS, DRIVEWAYS RISERS, FRAME AND GRATE BY OTHERS 24" < <^ FLOW REGION AND WALKS v i v i v , v , rA 1 H-20 DESIGN LOADING PER 1.^ t^ HIGH FLOW(A AASHTO H5-20-44• ASTM C478 - - - �^ REGION 24 DRAIN MANHOLE COVER TO BE SET gEp FULL SPEC FOR PRECAST REINFORCED A , 8" x 6" CONCRETE MANHOLE SECTIONS" r HIGH FLOW FINISH GRADE SURFACE COURSE BIT. CONC. TAPPING BUTYL RESIN SECTION F REGION—> r� SLEEVE JOINTS CONFORMS TO 850 MICRONS OPENOEM LATEST ASTM C990 SPEC r Lo "� ACCESS OUTLET ( ) " BANK RUN GRAVEL SECONDARY W MORTAR TYP. MECHANICAL 6 GATE 5'-0" MIN. FLOW Y I BASE COURSE BIT. CONC. JOINT VALVE " AND/OR SUITABLE r , ¢ c^ %• " ;_ ADJUST TO FINISH 7 —0 MAX. MATERIAL FROM THE EGCR > 24 CONCRETE 4,000 PSI MINIMUM 21 MICRONS PIPE , " OPENING GRADE W/ COURSES OF 8" MAIN EXCAVATION COMPACTED AFTER 28 DAYS ry ry CONNECTIONS • s e IN 12 LIFTS NON SHRINK , r r BUM ROPE MORTARED BRICK (2 PRIMARY GROUT BY ",� „ ^,' „ " GASKET (TYP.) w �_ COURSES MIN., 4 PLAN FLOW REGIO OTHERS p .µ COURSES MAX.) PRECAST CONCRETE :R 20-50 MICRONS RISER SECTION (TYP.) w PRECAST CONCRETE FLAT FINISH r R pp SLAB OR CONCENTRIC GRADE 12" 12" ., OUTLET PLAN VIEW SECTIONS VARY FROM Q CONE SECTION VALVE BOX 1 TO 4' „ �' 48" INSIDE DIA. 8" x 6" COVER �— t UNIT WEIGHT = 10,248# r FACE OF PIPE FLUSH j 5 MIN. OR 18" OR NOT PROJECT MORE SHOWN OR REQUIRED TAPPING , SLEEVE ADJ. BOX MIN. `' SAND AROUND PIPE SEDIMENT STORAGE = r r THAN 4 FROM FACE OF CHANICAL ; COMPACTED IN 6" LIFTS 42.4 CUBIC FEET ^ NOTES: WALL ALONG CENTERLINE �, MANHOLE STEPS JOINT (1.2 CUBIC METERS) ry r w o MANHOLES TO BE SET BY DRAINAGE CONTRACTOR IN OF PIPE CONJUNCTION WITH OTHER DRAINAGE MANHOLES AND PIPING, GATE VALVE SET IN ACCORDANCE WITH CITY OR STATE SPECIFICATION MORTAR (TYP.) NEOPRENE - WITH REGARD TO BASE AND BACKFILL MATERIALS, COMPACTION LINER g" DUCTILE IRON CLASS 52 V AND OTHER TOLERANCES. DRAINPIPE I M. 12" L WATER PIPE ^ r a STORMWATER QUALITY INTERNAL PARTS TO BE ADJUSTED BY OUTSIDE DIA. OF CONNECTOR MIN. : ' 18» STORMWATER BUFFER ZONE AFTER INLET GRATE IS INSTALLED PIPE +2" CLEARANCE - 12" MIN. COMPACTED (AS REQ'D.) o STORMWATER BUFFER ZONE IS COVERED BY .;..:y; ,,: 12 q, 8" DEEP COMPACTED r r U.S. PATENT #7,658,857 and 7,981,300. PROVIDE "V" •:'' � MIN.. GRAVEL BORROW v i v i v i v i v , v , v � '::•i :•..•r•:•• :.•s, t. . GRAVEL MINIMUM� �^ lA �^ C.^ I t^ OPENING 1� (MDOT M1.03.0 TYPE "B") SECTION o CONTACT STORMWATER BUFFER 00 ZONE FOR DETAILS NOT SHOWN ON THIS DRAWING. 978-801-1729 TAPPING SLEEVE, VALVE SECTION THROUGH CHAMBER AND FILTERS ADD THONAL PERFORMAPNCE DATA. WATER TRENCH DETAIL FORMED UNSUITABLE MATERIAL TO BE & BOX DETAIL PRECAST BASE 0 SECTION CONCRETE REMOVED AND REPLACED NOT TO SCALE WATER QUALITY INLET INVERT W/ GRAVEL BORROW NOT TO SCALE STORMWATER BUFFER ZONE (MDOT M1.03.0 TYPE "B") COMPACTED IN 6" LAYERS A 5' INSIDE CATCH BASIN INSERT DIAMETER MANHOLE NOT TO SCALE TYPICAL DRAIN MANHOLE DETAIL 1/4-GALVANIZED NOT TO SCALE STEEL PLATE OR FIBERGLASS .y 12" DIA. 12" DIA. 4 FLANGE CAST IRON ADJUST TO FINISH GRADE W/ OUTLET INLET LANDSCAPED AREAS ROADS ROAD SHOULDERS PARKING FRAME & GRATE COURSES OF MORTARED BRICK INV. OUT=4.75 INV. IN=6.00 AREAS, DRIVEWAYS, WALKWAYS (2 COURSES MIN., 4 Y,• �' (HEADER PIPE) 24" FRAME & GRATE/COVER FINISH GRADE FINISH GRADE (TYP.) COURSES MAX.) MORTAR TYP. RIM TO GRADE CONCRETE COLLAR • •l',•� ' `F ( ) FRAME TO BE SET IN BIT. CONC. PVMT. OR PATCH +•• FULL CEMENT MORTAR BED (SEE MATERIAL SPECS.) EXISTING 1 FINISH GRADE PAVEMENT wo: 4 2 J"x 2"x a" ADJUST TO FINISH GRADE WITH Q GRAVEL BORROW „ „ A 8 MIN. COURSES OF MORTARED BRICK LOAM & SEED SAWCUT A. .-: --- (MDOT M1.03.0 TYPE B ) 4 (2 COURSES—MIN., (SEE MAT. SPECS) 00 o° o° o° ov0 o PRECAST CONCRETE , ' a 2 OPENING •' �0 0O�000o o �` REMOVABLE CATCH BASIN HOOD ' 4 COURSES—MAX.) 00 000 00 000 00 O o GRAVEL BORROW FLAT SLAB • • --„— REQUIRED ON ALL CATCH BASINS 24„ SHEETING (IF REQUIRED) TO BE (MDOT M1.03.0 OR CONE SECTION .a 8 MIN. _ _ _ _ _ _ _ _ _ CUT OFF AND LEFT IN PLACE (AS REQUIRED) PLAN - C7 C7 C7 C7 Go C7 C7 U0 U0 ' A MIN. OF 3 FT. BELOW I SUITABLE COMPACT IN "TYPE B") MORTAR FILL AROUND PIPE J O O O O O 0 0 0 O O O O O O O O O O FINISH GRADE OR 1.5 FT. BACKFILL 12" LAYERS 4' DIAMETER O O O O ABOVE TOP OF PIPE " MATERIAL 5" MIN. J 0 O 000 O 00 O 000000 O 00 O 00 (WHICH EVER IS HIGHER) 12 MIN OUTSIDE DIAMETER /. /. /. /. / '.• \ .\ .\ .\ .\ 000000000000000000 I I OF PIPE PLUS 2" PIPE (SEE MATERIAL a. ---- O O O O O O O O O AIM PRE CLEARANCE a � \ S CAST CONCRETE CLEARAN O O O O O O O O 0 MTWRISER SECTION ' '• �' ———— � O O O O O O O O O •• • �� SPECS.) 6 —2 : �000000000000000000 \� (VARY FROM 1' TO 5') y.. 000000000000000000 12" //\ � �—GRAVEL BORROW OUTLET PIPE O O O O O O O O O � COMPACT IN COMPACTED TO 95% PROVIDE V OPENING • O O O O O O O O 0 GEOTEXTILE 6" LAYERS MAX. DENSITY (MDOT BUM RESIN GASKET O O O O O O O O O + � � ,, � ") MMANHOLE JOINTS ; , PRECAST CONCRETE CATCH ATERIAL AT ALL TOP OF WEIR ELEV.= 7.80 O O O O O O O O O FILTER FABRIC : , i���i M1.03.0 TYPE B 000000000000000000 i���i„ 4 MIN. J BASIN BASE SECTION TO O O O O 0 O O O O / MIN• MID DIAMETER SUMP CONFORM TO ASTMC-478 (MIN.4000 PSI o 28 DAYS) MANHOLE '' I` 1 CRUSHED STONE BASE � ������ ���������� 6 MIN. 12" COMPACTED GRAVEL BORROW COMPACTED SUBBASE 12 MIN. 4 ( ) :. (MDOT M2.01.1) iiii�iiii��i� �ir�i����'� •'' MDOT M1.03.0 TYPE "B" 0 6» WHERE NECESSARY 1 EARTH LEDGE '• EXTEND GRAVEL A MIN. OF 12" M 8' DIAMETER UNSUITABLE MATERIAL BEYOND STRUCTURE TO BE REMOVED & MTW=MAXIMUM TRENCH WIDTH TO 12" 1 • REPLACED WITH ABOVE PIPE. MTW=PIPE DIAM.+2FT. MAX. GRAVEL BORROW PLACED 4BOLTED WITH NOTES: IN 6" LAYERS AND .,: + •t 3/8" S.S. BOLTS & 1. NO BOTTOM COMPACTED TO 95� MAX. a 2. CONCRETE MINIMUM STRENGTH. 5,000 P.S.I. AFTER 28 DAYS DENSITY EXP. ANCHORS COMPACTED SUBGRADE, REMOVE UNSUITABLE (3 PER . .) 3. STEEL REINFORCEMENT: ASTM A-615, A-185, OR A-497, 1" MIN. COVER MATERIAL & REPLACE WITH GRAVEL BORROW SECTION A-A 4. DESIGN LOADING: AASHTO HS20-44 (MDOT M1.03.0 TYPE "B") COMPACTED IN 6" LAYERS OUTLET CONTROL STRUCTURE 8 FOOT DIAMETER DRY WELL DETAIL STANDARD TRENCH DETAIL FOR UTILITY PIPE TYPICAL CATCH BASIN DETAIL NOT TO SCALE NOT TO SCALE NOT TO SCALE NOT TO SCALE NITSCH PROJECT NO. 13928 ARCHITECT CONSULTANT STAMP KEY PLAN SHEET TITLE 160 FEDERAL STREET A F UTILITY AND �y� r A0 " �� - STORMWATER Nltsch Engineering - VEN RESCA 9 SALEM HISTORIC SCHOOLS Noy DETAILS 2 ARCHITECTURE www.nitschong.com ► Civil Engineering F,TEF � 02-13-2020 SITE PLAN REVIEW ss _ � � y 2 Center Plaza, Suite 430 . Land Surveying Transportation Engineering pw MARK DATE DESCRIPTION NORTH SHORE COMMUNITY DEVELOPMENT 101 SUMMER ST BOSTON MA 02110 Boston, MA 02108 ► Structural Engineering µ1 � 7 COALITION, INC. T: (617) 338-0063 Green Infrastructure PROJECT NUMBER: 218010.1 Planning . DRAWN BY: PES/BC F: (617) 338-6472 • GIs CHECKED BY: SV STORMTECH CHAMBER STORMTECH CHAMBER SPECIFICATIONS , n,9 OUTLESTORMT END CAP '. �" :';�• .:A:"' `�� DO NOT INSTALL �:iX :q• :." :..ti~e;s^ �,� `•r:> OUTLET MANIFOLD ,'r=M ;}...:��••',zxA .y �,`: �,'.,• ,>••;:: INSERTA-TEE AT 1. CHAMBERS SHALL BE STORMTECH SG740 OR SG310. `'"'`��'' '^' "''' �' ''= "i"'"'``�N V`Y'� « ;'•� ' CHAMBER JOINTS A COVER ENTIRE ISOLATOR ROW WITH ADS OPTIONAL INSPECTION PORT STORMTECH CHAMBER 2. CHAMBERS SHALL BE MANUFACTURED FROM VIRGIN GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE SC-740 CHAMBER POLYPROPYLENE OR POLYETHYLENE RESINS. 8'(2.4 m)MIN WIDE CONVEYANCE PIPE 1_ STORMTECH HIGHLY RECOMMENDS MATERIAL MAY VARY FOUNDATION STONE 3. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, FLEXSTORM PURE INSERTS IN ANY UPSTREAM (PVC,HDPE,ETC.) UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL STRUCTURES WITH OPEN GRATES w. a. ,• :.^,'" ;�� xC: ny,. BENEATH CHAMBERS SUPPORT PANELS THAT WOULD IMPEDE FLOW OR LIMIT a+ a a+• x I>-h R1 ai a [ 1 X H AX auanaX 'alla �t a .ya t' t t. a t t-g-g-g-g-g-g ��ru + a •I�al ; ACCESS FOR INSPECTION. + + +� Ia X w _ bn IaXaualaualallal t.-t �L1ta t agt t �a t t t t t t t t aqaall „b+�[ +>ri,,I�sg�a a a. A'Il�rl+�,a�� 4. THE STRUCTURAL DESIGN OF THE CHAMBERS,THE ELEVATED BYPASS MANIFOLD ,t ' at 3 "g ' ataxae, l aIX, ,livalaualau .g SG740 END CAP STRUCTURAL BACKFILL,AND THE INSTALLATION � - art t t t t t t t t t X " +tea A _. 0 "Jx x aalb n I pl k >a aa�ux 7a b a n allsuoll°allalallalin 74y � ADS GEOSYNTHETICS 601T SECTION A-A REQUIREMENTS SHALL ENSURE THAT THE LOAD t t yw tt ¢ -t-t-t-t-tit-t-t INSERTA TEE FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE ;aXv ". ' " .� a.l " t a" " " " " al °'I CONNECTION NON-WOVEN GEOTEXTILE DUAL WALL DESIGN SPECIFICATIONS,SECTION 12.12,ARE MET FOR: (X) INSERTA TEE TO BE PERFORATE 1)LONG-DURATION DEAD LOADS AND 2) INSTALLED,CENTERED HDPE SHORT-DURATION LIVE LOADS,BASED ON THE AASHTO PLACE ADS GEOSYNTHETICS 315 WOVEN OVER CORRUGATION STORMTECH END CAP UNDERDRAI DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND GEOTEXTILE(CENTERED ON INSERTA-TEE MULTIPLE VEHICLE PRESENCES. INLET)OVER BEDDING STONE FOR SCOUR SECTION A-A SIDE VIEW PROTECTION AT SIDE INLET CONNECTIONS. B B 5. CHAMBERS SHALL MEET ASTM F2922(POLYETHYLENE) GEOTEXTILE MUST EXTEND 6"(150 mm) J OR ASTM F2418-16(POLYPROPYLENE),"STANDARD SUMP DEPTH TBD BY CATCH BASIN PAST CHAMBER FOOT CHAMBER MAX DIAMETER OF HEIGHT FROM BASE OF SPECIFICATION FOR THERMOPLASTIC CORRUGATED SITE DESIGN ENGINEER INSERTA TEE CHAMBER PO A FOUNDATION STONE WALL STORMWATER COLLECTION CHAMBERS". OR MANHOLE (24"[600 mm]MIN RECOMMENDED) BENEATH CHAMBERS � 24"(600 mm)HDPE ACCESS PIPE REQUIRED SC-310 6"(150 mm) 4"(100 mm) TWO LAYERS OF ADS GEOSYNTHETICS 315WTK WOVEN SC-740 10"(250 mm) 4"(100 mm) 6. CHAMBERS SHALL BE DESIGNED AND ALLOWABLE USE FACTORY PRE-FABRICATED END CAP LOADS DETERMINED IN ACCORDANCE WITH ASTM F2787, PART#:SC740EPE24B GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS DC-780 10"(250 mm) 4"(100 mm) "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF 5'(1.5 m)MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS A ADS GEOSYNTHETICS 601T THERMOPLASTIC CORRUGATED WALL STORMWATER MC-3500 12"(300 mm) 6"(150 mm) NON-WOVEN GEOTEXTILE COLLECTION CHAMBERS". NOTE: MC-4500 12"(300 mm) 8"(200 mm) PART NUMBERS WILL VARY BASED ON INLET PIPE MATERIALS. INSERTA TEE FITTINGS AVAILABLE FOR SDR 26,SDR 35,SCH 40 IPS NUMBER AND SIZE RAINS PER SITE DESIGN ENGINEER SECTION B-B 7. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE CONTACT STORMTECH FOR MORE INFORMATION. GASKETED&SOLVENT WELD,N-12,HP STORM,C-900 OR DUCTILE IRON 4"(150 mm)TYP FORR SC-3131 0&&SC-160LP SYSTEMS DESIGN ENGINEER WILL BE ALLOWED.THE CHAMBER 6"(150 mm)TYP FOR SG740,DG780,MC-3500&MC-4500 SYSTEMS MANUFACTURER SHALL SUBMIT THE FOLLOWING UPON REQ UEST TO THE SITE DESIGN ENGINEER FOR ,; ,.. .,:- ., ; <. ;, ,,: • , d✓' sd J ..,✓a,r,,. s r ✓ s x a > r r� �/� ,•® is ,.. JJ. !.. � � ., � � //� > f .1r / � 1r r .J• .J rJ .,°' APPROVAL BEFORE DELIVERING CHAMBERS TO THE ✓� s y > � PROJECT SITE. ,�` . ✓� ✓` .> Jam.!°� f ✓. � r. ✓ , ,� . . J� ,�'.>`!J/,!�!%.f,0�� r'�l'1�, ✓'o<'` �,rl��./,>'./,�,,�.''r��, r`/'��� r' ,'°•. J!!J' J'�,�',!���',�' . ,���''> >1✓ �',�" ,,�;J' !',�>. _ J� J a. A STRUCTURAL EVALUATION SEALED BY A - REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD,THE REQUIRED BY ASTM F2 87AND BY AASHTO OR CONCRETE COLLAR ACCEPTABLE FILL MATERIALS: STORMTECH SC-740 CHAMBER SYSTEMS THERMOPLASTIC PIPE. 90.7"(2304 mm)ACTUAL LENGTH 85.4"(2169 mm)INSTALLED LENGTH 18"(450 mm)MIN WIDTH b. A STRUCTURAL EVALUATION SEALED BY A a PAVEMENT CONCRETE COLLAR NOT REQUIRED BUILD ROW IN THIS DIRECTION AASHTO MATERIAL COMPACTION / DENSITY REGISTERED PROFESSIONAL ENGINEER THAT r FOR UNPAVED APPLICATIONS MATERIAL LOCATION DESCRIPTION DEMONSTRATES THAT THE LOAD FACTORS CLASSIFICATIONS REQUIREMENT SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN W. 12"(300 mm)NYLOPLAST INLINE DRAIN FINAL FILL:FILL MATERIAL FOR LAYER'D'STARTS BODY W/SOLID HINGED COVER OR GRATE FROM THE TOP OF THE'C'LAYER TO THE BOTTOM ANY SOIUROCK MATERIALS,NATIVE SOILS,OR PER PREPARE PER SITE DESIGN ENGINEER'S PLANS. SPECIFICATIONS,SECTION 12.12,ARE MET.THE 50 , }.: j YEAR CREEP MODULUS DATA SPECIFIED IN ASTM a, PART#2712AG61P D OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED ENGINEER'S PLANS.CHECK PLANS FOR PAVEMENT N/A PAVED INSTALLATIONS MAY HAVE STRINGENT }!; F2418 OR ASTM F2922 MUST BE USED AS PART OF � t,. a SOLID COVER:1299CGC* GRADE ABOVE.NOTE THAT PAVEMENT SUBBASE SUBGRADE REQUIREMENTS. MATERIAL AND PREPARATION REQUIREMENTS.��'' # �` THE AASHTO STRUCTURAL EVALUATION TO •` ' k. MAY BE PART OF THE'D'LAYER VERIFY LONG-TERM PERFORMANCE. START END CONCRETE SLAB .q�� ` GRATE:1299CGS 8"(200 mm)MIN THICKNESS `. . � BEGIN COMPACTIONS AFTER 12"(300 mm)OF AASHTO M145 MATERIAL OVER THE CHAMBERS IS REACHED. C. STRUCTURAL CROSS SECTION DETAIL ON WHICH o A-1,A-2�,A-3 THE STRUCTURAL EVALUATION IS BASED. INITIAL FILL:FILL MATERIAL FOR LAYER'C' GRANULAR WELL-GRADED SOIUAGGREGATE MIXTURES,<35/o COMPACT ADDITIONAL LAYERS IN 6"(150 mm)MAX .: OVERLAP NEXT CHAMBER HERE STARTS FROM THE TOP OF THE EMBEDMENT FINES OR PROCESSED AGGREGATE. OR LIFTS TO A MIN,95%PROCTOR DENSITY FOR 8. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN (OVER SMALL CORRUGATION) FLEXSTORM CATCH IT 6"(150 mm)SDR35 PIPE C STONE('B'LAYER)TO 18"(450 mm)ABOVE THE WELL GRADED MATERIAL AND 95%RELATIVE ISO 9001 CERTIFIED MANUFACTURING FACILITY. PART#6212NYFX TOP OF THE CHAMBER.NOTE THAT PAVEMENT MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU AASHTO M43' DENSITY FOR PROCESSED AGGREGATE WITH USE OF OPEN GRATE SC-740 CHAMBER SUBBASE MAY BE A PART OF THE'C'LAYER. OF THIS LAYER. 3,357,4,467,5,56,57,6,67,68,7,78,8,89, MATERIALS.ROLLER GROSS VEHICLE WEIGHT 9,10 NOT TO EXCEED 12,000 Ibs(53 kN).DYNAMIC FORCE NOT TO EXCEED 20,000 Ibs(89 kN). 6"(150 mm)INSERTA TEE EMBEDMENT STONE:FILL SURROUNDING THE PART#6P26FBSTIP* B CHAMBERS FROM THE FOUNDATION STONE('A' CLEAN,CRUSHED,ANGULAR STONE AASHTO M4 NO COMPACTION REQUIRED. INSERTA TEE TO BE CENTERED ON 3,357,4,467,5,56,57 CORRUGATION CREST LAYER)TO THE LAYER ABOVE. *THE PART#2712AG61PKIT CAN BE FOUNDATION STONE:FILL BELOW CHAMBERS AASHTO M43' PLATE COMPACT OR ROLL TO ACHIEVE A FLAT 29.3" 30.0" USED TO ORDER ALL NECESSARY A FROM THE SUBGRADE UP TO THE FOOT(BOTTOM) CLEAN,CRUSHED,ANGULAR STONE 1.3 (744 mm) (762 mm) COMPONENTS FOR A SOLID LID OF THE CHAMBER. 3,357,4,467,5,56,57 SURFACE, INSPECTION PORT INSTALLATION PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY.THE STONE MUST ALSO BE CLEAN,CRUSHED,ANGULAR.FOR EXAMPLE,A SPECIFICATION FOR#4 STONE WOULD STATE:"CLEAN,CRUSHED, 12.2 —1 I-- (— 45.9"(1166 mm) ----I 51.0" ANGULAR NO.4(AASHTO M43)STONE-. (310 mm) 1 (1295 mm) 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FORA'LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6"(150 mm)(MAX)LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION,FOR STANDARD DESIGN LOAD CONDITIONS,A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT.FOR SPECIAL LOAD DESIGNS,CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. NOMINAL CHAMBER SPECIFICATIONS SIZE W X H X INSTALLED LENGTH 51,0"X 30.0"X 85.4" , ..( ) (1295 mm X 762 mm X 2169 mm) ? ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL CHAMBER STORAGE , ,,.�,+�®;,',�>,,�,:'- >.. .! .,> s��.�, s" ,?�r',�,�� �� !'f d��ra>"�r r�>r�,,.;�,',�-,✓��,�%r'. d' rr'r`', JrJ®°'�,�,!` ,,,r�:,•,�,�.,�r�� E 74.9 CUBIC FEET (1.30 m) ��r �'° ( ' " 1r : 9 AROUND CLEAN,CRUSHED,ANGULAR STONE IN A&B LAYERS MINIMUM INSTALLED STORAGE* 74.9 CUBIC FEET (2.12 m') ,� ,C_;/'4�;�,;'�. '�,�'50� '"1 N S G^'s� `� N�P �' r T� ' .E� � br PAVEMENT LAYER(DESIGNED ' . O TAI BY SITE DESIGN ENGINEER) WEIGHT 75.0 Ibs. (33.6 kg) � 1' � , . .� �../� , ,, � J� '" ',�° !'' � �" ✓'r � ��r!J�''�� 'ASSUMES 6"(152 mm)STONE ABOVE,BELOW,AND BETWEEN CHAMBERS A A ;������� \� �. \ \\-�� \`�\\`�4`��`�\`�'k • ` � �\\�\�\�. \��,���\� 'TO BOTTOM OF FLEXIBLE PAVEMENT.FOR UNPAVED PERIMETER STONE `\. ,c.\ \\��x �� ��� '��\� �'�\ �.�\\ � `�\ ti. D � �.�\ > >> 8' INSPECTION & MAINTENANCE >� `h�r l�'t�\���� ,�\ j� z��h ��` r'�`�`t� \ h�����`�� 1 ?4 IN3TALLATIONSWHERERUITINGFROMVEHICLESMAYOCCUR, ' 18• �.�...�. 2.4 m(SEE NOTE 5) �� % i� G� �"�C % 2—1. 'l' INCREASE COVER TO24•(B00mm). ( ) Iz/i'Iti�Nfl�I(N /<• II�/iJf //}) / i.r/IrC%/Jf✓ /tl './lNill /rl y�/IJI���/fU i .._. ss•.� _ 10 // � Ir—_• � % (/ 4_ � •A (/e ♦ . c x � C a,.•v:�• rs :t_ x�• v+.+ <"--. ✓� L (450 mm)MIN* MAX STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT 6"(150 mm)MIN A. INSPECTION PORTS(IF PRESENT) B A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN EXCAVATION WALL B A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED (CAN BE SLOPED OR VERTICAL) O 30" PRE-FAB STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH"B" A.3. USING A FLASHLIGHT AND STADIA ROD,MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG (762 mm) PRE-FAB STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH"T" C A.4. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS(OPTIONAL) • • PRE-CORED END CAPS END WITH"PC" A.5. IF SEDIMENT IS AT,OR ABOVE,3"(80 mm)PROCEED 1rO STEP 2.IF NOT,PROCEED TO STEP 3. PART# STUB A B C B. ALL ISOLATOR ROWS _ B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW A SC740EPE06T/SC740EPE06TPC 6"(150 mm) 10.9"(277 mm) 18.5"(470 mm) — B.2. USING A FLASHLIGHT,INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE SC740EPE06B/SC740EPE06BPC — 0.5"(13 mm) i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY —� DEPTH OF STONE TO BE DETERMINED SC740EPE08T/SC740EPE08TPC 16.5"(419 mm) — ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE BY SITE DESIGN ENGINEER 6"(150 mm)MIN 8"(200 mm) 12.2"(310 mm) B.3. IF SEDIMENT IS AT,OR ABOVE,3" 80 mm PROCEED TO STEP 2.IF NOT,PROCEED TO STEP 3. MSC-740 END CAP 6" SC740EPE086/SC740EPE08BPC — 0.6"(15 mm) ( ) 12"(300 mm)MIN 51"(1295 mm) 12"(300 mm)MIN SC740EPE10T/SC740EPE10TPC 14.5"(368 mm) SUBGRADE SOILS (150 mm)MIN 10"(250 mm) 13.4"(340 mm) — STEP 2) CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS (SEE NOTE 4) SC740EPE10B/SC740EPE10BPC — 0.7"(18 mm) A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45"(1.1 m)OR MORE IS PREFERRED NOTES: SC740EPE12T/SC740EPE12TPC 12"(300 mm) 14.7"(373 mm) 12.5"(318 mm) — B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN SC740EPE12B/SC740EPE12BPC — 1.2"(30 mm) C. VACUUM STRUCTURE SUMP AS REQUIRED 1. SC-740 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418"STANDARD SPECIFICATION FOR POLYPROPYLENE(PP)CORRUGATED WALL STORMWATER COLLECTION CHAMBERS", SC740EPE15T/SC740EPE15TPC 9.0"(229 mm) — OR ASTM F2922"STANDARD SPECIFICATION FOR POLYETHYLENE(PE)CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". SC740EPE156/SC740EPE158PC 15"(375 mm) 18.4"(467 mm) — 1.3"(33 mm) STEP 3) REPLACE ALL COVERS,GRATES,FILTERS,AND LIDS;RECORD OBSERVATIONS AND ACTIONS. SC740EPE18T/SC740EPE18TPC 5.0"(127 mm) — STEP 2. SC-740 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION SC740EPE18B/SC740EPE186PC 18"(450 mm) 19.7"(500 mm) — 1.6"(41 mm) P 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. CHAMBERS". SC740EPE24B* 24"(600 mm) 1 18.5"(470 mm) 1 0.1"(3 mm) 3. "ACCEPTABLE FILL MATERIALS"TABLE ABOVE PROVIDES MATERIAL LOCATIONS,DESCRIPTIONS,GRADATIONS,AND COMPACTION REQUIREMENTS FOR FOUNDATION,EMBEDMENT,AND FILL ALL STUBS,EXCEPT FOR THE SC740EPE24B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF NOTES MATERIALS. THE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP.FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT 1-888-892-2694. 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION.ADJUST THE INSPECTION INTERVAL BASED ON 4. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE(ALLOWABLE BEARING CAPACITY)OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. "FOR THE SC740EPE24B THE 24"(600 mm)STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 1.75"(44 mm). BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL. 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. 5. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. NOTE:ALL DIMENSIONS ARE NOMINAL 6. ONCE LAYER'C'IS PLACED,ANY SOIUMATERIAL CAN BE PLACED IN LAYER'D'UP TO THE FINISHED GRADE.MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER'C'OR'D'AT THE SITE DESIGN ENGINEER'S DISCRETION. IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-310/SC-740 SYSTEM 1. STORMTECH SC-310&SC-740 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS r.✓':>.•/s�, >� :•JJrJfr r✓r 9 o'r ✓.r r.!d',d',/�%°V`., J!. rt'J','�" p / ,r«.s'. 1« ,'�aJ'` y�/•;a'�,`.ss'' CO LE ED A PRE CO STRUCTION MEET N WITH THE INSTALLER r 2 2. STORMTECH SC 310&SG740 CHAMBERS SHALL INSTALLED IN ACCORDANCE WITH THESTO MTECH SC-310/SC-740/DC-780 � rs d JJ , Y � ✓T �' ✓ � a J` ✓e r. ! .. y a �,. r CONSTRUCTION GUIDE". f� ,/r / >�� 9 r�r,/i°! � ✓`�:�.>'✓> r .. r�a,"�✓°,✓r �, . . 3, CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. NOTES FOR CONSTRUCTION EQUIPMENT STORMTECH RECOMMENDS 3 BACKFILL METHODS: • STONESHOOTER LOCATED OFF THE CHAMBER BED. 1. STORMTECH SC-310&SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE"STORMTECH SC-310/SC-740/DC-780 • BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. CONSTRUCTION GUIDE". • BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 2. THE USE OF CONSTRUCTION EQUIPMENT OVER SC-310&SC-740 CHAMBERS IS LIMITED: 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. • NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. • NO RUBBER TIRED LOADERS,DUMP TRUCKS,OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. ACCORDANCE WITH THE"STORMTECH SC-310/SG740/DC-780 CONSTRUCTION GUIDE". • WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE"STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION 6. MAINTAIN MINIMUM-6"(150 mm)SPACING BETWEEN THE CHAMBER ROWS. GUIDE". 7, EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN,CRUSHED,ANGULAR STONE 3/4-2"(20-50 mm). 3. FULL 36"(900 mm)OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. 8. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS SITE DESIGN ENGINEER. NOT AN ACCEPTABLE BACKFILL METHOD.ANY CHAMBERS DAMAGED BY THE"DUMP AND PUSH"METHOD ARE NOT COVERED UNDER 9. ADS RECOMMENDS THE USE OF"FLEXSTORM CATCH IT"INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE THE STORMTECH STANDARD WARRANTY. SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. NITSCH PROJECT NO. 13928 ARCHITECT CONSULTANT STAMP KEY PLAN SHEET TITLE 160 FEDERAL STREET J0, STORMWATER DETAILS STEVEN yG Nltsch Engineering VENTRESCA m SALEM HISTORIC SCHOOLS CIVIL No.46872 v' ARCHITECTURE www.nitschong.com ► Civil Engineering , ST�� 02-13-2020 SITE PLAN REVIEW Land Surveying► s,�/ , � � ` 2 Center Plaza, Suite 430 Transportation Engineering p MARK DATE DESCRIPTION NORTH SHORE COMMUNITY DEVELOPMENT 101 SUMMER ST BOSTON MA 02110 Boston, MA 02108 ► Structural Engineering Iy COALITION, INC. T: (617) 338-0063 Green Infrastructure PROJECT NUMBER: 218010.1 ► Planning . DRAWN BY: PES/BC F: (617) 338-6472 ► GIs CHECKED BY: Sv 3" BARK MULCH REINFORCED NEW RUBBER FINISHED GRADE HOSE, BLACK, J" I.D., (TYP.) DOUBLE STRAND 12 GA. WIRE TWISTED C—CHANNEL (SEE BELOW) ROOTBALL EXISTING SOIL i;; I ­ TREEPIT T SI . DEPTH VARIES y NOTE: r CONTRACTOR MAY USE PLASTIC TREE GUYING SECTION CHAIN IF APPROVED NOTE: BY L.A. TREE SHALL BEAR SAME RELATIONSHIP .air TO FINISH GRADE AS IT BORE To PLAN • ° ,''` "::: _.� '.%:: '" GROUNDCOVER PLANTS TO NURSERY OR FIELD GRADE BE TRIANGULARLY SPACED. SECURE TREE WRAPPING ABOVE FIRST BRANCH Yr:..w.:.,,.�.:,.. w w,: .w,:,,y,• ...w-} BARK MULCH PROVIDE II GAUGE C—CHANNEL FOR STAKING; 3 PER TREE, DRILL TO ACCEPT GUY WIRE. �' > PRIME AND PAINT PER L.A. RECOMMENDATION PAVEMENT WRAP TRUNK WITH TREE WRAP r , ww.:,,r.:;,w,:wy.w.'-. r.•.:..wr.:y.,w.:;y.r.:;:, y•' i{. ,, ''•,:{I.•y.,.y.•i.-•�.•'Iy�.•yyr` .i'•:r-•1:{•y.•J:��'i: 3" 5.0' r. :�r..Ay.w',,y.w..,;y.r.:.. jr..L.w.:. y. ..:..w.•: BARK MULCH IN SAUCER # i� ...:i .:',..:�.:.:� •:,;t �' ':# .,:f �;.{ •. „� .;:r . MIN. PLANT SAUCER 4" CONTINUOUS �`•:::>>•:�: ::: :'�`:;: ;`':::�`•: :�`�:: `: � `'�':;"` w.:.;..w ..� ..,..w ;•.w::. r:;..w r r 6" MIN. IF h .. •.. CUT AND REMOVE BURLAP FROM TOP OF ROOTBALL _ ROOTBALL� � 3.0 r A" PLANTINGS SOIL MIX; BACKFILL IN LOOSE LIFTS OF DEPTHS PLAN MIN. NOTES: BETWEEN 6"-8", SETTLE WITH THROUGH WATERING 1. SEE PLANTING SCHEDULE FOR GROUNDCOVER SPECIES, SIZE AND SPACING DIMENSION. 6" 12" MOUND OF SOIL IN CENTER OF PLANT PIT TO SUPPORT 2. SMALL ROOTS (1.4" OR LESS) THAT GROW AROUND, UP, OR DOWN THE ROOT BALL PERIPHERY BALL AT REQUIRED ELEVATION SHOULD BE CONSIDERED A NORMAL CONDITION IN CONTAINER PRODUCTION AND ARE ACCEPTABLE NOTE: NON—PLOT HOWEVER THEY SHOULD BE ELIMINATED AT THE TIME OF PLANTING. ROOFS ON THE PERIPHERY CAN INSERT INTO DRAWING BE REMOVED AT THE TIME OF PLANTING. AT SCALE 3. SETTLE SOIL AROUND ROOT BALL OF EACH GROUNDCOVER PRIOR TO MULCHING. DECIDUOUS TREE PLANTING & STAKING TYPICAL GROUNDCOVER NOT TO SCALE NOT TO SCALE NOTE: SHRUB SHALL BEAR SAME 3" BARK MULCH IN SAUCER RELATIONSHIP TO FINISH GRADE AS IT BORE TO NURSERY OR FIELD GRADE PLANT SAUCER, 6" CONTINUOUS �'da o FINISH GRADE aNP, �. � CUT AND REMOVE BURLAP FROM n{ RooTBnii TOP A OF ROOT BALL PLANTINGS SOIL MIX; BACKFILL IN LOOSE r � o LIFTS OF DEPTHS BETWEEN 6"-8", SETTLE 6" WITH THROUGH WATERING 12" MOUND OF SOIL IN CENTER OF PLANT PIT TO SUPPORT BALL AT REQUIRED ELEVATION TYPICAL SHRUB NOT TO SCALE NITSCH PROJECT NO. 13928 ARCHITECT CONSULTANT STAMP KEY PLAN SHEET TITLE 160 FEDERAL STREET No LANDSCAPE DETAILS � � , AFffWS VIA STEVEN �y w, Nitsch Engineering o�,VENTRES SALEM HISTORIC SCHOOLS ,�k „ g CIVCIVIL. CR �� No.46872 ` ARCHITECTURE www.nitscheng.com ► Civil Engineering 9�'FSTER 02-13-2020 SITE PLAN REVIEW Land Surveying► 'ss _ , 2 Center Plaza, Suite 430 . Transportation Engineering MARK DATE DESCRIPTION NORTH SHORE COMMUNITY DEVELOPMENT 101 SUMMER ST BOSTON MA 02110 Boston, MA 02108 ► Structural Engineering {1 COALITION, INC. T: (617) 338-0063 Green Infrastructure PROJECT NUMBER: 218010.1 ► Planning . DRAWN BY: PES/BC F: (617) 338-6472 ► GIS CHECKED BY: SV j UV RESISTANT HIGH-TENACITY UV RESISTANT HIGH-TENACITY POLYPROPYLENE WOVEN FABRIC POLYPROPYLENE WOVEN FABRIC WOODEN FENCE POST 8, WOODEN FENCE NOTES STAKES (1 J" x 8 SPACED MAXIMUM OF 8' O.C. 0'C' (1 J" x 1 J" x 60") SHALL BE BRACED TO O.C. SPACED MAXIMUM 4 O C ADJACENT LINE POSTS. (MORE ` OF 8 O.C. CENTER RAIL THAN 30 CHANGE IN DIRECTION . . 17 (MAX.) CONSTITUTES A CORNER) " TRUSS ROD 9 DIA. STAKED 2. FABRIC SHALL BE 0.148 GAUGE SHEET ':�' ���� '� ' ��� EXISTING PUBLIC FLOW 36 MIN. PROTECTED SHEET WATTLES MIN. WIRE, WOVEN INTO 50 MIN RIGHT—OF—WAY " AREA FLOW PROTECTED APPROXIMATELY 2" DIAMOND EXPOSED .` 36" MIN. AREA MESH. - HEIGHT 5:1 _ EXPOSED / HEIGHT ELEVATION MAINTAIN 5' SEDIMENTATION 3. ZINC-COATED STEEL FABRIC " MAINTAIN 5 SEDIMENTATION STORAGE ZONE FOR SLOPES TOP RAIL BASE METAL SHALL BE COATED 8 min. STORAGE ZONE FOR SLOPES WORK GREATER THAN 4.1 WORK / WITH PRIME WESTERN SPELTER GREATER THAN 4:1 AREA AREA EXISTING GROUND LFILTER FABRIC MOUNTABLE BERM TOP OF TOP OF FENCE FABRIC OR EQUAL. (OPTIONAL) GROUND GROUND lit SIDE ELEVATION NOTE: N___`0a ���� 4. ALUMINUM COATED STEEL EMBED FILTERNOTE: CENTER FABRIC BASE METAL SHALL BE NOT FOR FABRIC �— NOT FOR CONCENTRATED FLOWS I 8 COATED WITH ALUMINUM ALLOY. CONCENTRATED CORNER, END OR RAIL MIN. 6" INTO 16"MIN. " LINE POSTS PROVIDE APPROPRIATE FLOWS GROUND TYPES OF WATTLES EMBED FILTER 16 MIN. ( 5. LINE POSTS SHALL BE 2%" O.D. TRANSITION BETWEEN STABILIZED COIR (COCONUT FIBER) FABRIC BALLAST BASE END OR CORNER POSTS SHALL ORANGE SAFETY . CONSTRUCTION ENTRANCE AND COMPOST MIN. 6" INTO SEE DETAIL BE 3" O.D. • STRAW FENCING RUNNING ENTIRE PUBLIC RIGHT-OF-WAY GROUND LENGTH OF STONE (TYP.) PERSPECTIVE VIEW PERSPECTIVE VIEW 6. THE CONTRACTOR Is 50' MIN. SECTION A—A RESPONSIBLE FOR SURFACE WASHRACK* 10'MIN. RESTORATION ONCE THE FENCE 3 WOODEN FENCE POST STAKES UV RESISTANT HIGH-TENACITY IS REMOVED. (OPTIONAL) r"A , ICY ,� (1 J"� x 1 J" x 60") SPACED MAXIMUM POLYPROPYLENE WOVEN FABRIC WOODEN FENCE POST " 24" DIAMETER CORNER, END OR 7. THE CONTRACTOR SHALL WORK OF 8 O.C. STAKES (1 x 1 x 60 ) SONOTUBE LINE POST B UV RESISTANT SPACED MAXIMUM TEMPORARY REMOVE D DISPOSECONSTRUCTION AREA HIGH-TENACITY STAKE WATTLES OF 8 O.C. °�r ' . L *12'MIN. IN. --EXISTING POLYPROPYLENE 36" MIN. CONTINUOUSLY WITH TWO 6" MIN �. CONCRETE BASE FENCE AT THE CONCLUSION OF PAVEMENT WOVEN FABRIC EXPOSED PROTECTED 1" x 1" x 36" WOODEN T 4000 PSI THE PROJECT. -411 SHEET FLOW HEIGHT AREA STAKES 4' MAX O.C. EXPOSED WORK AREA BALLAST BASE L� SHEET FLOW HEIGHT A PROTECTED EMBED FILTER 16" MIN. -..� I EA [ORANGE SAFETY FENCING AR TEMPORARY CONSTRUCTION RUNNING ENTIRE LENGTH -'— 10,MIN. FABRIC 16" MIN. OF STONE (TYP.) POSITIVE DRAINAGE TO MIN. 6 INTO .EMBED FILTER CHAIN LINK FENCE WITH BALLAST BASE SEDIMENT TRAPPING GROUND FABRIC EXISTING GROUND DEVICE ON SITE. SECTION UNDISTURBED MIN. 6" INTO NOT TO SCALE GROUND GROUND SECTION UNDISTURBED PLAN VIEW GROUND PERIMETER PROTECTION BARRIER 12' MIN* (ONE WAY) NOT TO SCALE PERIMETER PROTECTION BARRIER 24' MIN* (TWO WAY) SILT FENCE DETAIL WITH WATTLES „ 4 MIN. NOT TO SCALE o ® o 0 0 0 o a 4"MIN. GATE PLAN FILTER FABRIC 2" TO 3" STONE COURSE 1" REBAR FOR BAG SECTION A-A AGGREGATE (TYP.) REMOVAL FROM INLET 24' (REBAR NOT INCLUDED). * MUST EXTEND FULL WIDTH EXISTING CURB OF INGRESS AND EGRESS OPENING -- OPERATION 6'-7" (MIN.) f ,E TO T' ', ,o d " o o INCLUDE OVERFLOW � , FOAM SILT-SAC, HYDRO-FLOGARD + '' LOCKING 8' 1 ] PLUS CATCH BASIN INSERT, ` DEVICE P A ® o ® o o ULTRA-DRAINGUARD INSERT, OR APPROVED EQUAL REINFORCED CONCRETE DRAIN SPACE DUMP LOOPS �E�N EXISTING GRATE S ' (REBAR NOT INCLUDED) D SECTION B-B TO BE REUSED II CONSTRUCTION SPECIFICATIONS CONSTRUCTION SPECIFICATIONS 36" LENGTH - GREATER THAN OR EQUAL TO 50 FEET 36" 1J 36" .. SIDE VIEW POST IN 2000 WIDTH - TWELVE FOOT MINIMUM (ONE WAY), TWENTY FOUR FOOT MINIMUM (TWO WAY), INSTALLED PSI CONCRETE -L BUT NOT LESS THAN THE FULL WIDTH AT POINTS WHERE INGRESS OR EGRESS OCCURS. 12" EXPANSION SURFACE WATER - ALL SURFACE WATER FLOWING OR DIVERTED TOWARD CONSTRUCTION RESTRAINT 12" 12" ENTRANCES SHALL BE PIPED ACROSS THE ENTRANCE. IF PIPING IS IMPRACTICAL, A MOUNTABLE BERM SHALL BE PERMITTED. DOUBLE GATE ELEVATION THICKNESS - 8" EXISTING CATCHBASIN MAINTENANCE - THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH SHALL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHTS-OF-WAY. THIS MAY 24' WIDE DOUBLE GATE REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL STONE AS CONDITIONS DEMAND AND REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. ALL SEDIMENT THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET NOT TO SCALE SPILLED, DROPPED, WASHED OR TRACKED ONTO PUBLIC RIGHTS—OF—WAY MUST BE DRAINS SHEET, OVERLAND OR CONCENTRATED FLOWS (NOT GREATER REMOVED IMMEDIATELY. THAN 1 CFS). THE METHOD CAN DRAIN FLAT AREA TO STEEP SLOPES. INLET CAPACITY WILL BE DECREASED WITH THIS METHOD AND THE PERIODIC INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED. CONTRACTOR SHALL EXPECT PONDING DURING HIGH FLOW EVENTS. INLET PROTECTION STABILIZED CONSTRUCTION ENTRANCE CATCH BASIN W/ SILTATION SACK NOT TO SCALE NITSCH PROJECT NO. 13928 ARCHITECT CONSULTANT STAMP KEY PLAN SHEET TITLE SOIL EROSION AND 160 FEDERAL STREET ,k SEDIMENT CONTROL ���� STEVEN Nitsch Engineering a VENTRESCR m SALEM HISTORIC SCHOOLS fi r CIVIL DETAILS No.46872 ARCHITECTURE www.nitscheng.com ► Civil Engineering � �� G 02-13-2020 SITE PLAN REVIEW ► Land Surveying 2 Center Plaza Suite 430 ssr NORTH SHORE COMMUNITY DEVELOPMENT 101 SUMMER ST BOSTON MA 02110 ► Transportation Engineering MARK DATE DESCRIPTION Boston, MA 02108 ► Structural Engineering pil COALITION, INC. ► Green Infrastructure PROJECT NUMBER: 218010.1 � 7 T: (617) 338-0063 ► Planning . DRAWN BY: PES/BC F: (617) 338-6472 • GIs CHECKED BY: Sv l February 14, 2020 I t STORMWATER REPORT For 160 FEDERAL STREET Salem, Massachusetts Prepared for: North Shore Community Development 96 Lafayette St, Salem, MA 01970 Prepared by: NITSCH ENGINEERING, INC. 2 Center Plaza, Suite 430 Boston, MA 02108 Nitsch Project#13928 r TABLE OF CONTENTS 1.0 APPLICATION NARRATIVE........................................................................................... 4 2.0 INTRODUCTION .................................:........................................................................... 5 3.0 EXISTING CONDITIONS.................................................................................................. 5 3.1 Existing Drainage Infrastructure........................................................................................ 5 3.2 NRSC Soil Designations.................................................................................................. 5 3.3 On-Site Soil Investigations............................................................................................... 5 3.4 Wetland Resource Areas...............:................................................................................. 6 3.5 Total Maximum Daily Load (TMDL).................................................................................. 6 4.0 PROPOSED CONDITIONS............................................................................................. 6 4.1 Project Description............................................................................................................ 6 4.2 Stormwater Management System.................................................................................... 7 4.3 Stormwater Management During Construction...............:................................................. 7 5.0 STORMWATER MANAGEMENT ANALYSIS................................................................. 8 5.1 Methodology......:.....................................ti....................................................................... 8 5.2 HydroCAD Version 10.00................................................................................................. 8 I 5.3 Precipitation Data .............. ........... 8 5.4 Existing Hydrologic Conditions....................... 5.5 Proposed Hydrologic Conditions....................................................................................... 9 5.6 Peak Flow Rates.............................................................................................................10 ' e 5.7 Peak Runoff Volume........................................................................................................10 6.0 MASSDEP STORMWATER MANAGEMENT STANDARDS .........................................11 Standard 1: No New Untreated Discharges................................................................................11 Standard 2: Peak Rate Attenuation..........................................................................................11 Standard 3: Groundwater Recharge.........................................................................................11 Page 2 Standard 4: Water Quality Treatment.....................................:.................................................12 Standard 5: Land Uses with Higher Potential Pollutant Loads...................................................12 Standard 6: Critical Areas .........................................................................................................12 Standard 7: Redevelopments...................................................................................................12 Standard 8: Construction Period Pollution Prevention and Sedimentation Control ...................12 Standard 9: Operation and Maintenance Plan..........................................................................12 Standard 10: Prohibition of Illicit Discharges ............................................................................12 7.0 CONCLUSION................................................................................................................13 FIGURES DR-1 Existing Drainage Area Map DR-2 Proposed Drainage Area Map Fig 1 Aerial Locus Fig 2 USGS Fig 3 Wetlands Map Fig 4 FEMA Map Fig 5 Chapter 91 Map APPENDICES Appendix A STORMWATER MANAGEMENT STANDARDS DOCUMENTATION MassDEP Checklist for Stormwater Report Standard 3: 72 Hour Drawdown Calculations Standard 4: TSS Removal Calculations Standard 10: Illicit Discharge Compliance Statement Appendix B Existing and Proposed Conditions — HydroCAD Calculations Appendix C Long-Term Pollution Prevention and Stormwater Operation and Maintenance Plan Appendix D Soil Investigations NRCS Soil Maps and Descriptions Compiled Test Pit Information will be provided when available Page 3 1.0 APPLICATION NARRATIVE On behalf of the Applicant, North Shore Community Development, Nitsch Engineering, Inc. is filing the enclosed Application for Approval of a Site Plan Approval and Special Permit with the Salem Planning Board for the proposed Federal Street and Hawthorne Boulevard Renovation Projects. The purpose of this Application is to receive Site Plan Approval for a Special Permit from the Salem Planning Board under the Zoning By-law and its Ordinance. This Application is being submitted to the Planning Board for review. A Notice of Intent will be submitted to the Salem Conservation Commission at a later date for the Federal Street project only. To support the Application, the submitted materials include: • Civil Site Plans; . • Landscape Plans; and the • Stormwater Report. Architectural plans will be submitted with this Application. Hawthorne Blvd The Site is located at 13 Hawthorne Boulevard in Salem. The site is flat with the building taking up the majority of the site. The owners of the property created a lease line to separate the project site from the adjacent church. The building has two entrances, stairs and a ramp, on to Hawthorne Boulevard while the rear of the property has a curb cut on to Union Street. These entrances will remain and upgraded as necessary to provide for accessible access into the building. Entrances to the building off Union Street will remain. The existing loading dock will be removed. Additional information on the building entrances are provided in the architectural plans. The entire site is building and broken pavement with small landscaped areas up against the building. There is one large tree straddling the property, line between the building and abutting property on the east side. There are three (3) street trees on the Union Street side of the site. Two (2) trees will be removed as part of this project which will require coordination with the City Tree Warden. The site has water, sewer and gas services to the building off Hawthorne Blvd. A new fire protection service off Hawthorne Blvd will be provided as part of the building rehabilitation project. The Project consists of the rehabilitation of building interior into artist loft spaces. Various site improvements,,including reconfiguration of the existing asphalt area into a formal parking lot with up to 8 parking spaces (includes 1 handicapped space) and a new 20-foot wide curb cut to allow for the entrance and exit into the site off Union Street. The site"will reduce impervious areas provide stormwater management systems designed to comply with the City of Salem MS4 requirements and the Massachusetts Department of Environmental Protection (DEP). Stormwater Management Standards. There are no resource areas.associated with the Hawthorne Boulevard site. This part of the project will not be required to file a Notice of Intent with the Salem Conservation Commission. A Special Permit is required under the Zoning By-law for the housing development. The proposed project will help revitalize the area and will allow for new housing. The parking area will provide for a formalized traffic flow and safety of the site will be improved with the formal parking area. Impervious area onsite will be reduced, and stormwater utilities will also be enhanced. Water quality treatment will be incorporated, and the quality of runoff will be improved, benefitting the natural environment.. For more information on stormwater BMPs, refer to the.Stormwater Report. Page 14 J 2.0 INTRODUCTION .Nitsch Engineering has prepared this.Stormwater Report to support the Planning Board application for the rehabilitation of the existing seminary building into artist studios. The Project site is located at 13 Hawthorne Boulevard, Salem,Massachusetts (subsequently referred to as the"Site"). The Project consists of (i) the rehabilitation of building interior into apartment spaces; and (ii) various site improvements, including reconfiguration of the existing asphalt area into a formal parking lot with up to 8 cars and associated drainage and utility work. The Project includes a stormwater management system, which has been designed to comply with the requirements of the City of Salem MS4 requirements and the Massachusetts Department of Environmental Protection (DEP) Stormwater Management Standards. 3.0 EXISTING CONDITIONS The Site is located at 13 Hawthorne Boulevard in Salem. The site is flat with the building taking up the majority of the site. The owners of the property created a lease line to separate the project site from the adjacent church. The building has two entrances, stairs and a ramp, on to Hawthorne Boulevard while the rear of the property has a curb'cut on to Union Street. The entire site is building and broken pavement with small landscaped areas up against the building. There is one large tree straddling the property line between the building and abutting property on the east side. There are three(3) street trees on the Union Street side of the site. The site has water,sewer and gas services to the building off Hawthorne Blvd. A new fire protection service off Hawthorne Blvd will be provided as part of the,building rehabilitation project. The Site is not within any resource areas based on current available GIS information. 3.1 Existing Drainage Infrastructure Stormwater generated by the existing site is not collected in any formal drainage system. Roof runoff is routed to down spouts at various points around the building where stormwater is then directed on to the pavement where it sheet flows onto the surrounding sidewalk and streets. The site does not currently meet the 2008 MassDEP Stormwater Management Standards,and the Site provides no peak flow attenuation, water quality treatment, and groundwater recharge. 3.2 NRSC Soil Designations The Soil Classification uses the Natural Resources Conservation Services(NRCS)designation of the soil series at the Site. The entire site consists of soils that are classified as Urban without a hydrologic soil group (HSG) rating'. Nitsch used a HSG for a C-soil (0.27 inches per hour) until investigative test pits for drainage are performed so that an appropriate infiltration rate can be determined using the Rawls Table. 3.3 On-Site Soil Investigations Nitsch Engineering will provide on-site soil testing.results to the Planning Board for review after results are obtained. Nitsch anticipates on-site soil testing in late February or early March. The proposed subsurface infiltration systems will be designed to maintain at least two (2) feet of separation.from estimated seasonal high groundwater and the bottom of the proposed infiltration systems. Page 5 3.4 Wetland Resource Areas Based on the current available GIS information there does not appear to be any wetland resource areas of Flood Plain within the project site. 3.5 Total Maximum'Daily Load (TMDL) The Site ultimately discharges into North River which is associated with a Total Maximum Daily Load (TMDL) for pathogens. The Project has been designed to minimize stormwater discharge and associated pathogen pollutants through infiltration practices to meet the intent of the TMDL. 6 4.0 PROPOSED CONDITIONS 4.1 Project Description The Project includes the rehabilitation of the existing building into artist's lofts and the adjustment of an existing curb cut off Union Street to make an appropriate access entrance into the new parking area. The adjusted curb cut will require the removal of one (1) street tree. While the parking area is reconstructed, a new drainage infiltration system will be installed that will capture the one (1)inch rain event to meet the City's MS4 requirements. In addition, the infiltration system will provide Total Suspended Solids (TSS) removal and provide mitigation for all storm events up to and including the 100-year storm event. Stormwater overflows will be routed to an area drain at the property line to Union Street where stormwater will flow out to the street in a controlled manner. Currently, all stormwater leaves the site uncontrolled and.unmitigated. The new drainage infiltration system will capture a portion of the roof closest to the parking area. Nitsch also provided roof runoff control in a dry well on the south side of the site to infiltration and control stormwater runoff from this portion of the roof. The installation of this dry well will require the removal of an on-site tree. Nitsch Engineering and the Owner understand that there is a fee and additional permitting with Salem's Tree Warden.associated with the removal of these trees. The Project is anticipated to decrease the overall impervious area for the site. This site can be considered a re-development under the Stormwater Handbook. Nitsch Engineering will provide a stormwater design that will meet the requirements of the applicable Ten Stormwater Standards. Refer to Table 1 for a comparison of the existing and proposed land use for the Site. Table 1. Proposed land use for Federal Street(in square feet) Existing Site Proposed Site Change Land Use (s.f.) (s.f.) ;� ., , ��„ =ate• �-�_ � � � - � ��, ,� �. �. ". Buildings. - 12,628 12,628 - y"- • #. Site Pavement 7,743 7,249 r -494 LandscapedAreas ., 2;345 s 2840 R. +495; �g �� v Total •22,716 22,716 --- Page 6 4.2 Stormwater Management System The Site parking area will include the installation of a stormwater management system that is being designed to meet the MassDEP Stormwater Management Standards .and the City of Salem's g g Y Ordinance snd MS4 requirements. As a re-development, the Project will provide peak flow and volume mitigation and provide water quality treatment and groundwater recharge. The Project has been designed using environmentally-sensitive site design techniques. This design prevents the generation of stormwater and non-point source pollution by reducing impervious surfaces, disconnecting flow paths, and treating and infiltrating stormwater at its source. -The proposed stormwater management system for the site includes a deep sump and hooded catch basin and a subsurface infiltration system with an isolator row for water quality. Overflow from the proposed BMPs will be discharged through an area drain located at the property line to Union Street in a controlled manner. Deep Sump and Hooded Catch Basins A deep sump and hooded catch basin is proposed to provide pretreatment in the impervious areas of the parking lot prior to connection to the infiltration system. Subsurface Infiltration Systems The new parking area and a portion of the roof will be collected and infiltrated using a subsurface infiltration system with an isolator row. The system consists of StormTech SC-740 chambers configured into 3 rows of 7 chambers each. A chamber is removed to allow for the pipe connection from the catch basin. The chambers will be enveloped within a crushed stone base that extends 6 inches above and 12-inches below the chambers and 12 inches around the perimeter of the chambers. The system is 53.5 feet long by 15.7 feet wide. The subsurface Infiltration System is designed to completely infiltrate the 1-inch storm, 24-hour design storms, and reduces the peak rate and runoff volumes in the 2, 10, 25-and 100-year design storms. Dry Well A.drywell collecting roof runoff is proposed at the south corner of the site off Union Street. The dry well consists of one (1) 1,500-gallon drywell. The drywell will be enveloped with a 6-inch a crushed stone base and 12-inches of crushed stone around the perimeter. The system is 10 feet in diameter and 10 feet deep. The drywell is designed to completely infiltrate the 1-inch storm, 24-hour design storms, and significantly reduces the peak rate and runoff volumes in the 2, 10, 25- and 100-year design storms. Overflow from the drywell will overflow through the dry well grate and flow overland to Union Street. Refer to the TSS Removal spreadsheets in Appendix A for TSS removal summaries for the infiltration system. The dry well collects roof runoff only. 4.3 Stormwater Management During Construction The site is less than one acre and does not meet the thresholds for the EPA NPDES Permit. The Site Contractor will be responsible for stormwater management of the active construction site and is required to adhere to the conditions implemented by the Planning Board and based on the erosion control plans,details and specifications as part of the final bid package.The Contractor will be required to adhere to the 2017 General Permit under the Environmental Protection Agency as part of Salem's MS4 requirements. Page 17 5.0 STORMWATER MANAGEMENT ANALYSIS 5.1 Methodology Nitsch Engineering completed a hydrologic analysis of the existing project site utilizing Soil Conservation Service (SCS) Runoff Curve Number (CN) methodology. The SCS method calculates the rate at which the runoff reaches the design point considering several factors: the slope and flow lengths of the subcatchment area, the soil type of the subcatchment area, and the type of surface cover in the subcatchment area. HydroCAD Version 10.00 computer modeling software was used in conjunction with the SCS method to determine the peak runoff rates and runoff volumes for.the 2-, 10- 25-, and 100-year, 24-hour storm events. The proposed project site is being analyzed with the same' methodology. The Site was divided into multiple drainage areas, or subcatchments,which drain to the design points along the property boundary and within the site. For each subcatchment area, SCS Runoff Curve Numbers (CNs) were selected by using the cover type and hydrologic soil group of each area. The peak runoff rates and runoff volumes for the 2-, 10-, 25-and 100-year 24-hour storm events were then determined by inputting the drainage areas, CNs, and time of concentration (Tc) paths into the HydroCAD model. 5.2 HydroCAD Version 10.00 The HydroCAD computer program uses SCS and TR-20 methods to model drainage systems.. TR-20 ("Technical Release 20)was developed by the Soil Conservation Service to estimate runoff and peak discharges in small watersheds. TR-20 is generally accepted by engineers and reviewing authorities as the standard method for estimating runoff and peak discharges. j HydroCAD Version 10.00 uses up to four types of components to analyze the hydrology of a given site: subcatchments, reaches, basins, and links. Subcatchments are areas of land that produce surface .runoff. The area, weighted CN, and Tc characterize each individual subcatchment area. Reaches are generally uniform streams, channels; or pipes that convey water from one point to another. A basin is any impoundment that fills with water from one or more sources and empties via an outlet structure. Links are used to introduce hydrographs into a project from another source or to provide a junction for more than one hydrograph within a project. The time span for the model was set for 0-48 hours'in order to prevent truncation of the hydrograph. 5.3 Precipitation Data Nitsch Engineering, Inc. used the Atlas 14 events issued by the National Weather Service to estimate the rainfall for the 2-year, 10-year, 25-year and 100-year 24-hour storms. The rainfall values for Essex County that will be used are as follows: Storm Event 24—hour Rainfall 2-year 3.18 in. 10-year 5.09 in. 25-year 6.17 in. 100-year 7.94 in: 5.4 Existing Hydrologic Conditions As summarized in Table 4, Nitsch 'Engineering delineated the project site into three (3) on-site subcatchment(watershed)areas discharging to three (3)design points utilizing an existing conditions survey and on-site observations (See Table 2 and Figure DR-1). The HydroCAD model for existing conditions is provided in Appendix B. Page 8 Table 2. Existing Drainage Area Summary Design Watershed Area Description Point s r 1 S L ¢ 6334 k Northe st portion oaf builtlng,roof and site v rt Exlsting 2S 12,654 West side (roof only) R3S 3;727 , .,*South cd,rner,`of.building�and site; Total Area 22,716 5.5 Proposed Hydrologic Conditions The proposed project has been designed to mitigate the change in stormwater runoff at each of the design points as required by the DEP Stormwater Management Standards and the City of Salem's MS4 requirements. The watershed areas were modeled to reflect the proposed topography, storm drainage structures and BMPs, and roof areas. (See Figure 2 and Table 3). The proposed BMPs included as ponds in the HydroCAD model are: Subsurface Infiltration Systems; and • Dry wells surrounded by crushed stone Table 3. Proposed Drainage Area Summary Design Watershed Area Description Proposed Point s Treatment BMP s f r, a .h . . ff Subsurface 5S 14thl- "Waft, ,825 .Northwest�portion of building and"site Infiltration System Proposed,; 6S 4,164 Landscape/walkways around building Landscape „$ 7S fV,727 South cornerIof,building and site DryweII x .. Total Area 22,716 r Page 9 5.6 Peak Flow Rates The proposed stormwater management system is expected to reduce the proposed peak runoff rates to at or below the existing rates for the entire site. Tables 4 below summarize the existing hydrologic and proposed hydrologic analyses for the'site. Table 4—Peak Rates of Runoff(in cfs) . Storm Event 2-year 10-year 25-year 100-year Existing V:45 - 2.35`� z 2:91 3�7 -,,' Proposed 0.91 1.88 2.89 3.71 5.7 Peak Runoff Volume Nitsch Engineering indicates the amount of the stormwater volume that is reduced from the existing to the proposed stormwater systems for the site.This is not a requirement of the Salem Ordinance but provided to show the stormwater volume reductions in Table 5. Table 5—Volumes of Runoff for Total Site(in acre-feet) Storm Event 2-year 10-year 25-year 100-year Existing 0.117 0:196 0.245�„ 'R 0.321 Proposed 0.050 0.126 0.177 0.251 Page j 10 6.0 MassDEP Stormwater Management Standards r The Project is considered a redevelopment under the DEP Stormwater Management System. The Site will be designed-to meet and exceed the MassDEP Stormwater Management Standards as summarized below Standard 1: No New Untreated Discharges The Project will not discharge any untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. Stormwater from the Site will be collected and treated in accordance with the MassDEP Stormwater Management Standards and stormwater outfalls will be stabilized to prevent erosion. Standard 2: Peak Rate Attenuation The proposed stormwater management system will be designed so that the post-development peak discharge rates do not exceed pre-development peak discharge rates. To prevent storm damage and downstream flooding, the proposed stormwater management practices will mitigate peak runoff rates for the 2-, 10-, 25-and 100-year, 24 hour storm events. Standard 3: Groundwater Recharge The Site was designed using environmentally sensitive site design, low impact development techniques, and stormwater BMP treatment trains to minimize the loss of annual recharge to groundwater. The annual recharge from the post-development site will approximate the annual recharge from pre-development conditions based on soil type using the guidelines provided in the MassDEP Stormwater Management Handbook. Nitsch Engineering is assuming a soil with a HSG of A to determine compliance with the recharge requirement for the site. Impervious Area = 0.45 acres (19,876 square feet) Rv (Recharge Volume) = 0.6 in. /(12 inches/ft)x 19,876 square feet = 994 cubic feet The dry wells and subsurface infiltration system are sized to exceed the recharge volume required under the MassDEP Stormwater Management Standards (Table 11) Table 8-Proposed Recharge Volumes for Stormwater BMPs Infiltration BMP Recharge Volume (cf) Dry Well . 541 Infiltration System 1,559 ,"� " ,Total r . . 2 100 2 The HydroCAD reports provided in Appendix C indicate that all.proposed infiltration BMPs will drain within 48 hours for the 2-, 10-, 25-, and 100-year storm events, exceeding the 72-hour MassDEP drawdown requirement. Page 11 . Standard 4: Water Quality Treatment The proposed stormwater management system will be designed to remove greater than 80% of the average annual post-construction load of Total Suspended Solids(TSS). Structural stormwater BMPs including deep sump and hooded catch basins, an isolator row (80% TSS removal) and infiltration system (chambers and dry well) are sized to capture the required water quality volume (1 inch over the project site) and remove a minimum of 80% of total suspended solids. The proposed water quality treatment BMPs are subject to the 44% TSS removal pretreatment requirement and the 1-inch rule for calculating water quality volumes because the site contains soils with a rapid infiltration rate (greater than 2.4 inches per hour) and involve runoff from possible land uses with higher potential pollutant loads (see Standard 5). Source control and pollution prevention measures, such as vacuum cleaning, street sweeping, proper snow management, and stabilization of eroded surfaces, are included in the Long-Term Pollution Prevention Plan and Operation and Maintenance Plan (Appendix E). Standard 5: Land Uses with Higher Potential Pollutant Loads} The project use is not considered a Land Use with Higher Potential Pollutant Loads.+This Standard does not apply. Standard 6: Critical Areas The Project is not located within any critical areas. Therefore, this standard is not applicable. G Standard 7: Redevelopments i The Project can be considered a redevelopment under the MassDEP Stormwater Management Standards. However, the project meets the Standards for a new development. Therefore, this standard is not applicable. Standard 8: Construction Period Pollution Prevention and Sedimentation Control A plan to control construction-related impacts, including erosion, sedimentation, and other pollutant sources during construction and land disturbance activities (construction period erosion, sedimentation, and pollution prevention plan) is provided for review. Since the Project will disturb less than one (1) acre of land, a Notice of Intent does not need to be submitted to the Environmental Protection Agency (EPA) for coverage under the National Pollution Discharge Elimination System (NPDES) Construction General Permit. Standard 9: Operation and Maintenance Plan A post-construction operation and maintenance plan has been prepared and will be implemented to ensure that stormwater management systems function as designed. Source control and stormwater BMP operation requirements for the academic campus are summarized in the Long-Term Pollution Prevention Plan and Operation and Maintenance Plan provided in Appendix E. Standard 10: _Prohibition of Illicit Discharges There will be no illicit discharges to the stormwater,management system associated with the Project. An Illicit Discharge Compliance Statement is provided in Appendix A. Page112 1 7.0 CONCLUSION In conclusion, the Project's stormwater management system will reduce or maintain peak runoff rates and volumes through the use of infiltration BMPs and improve the water quality of stormwater being discharged from the Site. Environmentally sensitive site design'and low impact development techniques will be implemented where possible. The Project is being designed to meet and exceed. the MassDEP Stormwater Management Standards and the City of Salem's requirements. r Page 13 FIGURES DR-1 Existing Watershed Areas DR-2 Proposed Watershed Areas Fig 1 Aerial Locus Fig 2 USGS Fig 3 Wetlands Map Fig 4 FEMA Map Fig 5 Chapter 91 Map i a_ N N o r Nitsch Engineering N N • g40q 41 N W./IKfCh��.QOT 2 Center Plaza,Suite 430 Boston,MA 02108 T:(617)338-0063 F:(617)338-6472 ` Civil►LandSurrveyingg Transportation Engineering /, ►Structural Engineering jJ1 G •Green Infrastructure �'L ►Planning 1 �0 .GIS Z N w �,\ 2: a g a 0 2S a Q � w Wa D 1 EQ A� -i w J O a a' r Q U) ZW C 0 QLL J Z > jZ C133S !'a f LU Q O 00 0 LU � c o u � m p= o U- LU Z Q � � Oa O N B8'27�98 W X sl U I N w - - -� N ° o 0') n � ' Nm gg•os Z •� Z C d "r� PROJECT# 13928 FILE: 13928_HAW_DA.DWG L / m \ VDATE: 02/12/2020 p tii PROJECT MOR: SV •� —�� __ %1` SURVEYOR: DRAFTED BY: TPS CHECKED BY: PES c `0 Nr, SHEET: I / SIC -C CO >o> ~- 20 10 0 20 4C D R N Aon % OF 2 REV. 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Psis+.,. \`• '.{ Historic High Water Marsh Boundary- seaward Contemporary High Water Inferrred Contemporary High Water ` Inferred Historic • Y� APPENDIX A Stormwater Management Standards Documentation MassDEP Checklist for Stormwater Report Standard 3: 72 Hour Drawdown Calculations Standard 4: TSS Removal Calculations Standard 10: Illicit Discharge Compliance Statement Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater RePort B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from.project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable(N.A.) and provide the reasons for that determination. A complete checklist must include the Certification_set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer's Certification I have reviewed the Stormwater Report, including the soilevaluation, computations,+Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan(if included), the Long- term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement(if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater,Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature �1 v ,o �CTEVE;� r , o 'VENTRESCR ' �. CIVIL Rio �5372 ' Vt11 ze " Sig. ture;all a /, - Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and' redevelopment? ❑ New development . ® Redevelopment 4 ❑ Mix of New Development and Redevelopment swcheck-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): Infiltration system with isolator row and dry well Standard 1: No New Untreated Discharges ® No new untreated discharges Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth ® Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. swcheck•04/01/08 Stormwater Report Checklist•Page 3 of 8 Massachusetts-Department of Environmental Protection L7--lBureau of Resource Protection - Wetlands Program Checklist for 'Stormwate.r Report Checklist (continued) Standard 2: Peak Rate Attenuation ❑ Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to-a wetland subject to coastal flooding. ❑ Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. ® Calculations provided to show that post-development peak discharge rates-do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge ❑ Soil Analysis provided. ® Required Recharge Volume calculation provided. ❑ Required Recharge volume reduced through use of the LID site Design Credits. ® Sizing the infiltration, BMPs is based on the following method: Check the method.used. ® Static ❑ Simple Dynamic ❑ Dynamic Field' ❑ Runoff from all impervious areas at the site discharging to the infiltration BMP. ® Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. ® Recharge BMPs have been sized to infiltrate the Required Recharge Volume. ❑ Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: ❑ Site is comprised solely of C and D soils and/or bedrock at the land surface ❑ M.G.L. c. 21 E sites pursuant to 310 CMR 40.0000 ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 ❑ Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. ® Calculations showing that the infiltration BMPs will drain in 72 hours are provided. ❑ Property includes a M.G.L. c. 21 E site or a solid waste landfill and a mounding'analysis is included. 80%TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. swcheck 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 11 or Interim Wellhead Protection Area ❑ is near or to other critical areas ❑ is within soils with a,rapid infiltration rate (greater than 2.4 inches per hour) ❑ involves runoff from land uses with higher potential pollutant loads. ❑ The Required Water Quality Volume is reduced through use of the LID site Design Credits. ® Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44%TSS removal pretreatment requirement, are provided. swcheck•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. ® 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. "swcheck•04/01/08 Stormwater Report Checklist•Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable ® The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: ❑ Limited Project ❑ Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. ❑ Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to.a critical area ❑ Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff ❑ Bike Path and/or Foot Path ® Redevelopment Project ❑ Redevelopment portion of mix of new and redevelopment. ❑ Certain standards are not fully met(Standard No. 1, 8, 9, and 10 must always be fully met)and an explanation of why these standards are not met is contained in the Stormwater Report. ® The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: • Narrative; • Construction Period Operation and Maintenance Plan; • Names of Persons or Entity Responsible for Plan Compliance; • Construction Period Pollution Prevention Measures; • Erosion and Sedimentation Control Plan Drawings; • Detail drawings and specifications for erosion control BMPs, including sizing calculations; • Vegetation Planning; • Site Development Plan; • Construction Sequencing Plan; • Sequencing of Erosion and Sedimentation Controls; • Operation and Maintenance of Erosion and Sedimentation Controls; Inspection Schedule; • Maintenance Schedule; • Inspection and Maintenance Log Form. ® A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. swcheck•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) r Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) ❑ The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. ® The project is not covered by a NPDES Construction General Permit. ❑ The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. ❑ The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan ® The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: ® Name of the stormwater management system owners; ® Party responsible for operation and maintenance; ® Schedule for implementation of routine and non-routine maintenance tasks; ❑ Plan showing the location of all stormwater BMPs maintenance access areas; ❑ Description and delineation of public safety features; ❑ Estimated operation and maintenance budget; and ® Operation and Maintenance Log Form. ❑ The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: ❑ A copy of the legal instrument(deed, homeowner's association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; ❑ A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges ® The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; ® An Illicit Discharge Compliance Statement is attached; ❑ NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. swcheck•04/01/08 Stormwater Report Checklist•Page 8 of 8 2 Center Plaza,Suite 430 Boston,MA 02108-1928 T:617-338-0063 F:617-338-6472 Nitsch Engineering www.nitscheng.com Form S3-G: Standard 3 — Recharge 72-Hour Drawdown Calculation Project Name: Hawthorne Blvd Nitsch Project#: 13928 Location: 15 Hawthorne Blvd, Salem, MA Checked by: SV. Prepared by: SV Drywell Date: Feb 14, 2020 INSTRUCTIONS: 1. In 'Method' Column, Click on Blue Cell to Activate Drop Down Menu 2. Enter the "Required recharge Volume" (in cubic feet) in Blue Cell for the appropriate chosen Method 3. Enter the "Bottom Area" (in square feet) in the blue cell as the maximum infiltration surface area. Do not use sidewalls. 4. For"Dynamic: In-Situ Method" ONLY (if other go to 4b) Enter hydraulic Conductivity Rate in Blue Cell 5. In 'Texture Class' Column, Click on Blue Cell to Activate Drop Down Menu Step No. 1 Method-T Static Required Recharge Static 2 Volume (in cubic feet): 186 1 as determined by the Method 3 Bottom Area (in Sq.Ft.) 132 In-Situ Saturated ONLY-If using Dynamic: In Hydraulic Hydraulic Conductivity Situ Method-->Enter Conductivity Rate: 'Rate 4a Hydraulic Conductivity Rate 0 NRCS Hydrologic Infiltration Rate Texture Class Soil Group(HSG) (Inches/Hour) 4b Silt Loam C 0.27 Hours Timeda,doW„= 62.63 72-Hour Drawdown Requirement Check: OK I:\Civil Resources\PERMITTING TEMPLATES\SW Report-In progress\S3-G 72hr Drawdown recharge.doc 2 Center Plaza,Suite 430 Boston,MA 02108-1928 T:617-338-0063 F:617-338-6472 Nitsch Engineering www.nitscheng.com Form S3-G: Standard 3 - Recharge 72-Hour Drawdown Calculation Project,Name: Hawthorne Blvd Nitsch Project#: 13928 Location: 15 Hawthorne Blvd, Salem, MA Checked by: SV -Prepared by: SV Date: Feb 14, 2020 INSTRUCTIONS: 1. In 'Method' Column, Click on Blue Cell to Activate Drop Down Menu 2. Enter the "Required recharge Volume" (in cubic feet) in Blue Cell for the appropriate chosen Method 3. Enter the "Bottom Area" (in square feet),in the blue,cell as the maximum infiltration surface area. Do not use sidewalls. 4. For"Dynamic: In-Situ Method" ONLY (if other go to 4b) Enter hydraulic Conductivity Rate in Blue Cell 5. In 'Texture Class' Column, Click on Blue Cell to Activate Drop Down Menu Step No. 1 Method: static Required Recharge Static 2 Volume (in cubic feet): 741 as determined by the Method 3 Bottom Area (in Sq.Ft.) 841 In-Situ Saturated ONLY-If using Dynamic: In Hydraulic Hydraulic Conductivity Situ Method-->Enter Conductivity:Rate: Rate 4a Hydraulic Conductivity Rate 0 MRCS Hydrologic Infiltration Rate Texture Class Soil.Group (HSG) (Inches/Hour) 4b Silt Loam C 0.27 Hours T imedrawdown- 39.16 72-Hour Drawdown Requirement Check: OK I:\Civil Resources\PERMITTING TEMPLATES\SW Report-In progress\S3-G 72hr Drawdown recharge.doc 2 Center Plaza,Suite 430 Boston,MA 02108-1928 T:617-338 0063 F:617-338-6472 NItSCh Engineering wwwnitscheng.com HAWTHORNE BOULEVARD SITE WATER QUALITY TREATMENT SUMMARY Nitsch Engineering has prepared this Water Quality Treatment Summary for the proposed Hawthorne Blvd artists loft project. In compliance with MassDEP Stormwater Management Standard #4, the proposed stormwater management system is designed to remove at least 80% of the average annual post-construction load of TSS prior to discharge. The stormwater management system is designed to remove at least 44% of the average annual post-construction TSS load prior to discharge to the infiltration systems as part of a best practices approach to stormwater management. A summary of treatment trains proposed to provide water quantity control and water quality improvement at the proposed project site is provided below. Treatment Train A Catchment Areas: 5S Deep Sump & Hooded Catch Basin --> Isolator Row -> Infiltration 4 Discharge Treatment Train B (No Pre-Treatment) , Catchment Areas: 7S Roof Drain 4 Dry Well 4 Discharge Civil Engineering Land Surveying Transportation Engineering Sustainable Site Consulting Planning GIS Hawthorne Site Nitsch Project No. 13928 13 Hawthorne Blvd, Salem, MA February 14, 2020 Nitsch Engineering Treatment Train A : Deep Sump & Hooded Catch Basin 4 Isolator Row 4 Infiltration 4 Discharge Pretreatment Spreadsheet B C D E F TSS Removal Starting TSS Amount Remaining BMP Rate Load Removed C*D Load D-E Deep Sump& Hooded Catch Basin 0.25 1.00 0.25 0.75 Isolator Row 0.80 0.75 0.60 0.15 Refer to dry water Meets 44%TSS quality swale design removal pretreatment summary below. Total TSS Removal = 44% requirement Treatment Spreadsheet B C D E F TSS Removal Starting TSS Amount Remaining BMP Rate Load Removed C*D Load D-E Infiltration S stem 0.80 1.00 0.80 0.20 Meets 80%TSS Total TSS Removal = 80% removal requirement c - Hawthorne Site Nitsch Project No. 13928 13 Hawthorne Blvd, Salem, MA February 14, 2020 Nitsch Engineering Treatment Train B Roof Drain 4 Dry Well 4 Discharge Treatment Spreadsheet B C D E F TSS Removal Starting TSS Amount Remaining BMP Rate Load Removed C*D Load D-E Dry Well 0.80 1.00 0.80 0.20 Meets 80%TSS Total TSS Removal = 80% removal requirement 2 Center Plaza,Suite 430 Boston,MA 02108-1928 T:617-338-0063 F:617-338-6472 NItSCh Engineering www.nitscheng.com STANDARD 10: Illicit Discharge Compliance Statement Project Name: Hawthorne Blvd Nitsch Project#: 13928 Location: 15 Hawthorne Blvd, Salem, MA Checked by: - Prepared by: PS/SV Sheet No. 1 of 1 Date: Feb 14, 2020 -- Standard 10 states:All illicit discharges to the stormwater management system are prohibited. This is to verify: 1. Based on the information available there are no known or suspected illicit discharges to the stormwater management system at PROJECT NAME site as defined in the MassDEP Stormwater Handbook. 2. The design of the stormwater system.includes no proposed.illicit discharges. Steven'Ventresca, PE Date Civil Engineering Land Surveying, Transportation Engineering Sustainable Site Consulting Planning GIS APPENDIX B Pre-Development Conditions & Post-Development Conditions.— HydroCAD Calculations I 1S 2S 3S 5S 6S 7S O O O NE Area West Side E Area NE Area+West Side West Side minus Roof Roof SE rea 8P 9P 4R 2200 Gal Drywell Infiltration System EXISTING 10R PROPOSED r Subcat Reach Pon Link Routing Diagram for Hawthorne Prepared by{enter your company name here}, Printed 2/13/2020 HydroCAD®10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Hawthorne Prepared by {enter your company name here) Printed 2/13/2020 HydroCADO 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.119 74 >75% Grass cover, Good, HSG C (2S, 5S, 6S) 0.344 98 Paved parking, HSG C (1 S, 2S, 3S, 5S, 6S, 7S) 0.580 98 Roofs, HSG C (1S, 2S, 3S, 5S, 7S) 1.043 95 TOTAL AREA Hawthorne Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 1.043 HSG C 1 S, 2S, 3S, 5S, 6S, 7S 0.000 HSG D 0.000 Other 1.043 TOTAL AREA Hawthorne Prepared by {enter your company name here} Printed 2/13/2020 HydroCADO 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.119 0.000 0.000 0.119 >75% Grass cover, Good 2S, 5S, 6S 0.000 0.000 0.344 0.000 0.000 0.344 Paved parking 1 S, 2S, 3S, 5S, 6S, 7S 0.000 0.000 0.580 0.000 0.000 0.580 Roofs 1 S, 2S, 3S, 5S, 7S 0.000 0.000 1.043 0.000 0.000 1.043 TOTAL AREA I c �i Hawthorne Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 5 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Inside-Fill Number (feet) (feet) (feet) Oft) (inches) (inches) (inches) 1 9P 18.50 18.00 27.5 0.0182 0.013 10.0 0.0 0.0 4 c Hawthorne/ NOAA 24-hr D 2-Year Rainfall=3.16 Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 6 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1S: NE Area Runoff Area=6,334 sf 100.00% Impervious Runoff Depth=2.93" Tc=6.0 min CN=98 Runoff=0.42 cfs 0.035 of Subcatchment2S:West Side Runoff Area=12,655 sf 81.47% Impervious Runoff Depth=2.51" Tc=6.0 min CN=94 Runoff=0.78 cfs 0.061 of Subcatchment3S: SE Area Runoff Area=3,727 sf 100.00% Impervious Runoff Depth=2.93" Tc=6.0 min CN=98 Runoff=0.25 cfs 0.021 of Subcatchment5S: NE Area+West Side Runoff Area=14,825 sf 98.57% Impervious Runoff Depth=2.93" Tc=6.0 min CN=98 Runoff=0.99 cfs 0.083 of Subcatchment6S: West Side minus Roof Runoff Area=4,164 sf 36.89% Impervious Runoff Depth=1.58" Tc=6.0 min CN=83 Runoff=0.17 cfs 0.013 of Subcatchment7S: SE Area Runoff Area=3,727 sf 100.00% Impervious Runoff Depth=2.93" Tc=6.0 min CN=98 Runoff=0.25 cfs 0.021 of Reach 4R: EXISTING Inflow=1.45 cfs 0.117 of Outflow=1.45 cfs 0.117 of Reach 10R: PROPOSED Inflow=0.91 cfs 0.050 of Outflow=0.91 cfs 0.050 of Pond 8P: 2200 Gal Drywell Peak EIev=19.10' Storage=742 cf Inflow=0.25 cfs 0.021 of Discarded=0.00 cfs 0.003 of Primary=0.01 cfs 0.002 of Outflow=0.01 cfs 0.005 of Pond 9P: Infiltration System Peak EIev=20.77' Storage=1,691 cf Inflow=0.99 cfs 0.083 of Discarded=0.01 cfs 0.020 of Primary=0.80 cfs 0.036 of Outflow=0.81 cfs 0.055 of Total Runoff Area = 1.043 ac Runoff Volume = 0.233 of Average Runoff Depth = 2.69" 11.41% Pervious = 0.119 ac 88.59% Impervious = 0.924 ac Hawthorne NOAA 24=hr D 2-Year Rainfall=3.16" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1S: NE Area Runoff = 0.42 cfs @ 12.13 hrs, Volume= 0.035 af, Depth= 2.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year Rainfall=3.16" Area (sf) CN Description 4,261 98 Paved parking, HSG C 2,073 98 Roofs, HSG C 6,334 98 Weighted Average 6,334 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1SAE Area Hydrograph 0.46 ❑O Runoff 0.44 OA2 cfs _ °04 NOAA 24-hr D 038 - 2=Year Rainfall=3.16" 0.36 0.340.32 Ru n'o ff Area=6,334 sf_ 0.3 Runoff-Volume=0.035 of 0.28 0.26 Runoff De-pth=2.93 0.24 , 0.22 LL0 0.2 Tc=6.0-min 0.18 0.16 - CN=98 0.14 - 0.12 - 0.1 0.08 , 0.06 0.04 0.02 - 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 446 48 Time (hours) Hawthorne NOAA 24-hr D 2-Year Rainfall=3.1611 Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 2S: West Side Runoff = 0.78 cfs @ 12.13 hrs, Volume= 0.061 af, Depth= 2.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year Rainfall=3.16" Area'(sf) CN Description 2,345 74 >75% Grass cover, Good, HSG C 1,820. 98 Paved parking, HSG C 8,490 98 Roofs, HSG C 12,655 94 Weighted Average 2,345 18.53% Pervious Area 10,310 81.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) . 6.0 Direct Entry, Subcatchment 2S: West Side Hydrograph 0.85 ©Runoff 0.8 � - 0.78 0.75 ' NOAA 24-h r D °' " 2-Year Rainfall=3:16" 0.65 0.6_ Runoff Area=12,655 sf 0.55 Runoff Volume=0.061 of 0.5 0.45 Runoff Depth=2.51" 0 0.4 LL Tc=6.0 min 0.35 ' 0.3 C N=94 0.25 0.2 0.15 0.1 0.05 - - 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Hawthorne NOAA 24-hr D 2-Year Rainfall=3.16" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 9 Sumrnary for Subcatchment 3S: SE Area Runoff = 0.25 cfs @ 12.13 hrs, Volume .0.021 af, Depth= 2.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year Rainfall=3.16" Area(f) CN Description 1,662 98 Paved parking, HSG C 2,065 98 Roofs, HSG C 3,727 98 Weighted Average 3,727 100.00% Impervious Area Tc Length Slope Velocity. Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: SE Area Hydrograph 0.26 0.25 cfs - - 0.24 NOAA 24-hr D 0.22 " I-Year Rainfall=3.16" 02 Runoff Area=3,727 sf 0.18 Runoff:Volum6=0.021 of a 0.16 w Runoff Depth=2.93" 3 0.14 o:12 . ,. Tc=6.0 min LL 0.1 CN=98 0.08 - 0.0s 0.04t - - _ 0.02 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) i Hawthorne NOAA 24-hr D 2-Year Rainfall=3.16" Prepared by {enter your company name here) Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 5S: NE Area + West Side Roof Runoff = 0.99 cfs @ 12.13 hrs, Volume= 0.083 af, Depth= 2.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year-Rainfall=3.16" Area (sf) CN Description 212 74 >75% Grass cover, Good, HSG C 4,050 98 Paved parking, HSG C 2,073 98 Roofs, HSG C 8,490 98 Roofs, HSG C 14,825 98 Weighted Average 212 1.43% Pervious Area 14,613 98.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: NE Area + West Side Roof Hydrograph p Runoff 0.99 cfs - - NOAA 24-hr D . 2-Year Rainfall=3.16" Runoff Area=14,825 sf Runoff Volume=0.083 of Runoff Depth=2.93" 0 LL Tc=6.0 m i n CN=98 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Hawthorne NOAA 24-hr D 2-Year Rainfall=3.16" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC- Page 11 Summary for Subcatchment 6S: West Side minus Roof Runoff = 0.17 cfs @ 12.13 hrs, Volume= 0.013 af, Depth= 1.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year Rainfall=3.16" Area (sf) CN Description 2,628 74 >75% Grass cover, Good, HSG C 1,536 98 Paved parking, HSG C 4,164 83 Weighted Average 2,628 63.11% Pervious Area 1,536 36.89% Impervious Area Tc Length Slope Velocity Capacity. Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Subcatchment 6S: West Side minus Roof Hydrograph 0.19 Runoff 0.18 0.1 ds 0.17 * + - N OAA 24-h r D 0.16 0.15 2-Year`Rainfall=3.16" 0.14 Runoff Area=4,164 sf 0.13 0.12 Run6ffVolume=0.013 of , 0.11 'Runoff Depth=1.58." 0., 0 0.09 f :: Tc=6.0 m i n 0.0s0.07 v , CN=83. 0.0s 0.05 a 0.04 0.03 0.02 0.01 - -- ---------- - 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Hawthorne NOAA 24-hr D 2-Year Rainfall=3.16" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 7S: SE Area Runoff = 0.25 cfs @ 12.13 hrs, Volume= 0.021 af, Depth= 2.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year Rainfall=3.16" Area (sf) CN Description 1,662 98 Paved parking, HSG C 2,065 98 Roofs, HSG C 3,727 98 Weighted Average 3,727 100.00% Impervious Area Tc Length Slope. Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: SE Area Hydrograph [r]Runoff 0.26 0.25 cfs 0.24 NOAA 24-h r D 0.22 2-Year Rainfall=3.16" 02 Runoff Area=3,727 sf 0.18 Runoff Volume=0.021 of 3 0.14 Runoff Depth=2.93" .2 O.Y2 ° Tc=6.0 m i n 0.1 CN=98 0.08 0.06 0.04 0.02 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Hawthorne NO-AA 24-hr D 2-Year Rainfall=3.16" Prepared by (enter your company name here) Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 13 Summary for Reach 4R: EXISTING [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.521 ac, 89.681/o Impervious, Inflow Depth = 2.69" for 2-Year event Inflow = 1.45 cfs @ 12.13 hrs, Volume= 0.117 of Outflow = 1.45 cfs @ 12.13 hrs, Volume= 0.117 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05.hrs Reach 4R: EXISTING Hydrograph ®Inflow 1.45 cfs 0 Outflow 1.45 cfs Inf1ow:'Area=0.521 .ac 3 LL 00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) r I Hawthorne NOAA 24-hr D 2-Year Rainfall=3.16" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 14 Summary for Reach 1OR: PROPOSED [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.521 ac, 87.50% Impervious, Inflow Depth = 1.16" for 2-Year event Inflow = 0.91 cfs @ 12.21 hrs, Volume= 0.050 of- Outflow = 0.91 cfs @ 12.21 hrs, Volume= 0.050 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach 1OR: PROPOSED Hydrograph ■Inflow 1 0.9 El Outflow 0.9 °� Inflow Area=0.521 ac i N V 3 O LL 0 _ / 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Hawthorne NOAA 24-hr D 2-Year Rainfall=3.16" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 15 Summary for Pond 8P: 2200 Gal Drywell Inflow Area = 0.086 ac,100.00% Impervious, Inflow Depth= 2.93" for 2-Year event Inflow = 0.25 cfs @ 12.13 hrs, Volume= 0.021 of Outflow = 0.01 cfs @ 16.33 hrs, Volume= 0.005 af, Atten= 97%, Lag= 252.1 min Discarded = 0.00 cfs @ 3.30 hrs, Volume= 0.003 of Primary = 0.01 cfs @ 16.33 hrs, Volume= 0.002 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/2 Peak Elev= 19.10'@ 16.33 hrs Surf.Area= 133 sf Storage= 742 cf Plug-Flow detention time=832.4 min calculated for 0.005 of(26% of inflow) Center-of-Mass det. time=607.9 min ( 1,366.5 - 758.6 ) Volume Invert Avail.Storage Storage Description #1 8.00' 452 cf 8.00'D x 9.00'H Drywell Inside #2 #2 7.50' 283 cf 13.00'D x 9.50'H Stone Storage 1,261 cf Overall -452 cf Embedded = 809 cf x 35.0% Voids #3 17.00 7 cf 2.00'D x 2.10'H Riser-Impervious #4 19.10, 14 cf 6.00'D x 0.50'H Grate/OverflowImpervious 756 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 7.50' 0.270 in/hr Exfiltration over Surface area #2 Primary 19.10' 24.0" x 24.0" Horiz. Orifice/Grate X 0.70 C= 0.600 Limited to weir flow at low heads . Discarded OutFlow Max=0.00 cfs @ 3.30 hrs HW=7.62' (Free Discharge) t 1=Exfiltration Exfiltration Controls 0.00 cfs Primary OutFlow Max=0.00 cfs @ 16.33 hrs HW=19.10' (Free Discharge) t2=Orifice/Grate (Weir Controls 0.00 cfs @ 0.12 fps) Hawthorne NOAA 24-hr D 2-Year Rainfall=3.16" Prepared by {enter your company name here} Printed 2/13/2020 HydroCADO 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 16 Pond 8P: 2200 Gal Drywell Hydrograph ■Inflow 0.25 cfs 0 Outflow Inflow Area=0.086 ac ®Discarded _ ©Primary 0.26 Peak Elev=19.10' 0.24 0.22 Storage=742 cf 0.2 0.18 w 0.16 u , 3 0.14 0 a 0.12 0.1 0.08 0.06 0.04 Ooi cs 0.00 cfs 0.02 0.01 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Hawthorne NOAA 24-hr D 2-Year Rainfall=3.16" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 17 Summary for Pond 9P: Infiltration System Inflow Area = 0.340 ac, 98.57% Impervious, Inflow Depth = 2.93" for 2-Year event Inflow = 0.99 cfs @ 12.13 hrs, Volume= 0.083 af. Outflow = 0.81 cfs @ 12.21 hrs, Volume= 0.055 af, Atten= 18%, Lag= 5.2 min Discarded = 0.01 cfs @ 3.35 hrs, Volume= 0.020 of Primary = 0.80 cfs @ 12.21 hrs, Volume= 0.036 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/2 Peak Elev= 20.77'@ 12.20 hrs Surf.Area= 842 sf Storage= 1'1691 cf Plug-Flow detention time=452.5 min calculated for 0.055 of(67% of inflow) Center-of-Mass det. time=343.9 min ( 1,102.5 - 758.6 ) Volume Invert Avail.Storage Storage Description #1 A 15.00' 721 cf 15.75'W x 53.46'L x 4.00'H Field A a 3,368 cf Overall - 965 cf Embedded = 2,403 cf x 30.0% Voids #2A 16.00' 965 cf ADS_StormTech SC-740 +Capx 21 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap 3 Rows of 7 Chambers #3 19.00, 2 cf 1.00'D x 2.55'H Area Drain Riser-Impervious #4 20.55' 10 cf' 5.00'D x 0.50'H Grate/Overflow-Impervious 1,697 cf Total Available Storage Storage Group A created with.Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 15.00' 0.270 in/hr Exfiltration over Surface area #2 Device 3 20.55' 12.0" Horiz. Orifice/Grate X 0.70 C= 0.600 Limited to weir flow at low heads #3 Primary 18.50' 10.0" Round Culvert L= 27.5' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 18.50'/ 18.00' S= 0.0182'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55 sf Discarded OutFlow Max=0.01 cfs @ 3:35 hrs HW=15.07' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.70 cfs.@ 12.21 hrs HW=20.76' (Free Discharge) LtCulvert (Passes 0.70 cfs of 2.82 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.70 cfs @ 1.05 fps) Hawthorne NOAA 24-hr D 2-Year Rainfall=3.16" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 18 Pond 9P: Infiltration System - Chamber Wizard Field A Chamber Model=ADS_StormTechSC-740+Cap(ADS StormTech®SC-740 with cap length) Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0"Wide + 6.0" Spacing = 57.0" C-C Row Spacing 7 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 51.46' Row Length +12.0" End Stone x 2 = 53.46' Base Length 3 Rows x 51.0"Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 15.75' Base Width 12.0" Base + 30.0" Chamber Height+ 6.0" Cover= 4.00' Field Height 21 Chambers x 45.9 cf= 964.7 cf Chamber Storage 3,367.8 cf Field - 964.7 cf Chambers = 2,403.0 cf Stone x 30.0% Voids = 720.9 cf Stone Storage Chamber Storage + Stone Storage= 1,685.6 cf= 0.039 of Overall Storage Efficiency = 50.1% Overall System Size= 53.46'x 15.75'x 4.00' 21 Chambers 124.7 cy Field 89.0 cy Stone f7 1 i i Hawthorne NOAA 24-hr D 2-Year Rainfall=3.16" Prepared by {enter your company name here) Printed 2/13/2020 HydroCADO 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 19 Pond 9P: Infiltration System Hydrograph ®Inflow 0.99 cfs _ .. _ .. OufflOw Inflow Area=0.340 ac ®Discarded • ❑Primary 1 Peak Elev=20.77' 0.81 cfs:; 0.80 cfs Storage=1 ,691 cf F ' 1 v k.- LL .i 0.01 cfs - - - 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) t Hawthorne NOAA 24-hr D 10-Year Rainfall=4.99" Prepared by {enter your company name here) Printed 2/13/2020 j HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 20 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1S: NE Area Runoff Area=6,334 sf 100.00% Impervious Runoff Depth=4.75" - - - Tc .0 min• CN Runoff1 0.67 cfs 0.058 of � Subcatchment2S: West Side Runoff Area=12,655 sf 81.47% Impervious Runoff Depth=4.30" Tc=6.0 min CN=94 Runoff=1.29 cfs 0.104 of Subcatchment3S: SE Area Runoff Area=3,727 sf 100.00% Impervious Runoff Depth=4.75" Tc=6.0 min CN=98 Runoff=0.39 cfs 0.034 of Subcatchment5S: NE Area West Side Runoff Area=14,825 sf 98.57% Impervious Runoff Depth=4.75" Tc=6.0 min CN=98 Runoff=1.57 cfs 0.135 of Subcatchment6S: West Side minus Roof Runoff Area=4,164 sf 36.89% Impervious Runoff Depth=3.17" Tc=6.0 min CN=83 Runoff=0.34 cfs 0.025 of Subcatchment7S: SE Area Runoff Area=3,727 sf 100.00% Impervious Runoff Depth=4.75" Tc=6.0 min CN=98 Runoff=0.39 cfs 0.034 of Reach 4R: EXISTING Inflow=2.35 cfs 0.196 of Outflow=2.35 cfs 0.196 of Reach 10R: PROPOSED Inflow=1.88 cfs 0.126 of Outflow=1.88 cfs 0.126 of Pond 8P: 2200 Gal Drywell Peak Elev=19.14' Storage=743 cf Inflow=0.39 cfs 0.034 of Discarded=0.00 cfs 0.003 af, Primary=0.19 cfs 0.014 of Outflow=0.19 cfs 0.017 of Pond 9P: Infiltration System Peak Elev=20.92' Storage=1,694 cf Inflow=1.57 cfs 0.135 of Discarded=0.01 cfs 0.020 of Primary=1.57 cfs 0.088 of Outflow=1.57 cfs 0.108 of Total Runoff Area = 1.043 ac Runoff Volume = 0.389 of Average Runoff Depth =4.48" 11.41% Pervious = 0.119 ac 88.59% Impervious = 0.924 ac Hawthorne NOAA 24-hr D 10-Year Rainfall=4.99" Prepared by {enter your company name here) Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 1S: NE Area Runoff = 0.67 cfs @ 12.13 hrs, Volume= 0.058 af, Depth= 4.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year Rainfall=4.99" Area (sf) CN Description 4,261 98 Paved parking, HSG C 2,073 98 Roofs, HSG C 6,334 98 Weighted Average 6,334 100.00% Impervious Area Tc Length Slope Velocity Capacity; Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,. Subcatchment 1S: NE Area Hydrograph 0.75 Runoff 0.7 0.67 cfs 0.65 _ - ` N OAA 24-h r D 0.6 _ 10-Year Rainfall=4.99" 0.55 Runoff Area=6,334 sf 0.5 0.45 Runoff Volume=0.058 of w Runoff Depth=4.75`'_ Tc=6.0 min o 0.35 0.3 0.25 , CN=98 0.2 0.15 0.1 , 0.05 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32, 34 36 38 "40 42 44 46 48 Time (hours) I Hawthorne NOAA 24-hr D 10-Year Rainfall=4.99" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 2S: West Side Runoff = 1.29 cfs @ 12.13 hrs, Volume= 0.104 af, Depth= 4.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year Rainfall=4.99 Area (sf) CN Description 2,345 74 >75% Grass cover, Good, HSG C 1,820 98 Paved parking, HSG C 8,490 98 Roofs, HSG C 12,655 94 Weighted Average o 2,345 18.53/o Pervious Area 16,310 81.47% Impervious Area Tc Length Sloe Velocity Capacity' Description 9 P Y mini- (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: West Side Hydrograph ©Runoff 1.29 cfs I NOAA 24-hr D 10-Year Rainfall=4.99" Runoff Area=12,655 sf Runoff Volume=0.104 of Runoff Depth=4.30" Tc=6.0 m i n CN=94 O-L ...................... 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) d Hawthorne NOAA 24-hr D 10-Year Rainfall=4.99" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 3S: SE Area Runoff = 0.39 cfs @ 12.13 hrs, Volume= 0.034 af, Depth= 4.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year Rainfall=4.99" Area (sf) CN" Description 1,662 98 Paved parking, HSG C 2,065 98 Roofs, HSG C 3,727 98 Weighted Average 3,727 >100.00% Impervious Area Tc Length Slope Velocity Capacity Description r (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: SE Area Hydrograph 0.44 0.42 0 Runoff 0.39 cfs0.4 c .38 y N OAA 24-h r D 0.36 10-Year 0.3a Rai nfal1=4.99" 0.32 0.3 Runoff Area=3,727 sf - 0.28 0.26 Runoff'Volume=0.034 of _ 0.24 ' -Runoff Depth=4.75" 3 0.22 LL 0.2 ' r Tc=6.0 m i n 0.18 0.16 , CN=98 0.14 0.12 - 0.1.1 0.08 - 0.06 , 0.04 0.02 - 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours)r a e Hawthorne NOAA 24-hr D 10-Year Rainfall=4.99" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 5S: NE Area + West Side Roof Runoff = 1.57 cfs @ 12.13 hrs, Volume= 0.135 af, Depth= 4.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year Rainfall=4.99" Area (sf) CN Description 212 74 >75% Grass cover, Good, HSG C 4,050 98 Paved parking, HSG C 2,073 98 Roofs, HSG C 8,490 98 Roofs, HSG C 14,825 98 Weighted Average 212 1.43% Pervious Area 14,613 98.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: NE Area + West Side o0 i Roof Hydrograph ❑O Runoff 1.57 cfs NOAA 24-hr D 10-Year Rainfall=4.99 Runoff Area=14,825 sf Runoff Volume=0.135 of Runoff Depth=4.75'. 0 LL Tc=6.0 m i n CN=98 ail , o - - L I 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours.) Hawthorne NOAA 24-hr D 10-Year Rainfall=4.99" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 6S; West Side minus Roof Runoff = 0.34 cfs @ 12.13.hrs, Volume= 0.025 af, Depth= 3.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year Rainfall=4.99" Area (sf) CN Description 2,628 74 >75% Grass cover, Good, HSG C 1,536 98 Paved parking, HSG C 4,164 83 Weighted Average 2,628 63.11% Pervious Area 1,536 36.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6S: West Side minus Roof Hydrograph 0.38 ❑� Runoff 0.36 0.34 cfs ,- 0.34 :_ --NOAA 24-h r D 0.32 0.3 10-Year-Rainfall=4..99" . 0.28 0.26 Runoff Area=4,164 sf 0,24 __ Runoff Volume=0.025 of w 0.22 _ Runoff Depth=3.17". . 0 0.18 -Tc=6.0 min ` 0.16 0.14 C N=83 0.12 0.1 0.0s 0.0s - 0.04 0.02 - o - 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Hawthorne NOAA 24-hr D 10-Year Rainfall=4.99" Prepared by {enter your company name here) Printed 2/13/2020 j HydroCADO 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 26 , Summary for Subcatchment 7S: SE Area Runoff = 0.39 cfs @ 12.13 hrs, Volume= 0.034 af, Depth= 4.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year Rainfall=4.99" Area (sf) CN Description 1,662 98 Paved parking, HSG C 2,065 98 Roofs, HSG C 3,727 98 Weighted Average g 9 3,727 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: SE Area Hydrograph 0.44 ©Runoff 0.42 0.39 cfs 0.4 0.38 NOAA 24-h r D 0.34 10-Year Rainfall=4.99" 0.32 � 0.3 Runoff Area=3,727 sf 02 0.26 Runoff Volume=0.034 of 0.24 Runoff Depth=4.75" 0.22 ° 0.2 LL Tc=6.0 m i n 0.16 CN=98 0.14 0.12 0.1 0.08 0.0s 0.04 0.02 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Hawthorne NOAA 24-hr D 10-Year Rainfall=4.99" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 27 Summary for Reach 4R: EXISTING [401 Hint: Not Described (Outflow=Inflow) Inflow Area = 0.521 ac, 89.68% Impervious, Inflow Depth =_ 4.50" for 10-Year event Inflow = 2.35 cfs @ 12.13 hrs, Volume= 0.196 of Outflow = 2.35 cfs @ 12.13 hrs, Volume= 0.196 af, Atten= 0%, Lag= 0.0 min. Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach 4R: EXISTING Hydrograph ®Inflow 2.35 cfs 1 fl❑Outflow 2.35 cfs I:nflow,Area=0.521 ac ! 2 3 0 LL i 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Hawthorne NOAA 24-hr D 10-Year Rainfall=4.99" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 28 Summary for Reach 1OR: PROPOSED [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.521 ac, 87.50% Impervious, Inflow Depth = 2.91" for 10-Year event Inflow = 1.88 cfs @ 12.13 hrs, Volume= 0.126 of Outflow = 1.88 cfs @ 12.13 hrs, Volume= 0.126 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach 10R: PROPOSED Hydrograph ®Inflow ofs B Outflow 2 18 tea 8o� Inflow Area=0.521 ac w C/ 0 1 LL - O 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Hawthorne NOAA 24-hr D 10-Year Rainfall=4.99" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 29 Summary for Pond 8P: 2200 Gal Drywell Inflow Area = 0.086 ac,100.00% Impervious,' Inflow Depth = 4.75" for 10-Year event Inflow = 0.39 cfs @ 12.13 hrs, Volume= 0.034 of Outflow = 0.19 cfs @ 12.21 hrs, Volume= 0.017 af, Atten= 51%;. Lag= 5.2`min Discarded = 0.00 cfs @ 2.15 hrs, Volume= 0.003 of Primary = 0.19 cfs @ 12.21 hrs, Volume= 0.014 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt= 0.05 hrs/2 - Peak Elev= 19.14' @ 12.20 hrs Surf.Area= 133 sf Storage= 743 cf Plug-Flow detention time=4.11.6 min calculated for 0.017 of(50% of inflow) Center-of-Mass det. time=268.2-min ( 1,017.6 - 749.3 ) Volume Invert Avail.Storage Storage Description #1 8.00' 452 cf 8.00'D x 9.00'H Drywell Inside#2 #2 7.50' 283 cf 13.00'D x 9.50'H Stone Storage 1,261 cf Overall -452 cf Embedded = 809 cf x 35.0% Voids #3 17.00' 7 cf 2.00'D x 2.10'H Riser-Impervious #4 19.10, 14 cf 6.00'D x 0.50'H Grate/Overflow-Impervious 756 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 7.50' . 0.270 in/hr Exfiltration over Surface area #2 Primary 19.10' 24.0" x 24.0" Horiz. Orifice/Grate X 0.70 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.00 cfs @ 2.15 hrs HW=7.63' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.11 cfs @ 12.21 hrs HW=19.13' (Free Discharge) - 2=Orifice/Grate (Weir Controls 0.11 cfs @ 0.42 fps) Hawthorne NOAA 24-hr D 10-Year Rainfall=4.99" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 30 Pond 8P: 2200 Gal Drywell Hydrograph ■Inflow - - _ 0.39 cfs - - - - - 0 Outflow ®Discarded 0.44 Inflow Area=0.086 aci o Primary 0.42 Peak Elev=19.14' 0.38 0.36 Storage=743 cf 0.34 0.32 0.3 0.28 W 0.26 0.19 cfs _ u 0.24 - 3 0.22 0.19 cfs 2 0.2 ` �` 0.18 0.16 0.14 0.12 0.1 0.08 0.06 10 0.04 0.01 cfs 0.02 0 0 2 4 6 8 10 12 14 16 18 20 22 24, 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) j Hawthorne NOAA 24-hr D 10-Year Rainfall=4.99" Prepared by {enter your company name here} Printed 2/13/2020 Hydr6CAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 31 Summary for Pond 9P: Infiltration System [88] Warning: Qout>Qin may require smaller dt or Finer.Routing Inflow Area = 0.340 ac, 98.57% Impervious, Inflow Depth = 4.75" for 10-Year event Inflow = 1.57 cfs @ 12.13 hrs, Volume= 0.135 of Outflow 1.57 cfs @ 12.13 hrs, Volume= 0.108 af, Atten= 0%, Lag= 0.0 min Discarded = 0.01 cfs @ 2.10 hrs, Volume 0.020 of Primary = 1.57 cfs @ 12.13 hrs, Volume 0.088 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/2 Peak Elev= 20.92'@ 12.13 hrs Surf.Area= 842 sf Storage= 1,694 cf Plug-Flow detention time=289.6 min calculated for 0.,108 of(80% of inflow) Center-of-Mass det. time=204.9 min ( 954.2 - 749.3 ) Volume Invert Avail.Storage Storage Description #1A 15.00' 721 cf 15.75'W x 53.46'L x 4.00'H Field A 3,368 cf Overall - 965 cf Embedded = 2,403 cf x 30.0% Voids #2A 16.00' 965 cf ADS_StormTech SC-740 +Capx 21 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 3 Rows of 7 Chambers #3 19.00, 2 cf 1.00'D x 2.55'H Area Drain Riser-lmpervious #4 20.55' 10 cf 5.00'D x 0.50'H Grate/Overflow-Impervious 1,697 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 15.00' .0.270 in/hr Exfiltration over Surface area #2 Device 3 20.55' 12.0" Horiz. Orifice/Grate X 0.70 C= 0.600 Limited to weir flow at low heads #3 Primary 18.50' 10.0" Round Culvert L= 27.5' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 18.50'/ 18.00' S= 0.0182'/' Cc= 0.900 n= 0.013 Corrugated PE; smooth interior, Flow Area= 0.55 sf Discarded OutFlow Max=0.01 cfs @ 2.10 hrs HW=15.07' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=1.54 cfs @ 12.13 hrs HW=20.91' (Free Discharge)- L3t--Culvert (Passes 1.54 cfs of 2.93 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.54 cfs @ 1.37 fps) Hawthorne NOAA 24-hr D 10-Year Rainfall=4.99" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 32 Pond 9P: Infiltration System - Chamber Wizard Field A Chamber Model=ADS_StormTechSC-740+Cap(ADS StormTech®SC-740 with cap length) Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.12'L= 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 7 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 51.46' Row Length +12.0" End Stone x 2 = 53.46' Base Length 3 Rows x 51.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 15.75' Base Width 12.0" Base + 30.0" Chamber Height+ 6.0" Cover= 4.00' Field Height 21 Chambers x 45.9 cf= 964.7 cf Chamber,Storage 3,367.8 cf Field - 964.7 cf Chambers = 2,403.0 cf Stone x 30.0%Voids = 720.9 cf Stone Storage Chamber Storage+ Stone Storage = 1,685.6 cf= 0.039 of Overall Storage Efficiency = 50.1% Overall System Size = 53.46'x 15.75'x 4.00' 21 Chambers 124.7 cy Field 89.0 cy Stone I i Hawthorne NOAA 24-hr D 10-Year Rainfall=4.99" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 33 Pond 9P: Infiltration System Hydrograph ®Inflow 1.57 cfs1 El Outflow Inflow Area=0.340 �ac ®Discarded p Primary 157% Peak Elev=20.92' Storage-1 694. cf v C LL oO 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) i ------------ Hawthorne NOAA 24-hr D 25-Year Rainfall=6.13" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 34 Time span=0.00-48.00-hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1S: NE Area Runoff Area=6,334 sf 100.00% Impervious Runoff Depth=5.89" . Tc=6.0 min CN=98 Runoff=0.82 cfs 0.071 of Subcatchment2S: West Side Runoff Area=12,655 sf 81.47% Impervious Runoff Depth=5.43" Tc=6.0 min CN=94 Runoff=1.60 cfs 0.131 of Subcatchment3S: SE Area Runoff Area=3,727 sf 100.00% Impervious Runoff Depth=5.89" Tc=6.0 min CN=98 Runoff=0.49 cfs 0;042 of Subcatchment5S: NE Area+West Side Runoff Area=14,825 sf 98.5.7% Impervious Runoff Depth=5.89" Tc=6.0 min CN=98 Runoff=1.93 cfs 0.167 of Subcatchment6S: West Side minus Roof Runoff Area=4,164 sf 36.89% Impervious Runoff Depth=4.21" Tc=6.0 min CN=83 Runoff=0.45 cfs 0.034 of Subcatchment7S: SE Area Runoff Area=3,727 sf 100.00% Impervious Runoff Depth=5.89" Tc=6.0 min CN=98 Runoff=0.49 cfs 0.042 of Reach 4R: EXISTING Inflow=2.91 cfs 0.245 of Oufflow=2.91 .cfs 0.245 of Reach 10R: PROPOSED Inflow=2.89 cfs 0.177 of Outflow=2.89 cfs 0.177 of Pond 8P: 2200 Gal Drywell Peak Elev=19.18' Storage=744 cf Inflow=0.49 cfs 0.042 of ' Discarded=0.00 cfs 0.003 of Primary=0.53 cfs 0.025 of Outflow=0.53 cfs 0.028 of Pond 9P: Infiltration System Peak Elev=21.05' Storage=1,697 cf Inflow=1.93 cfs 0.167 of Discarded=0.01 cfs 0.020 of Primary=1.91 cfs 0.119 of Outflow=1.92 cfs 0.139 of -Total Runoff Area = 1.043 ac Runoff Volume = 0.487 of Average Runoff Depth = 5.61" 11.41% Pervious = 0.119 ac 88.59% Impervious = 0.924 ac Hawthorne NOAA'24-hr D 25-Year Rainfall=6.13" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 35 Summary for Subcatchment 1S: NE Area Runoff = 0.82 cfs @ 12.13 hrs, Volume= 0.071 af; Depth= 5.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs NOAA 24-hr D 25-Year Rainfall=6.13" Area (sf) CN Description 4,261 98 Paved parking, HSG C 2,073 98 Roofs, HSG C 6,334 98 Weighted Average 6,334 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 S: NE Area Hydrograph 0.9 Runoff 0.85 o.8z cfs. 0.8 N OAA 24-1 r D. 0.75 25-Year Rainfall=6.13�. - . . 0.65 .Runoff.Area=.6,334 sf 0.6 0.55 Runoff Volume=0.071 of ,.. 0.5 Runoff Depth=5.89 c 0.45 LL 0.4 - Tc-6:0 m i n 0.35 _ G N=98 0.3 0.25 0.2 0.15 0.1 - 0.05 --- 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) . C , Hawthorne NOAA 24-hr D 25-Year Rainfall=6.13" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment 2S: West Side Runoff = 1.60 cfs @ 12.13 hrs, Volume= 0.131 af, Depth= 5.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs ti NOAA 24-hr D 25-Year Rainfall=6.13" Area (sf) CN Description 2,345 74 >75% Grass cover, Good, HSG C 1,820 98 Paved parking, HSG C 8,490 98 Roofs, HSG C 12,655 94 Weighted Average 2,345 18.53% Pervious Area 10,310 81.47% Impervious Area Tc Length Slope Velocity .Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: West Side Hydrograph - ©Runoff 1.60 cfs NOAA 24-h r D 25-Year Rainfall=6.13" Runoff Area=12,655 sf Runoff Volume=0.131 of 1 Runoff Depth=5.43" .2 Tc=6.0 m i n CN=94 r , 0 2 4. 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48. Time (hours) Hawthorne NOAA 24-hr D 25-Year Rainfall=6.13" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment 3S: SE Area Runoff = 0.49 cfs @ 12.13 hrs, Volume= 0.042 af, Depth= 5.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=,0.00-48.00 hrs, dt= 0.05 hrs NOAA 24-hr D 25-Year Rainfall=6.13" Area (sf) CN Description 1,662 98 Paved parking, HSG C 2,065 98 Roofs, HSG C 3,727 98 Weighted Average 3,727 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: SE Area Hydrograph s _ ❑n Runoff �I 0.5 0.4s cfs f - NOAA 24-h r D - 0.45 25-Year-Rainfall=6.13`' 04 Runoff Area=3,727 sf _ 0.35 Runoff Volume=0.042 of . 03 Runoff Depth=5.89" .20 0.25 Tc=6.0 m i n 0.2 C N=98 0.15 0.1 } : 0.05 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) f Hawthorne NOAA 24-hr D 25-Year Rainfall=6.13" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment 5S: NE Area + West Side Roof Runoff = 1.93 cfs @ 12.13 hrs, Volume= 0.167 af, Depth= 5.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs NOAA 24-hr D 25-Year Rainfall=6.13" Area (sf) CN Description 212 74 >75% Grass cover, Good, HSG C 4,050 98 Paved parking, HSG C 2,073 98 Roofs, HSG,C 8,490 98 Roofs, HSG C 14,825 98 Weighted Average 212 1.43% Pervious Area 14,613 98.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: NE Area + West Side Roof Hydrograph �Runoff 2 1.93 cfs ` NOAA 24-h r D 25-Year Rainfall=6.13" Runoff Area=14,825 sf Runoff Volume=0.167 of Runoff Depth=5.89" .2 Tc=6.0 m i n CN=98 f 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Hawthorne NOAA 24-hr D 25-Year Rainfall=6.13" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment 6S: West Side minus Roof Runoff = 0.45 cfs @ 12.13 hrs, Volume= 0.034 af, Depth= 4.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs NOAA 24-hr D 25-Year Rainfall=6.13" Area (sf) CN Description 2,628 74 >75% Grass cover, Good, HSG C 1,536 98 Paved parking, HSG C 4,164 83 Weighted Average 2,628 63.11% Pervious Area 1,536 36.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 - Direct Entry, Subcatchment 6S: West Side minus Roof Hydrograph 0.48 0.46 0.4s cfs 0.44 NOAA 24-h r D 0.42 , 0.4 -25=Year Rainfall=6.13" 0.38 0.36 ' ' Runoff Area=4,164 .sf, 0.34 0.32 Runoff V61ume=0.034 af: 0.3 0.28 ' 0.26 Runoff Depth=4.21„ - 0 0.24 0.22 Tc=6.0 min. 0.2 0.18 _ CN=83- _ 0.1s 0.14 0.12 0.1 0.08 0.06 0.04 - 0.02 - 0 - 0 2 4 6 8 10 12 14 16 18 20. 22 24 26 28 30 32 34 36 38 40 .42 44 46 48 Time (hours) Hawthorne NOAA 24-hr D 25-Year Rainfall=6.13" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment 7S: SE Area Runoff = 0.49 cfs @ 12.13 hrs, Volume= 0.042 af,' Depth= 5.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs NOAA 24-hr D 25-Year Rainfall=6.13" Area (sf) CN Description 1,662 98 Paved parking, HSG C 2,065 98 Roofs, HSG C 3727 98 Weighted Average 3,727 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: SE Area Hydrograph p Runoff 0.5 0.49 cfs ` NOAA 24-h r D 0.45 25-Year Rainfall=6.13" 04 Runoff Area=3,727 sf 0.35 Runoff Volume=0.042 of 0.3 Runoff Depth=5.89" ° 0.25 U. Tc=6.0 m i n 0.2 CN=98 0.15 0.1 0.05 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) J Hawthorne NOAA 24-hr D 25-Year Rainfall=6.13" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 41 Summary for Reach 4R: EXISTING [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.521 ac, 89.68% Impervious, Inflow Depth = 5.63" for 25-Year event Inflow = 2.91 cfs @ 12.13 hrs, Volume= 10.245 of Outflow = 2.91 cfs @ 12.13 hrs, Volume= 0.245 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach 4R: EXISTING Hydrograph 2.91 cfs ❑l outflow 3 29' f5 Inflow Area=0.521 ac 2 N O - 1 . 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) a 4 i Hawthorne NOAA 24-hr D 25-Year Rainfall=6.13" Prepared by{enter your company name here) Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 42 Summary for Reach 1OR: PROPOSED 140] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.521 ac, 87.50% Impervious, Inflow Depth = 4.08" for 25-Year event Inflow = 2.89 cfs @ 12.13 hrs, Volume= 0.177 of Outflow = 2.89 cfs @ 12.13 hrs, Volume= 0.177 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach 10R: PROPOSED Hydrograph ■Inflow 2.89 cfs ❑- Outflow 3 1 2890s Inflow Area=0.521 ac 2 N 3 0 U. 1 II 0 /, 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) t i Hawthorne NOAA 24-hr D 25-Year Rainfall=6.13" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 43 Summary for Pond 8P: 2200 Gal Drywell [88] Warning: Qout>Qin may require smaller dt or Finer Routing Inflow Area = 0.086 ac,100.00% Impervious, Inflow Depth = 5.89" for 25-Year event Inflow 0.49 cfs @ 12.13 hrs, Volume= 0.042 of Outflow = 0.53 cfs @ 12.12 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 1'.75 hrs, Volume Q.003 of Primary = 0.53 cfs @ 12.12 hrs, Volume= 0.025 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/2 Peak Elev= 19.18'@ 12.10 hrs Surf.Area= 133 sf Storage= 744 cf Plug-Flow detention time=288.9 min calculated for 0.028 of(67% of inflow) Center-of-Mass det. time= 179.6 min ( 925.5- 745.9 ) Volume Invert Avail.Storage Storage Description #1 8.00, 452 cf 8.00'D x 9.00'H Drywell Inside#2 #2 7.50' 283 cf 13.00'D x 9.50'H Stone Storage 1,261 cf Overall -452 cf Embedded = 809 cf x 35.0% Voids #3 17.00' 7 cf 2.00'D x 2.10'H Riser-Impervious #4 19.10, 14 cf 6.00'D x 0.50'H Grate/Overflow-Impervious 756 cf -Total Available Storage Device Routing Invert Outlet Devices. #1 Discarded 7.50' 0.270 in/hr Exfiltration over Surface area #2 Primary 19.10' 24.0"x 24.0" Horiz. Orifice/Grate X 0.70 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.00 cfs @ 1.75 hrs HW=7.62' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.42 cfs @ 12.12 hrs HW=19.18' (Free Discharge) t-2=Orifice/Grate (Weir Controls 0.42 cfs @ 0.65 fps) Hawthorne NOAA 24-hr D 25-Year Rainfall=6.13" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 44 Pond 8P: 2200 Gal Drywell Hydrograph ®Inflow Outflow o ss cts E3 Discarded Fors Inflow Area=0.086 ac ❑O.Primary 0.55 o.escrs Peak Elev=19.18' °5 Storage=744 cf 0.45 ' 0.4 H 0.35 3 0.3 LL 0.25 0.2 0.15 0.1 0.05 0.00 crs 0 0 2 4 6 8 10 1^2 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) - Hawthorne NOAA 24-hr D 25-Year Rainfall=6.13" Prepared by {enter your company name here} Printed 2/13/2020 . HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions'LLC Page 45 Summary for Pond 9P: Infiltration System Inflow Area = 0.340 ac, .98.57% Impervious, Inflow Depth = 5.89" for .25-Year event Inflow = 1.93 cfs @ 12.13 hrs, Volume= 0.167 of Outflow = 1.92 cfs @ 12.13,hrs, Volume= 0.139 af, Atten= 1%, Lag= 0:1 min Discarded = 0.01 cfs @ 1.70 hrs, Volume= } 0.020 of Primary = 1.91 cfs @ 12.13 hrs, Volume= 0.119 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/2 - Peak Elev= 21.05'@ 12.13 hrs Surf.Area= 842 sf Storage= 1,697 cf Plug-Flow detention time=246.3 min calculated for 0.139 of(83% of-inflow) Center-of-Mass det. time= 171.8 min ( 917.6 - 745.9 ) ) Volume Invert Avail.Storage Storage Description 1 #1 A 15.00' 721 cf 15.75'W x 53.46'L x 4.00'H Field A 3,368 cf Overall - 965 cf Embedded = 2,403 cf x 30.0% Voids #2A 16.00' 965 cf ADS_StormTech SC-740 +Capx 21 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 3 Rows of,7 Chambers #3 19.00, 2 cf 1.00'D x 2.55'H Area Drain Riser-lmpervious #4 20.55' 10 cf 5.00'D x 0.50'H Grate/Overflow-Impervious 1,697 cf Total Available Storage Storage Group A created with Chamber Wizard - I Device Routing Invert Outlet Devices #1 Discarded 15.00' 0.270 in/hr Exfiltration over Surface area #2 Device 3 20.55' 12.0" Horiz. Orifice/Grate X 0.70 C= 0.600. Limited to weir flow at low heads #3 Primary 18.50' 10.0" Round Culvert L= 27.5' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 18.50'/ 18.00' S= 0.0182 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth'interior, Flow Area= 0.55 sf Discarded OutFlow Max=0.01 cfs @ 1.70 hrs HW=15.07' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=1.83 cfs @ 12.13 hrs HW=21.03' . (Free Discharge) tCulvert (Passes 1.83'cfs of 3.01 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.83 cfs @ 2.33 fps) v Hawthorne NOAA 24-hr D 25-Year Rainfall=6.13" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC -Page 46 Pond 9P: Infiltration System - Chamber Wizard Field A Chamber Model=.ADS_StormTechSC-740+Cap(ADS StormTech®SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0"Wide + 6.0" Spacing = 57.0" C-C Row Spacing 7 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 51.46' Row Length +12.0" End Stone x 2 = 53.46' Base Length 3 Rows x 51.0"Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 15.75' Base Width 12.0" Base + 30.0" Chamber Height+ 6.0" Cover= 4.00' Field Height 21 Chambers x 45.9 cf= 964.7 cf Chamber Storage 3,367.8 cf Field - 964.7 cf Chambers= 2,403.0 cf Stone x 30.0% Voids = 720.9 cf Stone Storage Chamber Storage+Stone Storage= 1,685.6 cf= 0.039 of Overall Storage Efficiency = 50.1% Overall System Size= 53.46'x 15.75'x 4.00' 21 Chambers 124.7 cy Field 89.0 cy Stone f i i i C Hawthorne NOAA 24-hr D 25-Year Rainfall=6.13 Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 47 Pond 9P: Infiltration System Hydrograph ®Inflow 1.93 cfs �4 OUtfIW O sz cfs Discarded - 'Inflow Area=0.340 ac o Primary 2 1.9,Cfs Peak Elev=21 .05' Storage=1,697. d w 0 1 U. 0.01 cfs - - - - - - 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 6 t r V Hawthorne NOAA 24-hr D 100-Year Rainfall=7.89" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 0.0546 ©2017 HydroCAD Software Solutions LLC Page 48 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS;Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1S: NE Area Runoff Area=6,334 sf 100.00% Impervious Runoff Depth=7.65" Tc=6.0 min CN=98 Runoff=1.06 cfs 0.093 of Subcatchment2S: West Side Runoff Area=12,655 sf 81.47% Impervious Runoff Depth=7.17" Tc=6.0 min CN=94 Runoff=2.09 cfs 0.174 of Subcatchment3S: SE Area Runoff Area=3,727 sf 100.00% Impervious Runoff Depth=7.65" Tc=6.0 min CN=98 Runoff=0.63 cfs 0.055 of Subcatchment5S: NE Area+West Side Runoff Area=14,825 sf 98.57% Impervious Runoff Depth=7.65" Tc=6.0 min CN=98 Runoff=2.49 cfs 0.217 of Subcatchment6S: West Side minus Roof Runoff Area=4,164 sf 36.89% Impervious Runoff Depth=5.87" Tc=6.0 min CN=83 Runoff=0.61 cfs 0.047 of Subcatchment7S: SE Area Runoff Area=3,727 sf 100.00% Impervious Runoff Depth=7.65" Tc=6.0 min CN=98 Runoff=0.63 cfs 0.055 of Reach 4R: EXISTING Inflow=3.77 cfs 0.321 of Outflow=3.77 cfs 0.321 of Reach 10R: PROPOSED Inflow=3.71 cfs 0.251 of Outflow=3.71 cfs 0.251 of Pond 8P: 2200 Gal Drywell Peak Elev=19.19' Storage=745 cf Inflow=0.63 cfs 0.055 of Discarded=0.00 cfs 0.003 of Primary=0.62 cfs 0.035 of Outflow-4.62 cfs 0.038 of Pond 9P: Infiltration System Peak Elev=21.42' Storage=1,697 cf Inflow=2.49 cfs 0.217 of Discarded=0.01 cfs 0.020 of Primary=2.48 cfs 0.169 of Outflow=2.49 cfs 0.189 of Total Runoff Area = 1.043 ac Runoff Volume = 0.639 of Average Runoff Depth = 7.35" 11.41% Pervious = 0.119 ac 88.59% Impervious = 0.924 ac 1� _ f Hawthorne NOAA 24-hr D 100-Year Rainfall=7.89" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC - Page 49 Summary for Subcatchment 1S: NE Area` Runoff = 1.06 cfs @ 12.13 hrs, Volume '0.093 af, Depth= 7.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=.0.05 hrs NOAA 24-hr D 100-Year Rainfall=7.89" Area (sf) CN Description 4,261 98 Paved parking, HSG C 2,073 98 Roofs, HSG C 6,334 98 Weighted Average 6,334 100.00% Impervious Area i l Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: NEArea Hydrograph ° 0 Runoff 1.06 cfs 1 NOAA 24-hr D 1004Year- Rainfall=7.89" Runoff Area '6 334 sf Runoff Volume=0.093 of w Runoff Depth=7.65" LL Tc=6.0 m i n r CN=98 0 2 4 6 8 10 12 14 16 .18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Hawthorne NOAA 24-hr D 100-Year Rainfall=7.89" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 Hyd.roCAD Software Solutions LLC Page 50 Summary for Subcatchment 2S: West Side Runoff = 2.09 cfs @ 12.13 hrs, Volume= 0.174 af, Depth 7.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs NOAA 24-hr D 100-Year Rainfall=7.89" Area (sf) CN Description 2,345 74 >75% Grass cover, Good, HSG C 1,820 98 Paved parking, HSG C " 8,490 98 Roofs, HSG C 12,655 94 Weighted Average 2,345 18.53% Pervious Area 10,310 81.47% Impervious Area Tc Length Slope: Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: West Side Hydrograph p Runoff .. 2.09 cfs - 2 `- N OAA 24-h r D 100-Year Rainfall=7.89" Runoff Area=12,655 sf Runoff'Volume=0.174 of F Runoff Depth=7.17" 1 Tc=6.0 m i n CN=94 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Hawthorne NOAA 24-hr D 100-Year Rainfall=7.89" Prepared by {enter your company name here} Printed 2/13/2020 HydroCADO 10.00-20 s/n 00546.©2017 HydroCAD Software Solutions LLC Page 51 Summary for Subcatchment 3S: SE Area Runoff = 0.63 cfs @ 12.13 hrs, Volume= 0.055 af, Depth= 7.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,'Time Span= 0.00-48.00 hrs, dt= 0.05 hrs NOAA 24-hr D 100-Year Rainfall=7.89" Area (sf) CN Description 1,662 98 Paved parking, HSG C 2,065 98 Roofs, HSG C 3,727 98 Weighted Average 3,727 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: SE Area Hydrograph 0.7 ©Runoff 0.65 0.63 cfs 0.6 _i N OAA 24-h r D 0.55 100-Year Rainfall=7.89" 05 Runoff Area=3,727 sf 0.45 Runoff-VOlu - me=0.055 of 04 Runoff Depth=7.65" 3 0.35 _ Tc=6.0 m i n a 0.3 0.25 - - CN=98 0.2 0.15 0.05 ---- -------------- 0 0 2 4 6 8 10 12 14 •16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Hawthorne NOAA 24-hr D 100-Year Rainfall=7.89" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 52 Summary for Subcatchment 5S: NE Area + West Side Roof Runoff = 2.49 cfs @ 12.13 hrs, Volume= 0.217 af, Depth= 7.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs NOAA 24-hr D 100-Ye6r Rainfall=7.89" Area (sf) CN Description 212 74 >75% Grass cover, Good, HSG C 4,050 98 Paved parking, HSG C 2,073 98 Roofs, HSG C 8,490 98 Roofs, HSG C 14,825 98 Weighted Average 212 1.43% Pervious Area 14,613 98.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: NE Area + West Side Roof Hydrograph p Runoff 2.4 crs 1 NOAA 24-hr'D 100-Year Rainfall=7.89" 2 Runoff Area=14,825 sf Runoff Volume=0.217 of Runoff Depth=7.65" LL Tc=6.0 m i n 1 CN=98 ---- OL 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours). I Hawthorne NOAA 24-hr D 100-Year Rainfall=7.89" Prepared by {enter your company name here} Printed 2/13/2020 HydroCADO 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 53 Summary for Subcatchment 6S: West Side minus Roof Runoff 0.61 cfs @ 12.13 hrs, Volume= 0.047 af, Depth= 5.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs NOAA 24-hr D 100-Year Rainfall=7.89" Area (sf) CN Description 2,628 74 >75% Grass cover, Good, HSG C 1,536 98 Paved parking, HSG C 4,164 83 Weighted Average 2,628 63.11% Pervious Area 1,536 36.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6S: West Side minus Roof Hydrograph 0.65 -- - _ _ , . _ - r❑Runoff , 0.61 cfs 0.6 ' - N OAA 24-h r D 0.55 " 1.00-Year. Rainfall=7.89" _ 0.5 - Runoff Area- - sf 0.45 ' Runoff'Volume=0.047 of 0.4 3 0.35 Runoff Depth=5.87 Tc=6.0 min` a 0.3 0.25 - - CN41 0.2 L 0.15 0.1 0.05 ---- 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) - S i Hawthorne NOAA 24-hr D 100-Year Rainfall=7.89" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 54 Summary for Subcatchment 7S: SE Area Runoff = 0.63 cfs @ 12.13 hrs, Volume= 0.055 af, Depth= 7.65" Runoff by SC TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs NOAA 24-hr D 100-Year Rainfall=7.89" Area (sf) CN Description 1,662 98 Paved parking, HSG C 2,065 98 Roofs, HSG C 3,727 98 Weighted Average 3,727 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: SE Area Hydrograph 0.7 ©Runoff 0.65 0.6s ds N OAA 24-h r.D 0.55 100-Year Rainfall=7.89" °5 Runoff Area=3,727 sf 0.45 Runoff Volume=0.055 of n 0.4 Runoff-Depth=7.65" 3 0.35 LL 0.3 Tc=6.0 m i n 0.25 . CN=98 0.2 0.15 0.1 0.05 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Hawthorne NOAA 24-hr D 100-Year Rainfall=7.89" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 55 Summary for Reach 4R: EXISTING [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.521 ac, 89.68% Impervious, Inflow Depth = 7.38" for 100-Year event Inflow = 3.77 cfs @ 12.13 hrs, Volume= 0.321 of Outflow = 3.77 cfs @ 12.13 hrs, Volume= 0.321 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Reach 4R: EXISTING Hydrograph ®Inflow 3.77 cfs a ❑Outflow 4 37�5 Inflow.Area=0.521 ad 3 Cl 2 C - LL - 1 5 0 2 4 6 8 10 12 14 16 18 20 22 24 "26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) r, 1 Hawthorne NOAA 24-hr D 100-Year.Rainfall=7.89" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC - Page 56 Summary for Reach 1OR: PROPOSED [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.521 ac, 87.50% Impervious, Inflow Depth = 5.77" for 100-Year event Inflow = 3.71 cfs @ 12.13 hrs, Volume= 0.251 of Outflow = 3.71 cfs @ 12.13 hrs, Volume= 0.251 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach 10R: PROPOSED Hydrograph ■Inflow 4 3.71 cfs a Outflow 3.71 cfs Inflow Area=0.:.521 -ac . 3 V 2 . O V. 1 � 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Hawthorne NOAA 24-hr D 100-Year Rainfall=7.89" Prepared by {enter your company name here) Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 57 Summary for Pond 8P: 2200 Gal Drywell Inflow Area = 0.086 ac,100.00% Impervious, Inflow Depth = 7.65" for 100-Year event Inflow = 0.63 cfs @ 12.13 hrs, Volume= 0.055 of Outflow = 0.62 cfs @ 12.13 hrs, Volume= 0.038 af, Atten= 1%, Lag= 0.0 min Discarded = 0.00 cfs @ 1 A0 hrs, Volume= 0.003 of Primary 0.62 cfs @ 12.13 hrs, Volume= 0.035 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/2 Peak Elev= 19.19'@ 12.13 hrs Surf.Area= 133 sf, Storage= 745 cf Plug-Flow detention time=257.7 min calculated for 0.038 of(70% of inflow) Center-of-Mass det. time= 154.1 min ( 896.3 - 742.2') Volume Invert Avail.Storage Storage Description #1 8.00' 452 cf 8.00'D x 9.00'H Drywell Inside#2 #2 7.50' 283 cf 13.00'D x 9.50'H Stone Storage 1,261 cf Overall -452 cf Embedded= 809 cf x 35.0% Voids #3 17.00' 7 cf 2.00'D x 2.10'H Riser-Impervious #4 19.10, 14 cf 6.00'D x 0.50'H Grate/OverflowImpervious 756 cf` Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 7.50' 0.270 in/hr Exfiltration over Surface area #2 Primary 19.10' 24.0" x 24.0" Horiz. Orifice/Grate X 0.70 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.00 cfs @ 1.40 hrs HW=7.63' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.51 cfs @ 12.13 hrs HW=19.19' (Free Discharge) L2=Orifice/Grate (Weir Controls 0.51 cfs @ 0.69 fps) 1 Hawthorne NOAA 24-hr D 100-Year Rainfall=7.89" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions"LLC Page 58 Pond 8P: 2200 Gal Drywell Hydrograph ®Inflow 0.63 cfs 0 Outflow 0.62 cfs Inflow Area=0.086 ac ®Discarded 0.7 _ 0 Primary 0.65 0.62cfs Peak Elev=19.19' 0.6 , 0.55 Storage=745 cf 0.5 0.45 a 0.4 0.35 a 0.3 f 0.25 0.2 0.15 0.1 0.05 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26.28 30 32 34 36 38 40 42 44 46 48 Time (hours) • J Hawthorne NOAA 24-hr D 100-Year Rainfall=7.89" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page-59 Summary for Pond 9P: Infiltration System [88] Warning: Qout>Qin may require,smaller dt or Finer Routing Inflow Area = 0.340 ac, 98.57% Impervious, Inflow Depth = 7.65" for 100-Year event Inflow = 2.49 cfs @ 12.13 hrs, Volume= 0.217 of Outflow = 2.49 cfs @ 12.13 hrs, Volume= 0.189 af, Atten= 0%, Lag= 0.0 min Discarded = 0.01 cfs @ 1.35 hrs, Volume= 0.020 of Primary = 2.48 cfs @ 12.13 hrs, Volume= 0.160 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/2 Peak Elev= 21.42'@ 12.13 hrs Surf.Area= 842 sf Storage= 1,697 cf Plug-Flow detention time=203.5 min calculated for 0.189 of(87% of inflow) Center-of-Mass det. time= 139.4 min ( 881.7- 742.2 ) Volume Invert Avail.Storage Storage Description #1 A 15.00' 721 cf 15.75'W x 53.46'L x 4.00'H Field A 3,368 cf Overall - 965 cf Embedded = 2,403 cf x 30.0% Voids #2A 16.00' 965 cf. ADS_StormTech SC-740 +Capx 21 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap 3 Rows of 7 Chambers #3 19.00' 2 cf 1.00'D x 2.55'H Area Drain Riser-lmpervious #4 20.55' 10 cf 5.00'D x 0.50'H Grate/Overflow impervious 1,697 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 15.00' 0.270 in/hr Exfiltration over Surface area #2 Device 3 20.55' 12.0" Horiz. Orifice/Grate X 0.70 C= 0.600 Limited to weir flow at low heads #3 Primary 18.50' 10.0" Round Culvert L= 27.5' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 18.50'/ 18.00' S= 0.0182'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.55.sf Discarded OutFlow Max=0.01 cfs @ 1.35 hrs HW=15.07' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=2.39 cfs @.12.13 hrs HW=21.37' (Free Discharge) L3=Culvert (Passes 2.39 cfs of 3.24 cfs potential flow) t2=Orifice/Grate (Orifice Controls 2.39 cfs @ 3.04 fps) Hawthorne NOAA 24-hr D 100-Year Rainfall=7.89" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 60 Pond 9P: Infiltration System - Chamber Wizard Field A Chamber Model=ADS_StormTechSC-740+Cap(ADS StormTech®SC-740 with cap length) Effective Size=44.6"W x 30'.0"H => 6.45 sf x 7.12'L= 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 7 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 51.46' Row Length +12.0" End Stone x 2 = 53.46' Base Length 3 Rows x 51.0"Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 15.75' Base Width 12.0" Base + 30.0" Chamber Height+ 6.0" Cover= 4.00' Field Height 21 Chambers x 45.9 cf= 964.7 cf Chamber Storage 3,367.8 cf Field - 964.7 cf Chambers = 2,403.0 cf Stone x 30.0% Voids = 720.9 cf Stone Storage Chamber Storage + Stone Storage= 1,685.6 cf= 0.039 of Overall Storage Efficiency = 50.1% Overall System Size = 53.46'x 15.75'x 4.00' 21 Chambers 124.7 cy Field 89.0 cy Stone l I I i Hawthorne NOAA 24-hr D 100-Year Rainfall=7.89" Prepared by {enter your company name here} Printed 2/13/2020 HydroCAD® 10.00-20 s/n 00546 ©2017 HydroCAD Software Solutions LLC Page 61 Pond 9P: Infiltration System Hydrograph ®Inflow 2.as cfs 0 Outflow ?49°fs Inflow Area=0.340 ac ®Discarded p Primary 2.48cf5 Peak Elev=2.1 .42' Storage=1,697 cf 2 w LL y 0.01 cfs -- - - - 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40, 42 44 46 48 Time (hours) APPENDIX C Long-Term Pollution Prevention and Stormwater Operation and Maintenance Plan 2 Center Plaza,Suite 430 Boston,MA 02108-1928 T:617-338-0063 F:617-338-6472 NItSCh Engineering www.nitscheng.com LONG-TERM POLLUTION PREVENTION PLAN AND STORMWATER OPERATION AND MAINTENANCE PLAN 13 Hawthorne Boulevard, Salem, MA TABLE OF CONTENTS , 1.0 INTRODUCTION ............................................................................................................. 1 2.0 LONG-TERM POLLUTION PREVENTION PLAN........................................................... 2 ........................ 2.1 Storage of Hazardous Materials..........................................I............:............... ...............................2 2.2 Storage of Waste Products................................................................................................................2 2.3 Spill Prevention and Response .........................................................................................................2 2.4 Minimize Soil Erosion ........................................................................................................................2 2.5 Vehicle Washing.................................................................................................................................3 2.6 Maintenance of Lawns, Gardens,and other Landscaped Areas ......................................................3 2.7 Management of Deicing Chemicals and Snow..................................................................................3 2.8 Coordination with other Permits and Requirements........................................... ..............................3 3.0 STORMWATER MANAGEMENT SYSTEM OPERATION AND MAINTENANCE PLAN 4 3.1 Introduction...........................................................................................................................:............4 3.2 Stormwater Operation and Maintenance Requirements....................................................................4 DeepSump and Hooded Catch Basins .........................................:...:...........................................:....................:......4 AreaDrains........................................................................................:........................................................................5 Water Quality Units(Proprietary Separators)..........................................................................................:................5 DryWells...................................................................................................................................................................5 Subsurface Detention/Infiltration Structures...................................:.........:....................:.........................................5 3.3 Street Sweeping ................................................................................................................................5 3.4 Repair of the Stormwater Management System ...............................................................................5 3.5 Reporting.............:.............................................................................................................................5 STORMWATER MANAGEMENT SYSTEM INSPECTION FORM............................................. 6 FIGURES Figure 1 —Snow Storage Map Civil Engineering Land Surveying Transportation Engineering Sustainable Site Consulting Planning GIS 13 Hawthorne Boulevard, Salem, MA Stormwater Report Long Term Pollution Prevention Plan & Stormwater 02/14/2020 Operation and Maintenance Plan 1.0 INTRODUCTION The purpose of this document is. to specify the pollution prevention measures and stormwater management system operation and maintenance for the 13 Hawthorne Boulevard site. The Responsible Party indicated below shall implement the management practices outlined in this document and proactively conduct operations at the project site in an environmentally responsible manner. Compliance with this Manual does not in any way dismiss the responsible party, owner, property manager, or occupants from compliance with other applicable federal, state or local laws. Responsible Party: North Shore Community Development Coalition, Inc. David Valecillos, Director of Design /Senior Project Manager 96 Lafayette Street, Salem, MA 01970 (978)219-5378 This Document has been prepared in compliance with Standards 4 and 9 of the 2008 Massachusetts Department of Environmental Protection (MassDEP) Stormwater Management Standards, which state: Standard 4: The Long Term Pollution Prevention Plan shall,include the proper procedures for the following: • Good housekeeping • Storing materials and waste products inside or under cover • Vehicle washing • Routine inspections of stormwater best management practices • Spill prevention and response • Maintenance of lawns, gardens, and other landscaped areas • Pet waste management • Operation and management of septic systems • Proper management of deicing chemicals and snow Standard 9: The Long-Term Operation and Maintenance Plan shall at a minimum include: • Stormwater management system(s)owner(s) • The party or parties responsible for operation and maintenance, including how future property owners shall be notified of the presence of the stormwater management system and the requirement for operation and maintenance • The routine' and non-routine maintenance tasks to be undertaken after construction is complete and a schedule for implementing those tasks A plan that is drawn to scale and shows the location of all stormwater BMPs in each treatment train along with the discharge point • A description of public safety features • An estimated operations and maintenance budget Page 1 13 Hawthorne Boulevard, Salem, MA Stormwater Report Long Term Pollution Prevention Plan & Stormwater 02/14/2020 Operation and Maintenance Plan 2.0 LONG-TERM POLLUTION PREVENTION PLAN The Responsible Party shall implement the following good housekeeping procedures at the project site to reduce the possibility of accidental releases and to reduce safety hazards. 2.1 Storage of Hazardous Materials To prevent leaks and spills, keep hazardous materials and waste products undercover or inside. Use drip pans or spill containment systems to prevent chemicals from entering the drainage system. Inspect storage areas for materials and waste products at least once per year to determine amount and type of the material on site, and if the material requires disposal. Securely store liquid petroleum products and.other liquid chemicals in federally- and state-approved containers. Restrict access to maintenance personnel and administrators. 2.2 Storage of Waste Products Collect and store all waste materials in securely lidded dumpster(s) or other secure containers-as applicable to the material. Keep dumpster lids closed and the areas around them clean. Do not fill the dumpsters with liquid waste or hose them out. Sweep areas around the dumpster regularly and put the debris in the garbage, instead of sweeping or hosing it into the parking lot. Legally dispose of .collected waste on a regular basis. Segregate liquid wastes, including motor oil, antifreeze, solvents, and lubricants, from solid waste and recycle through hazardous waste disposal companies, whenever possible. Separate oil filters, batteries, tires, and metal filings from grinding and polishing metal parts from common trash items and recycle. These items are not trash and are illegal to dump. Contact a hazardous waste hauler for proper disposal to a hazardous waste collection center. 2.3 Spill Prevention and Response Implement spill response procedures for releases of significant materials such as fuels, oils, or chemical materials onto the ground or other area that could reasonably be expected to discharge to surface or groundwater. • For minor spills, keep fifty (50) gallon spill control kits and Speedy Dry at all shop and work areas. • Immediately contact applicable Federal, State, and local agencies for reportable quantities as required by law. • Immediately perform applicable containment and cleanup procedures following a spill release. • Promptly remove and dispose of all material collected during the response in accordance with. - .Federal, State and local requirements. A licensed emergency response contractor may be required to assist in cleanup of releases depending on the amount of the release, and the ability of the Contractor to perform the required response. • Reportable quantities of chemicals, fuels, or oils are established under the Clean Water Act and enforced through Massachusetts Department of Environmental Protection (DEP). 2.4 Minimize Soil Erosion Soil erosion facilitates mechanical transport of nutrients, pathogens, and organic matter to surface water bodies. Repair all areas where erosion is occurring throughout the project site. Stabilize bare soil with.riprap,•seed, mulch, or vegetation. Page 2 I 13.Hawthorne Boulevard, Salem, MA Stormwater Report Long Term Pollution Prevention Plan & Stormwater 02/14/2020 Operation and Maintenance Plan 2.5 ,Vehicle Washing Vehicle washing will occur within the covered service area. The car wash will be a state-of-the art system that will reclaim and reuse water for the car wash operation. Eventual discharge of the wash water will be directed to the sanitary sewer. 2.6 Maintenance of Lawns, Gardens, and other Landscaped Areas Pesticides and fertilizers shall not be used in the landscaped areas associated with the project site and shall not be stored on-site. Dumping of lawn wastes, brush or leaves or other materials or debris is not permitted in any Resource Area. Grass clippings, pruned branches and any other landscaped waste should be disposed of or composted in an appropriate location. No irrigation shall be used in the landscaped areas for this project. 2.7 Management of Deicing Chemicals and Snow The qualified contractor selected for snow plowing and deicing shall be made fully aware of the requirements of this section. No road salt(sodium chloride)shall be stored on-site.The use of magnesium chloride de-icing product with a 0.5 to 1.0 percent sodium chloride mix for snow and ice treatment is permitted. The product shall be stored in a locked room inside the building and shall be used at exterior stairs and walkways. The snow plow,contractor shall adhere to these magnesium chloride use and storage requirements. During typical snow plowing operations, snow shall be pushed to the designated snow removal areas noted on the Snow Storage Plan (Figure 1). Snow shall not be stockpiled in wetland resource areas or the 100-foot Buffer Zone, catch basins, or bioretention basins. In severe conditions where snow cannot be stockpiled on site, the snow shall be removed from the site and properly disposed of in accordance with DEP Guideline BRP601-01. Use of sand is permitted only for impervious roadways and parking areas. If sand is applied, the snow plowed from impervious areas shall not be stored on porous asphalt. . Before winter begins, the property owner and the contractor shall review snow plowing, deicing, and stockpiling procedures. Areas designated for stockpiling should be cleaned of any debris. Street and parking lot sweeping should be followed in accordance with the Operation and Maintenance Plan. 2.8 Coordination with other Permits and Requirements Certain conditions of other approvals affecting the long term management of the property shall be considered part of this Long Term Pollution Prevention Plan. The Owner shall.become familiar with those documents and comply with the guidelines set forth in those documents. Page 3 13 Hawthorne Boulevard, Salem, MA Stormwater Report Long Term Pollution Prevention Plan & Stormwater 02/14/2020 Operation and Maintenance Plan 3.0 STORMWATER MANAGEMENT SYSTEM OPERATION AND MAINTENANCE PLAN 3.1 Introduction This Operation and Maintenance Plan (O&M Plan)for 13 Hawthorne Boulevard site is required under Standard 9 of the 2008 MassDEP Stormwater Handbook to provide best management practices for implementing maintenance activities for the stormwater management system in a manner that minimizes impacts to wetland resource areas. The Owner shall implement this O&M Plan and proactively conduct operations at the site in an environmentally responsible manner. Compliance with this O&M Plan does not in any way dismiss the Owner from compliance with other applicable Federal, State or local laws. Routine maintenance during construction and post-development phases of the project, as defined in the Operation and Maintenance Plan, shall be permitted without amendment to the Order of Conditions. A continuing condition in the Certificate of Compliance shall ensure that maintenance can be performed without triggering further filings under the Wetlands Protection Act. All stormwater best management practices (BMPs) shall be operated and maintained in accordance with the design plans and the Operation and Maintenance Plan approved by the issuing authority. The Owner shall: a. Maintain an operation and maintenance log for the last three years, including inspections, repairs, replacement and disposal (for disposal the log shall indicate the type of material and the disposal location). This is a rolling log in which the,responsible party records all operation and maintenance activities for the past three years. b. Make this log available to MassDEP and the Conservation Commissions upon request; and c. Allow members and agents of the MassDEP and the Conservation Commissions to enter and inspect the premises to evaluate and ensure that the Owner complies with the Operation and Maintenance requirements for each BMP. 3.2 Stormwater Operation and Maintenance Requirements Inspect and maintain the stormwater management system as directed below. Refer to the Stormwater Management System Location Map (Figure 1) for the location of each component of the system. Repairs to any component of the system shall be made as soon as possible to prevent any potential pollutants (including silt)from entering the resource areas. Deep Sump and Hooded Catch Basins Inspect catch basins four times per year, including after the foliage season. Other inspection and maintenance requirements include:. • Remove organic material, sediment and hydrocarbons four times per year or whenever the depth of deposits is greater than or equal to one half the depth from the bottom of the invert of the lowest pipe in the basin. • Always clean out catch basins after street sweeping. If any evidence of hydrocarbons is found during inspection, the material immediately remove using absorbent pads or other suitable measures and dispose of legally. Remove other accumulated debris as necessary. • Transport and disposal of accumulated sediment off-site shall be in accordance with applicable local, state and federal guidelines and regulations. Page 14 7 1 13 Hawthorne Boulevard, Salem, MA Stormwater Report Long-Term Poll ution'Prevention Plan & Stormwater 02/14/2020 Operation and Maintenance Plan Area Drains Inspect area drains at least once per month and remove debris from the grate. Clean out accumulated sediments at least once per year and more frequently as necessary. Water Quality Units (Proprietary Separators) Maintain water quality units according the recommendations set forth by the manufacturer. General inspection and maintenance procedures for proprietary devices are provided below: • Inspect units following completion of construction, prior to being put into service. • Inspect .units at least twice per year following installation and no less than once per year thereafter. • Inspect units immediately after any oil, fuel or chemical spill. • All inspections shall include checking the oil level and sediment depth in the unit. Removal of sediments/oils shall occur per manufacturer recommendations. • A licensed waste management company shall remove captured petroleum waste products from any oil, chemical or fuel spills and dispose. OSHA confined space entry protocols shall be followed if entry into the unit is required. Dry Wells The dry wells shall be inspected twice per year and after rain events greater than 3 inches in 24 hours. The inlets and outlets shall be inspected, and all debris that may clog the structure shall be removed. Subsurface Detention/Infiltration Structures • Inspect subsurface detention/infiltration structures twice per year. Inspect the inlets and observation ports to determine if there is accumulated sediment within the system. Remove all debris and accumulated sediment that may clog the system. 3.3 Street Sweeping Perform street sweeping at least twice per year, whenever there is significant debris present on roads and parking lots. Street sweeping shall occur in the spring and fall. Sweepings must be handled and disposed of properly according to the Salem Conservation rCommissions. 3.4 Repair of the Stormwater Management System The stormwater management system shall be maintained. The repair of any component of the system shall be made as soon as possible to prevent any potential pollutants including silt from entering the resource areas or the existing closed drainage system. 3.5 Reporting The Owner shall maintain a record of drainage system inspections and maintenance (per this Plan) and submit a yearly report to the Salem Conservation Commissions. Page 5 STORMWATER MANAGEMENT SYSTEM INSPECTION FORM 13 Hawthorne Street Inspected by: Salem, MA Date: Component Status/Inspection Action Taken Deep Sump Catch Basins, Area Drains and Drain Manholes s Subsurface Infiltration System and Isolator Row General site conditions— evidence of erosion, etc. Q SUBMIT COPIES OF STORMWATER MANAGEMENT SYSTEM INSPECTION FORM TO THE SALEM CONSERVATION COMMISSIONS WITH THE YEARLY REPORT. Page 6 APPENDIX D Soil Investigations NRCS Soil Maps and Descriptions Soil Test Pit Logs will be provided once available II h l "(.. —"�µµt`r• Mom..--H,-.,uea�� � y�'s;��� .� t 1 .�. �Z L p'� �di» Y '�'y``. � �\ .n � t -8- � •, • t,t, �tii! riy�: \�'w,.'�is,° i`'q oT ,; � �F�j�G `. ` ~r y� , t. r - OF baiter Si \it\ I ® '�` t :�~ • \� { ` I Alk IA�•+t � i� ° I, t'j ! Is (` \.r' fl .. � /"fit o� t �ti= 1 _ Y -mdo 419,ip&pv uif o is ODG'WEAddo opts'Who@ rgQDG.OF, �� � q J•' II ,. I.I.. � �_ A�� a•• � - e � 1 1 1 1 11 11 11-- n• c, a r.0 • • 1 R•. R•. Custom Soil.Resource Report MAP LEGEND MAP INFORMATION Area of Interest(Aol) Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) Stoh .Spot 1:15,800. � Stony .Spot Very Stony Spot 0 Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale. Wet Spot - ^ „ Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause Other misunderstanding of the detail of mapping and accuracy of soil ® Soil Map Unit Points 9 PP� 9 Y .�, Special Line Features line placement.The maps do not'show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed U Blowout Water Features scale. Streams and Canals Borrow Pit Transportation Please rely on the bar scale on each map sheet for map Clay Spot 4-1-4 Rails measurements. Closed Depression ~ Interstate Highways Source of Map: Natural Resources Conservation Service Gravel Pit ry US Routes Web Soil Survey URL: Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857) %RIOLandfill ORO Local Roads Maps from the Web Soil Survey are based on the Web Mercator A. Lava Flow Background projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more Mine or Quarry accurate calculations of distance or area are required. Miscellaneous Water This product is generated from the USDA-NRCS certified data as ' Perennial Water of the version date(s)listed below. Rock Outcrop Soil Survey Area: Essex County,Massachusetts,Southern Part Saline Spot Survey Area Data: Version 16,Sep 13,2019 Sandy Spot Soil map units are labeled(as space allows)for map scales Severely Eroded Spot 1:50,000 or larger. Sinkhole Date(s)aerial images were photographed: Aug 10,2014—Aug Slide or Slip 25,2014 0o Sodic Spot The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. 10 - 1 I` Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name uAcres in"AOI r Percent of AOI :,, 602 Urban land 8.4 100.0% Totals for Area of Interest 8.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the,composition and properties of a unit. A map unit delineation on a soil map represents an area dominated,by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant.soils. Within a taxonomic class there are precisely defined limits for the properties of the soils.On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit.description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They. generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with-some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or r landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. 11