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Home My WebLink AboutApplication - - 149 MAIN STREET SMOLA,K VXUGH)kf`III4 ' o° uIV"°m' it �..�,a io)ii to ii�.�ii1 II,�I�I liil�i�u ll�lii�ll E ..;,; ......................... III iilil m Vi m°°I '' ��."� �8 327 S l 11119111 ul�"lpl T � �� "'�, °^� ,� �� °'� ��, �� r�„ ��'�; �fiy��+ti� �°� "�.��'.Im��I'm�u a ion, IlI g h n.c November��, 2022 B' HAND AND VIA EMAIL Eitan Goldberg, Chair Planning Board Town of North Andover 120 Main Street North Andover, MA 01845 RE; A► lications for Site Plan Downtown Overla° District and Parkin S decial Permits Applicant: Second and Main, LLC Owner: Eastie Realty Trust (149 Main t.)and Michael Mastromonaco (14 Second St.) Property: 149 Main Street and 14 Second Street (Assessors Map 30, Leas 7 Et B) Dear Chairman Goldbergand Other Bayard Members.- On behalf of the Applicant, Second and Main, LLC, enclosed for filing with the Planning Beard are two (2)applications for Site Plan, Downtown Overlay District, and Parking Special Permits for the Applicant's proposed construction of a mixed use redevelopment project along with associated improvements to be located at 149 Main Street and 14 Second Street which will be combined into a single lot. In connection therewith, attached please find the following enclosures for each separate application: 1. Two (2) time-stamped copies of the Application for Site Plan, Downtown Overlay District, and Parking Special Permits, with the original application filed with the Town Clerk's Office, including; 2. Memorandum In Support of the Application; . Stormwater Management Report; 4. Traffic Impact Access and Utilization Sturdy; . Community and Fiscal Impacts Report; +6. Civil,and Architectural Plans and Specifications- 7. Owner Authorizations; 8. flax Compliance Certification; 9. Filing and peer review fees; and, 10. Certified Abutters list, related mailings, and postage. An electronic version of the materials is also being transmitted. Please contact me should you have any questions or require additional information. Thank you. Sier Ay, w p„!� John w„,��, I I Iota JT / cc: Jean Enright, Planning Director Dawn a Warren, Town Clerk Distribution List . mum.. m ..1li ,.. `111 llllll iiiii iiiiii°Illiii IR!111 ii��U Illliil. �lllllllllu 1 1IIIIIIIIIIAndover, .��ITIIII..III ��I. q PLANNING DEPARTMENT J onurit Ecororicvlo rant Division Special Permit— Site Plain . - Application leve Please type or print clearly. 1.Petitioner:Main and Second LL Petitioner's Address:c/o fio rou LLB + Lewis Street East Boston M C'' 12 Telephone number:617-470�-0339 2.Owners of the Land:Eastie Dealt Trutt 149 �iin�)-, M�ichgel Mastromonaco 14 Second Street Address:cto Ben`amin Goodman Trustee �`.+ .Box 01 Q!u�nc MA►o 7fi•14�cond Street North Andover M Number of years of ownership: 149 Main ,3 14 Second .Year lot was created: 149 Main Street 198`° 14 Second Str+�1982 4.Description of Proposed Project: Pro'ect includes the redevelo meat of the Fero ert into a mined use develo meat contained within a sin l+e kuildia includin round tloorcommercial space, aloe with two floors of residential units above the first floor includia a total of 4 residential units aloe with arlirt landsca in li htin and other im rovements to be located on a sin le lot consisting of a rocirratel 28059 s.f. b combinin arcels known and numbered as 149 Main Street and 14 Second Street. 5.Description of Premises:62Procimatel 28,59 s.f of land with im, rovement thereon located at the corner of Alain and Second Streets. 8.Address of Property Being Affected:149 Main Street and 14 Second Street Zoning District:General Business B and Cowntown verla Cistrict Assessors Map: 30 149 Mara 0 °14 Second Lot : 8 149 Main �� 14 Seconds Registry of Deeds:Book :1624149 Main 1592814 Second Page :51 149 Main 27 14 Second t 7.Existing Lot: N/A both 149 lain Street,and 14 Second Street to be combined into a single lot. Lot Area(Sq.FQ: Building Height Street Frontage: Side;setbacks: Front,Setback: Bear Setback: Floor Area Ratio: Lot Coverage: 8.Proposed Lot(if applicable): Lot Area(Sq.Ft): 8 559+I-s.f. Building Height:<45 Feet Street Frontage: l5o Maims p 248 Second Side Setbacks: _M/A Front Setback: < 10 Feet Rear Setback: MIA Floor Area Ratio:.,,,. N/A Lot Coverage: MIA Pae 1 of 2 129 Main Street North Andover, Massachusetts 91845 'hone: 978.688.9535 Fax. 978.+ 88.9542 Web., n Qo ANNPMPW�aiimi mmmrtn nw 9. Required Lot(as required by Zoning Bylaw):Article 18.-Downtown Overlay District Lot Area(Sq.Ft): N/A Building Height:45 Feet/3Stories Street Frontage: N/A Side Setbacks:N/A Front Setback: 10 Feet Max. Rear Setback: NIA Floor Area Ratio:'N/A Lot Coverage: B/A 10.Existing Building(if applicable): NAI Buildings To Be Razed Ground Floor(Sq.Ft.): #of Floors: Total Sq.Ft.:.... ....... Height: Use: Type of Constructions, ......... 11.Proposed Building: Ground Floor(Sq.Ft.):.8791 s.f. #of Floors: Three Total Sq.Ft..3.7,867s.f. Height: <45 Feet Use:,Mixed Use—commercial/residential Type of Construction:Wood Frame 12.Has there been a previous application for a Special Permit from the Planning Board on these premises? III 11 Unknown If so,when and for what type of construction? ,,1119 -S 13.Section of Zoning Bylaw that Special Permit Is Being Requested:Article 18 Part I S 195-18-3-,Bj9j-_§_j95-, 11111,111 ill 11, 11111;11110 1. .1, & ;;; mpvg� 18.6.13 jjlji�,1195-18.1 195-10.7A-Article 8 Part 3&Article 10 S 195-10,7A-Article 8 [Dnrl 13&195-8.98 In+ lusiona Zonin S a i l Permit Article 8 Be tior 8.8.D --1A& 195-10.7A 14.Petitioner and Landowner signature(s): Every application for a Special Permit shall be made on this form, which is the official form of the Planning Board.Every application shall be filed with the Town Clerk's office.It shall be the responsibility of the petitioner to furnish all supporting documentation with this application. The dated copy of this application received by the Town Clerk or Planning Office does not absolve the applicant from this responsibility.The petitioner shall be responsible for all expenses for filing and legal notification.Failure to comply with application requirements, as cited herein and in the Planning Board Rules and Regulations may result in a dismissal by the Planning Board of this application as incomplete. �,,13jin pa, d Se and L C Petitioner's00 Signature: e 0 Print or type name here: -Zi/V it e4 sti e Realt rust i de Owner's Signature: Print or type name here:, onaco 15.Please list title of plans and documents you will be attaching to this application.'See Attached Memorandum, site r,:),11ans,,, architectural rclans and elevations a r�d ether d�aeuments attached thereto. .............................. ........................... .--........ ............ ........... ........... . ..... ............... .......... ...... ..................... . .............. ........ ...... ............ ....... .......... ........................................ ................................-1-1-1-1-11...... . ..................--1�11................. ..... . ....... ................. ............................. ................... .................... ............ ......... ........................................ ........... ................ ..................... Page 2 of 2 120 Main Street North Andover, Massachusetts 01845 Phone: 978.688.9535 Fax: 978.688.9542 Web. .............. 1 i i 4�1 `ildl��''8&Yf iiiiii u7q IIIII e w lulo�.IIIII( mild it �illuo III to Iplo o(IIIII I�ulo.. 1Ilo1'i"I N� III :'. IYI 16101 Wok lllo uulol�IIOI III IIIII �I�II I�I�III � II II�I�I�I�I I IIIII I i IiiIIII lylaiI�iii Sfi,,Ieelt v� plo p lou plo Io 'I uuol o uuml I�uw I I�IOI Ilo uu uu IIIIiouI" III Illluulll loll IIIII III°I' IIIll a �I Town of North Andover Planning Board Application for Special Permit— Downtown Overlay District, Parking & Inclusionary Housing (II II�I�II� IIIII� III IIIIIIIII (IIIII III egl ll�ar, ��I iiiiliil�III Ip„I ll�ul� III 1.Petitioner:Fain and Second LLC Petitioner's Address:cl+v Cres o Grou N L.E. 55 Lewis Street East Boston MA 02128 "Telephone number: 17A70-0 39 2.Owners of the Land:Eastie 1eali Trust 149 Main �Michael Mastror�onaco 14 Second Street Address: to Ben'amin Goodman Trustee F'.C Box 201, +Quint MA o217 14 Second Street North Andover MA 01$45 Number of years of ownership:2 14 lain l�3 14 Second .Year lot was created: 149 main Street 19E53-14 Second Street 195 4,Description of Proposed Project: F ro'ect includes the redevelo rnent of the Pro art into a mixed use deveio_ment contained within pAinjde buildin includin round floor,commercials ac+ aloe with two floors of residential units above the first floor includin a total of 24 residential units aloe ith arkin landsca l� ht�n and of rer im rovements t+c be located on a sin le lot consistin of a roximate I 22 59 s-t,,b ,combinig 149 Main,Street and 14 Second Street 5.Description of Premises: r+a imatel 23�5 f.of land with buildin s located at llllain and second Streets. 8.Address of Property Being Affected: 149 Main Street and 14 Second Street Zoning District.General Business GB JI. and Downtown Cverla District Assessors Map:,30 ' Lot#: 8 149 Main .?" 14 Second Registry of Deeds:Book##:15254'149r Maighl g ! Sec+and Page#:51 149 Main �2 7 14 Second 7.Existing Lot:N/A bath 149 Main Street and 14 Second Street to be combined into a single lot. Lot Area(Sq.Ft): ......... Building Height:,.. ., Street Frontage: Side Setbacks. ................" Front Setback: Rear Setback: Floor Area Ratio: Lot Coverage: 8.Proposed Lot(if applicable): Lot Area(Sq.Ft):2 559+l-s . Building Height:<45 Feet Street Frontage:„1 �Q Fain 24 Second Side Setbacks: N/A Front Setback: <10 Feet bear Setback: NIA. Floor Area Ratio: NIA Lot Coverage: N/A I I Illlilu IIIIIIIIIII'I'�I�I I IIIuI dll'IIIII(IIIIIII(IIIII ,_,„, mmmm �� ,,,, ,I(IIIIIIII I I I I Illlu II I I III IlIl ::lllu:l: (III IIIII IIIII (III III"IIIP Illlllllu IIIII IIIII II ull IIIII U IIIII III": �v e:°'� a rl:of � 1 uIl (III I Il!dllllll��l!'(III IIIII„1I11 II IIIII I I'� I �i I10` I I;i""�'.III""" I I"I I I I IuuIIII P li: i 11I1 ,II IIIIIV I; „'l l^'IIIII dl a IIIu IIImIIIII U ollo ,ICI a IIIIIIIU(III'l V' ulll,JIII I m b),War :I r l :-: 9.Required Lot(as required by Zoning Bylaw):Article 18 .Downtown Overlay District Lot Area(Sq.FQ:,N/A Mffm*mk"--� Building Height:45 Feet/3 Stories Street Frontage: N/A mw� Side Setbacks: N/A Front Setback: 10 Feet Max. Rear Setback: N/A Floor Area Ratio:N/A Lot Coverage:1,B/A 10.Existing Building(if applicable): N/A—Buildings to be razed. Ground Floor(Sq.Ft.): #of Floors: Total Sq.Ft.: Height:.�.....w........ ............................... Use: ............ Type of Construction: 11 Proposed Building: Ground Floor(Sq. Ft.): ,.,791 +/-s.f. #of Floors: Three," I i Total Sq.Ft..3.7..,.867 s.f...... Height: <45 Feet Use:Mixed Use—commercial/residential Type of'Construction:'Wood Frame 12.Has there been a previous application for a Special Permit from the Planning Board on these premises? Unknown. If so,when and for what type of construction.)§B?a!nk J� -14��e Fa�mi lies. 14 13.Section of Zoning Bylaw that Special Permit Is Being Requested:Article 1L,Far t 1A 19.5-18.3.B. 9.jL ict),;Article 8 Part 3&Article 10 195-10.7A �i�e Plan le�riew �Article, Part 13, 1 g5-8. 8�'lnclusia�n,a Zcnin S eci�ll Permit��Anil ,_ 8 Section 8.8.D 8 8 A, 14.Petitioner and Landowner signature(s): Every application for a Special Permit shall be made on this form,which is the official form of the Planning Board.Every application shall be filed with the Town Clerk's office.It shall be the responsibility of the petitioner to furnish all supporting docunientation with this application.The dated copy of this application received by the Town Clerk or Planning Office does not absolve the applicant from this responsibility.The petitioner shall be responsible for all expenses for filing and legal notification.Failure to comply with application requirements,as cited herein and in the Planning Board Rules and Regulations may result in a dismissal by the Planning Board of this application as incomplete, ond LIL in ;d �� Petitioner's Signature: ,0 I 1401, .0 low Print or type name here: asti, Re,plty Tr st Owner's Signature: J 'I T I P 5, Print or tye name here: M� P.Goadman Trustee Michael Nlastr omcnaca 15.Please list title of plans and documents you will be attaching to this application. See Attached Merarendur site has architectural Tans and elevatia�ns and anther documents attached thereto. 2111 .................... .......... jjj� Ma ssudiusetts 01845 1111oii e 9'18 688 1�1 11��I 'Nh1 1 ei"N"HWJ1 iorthandvrn-io. oy 9 Vf f V, 1 r 1 R , two* 1,,f l pl ' aiG, Oatilfication duU 00w) Mu a C I 4f A"'F*.,, tt* *Ps*A*W1,w the a bolitweusm,#w 1 4 ch lid Oy NS f beat of J r ,�a� �.;,�� "" a �r t �p„�;��f�iC!�ur6rir��' �� , i r� . fu ._ � �d a�, dury lbal to Oto noq4dod a( ed to fhb I Ai I V�Inc,Q pity "; MuWcjpmj �il,HIV I s or am"10*4 Ocons,o w permit wkh f I .. .. , or on r�'�,. ' .f IV � I kk '.u. .I r ,..,., a f . ... jsod ki y sirty kxw jljj I Ilm I Ilutllul��l � SkjftW. � �6 llu�� II° Ill�i �� un 911ruu 9��fllll�� N, Il VIN MOMI� p .iiaiJvuNm.fnsaarssuv fn>ir,io.�,c✓i I III,u..mluufuttrtrtrtrrrrwNrr��r � �VNI. III a<e�rrrro�Mulvn Ilyuuuuuuuuu'�m y imr Nf � f ia�w,�.�q�aw,x�aauufnf�rsvnmrr'Hr ff4tvr,,,,✓Nuxm.�N�,w, Nom m lu!il � 1Nvvn. Ni$ ft,Property Ownor w*n lany addhional PMPOAY In North ArWoiver(Yef or No)? 0 1 $4 IN YOO, a S I l property, N wl �11JNtlUYIuUY✓1 MN'RHSNmm`Mi rwgryyY��uliipyy,Nypyjlq,� ¢µyv,,,yµvuuRv,4NM'SNiNPN4NfM0IPfvnnmury�"m�,yIIIIIIIIIIII;�NNa�0.VIPf.bsin uouuluy�y�y�y�y�Y/riM�p,FY,N%,NNff!ll��,VIIi�IP�Gu4wr>Yi liywy�+ MNi.Pofi�ld4J!W^�v IWYliYr'YN�NNNY:JNifMdmmm".. �;imimNiUxr/�"%1N4�.,uNmm%WnpNfirifiNN Wyu.WJ�MMgv, J� ^ro��uNw. f YID,NaFt2,r� vwwmlrvllllu�r�NwraNiruw�y�v�wr+ur��oWoy�gHYN mNm� N .7 1 Tax W10dw .n aturie Nam '` iPrfN�fPhluu!!�'M'NY '�VkFNUr'�wr,rar,+ ...:�n. ... i9N�i;ArA�u>Nruormmuouu.. »„�uw'>�i.. rrrtrvavµ,,w�y�uNNtiuu�iwuil^rr�7dD�no�,�r�sr�,y�� Dinte ry r I VI 4 Y �I DEPARMENT Udhg Corr S Certification of Payment of Municipal Taxes, Fees , Assessments, Betterments and Other Municipal Charges ,ft �qq AhM"ef The Town of NOM ArWbvw General BYI&W Chapter I MI.provkIes that a ny applicaWn for it pem*or license may be dentod,Suspended or remkod If the holderfailed refuseda�signing this application,Um&~r9p , , fir` r � IN, that he or eM has,paid a wW . Y ►r best Of Mv bmvWg�and . ,� 'per 1-0.rwgkKftd or refwW to pay any munildpal tam, assessments,b&ftwmrds or and other mtuWpal dwp IncludIng OMMMts a MA under sio ,or Om rKA 8PpWq for a Icerve or pwmk with to and actIft,event Or 00W Matter wNch Is of such Ocem and why aeftity,event or matter is carded Out or wwdsed or Is to be cemled 014 Or emrdud on or abotA real estate whose awmr has negWed or rokmed to pay any kxsl bums,.f assessmerde,beftmentsor any other municipal lgo Signed undwoath-IP +ateAddress ry I&X.201 d Dww ft Property Ovmer own any additional property In Nord Andover(Yes or " M /N * Yellstf P10850 fist the property addrm d any additkmi pwparty., Roperty ,: �If MfR�M�vMtiB/mwuµNNNINYIWN/�FAXVIdF'n�mm�f�umvmw.w.wevymyHWYA!NmriMMFfFf(NXWMMATIMmfmfWrvm�m mwwwwi�;m,IWWu1lHHl�fiSfi/mpmmwmmm}�, .... �mwirHuurHuuwuummmlWrmW�wwmw��r�rtrvr�'... rvmrrr�r�mnmm� ;� WN HNhWrr�W�nmWY1/YY�WimWMWMYWIMYXIMMaWANMFWfm miuigwn NM'MMmmmfl6�faffUWm.,. mlmlNmmNAM�n l IM61m'�hfi'Y wm �ulrvmki iamrvrvry are�rnmm�rimm�mwx �D>I�W- Name hmwmmimmiuwmWrr�rvr��rrvr� m �uu � rr�� Dam TOWN OF NORTH ANDOVER PLANNING BOARD APPLICANT.- SECOND AND MAIN LLC OWNERS: EA TIE REALTY TRUST & MICHAEL MASTROMONACO PROPERTY: 149 MAIN STREET (Maps 30,Lots 8) & 1.4 SECOND STREET (Maps 30, Lot 7) MEMORANDUM IN SUPPORT OF APPLICATION FOR DOWNTOWN OVERLAY D I S,T RI C�� SIT: P!LA�N ME�Vl E�W�A AN �PA�RK�IN�G SIPEC CAL PE R MIT'S (Article 18,§195-183. through 18.8[downtown overlay district];Article 8,Part 3 [site plan review];Article 8,Part 1,§195-8.8[parking special permit];Article 8, Part 13 jinclusionay zoning special permit];and,Article 10,§-195-10.7A[special permit-general], of Chapter 195--North Andover Zoning Bylaw) I. INTRODUCTION Second and Main LLC (the ".Appl 1 cant") is the.Applicant requesting Planning Board approval of the proposed mixed use redevelopment on real property collectively consisting of approximately 28,559 s.f. of land s.f. (the "Property"') including the combination of two parcels known and numbered as 149 Main Street and 14 Second Street. The proposed project on the Property is to include the razing of two existing buildings and existing improvements on the Property, and the redevelopment of the same into a mixed use pro'ect contained within a single p J building having three(3) stories, and including approximately 6,700 square feet of ground floor leasable commercial space, along with a total of twenty-four(24) residential units allocated between two upper floors of the building (of which three(3) of the units shall be set aside as affordable units as required under the Inclusion-ary Housing Requirements under Article 8, Part 13), along with parking, upgrades to access,utilities, stormwater management, lighting, landscaping and other associated improvements, all as more particularly shown on.the site plans and specifications (the"Site Plans"). All such improvements to the Property are shown on the Site Plans attached hereto as Exhibit F(collectively, the "Project"). Existint-Y,,Pr The existing Property currently consists of two separate parcels,known as 149 Main Street(which. includes an existing vacant 3,400 s.f former bank building previously occupied by Santander Bank, and prior thereto, Arlington Trust Company, and which was built around 1968), and 14 Second Street(which includes an existing 1.5 story single family home of approximately 850 s.f in size which records indicate was built in approximately 1900). An existing conditions plan depicting the current lot configuration at the Property is included within the Site Plans attached as Exhibit F. Pro _LiqsedLqt Reconfiggration As noted above, both 149 Main Street and 14 Second Street will be combined into a single, 28,559 s.f. lot through a future request for Planning Board endorsement of an Approval Downtown Overlay District,Site Plan Review,Parking,and Inclusionary Housing Special Permits Memorandum -- Planning Board Not Required (ANR Plan for the Property. The entire Property is located within the General Business(GB)Zoning District, as well as the Downtown Overlay District. This Application is being made under the Downtown Overlay District. Ill. PROPOSED PROJECT Second and Main LLC proposes to redevelop the Property to include the following: (a) The removal of the two existing structures on the Property to allow for the proposed redevelopment of the Property for a single, three-floor, mixed use building and associated improvements; (b) The building will contain a mix.of uses, including ground floor commercial consisting of approximately 6,700 s.f. of leasable commercial space (to be used for retail,office, or other similar pen-nitted commercial use) in the Downtown Overlay District; (c) The building will also include a total of twenty-four(24)residential dwelling -units,allocated evenly between the second and third floor, including a mix of one (1. bedroom.and two (2) bedroom units; (d) Of the twenty-four(24 units, a total of 15% of the units, or three (3)units, would be established as Affordable Units under the Inclusionary Housing Zoning provisions of the Zoning Bylaw, and such affordable units would be qualified as affordable units under the Massachusetts Department of Housing and Community Development's(DHCD) Local Action Unit LIP Program; (e, The Project will.include two (2)driveway curb cuts, including a single driveway off Main Street, and a second driveway off Second Street,resulting in the elimination of two existing curb cuts designed to provide for efficient and safe access entering and exiting the Property; (f) The Project is proposed to include a,total of 44 on-site parking spaces primarily to serve the residential units; and a total of 26 on-street parking spaces within 200 feet of the Property as permitted in the Downtown Overlay District; (g) A.Project g i,goal s to enhance the existing landscaping and create meaningful gathering areas for the surrounding neighborhood, future residents, and ground floor commercial area users. Under existing conditions there is minimal landscaping on the Property. The Project will incorporate landscape screening and buffering along certain.areas of the Property's perimeter, which will include a combination of street trees, fencing, planters, and other landscape buffering to establish adequate screening between the Property and abutting residential and commercial uses. Proposed plant material.has been chosen to be either native and/or adapted drought tolerant and hardy species; Downtown Overlay District,Site Plan Review,Parking,and Inclusionary Housing Special Pennits Memorandum -- Planning Board 2 (h) The proposed landscape design is intended to enhance the proposed buildings and P to appropriately"soften"the look.of the hardscape while creating a better consumer and resident experience. The landscaping plan.will also incorporate proposed street trees,planters, and specialty paving along the Main Street frontage of the Property and is designed to create a welcoming entrance to the redevelopment. Onsite bicycle storage for residents will be provided; The landscaping will be complemented by the implementation of a lighting plan to include new decorative lighting fixtures designed to be Dark Sky compliant, and which will minimize off-site glare and spillover off the Property using house side shields, all as depicted on the photometric plan attached to the Site Plans. All proposed lighting will meet IESNA(Illuminating Engineer Society of North, America) standards; and, (j The Project has been designed to create an overall cohesive and complementary look which serves as a transition between the existing residential dwellings and commercial buildings surrounding the Property. The building location has been purposely moved close to the street line at the comer of Main Street and Second Street, consistent with the pattern of building setbacks along Main Street, and consistent with the purposes and requirements of the Downtown Overlay District. The Project Site Plans, including the proposed architectural elevations and layout plans depicting the proposed improvements are attached as Exhibit F. 11. REQUIRED RELIEF Based upon.our preliminary review of the proposed improvements, Main and Second LLC has determined that the following relief is required for the Project pursuant to the North Andover Zoning Bylaw: a. Downtown Overlay District Special Permits for the construction in excess of 18 dwelling units (Section 1 95-18.3.B.), and for an increase of new building height over the height of existing structures (Section 195-18.6.1 , of Article 18; b. Site Plan Review(Article 8, Part 3); C. Inclusionary Housing Special Permit(Article 8, Part 13)- d. Parking Special Permits (Article 8, Part 1, § 195-8.8); and, e. Satisfaction of the General Special Permit Criteria (Article 10, § 195-10.7A), of Chapter 195. In addition to approvals required from the Planning Board including the aforementioned ANR Plan., the proposed demolition of the dwelling at 14 Second Street may require review under the Demolition Delay Bylaw. Over the course of the past months, representatives of the Applicant have met with representatives of the Planning Department, the Building Department, Fire Department,Police Department, the Public Works Department, and Conservation Commission. The Project was also reviewed by the Town's Technical Review Committee (TI C), and reviewed informally by the Planning Board on two separate meetings. As a result of those Downtown Overlay District,Site Plan Review,Parking,and Inclusionary Housing Special Permits Memorandum -- Planning Board 3 meetings and consultations, a number of their recommendations have been incorporated into the Site Plans. 111. DOWNTOWN OVERLAY DISTRICT,SITE PLAN.REVIEW PARK.ING INCLUSIONARY ZONING AND OTHER SPECIAL PERMIT CRITERIA A. DOWNTOWN OVERLAY DISTRICT CRITERIA Article 18, Part 1. §§ 195-18.1. through 1,95-18.8. of the Zoning Bylaw describe the Downtown Overlay District review process, list the permitted uses(18.3), design guidelines (18.4 , site and design review criteria (18.5), intensity of use(18. d special pennit criteria (18.7 used by the Planning Board to evaluate the Project for conformance with general and special permit requirements. A description of these cn*.ten*a, and how the Project meets such criteria, are described as follows: do Section 195-18.3 describes uses allowed by right and by special permit within the Downtown Overlay District. As described above, the Project includes a proposal for a mixed use project including both proposed commercial and residential uses. As to ground floor commercial uses, the Applicant proposes to construct approximately 8,791 of gross s.f, (including 6,700 s.f of leasable space), for commercial and associated accessory uses, as a part of the proposed mixed use, all of which are by right uses under Section 195-1.8.3.A of the Zoning Bylaw. In.addition, the Applicant's proposal for the construction of twenty-four(24)residential units evenly distributed between the second and third floors of the building requires a special permit as it exceeds eighteen(18)multifamily dwellings in accordance with Section 195-18.3 B. Of the twenty-four(24)units, a total of fifteen(15%)percent of the multifamily units,or three(3)units will be set aside as Affordable Units' which also requires a special permit in accordance with the Inclusionary Housing provisions under Article 8, Part 1.3 (In.clusionary Housing Requirement) of the Zoning Bylaw. 20 The purpose of the Downtown Overlay District Design Guidelines is to suggest a variety of choices for achieving design compatibility within the Downtown Overlay District.Accordingly, the Applicant has incorporated the following design guidelines to the extent practicable,and where compatible with the many features of the District, as depicted on the Site Plans, including the architectural elevations and landscape plans as follows. A. Urban Deggg.E"IyM, and B. -Architectural Features. Fifteen percent(15%)of the total of twenty-four(24)housing units proposed at the Property equates to 3.6 units,but a total of three(3)Affordable Housing Units are required since Subsection A.(d.)of Section 195-8.99(mandatory Provision of Affordable Units)states that any calculation of required Affordable Housing Units that results in the fractional or decimal equivalent of three-quarters(.75)or above shall be increased to the next highest whole number. Downtown Overlay District,Site Plan Review,Parking,mid Inclusionary Housing Special Permits Memorandum -- Planning Board 4 General Overview, After careful review of the existing downtown and its present design elements,we propose a mixed-use mansard style brick building at the com f M earner oain and Second Street. The design elements as proposed reduce massing on site by allowing the upper third floor(3d) to inhabit the roof volume space, as seen in a typical mansard style. The building is <451-0" tall at its highest point. The ground floor is to be commercial space, and the two upper levels (2 and 3) are to be residential, consisting of 24 units total. The total GFA of the building is 37,867 GSF. All building esi heights, setbacks, and other features are in compliance with the design guidelines Exterior- The two street facing facades employ the strategy of staggered wall faces, creating a dynamic and interesting street presence, while also simultaneously providing outdoor spaces for the proposed residential spaces above. The rear of the building holds the car parking, using spaces I ew on the perimeter as well as tandem covered spaces below. The main material of the rear elevations is to be a metal panel system, which helps break up the masonry details as seen on the front. T e 'I - h same staggered wall.face approach is applied to the rear, allowing outdoor spaces to be created as well. The roof system will be composed of mostly flat EPDM rubber roofing, and mansard roof ng as applicable. A communal roof deck will also be provided as a resident amenity, at the Main Street side of the building. All Exterior materials, lighting, doors, windows, and exterior colors are in compliance with the design guidelines.Although there are no proposed exterior signs, flags, or banners yet, we will comply with all design guidelines. Materials.* The maj*on*ty of the building is to be brick masonry exterior walls, with remaining exterior wall to be gray metal.panels. The roof shingles are to be faux-state, and the 3' floor dormers will also be cladded in metal panels, i to help reduce height massing. All proposed exterior lighting to P comply with Dark Sky guidelines, and will be implemented as such to reduce glare for the neighborhood and vehicles. Windows are to be large casement windows, with trim color to match the grey metal panels. All decks to feature metal. cable wire guard railings with wood handguard. All Exterior materials, lighting, doors, windows, and exterior colors are in compliance with the design guidelines. Floor Use and Description: The ground floor design uses operable door systems throughout the street frontage to encourage pedestrian interaction with the proposed commercial space. The common area of the first floor will have a general building lobby,office, water room,pump room, electric room,trash room, as well as the necessary vertical circulation of stairs and elevator. There will be covered tandem parking for residents, and protected bike storage as well. The upper residential floors (2 and 3) are essentially identical in layout, using a double loaded central corridor, and a common amenity space in the middle, which.uses a light well to let natural light into the interior. The unit breakdown per floor is three (3) one bedrooms, and eight (8) two bedrooms, 12 total per floor, 24 units total in.the entire bull-ding. Most units arc to have a large recessed outdoor deck space that is on average 6'-0" deep, and 15'-0" wide. All units are Downtown Overlay District,Site Plan Review,Parking,and Inclusionary Housing Special Pennits Memorandum -- Planning Board 5 proposed to have mostly open concept floor plans, with kitchen, dining, and living, all in the same general area. The flat roof area is designed to incorporate the rooftop units for HVAC, a limited roof deck amenity for residents, and the light well for the communal amenity area below. The elevator head house and access stair will also be present on the roof C. on-sine!'fflR rev gM0!ts. Fences and walls. A 6-foot tall fence along the southern side of the property or side of the Property abutting existing residential uses off Main Street) is proposed to provide screening from the parking lot. The fence will be a wood panel fence mounted on a retaining wall. A retaining wall up to approximately 5 feet in height will. be required along the southern side of the site(since the Property in this location will be set lower in elevation that the abutting property to the south) in order to accommodate lower grades on the site and the higher grades along the neighboring properties. Landscaping and plants. Street trees in and along the Main Street and Second Street sidewalk are proposed. Landscaping on site includes planters and curbed landscape areas with trees and perennial vegetation. Special pavement and sidewalk treatment. New concrete sidewalks on Main Street and Second Street are proposed. Specialty accent paving is proposed on site in front of the building on Main Street and along the side on Second Street. Street and parking lot lighting. The lighting plan includes new decorative lighting fixtures designed to be Dark Sky compliant, and which will minimize off-site glare and spillover off the Property using house side 9 ,shields, all as depicted on the photometric plan attached to the Site Plans. All proposed lighting will meet IESNA (Illuminating Engineer Society of North America) standards. Refuse storage. Refuse ith storage and access will be interior to the building w sliding door access from 9 1. 1 the parking lot drive aisle. 3. Compliance With Site and Design Criteria(§ 195-18.5.). The site and design criteria apply to the Project since it consists of a mixed use project which includes more than three(3)residential units. Accordingly,the Project complies with these Criteria as follows: A. Site access. Two of the four existing curb cuts will be eliminated to provide safe and convenient access through the Property. No new curb cuts are proposed,but the existing curb cut on Main Street and a second curb cut to the rear of Second Street will remain, while two curb cuts, including the existing curb cut serving 14 Second Street, and the curb cut on Second Street closest to Main Street will be eliminated. Downtown Overlay District,Site Plan Review,Parking,and Inclusionary Housing Special Permits Memorandum -- Planning Board 6 (1)Curb cuts within 200 feet of intersections are subject to site plan review. The existing curb cut on Main Street is within 200 feet of the intersection of Main Street and Second Street, will be reduced to 24 feet in width, and is generally in the same location as exists today. The existing curb cut on Second Street to remain is located just outside of 200 feet from the intersection of Main and Second Streets. (2)Curb cuts greater than 30 feet and driveway openings greater than 20 feet are subject to a site plan review. Full-width curb cuts are prohibited. The existing curb cut on Main Street w ill be reduced to 24 feet wide and is generally in the same location. The existing curb cut on Second Street will be maintained at approximately 28 feet wide. B. Parkintix rpt"i uiremeuts. (1)Parking areas on-site are located to the side and rear of the structure. There will be no parking within the required front yard setback. (2)Parking areas include provisions for the "parking" of bicycles in bicycle racks in locations that are safely segregated from automobile traffic and parking. A bike room for residents is proposed on the ground floor with the access from the Second Street sidewalk. (3)Where possible,parking areas are interconnected in a manner that allows the unobstructed flow of pedestrians between businesses and the parking areas. (4)As further described in the parking special permit provisions below, the Applicant is requesting a reduction of the number of on-site parking spaces and/or the location of the required parking spaces as described in Article 8 Part 1. However, all residential parking will be accommodated on the Property. The Applicant has demonstrated that the existing on-street parking areas has the capacity to accommodate the expected demand from the proposed commercial/retail use without placing an undue burden on existing facilities already relying on su ch spaces such that a total of.26 on-street parking spaces within a radius of 200 feet is proposed to be counted as part of the required parking need. (5)The parking on the Property which abuts the R-4 residential district is not be located within less than five feet of the lot line, and a wall or fence of solid appearance or a tight evergreen hedge having a height of no less than five feet shall be erected and maintained between such area and the property in the residential district. C.Pedestrian and Bicvcle Circulation. Provision for safe, convenient, and improved pedestrian access to buildings, sidewalks and parking areas has been.incorporated into the Project plans, and has been designed in concert with landscaping plans noted below based upon considerations of safety, handicapped access and visual quality. A bike room on the ground floor with access from the Second Street sidewalk is proposed. A covered pedestrian walkway along the south side of the building is proposed to allow access from the parking lot and covered parking into the building. This covered walkway is separate and protected from the parking lot drive aisle. A crosswalk from the ADA accessible parking spaces to the covered walkway is proposed. Downtown Overlay District,Site Plan Review,Parking,andinclusionary Housing Special Permits Memorandum -- Planning Board 7 D.La,nscaAppropriate landscaping and design has been developed by an experienced landscape architect, and such design is in concert with the intent of this regulation. The Landscape Plans depicts the type, size and location of all proposed plantings. (1)The side yard will be screened from the public view by a solid wood fence having a height of six feet. (2)The parking area will devote at least 5%of the interior of the parking lot to landscaping. In addition, four shade trees will planted to the rear of the site, which is a minimum of one shade tree for every six parking spaces and 22 surface parking spaces are proposed. Trees planted within parking areas will be planted in raised curbed area of at least 60 square feet of e e area. The proposed tree will be over three feet in height. (3)One shade tree will be planted for every 40 feet of street frontage. On Main Street there is approximately 152 feet of frontage and four street trees are proposed with two(2) tree wells in the Main Street sidewalk and three(3)tree wells in the Second street sidewalk. (4)The streetscapes will.be accentuated with planters and specialty paving to create a more walkable,pedestrian feel to encourage pedestrian use. (5)Exterior lighting has been directed downward to reduce glare onto adjacent properties. 4. Compliance With Intensity of Use Requirements (8 1.95-18.6.)* X A. Location and distribution of uses.As a mixed use building, the ground floor will be occupied by business and accessory uses only. B. Heiaht. Since the proposed new building height is proposed to be approximately 42 Beet, the Applicant is requesting the Board to grant a special permit to allow an increase in the building height,but the total height does not exceed 45 feet and three stories. Subject to the foregoing, and although the Project building increases the intensity of use over what was previously in existence on the lot, the new building design., as well as the traffic and pedestrian improvements and related safety measures incorporated into the Project, the additional height is consistent with the scale of adjacent structures and is necessary to maintain the area's character. Moreover,the relaxation.of height limitations to allow the height of the building will not interfere or negatively impact abutting properties, giVen the measures incorporating new screening and landscaping particularly along the property lines abutting the residences in the R-4 Zoning District. C. Setback. Setbacks which are depicted on the Site Plans, have been established for the Project, and are in compliance with Downtown Overlay District requirements. D. Orientation. The Building has been oriented parallel with.the front setback line to establish and preserve a consistent building line, and the primary entrances are oriented toward Downtown Overlay District,Site Plan Review,Parking,and Inclusionary Housing Special Perinits Meniorandwri -- Planning Board 8 the street. The front facade of the building also faces onto a public street and not towards a parking lot. E.Articulation. Significant attention has been paid to building articulation. For WEP 9 example, since the building maintains a width of more than 60 feet facing a street line the building has been divided visually into sub-elements which, express the Fanctional diversity within the building. F. TranjLr t,,a tw e,nc v,. I he Buildings street facing facades include the required area be een two feet and eight feet in height, which is comprised of clear windows that allow views of indoor nonresidential space or product display areas, well in excess of the 60%minimum requirement, and consistent with that seen in traditional downtown storefronts, G. Doors and entrances. (1)The building has a primary entrance door facing a public sidewalk. (2)Building entrances may include doors to individual shops or businesses, lobby entrances,, entrances to pedestrian-oriented plazas, or courtyard entrances to a cluster of shops or businesses. (3)The main business entrance to each ground-floor business shall be accentuated by larger doors, signs,roof overhangs, hooded front door, canopy or similar means. (4) Where a building has a street frontage greater than 100 feet, doors are placed an average of one door every 50 feet of frontage. H. Utilities. Underground utilities for new and redeveloped building may be required �Iw unless physically restricted or blocked by existing underground obstructions. Sanitary sewer, water, electric, and telecommunications services for the building will be underground and are shown on CG 10 1 of the Site Plans. 5. Compliance With Special Permit Standards and Criteria (§ 195-18.7.)* As noted above, a Downtown Overlay District Special Permit i.s required for the construction of in excess of 18 dwelling units(Section 195-18.3.B.', and for an increase of building height over existing structures (Section 195-18.6-Bow,pursuant to Article 18. In addition to compliance with the general special permit criteria pursuant to § 195-10.7 described below, these Project elements also demonstrate compliance with the following.- A.IML,,act on the neig,,hborhood visual hara'ct+er includin architectural design, views and vistas* The Project has been designed to blend in with the downtown.neig hborhood, and enhance architectual design in this gateway location to the downtown.. The design elements of the current downtown area consist of traditional New England styles of brick, various shingle styles, and Downtown Overlay District,Site Plan Review,Parking,mid Inclusionary Housing Special Permits Memoranduni -- Planning Board 9 more recently,modem elements such as windows with darker tnh.n, and clean, forward thinking aesthetics.The proposed building is consistent with brick elements as seen at the West Mill along Water Street, while implementing dark window trim style as seen at 70 Main Street. The comer of Main and Second Street is emphasized by the presence of the proposed building,while simultaneously providing a gateway to the downtown when entering from the south on.Main Street. The mansard roof style has been implemented to not only reduce height, but to also use a traditional building style rather than a fully modem, contemporary box shaped building. B.The deoree to which the ro,)osed us�ew�ill share an access�dri�vew�av�an�d/or cuts. Two of the four existing curb cuts will be eliminated to provide safe and convenient access through the Property. No new curb cuts are proposed,but the existing curb cut on Main Street and a second curb cut to the rear of the site along Second Street will remain, while two curb cuts, including the existing curb cut serving 14 Second Street and the curb cut on Second Street closest to Main Street, will be eliminated. Parking for the residential use is provided on site and the commercial space will primarily use street parking. .used upon the foregoing, the Applicant has demonstrated compliance with these requirements such that a special permit for both the proposed 24 dwelling units, as well as the proposed building height and related design should be granted. B. SITE PLAN REVIEW CRITERIIJ§12�- .f Section 1.95-18.2 of the Downtown Overlay District provides that an application for the Downtown Overlay District shall be deemed to satisfy the requirements for site plan review as described in Article 8 Part 3. Nevertheless,the Applicant demonstrates compliance with Article escri 1 8, Part 3. Specifically, Article 8, Part 3, §§ 195-8.10. through 195-8.17. of the Zoning Bylaw describes the site plan review process, and § 195-8.15. lists the review criteria and design guidelines ui ines used by the Planning Board to evaluate the Project as part of its site plan review special permit process. A description of these criteria, and how the Project meets such criteria, are described as follows: A. GENERAL 1. Conformance with all appropriate provisions of the Zoning Bylaw. As noted above, the Profect includes a proposal for a mixed use project including both proposed commercial and residential uses. As to ground floor commercial uses, the Applicant proposes to construct approxinately 6,700 s.f of leasable commercial space for commercial uses devoted to office, general retail., and/or professional uses and associated accessory uses as a part of the proposed mixed use structure, all of which are by right uses under Section 195-18.3.A of the Zoning Bylaw. In addition, the Applicant's proposal for the construction of twenty-four(24) residential units evenly distributed between the second and third floors of the building requires a special permit as it exceeds eighteen(18) multifamily dwellings in accordance with Section 195-1.8.3.B. The Project also conforms to all dimensional criteria listed in § 195-18.6. of the North.Andover Zoning Bylaw except for those requirements for which Special. Permits are Downtown Overlay District,Site Plan Review,Parking,and Inclusionary Housing Special Permits Memorandum -- Planning Board 10 requested herein. Compliance with dimensional requirements is summarized on the Site Plans. 2. Protection of abutting properties from detrimental site charac ten'stics. The Project provides appropriate building setbacks from.the adjacent properties. The adjoining business properties will not be negatively impacted by the proposed Project. Similarly, the adjacent residential.uses abutting the Property, which are also within the Downtown Overlay District, will be appropriately buffered and screened in a manner which will complement the surrounding uses and which minimizes potential impacts to surrounding uses within the neighborhood. B. ENVIRONMENTAL e 9% 1 Protection of uniqu or important natural,historic or scenic features. The existing Property currently consists entirely of paved surfaces, buildings and other impervious surfaces, with little or no scenic features. Although the Property contains no wetland resource areas, the Project has been designed with.enhanced stormwater management measures to ensure that there is no degradation of water quality as a result of the Project as required in connection.with the Massachusetts DEP Stormwater Standards and the Town's Storm water Regulations (Chapter 250). The Property is not included within the Machine Shop Village District, but one parcel abuts that District so attention will.be paid to ensure appropriate buffering and screening which will be enhanced when.compared the vegetation which exists today. There are no known historical.resources on the Property. 2. Adequacy of proposed methods of refuse disposal. The Project includes a disposal system area internal to the building. Solid waste disposal and recyclables,would be handled by a private commercial hauler, consistent with current practices and other similarly situated properties within the Downtown. 3. Ability of proposed sewage disposal and water supply systems within and adjacent to the site to serve the proposed use. The existing Property is current served by town water and sewer facilities. Sufficient capacity exists within the municipal system to accommodate the proposed Project's water and sewer needs. The Project will also include the reuse of an existing sewer tie-in connection with gravity flow from the existing private sewer lateral from the Property extending to the 1.2-inch sewer main within Main Street, as well as a water connection service from the Property to a 12-inch water main within Main Street. 4. Adequacy of the proposed drainage system within and adjacent to the , A site to handle the increased runoff resulting from the development. Downtown Overlay District,Site Plan Review,Parking,and Inclusionary Housing Special Pennits Memorandum -- Planning Board An improved underground collection and stormwater management system is being proposed, and accommodates all runoff resulting from the redevelopment. The proposed storinwater management system will provide water quality treatment, recharge of groundwater, and peak flow rate attenuation.. Below are the feature used in the proposed design: Trench drains with filters: Trench drains discharging to infiltration tr i-on system will be constructed with filters to provide pretreatment. Subsurface Infiltration/Detention S11111st Provides TSS,Nitrogen, Phosphorous, Metals, and Pathogen removal while encouraging groundwater recharge and provides peak flow rate attenuation. Ero m*etary ►e arators Vatgr I i t�y, Provides TSS removal and oil L) _Qqa water separation.. The primary source of water quality varies for each watershed. Pretreatment of runoff is provided before reaching infiltration features with the exception of roof water runoff Roof water is considered clean and can be discharged directly to the infiltration practice. The Property will achieve a minimum of 80% TSS removal before being discharged from the site. All drainage and runoff systems are designed to prevent the contamination of groundwater, and drainage and runoff will.be recharged onsite. Site storm water will be designed and managed in accordance with the DEP's Ston-nwater Management Policy and related technical guidance, and the Planning Board's Stormwater Regulations (Chapter 250). The Project's storm water design will also be peer reviewed by the Board s peer review engineers. Please refer to the enclosed Stormwater Management Report attached as Exhibit C for additional infon-nation. 5. Provision of adequate landscaping,Including the screening of adjacent residential ,al uses provision of street trees landscape islands in the es I I parking lot and a landscape buffer along the street frontage. As described above, a Project goal is to enhance the existing landscaping and create meaningful gathering areas for the surrounding neighborhood, future residents, and ground floor commercial area users. Under existing conditions there is minimal landscaping on the Property. The Project will. incorporate landscape screening and buffering along certain areas of the Property's perimeter, which will include a combination of street trees, fencing,planters, and other landscape buffering to establish adequate screening between the Property and abutting residential and commercial uses. Natural materials are proposed such as wood for the screening fence along the retaining wall. The proposed plant material has been chosen to be either native'and/or adapted drought tolerant and hardy species. The proposed landscape design is intended to enhance the Downtown Overlay District,Site Plan Review,Parking,and Inclusionary Housing Special Permits Memorandum -- Planning Board 12 streetscape experience along with the residents of the property with vegetation at certain perimeter areas of the paring lot. The landscaping plan will also incorporate proposed planting beds along the building frontage where appropriate and specialty paring along key entry paints at both Main and Second Street frontage. A copy ofthe Landscape Flan is attached as pat of the Site Flans in Exhibit F. . Adequacy of the soil erosion plan and any plan for protection of steep slopes, both during and after construction. An erosion control plan has been provided as part of this submission. All proposed grades within landscape areas will not exceed :1, and all slopes will be stabilized bath during and after construction. The Applicant will tale particular care with respect to maintaining enhanced erosion and sedimentation controls to avoid impact to the streets and adjacent properties. 7. Protection of adjacent properties by minimizingthe intrusion of lighting, including parking lot,and building exterior lighting. photo metrics plan has been provided as a part of this submission. Light poles will include recessed bulbs with flat lenses to eliminate glare. Where necessary, fixtures will include house-side shields therefore the lighting will not cause glare and minimize spillover onto adjacent properties or streets. The proposed lighting design is to be compliant with IESNA standards along with being Dark-sky compliant. 8. The proposed development must not present a demonstrable adverse impact on the surrounding area resulting from excessive noise, dust, smoke, or vibration which are higher than levels now experienced from uses permitted in the surrounding area. The Project layout has been designed to ensure that there will be no long-term. impact on the surrounding area from excessive noise, dust, smoke or vibration bath during and after construction, and the construction plan will ensure that noise, dust, smoke, orvibration is minimized to the extent practicable. Screening along common boundaries with residential uses will be appropriately screened with fencing and landscaping to minimize such disturbance. C. DESIGN 1. Buildings shall be located with respect to setback,placement of parking,landscaping and entrances and exl*ts with surrounding buildings and development. Downtown _ver ay istriet,:site Plan Review,Parking,and Inclusionary Housing Special Pe its Memorandum - Planning Boar 1 The Project building will comply with applicable setbacks, and particular attention has been paid to ensure that the building is located close to the comer of Main and Second Streets, and away from abutting residential uses located on non- street boundaries, in order to minimize potential impacts. The four existing curb cuts wi *11 be reduced to two curb cuts including one access point at both Main Street and Second Street, as depicted on the Site Plans. No conflict will exist between the Project and the proposed parking, landscape, entrance or exit of another adjacent use as both curb cut access points currently existing today will be under stop control. The Traffic Assessment &Parking Utilization Study(the "Traffic Report")provides additional detail on the adequacy of site circulation. as related to existing surrounding buildings and development. A copy of the Traffic Report is attached as Exhibit D. MIMIMMMKIN"W" 2. The buildings shall relate harmoniously to each other in architectural style, site location and building exits and entrances. The architectural style of the proposed building has been designed to include both traditional. and modem elements. The style has been designed to blend in with and enhance the aesthetics of the site and surrounding neighborhood in a welcoming fashion. The main.entrance of the building is along Main. Street, as a method to increase potential downtown foot traffic, while also providing a potential neighborhood gathering space by providing a use that the general public can benefit from, such as a professional office or general retail shop. The secondary building access point is along Second Street, which acknowledges the transition from downtown to residential neighborhood. Knowing this, the second street fagade and cadence echoes a townhouse style as it extends down Second Street, with.a scaled,human-centric, approach. A set of architectural elevations,, plans and specifications is attached as part of the Site Plans in Exhibit F. 3. Screening shall be provided for storage areas, loading docks, dumpsters, rooftop equipment, utility buildings and similar features. The proposed refuse areas be internal to the building and will.not be visible. Solid waste disposal would be handled by a private commercial hauler, consistent with current practices for commercial properties in the Downtown. All mechanical, electrical and HVAC units have been either located within the building or will be suitably screened, and will not be visible, or create a nuisance, or create objectionable noise, to surrounding properties. 4. Electric, telephone, cable t.v., and other such lines and equipment must be placed underground. All new utilities will be-located underground except for electric transformer pad and other utilities which public utility companies require to be designed and operated otherwise. Please refer to the enclosed utility plan CGI 01 shown as part of the Site Plans for more detailed information. Downtown Overlay District,Site Plan Review,Parking,and Inclusionary Housing Special Permits Memorandum -- Planning Board 14 5. Demonstrate that the scale,massing and detailing of buildings are compatible with those prevalent in the surrounding area. Proposed building architecture is designed to respect and complement the scale and style of the buildings in the surrounding downtown area. Please refer to the attached architectural renderings, elevations, and narrative for additional detail. The building's proposed massing is lessened by the design of a mansard roof to reduce perceived and actual heights of the structure. As designed, the roofline is 42 feet from grade at its tallest point on Main Street. With the proposed grade on the site running lower as the property extends from main Street along Second Street, the building will also, in turn, be lower in elevation as it extends down Second Street, where it is a maximum of—37'-0" in height from proposed grade. D. TRAFFIC/PARKING 1. The location and number of curb cuts shall be minimized to reduce turning movements, and hazardous exits and entrances. According to the "'Traffic Assessment& Parking Utilization Access Study for Proposed Redevelopment, 149 Main Street and 14 Second Street, North Andover, Massachusetts,"dated November 18, 2022, prepared by Langan Engineering & Environmental Services (the"Traffic Report"), the number of curb cuts for the Property is being reduced from four to two, and is appropriate for the proposed use. The Traffic Report adds that the driveways have been designed to provide sight lines that exceed minimum requirements for safe stopping distances. Moreover, the Traffic Report states that any proposed landscaping and signs in the vicinity of the site driveway will be located sufficiently back from Main Street and Second Street so as not to impede the avail-able sight distances, and will provide safe access to the site and is being designed to minimize conflicts between motor vehicle and pedestrians. Lastly, the Traffic Report states that based on the analysis and in-formation contained within the Traffic Report, the development is considered a low-traffic generator, and that the proposed on-site parking layout and.site access locations on the Property are not expected to cause detriment to the surrounding roadway network and should maintain or improve on-site and off-site traffic circulation patterns and minimize conflicts between motor vehicles and pedestrians. A copy of the Traffic Report attached hereto as Exhibit D. 2. Provision for access to adjoining properties shall be provided as appropriate, As shown on the Site Plans, there are no practicable opportunities to provide access to adjoining properties. Therefore, this criterion is not applicable to the Property and:Project. However, all proposed circulation improvements through the Property have been designed and constructed to enhance access and Downtown Overlay District,Site Plan Review,Parking,and Inclusionary Housing Special Permits Memorandmn -- Planning Board 15 circulation and to minimize vehicular and pedestria n conflicts in conjunction with both the commercial uses internal to the Property, as well as off-site in connection with both access points onto Main and Second Streets. 3. Driveways shall be located opposite each other wherever possible. Based upon the Property configuration as related to the existing off-Property roadway network, the Project's two main access driveways onto abutting streets will remain in the same location, and as such, it is not reasonably possible to realign those access points otherwise, as further discussed within the Traffic Report. 4. Joint access driveways between adjoining properties shall be encouraged. As depicted on the Site Plans, it is neither practicable nor safe to design Joint driveways with abutting properties. Nevertheless, the Traffic Study indicates the two existing access points will adequately serve the existing and proposed Property uses. 5. Internal circulation and egress shall provide for traffic safety. The following is a summary of findings on circulation in the Traffic Report. The proposed parking facilities have been designed to promote efficient on-site vehicular circulation., minimizing the number of direct connections between parking aisles and the main access driveways to Main Street and Second Street. The proposed parking layout has also been designed to minimize vehicular and pedestrian conflicts through the construction of on-site painted pedestrians connections between parking spaces and building access points. Trash collection operations for the building have been designed to minimize conflicts with both passenger car movements and pedestrian circulation to the greatest extent practical. In summary, the proposed internal circulation layout in conjunction has been designed to minimize conflicts between cars, trucks and pedestrians. E. STORMWATER MANAGEMENT. 1. At a minimum,all projects subject to site plan review shall comply with the c "ter*ri aria, specifications, and performance standards of the most recent version of Massachusetts Stormwater Management Standards and accompanying Stormwater Management Handbook. The Lake Cochichewick Watershed Area shall be considered a critical area in terms of applicability of the standards. Downtown Overlay District,Site Plan Review,Parking,and Inclusionary Housing Special Pennits Memorandum -- Planning Board 16 The Project stormwater management system represents a vast improvement over existing conditions on site today. The existing site does not have a stormwater management system and provides no water quality treatment. The proposed stormwwater management system will comply with the criteria, specifications, and performance standards of the most recent version of Massachusetts Storm water Management Standards and accompanying Stormwater Management Handbook, as well as the Town's Stormwater Regulations (Chapter 250). 2. Projects subject to the bylaw shall also comply with the requirements and criteria outlined in Articles VII through X of the North Andover Stormwater Management and Erosion Control Regulations (Chapter 250) promulgated under Chapter 165 of the Town Bylaws (Stormwater Management and Erosion Control Bylaw). The Project stormwater management system has been designed to comply with the requirements and criteria outlined in the North.Andover to water Management and Erosion Control Regulations (Chapter 250, as most recently amended in June 2022), and promulgated under Chapter 165 of the Town Bylaws (Storr water Management and Erosion Control Bylaw). F. LANDSCAPE DESIGN. 1. Landscape designs shall be developed based on soil,light and other site- specific conditions. Plant species shall be chosen for their ability to thrive in the post-development soil,water and use conditions of the site without significant*r gni icant supplemental water or fertilizer, once established. As depicted on the landscape plans included as a part of the Site Plans,plant species are drought-tolerant, and were selected for their ability to thrive in the post-development soil, water and use conditions of the site without significant supplemental water or fertilizer, once established. Where the site allows, native plant species are incorporated into the design to promote potential areas for pollinator species and also allowing mini.m.al-maintenance to detect future invasive species. 2. Plant species shall be native to inland Essex County or shall be culti*vars of these native species. As depicted on the plant list accompanying the landscape plans included as a part of the Site Plans, plant species shall be native to inland Essex County or shall be cultivars of these native species. For the reasons described above and in the supporting documentation and Site Plans described above, the Applicant respectfully requests the Board to vote to grant Site Plan Downtown Overlay District,Site Plan Review,Parking,and Inclusionary Housing Special Pennits Memorandum -- Planning Board 17 Approval of the Pro*ect on the Property as the Site Plan complies Frith all current bylaw requirements of the Town, and the Site Plan has been submitted in accordance with the regulations and procedures as outlined in this Part 3 and § 195-10.7A, Conditions for approval of special permit, as further described below. 11 r I C. PARKING SPECIAL PERMIT CRITE R IA ''b 195-18.5.D & 195: �.8* As noted above, Section 195-18.5.13 primarily governs parking requirements on properties located within the Downtown Overlay District. Moreover, as required under § 195- 18.5.B.(4)of the Downtown Overlay District, the applicant may reduce the number and/or the location of the required parking spaces as described in Article 8, Part 1., of the Zoning Bylaw where consideration may be given to the hours of usage of the proposed use/structure, hours of usage of other uses/structures within the Downtown Overlay District, amount of shared parking with other uses, as well as other relevant information.to assist the granting authority in determining the need for additional parking for motor vehicles. Relief may be granted, provided that it is demonstrated that the additional demand for such spaces can be reasonably met without placing an undue burden on existing facilities already relying on such spaces under the following conditions: (a)allow parking areas to be shared with adjoining businesses based upon having peak user demands at different times,provided that all businesses sharing parking are located on the same lot; and, (b)on-street parking spaces within a radius of 200 feet may be counted as part of the required parking need. We also note that in accordance with § 195-8.8, since the proposed development or project seeking a special permit pursuant to this § 195-8.8 also requires the granting of a site plan.approval special permit pursuant with Part 3, Site Plan Review, the conditions and requirements for parking under Part 1 of Article 8 shall be incorporated into and combined as a single application,review, and approval process for a site plan review special. permit issued in accordance with Pail 3 of Article 8. The Applicant proposes a combination of on-site parking, and on-street parking which both meets the needs of persons to be residing, employed or to make use of the services to be provided at the Property, while at the same time promoting better site design through the use of flexible parking standards as described below. Specifically, the Applicant is requesting a parking special permit using a combination of various circumstances outlined under Section 195- 8.8D., as further described below. However,, all residential parking will be accommodated on the Property. As further described in the Parking Utilization Study perfom-led by Langan, and given to the varying hours of usage of the proposed use/structure and hours of usage of other uses/structures using on-street parking within the Downtown Overlay District as described in the Parking Utilization Study, along with the varying times when parking is needed for the proposed uses at the Property, the Applicant has demonstrated that the additional.demand for such spaces can be reasonably met with the available on-street parking spaces without placing an undue burden on existing facilities already relying on.such spaces under the following conditions where: (a) A total of 44 on-site parking spaces are proposed on the Property which will allow 12 parking spaces proposed to be shared with residents and commercial uses based upon having varying peak user demands at different times to serve the residents. Downtown Overlay District,Site Plan Review,Parking,and fnelusionary Housing Special Permits Memorandum -- Planning Board 18 (b)A total of 26 on-street parking spaces within a radius of 200 feet are proposed to be counted as part of the required parking need for the commercial use. As described in the Parking Utilization Study,the existing on-street parking spaces can accommodate the expected parking need for the commercial use. The Parkint,y Utilization Stud As noted above, a Parking Utilization Study, dated November 18,2022, was prepared by Langan Engineering,based upon a scope reviewed in consultation with the Planning Director. Based upon the scope of work, Langan performed a usage analysis on 2 separate areas, including: (1)on street parking spaces located within 200 feet of the Property- (2)on-street parking spaces within 600 feet of the Property(i.e., on-street parking on Main Street extending from Merrimack Street to Waverly Road-, Water Street between Main Street and Merrimack Street; and, School Street and Second Street 200 feet south of Main Street). The parking counts were performed on 3 separate days representative of existing traffic conditions (i.e., 2 weekdays and a Saturday). The counts were also performed during the hours of 8.-00 am to 8:00 pm, at 30 minute intervals. The results of the Parking Utilization Study included within the Traffic Report are attached as Exhibit D. The major findings/conclusions from the Parking Utilization Study were as follows: 1. Peak of#1 above; the peak utilization of the parking spaces within a 200-foot radius of the site is 38 percent 2. Peak of#2 above; the peak utilization of the parking spaces across all the streets and segments is 57 percent with an average utilization of 32 percent. A. Common Par .in gand For the reasons described in the Traffic;Assessment and Parking Utilization Study,the reduction of the proposed parking is appropriate for the Project since the hours, days, or peak parking demands for the uses are so different for the current and projected future uses at the Property that a lower total will provide adequately for all uses or activities served by the parking facility, and that the location of the parking facility in relation to the uses proposed to be served by it is appropriate. The Project wi.11 involve a combination of uses on the Property, and many of the uses will have varying peak parking demands over the day. As described in the Traffic Assessment and Parking Utilization Study, the hours, days, or peak parking or loading demand for the uses are so different that the proposed number of Project spaces will provide adequately for all uses or activities served by the parking facility, and the location of the parking facility in relation to the uses proposed to be served by it is appropriate. More specifically, the parking demand analysis contained within the Traffic Memorandum supports the proposal for the reduced parking demand and a parking reduction. Pursuant to § 195-8.8.D(5)(b), a parking demand analysis has been.prepared for the Project and is attached to as'Exhibit D. The analysis was performed following the standards and methodologies of the Institute of Transportation Engineers (ITT and the Urban Land Institute (ULI) for conducting parking demand studies, and has demonstrated that the 44 on-site parking Downtown Overlay District,Site Plan Review,Parking,and Inclusionary Housing Special Permits Memorandum -- Planning Board 19 the spaces that are provided for the Project are sufficient to support the curre 13F 01 nt and future tenancies, and that the granting of a special permit for a deviation.from the parking requirements of§ 195- 8.4 will not cause a detriment to the surrounding neighborhood,or otherwise result in unsafe conflict of motor vehicle and pedestrian traffic. B. Reduction in In addition to the common parking spaces noted above,the Applicant is proposing to reduce the number of required parking spaces to be located off-site from 40 to 26 parking spaces for the commercial use, representing a,35% reduction of the total number of spaces otherwise required under the Table of Parking Regulations where a reduction of up to 35% is allowed under this subparagraph. Based upon the projected parking usage and other information.contained within the Traffic Memorandum Assessment and Parking Utilization Study, the Applicant feels that such lesser amount of parking spaces is justified by the Applicant's parking demand analysis undertaken pursuant to § 195-8.8.1)(5) (b)that is attached as Exhibit D. The parking demand analysis demonstrates that the requested reduction in.parking from 40 p arking spaces to 26 parking spaces (a 35%reduction in the number of required parking spaces) will not cause a detriment to the surrounding neighborhood, or otherwise result in unsafe conflict of motor vehicle and pedestrian traffic. Based upon the projected parking usage and other information contained within the Traffic Report, the Applicant feels that such lesser amount of parking spaces is justified. C. Modification of The Applicant is also requesting approval to modify certain parking design standards to allow for both tandem spaces to be located under the building for the exclusive use of Building residents, and to allow for certain on-site compact par.king spaces to enable the Applicant to enhance landscape design and layout adjacent to screening areas. Section 8.8.1)(2) specially allows the modification of parking design standards to allow "tandem parking" (defined as two parking spaces placed one behind another in single file) for purposes including but not limited to valet parking for restaurant uses, for employee parking, or other purposes upon such terms and conditions as may be acceptable to the Planning Board. D. 195-8,8.A.) Accordingly,based upon the Traffic Memorandum, the Assessment and Parking Utilization Study, the Site Plans, and other infori-nation filed with.the Board as part of this hearing,the proposed parking adjustments identified above satisfy the requirements under Section 195-10.7 below, and also: (1) are consistent with.the purposes of off-street parking requirements under§ 195-8.1 (Intent) sirice: (a)the proposed parking will meet the needs of persons employed at or making use of such structures; (b)the proposed arrangements maximize the efficiencies of parking facilities and uses; and, (c) the parking proposed above promotes better site design through the use of flexible parking standards; and, Downtown Overlay District,Site Plan Review,Parking,and Inclusionary Housing Special Pennits Meinorandun.i -- Planning Board 20 (2) the proposed parking adjustments will not cause detriment to the surrounding neighborhood and the parking layout will be enhanced through shared parking and access points, will not result in a change in the type of traffic or change traffic patterns and access to the Property, will not reduce on-street parking, and will not result in any unsafe conflict of motor vehicle and pedestrian traffic. For these reasons, the Applicant respectfully requests the Planning Board to vote to approve the requested par-king adjustments described above, and depicted on the Site Plans as part of its Site Plan Review Decision. D* INCLUSIONARY HOUSING CRI[TERIA Since the Project involves a development which includes a multifamily housing component(Section 195-8.97) having in.excess of seven(7)units on the Property,the Inclusionary Zoning Bylaw requires applies to the Project. As a result,the Project must provide *tS)2 that no less than 15%of the dwelling units or three (3) ant be set aside as Affordable Units available to Income Eligible Households, subject to the Planning Board's grant of a Special Pen-nit under Section 195-8.98 which conditions approval on the Applicant's compliance with the provisions of Sections 195-8.95. through 195-8.108. The Applicant shall comply with the Inclusionary Housing Bylaw by conditioning the Special Permit to be subject to establishing the required Affordable Units on the Property, qualifying the Affordable Units as LIP Local Action Units,preparing an affirmative marketing plan, establishing an affordable housing restriction for the term required by the Inclusionary Housing Bylaw, and shall work with the Town and the DHCD to qualify the Affordable Units for the Town of North Andover's Subsidized Housing Inventory. E. SPECIAL PERMIT APPROVAL CRITERIA Section 195-10.7A of the Zoning Bylaw provides that the Planning Board shall not approve any such application for a Special Permit unless it finds that in its judgment all.the following conditions are met. The following lists the criteria under § 195-10.7A. (1) and how these criteria are met. (a) The specific site is an appropriate location for such a use, structure or condition. The Property is zoned for the used allowed in the Downtown Overlay Zoning District, and the Property Is an appropriate location for the proposed mixed use Project. The site design compliments the surrounding uses and provides for sufficient traffic curb cut and circulation * improvements, as well as sufficient water, sewer and other utilities. Parking will also be adequate to serve the proposed uses notwithstanding the requested modifications for the reasons described above. 2 Subsection A.d.of Section 195-8.99("Mandatoi-N,11'rovision of Affordable Units")states that`fbr purposes of this byla\Nr any calculation of required Affordable Housing Units that results in the fractional or decimal equivalent of three-quarters(.75)'or above shall be increased to the next highest whole number.Nothing in this bylaw shall preclude a developer from providing additional affordable units,or greater affordability,or both.,than the minimum requirements.in no instance shall any permit or Special Permit approval create less than one Affordable Housing Unit or provide applicable fees-in-lieu payment." Since 15%of the 24 units equals 3.6 units,this provision rounds the number of required units down to three(3)units as Affordable Units. Downtown Overlay District,Site Plan Review,Parking,and Inclusionary Housing Special Pennits Mernorandun-i -- Planning Board 21 (b) The use as developed will not adversely affect the neighborhood character. The Project use will not adversely affect the neighborhood.for the following reasons. The Project will result in a vibrant, welcoming mixed use community designed to support the commercial uses both on the Property as well as within the Downtown area. The existing buildings, which.have existed for many decades without any substantive improvements, would be razed to make way for a dynamic new building and site layout, and are complemented with appropriate landscaping and screening. The proposed building will be located along the Main Street/Second Street intersection as encouraged by the Downtown Overlay District Design Standards, and away from less dense residential uses, and serving as a transition.between the residential dwellings to the side and rear of the Property, and the more dense commercial and multifamily uses on Second Street and beyond. The character of the architectural style of the new building will complement the architectural style of the buildings in the neighborhood. The proposed uses as developed will.result in a substantial improvement to the Property from an aesthetics and environmental perspective. The lighting plan demonstrates that on-site lighting will not adversely impact the neighborhood. Accordingly, the proposed uses are well suited for its proposed location. (c) There will be no nuisance or serious hazard to vehicles or pedestrians. Driveways accessing the Property will be located in the same location as currently designed, and are located to provide for the best available sight distance along both Main Street and Second Street. The parking and loading facilities have been designed to minimize conflicts and to maximize efficiency in layout leading to the design of safe and efficient ingress to and egress from the Property for automobile, truck and pedestrian traffic. Site improvements have been designed to maximize on-site and off-site safety. For additional detail please refer to the Traffic Report. (d) Adequate and appropriate facilities will be provided for the proper operation. of the proposed use. The Project is adequately and appropriately serviced by municipal water, sewer and other utilities that adequately address the needs of the Project, Stormwater management facilities will provide adequate treatment of storm water in accordance with applicable requirements. (e) The use is in harmony with the general purpose and intent of this Zoning Bylaw. In addition to the reasons described herein and as shown on the Site Plans and other information submitted as part of the site plan review process, the proposed Downtown Overlay District,Site Plan Review,Parking,and Inclusionary Housing Special Pen-nits Memorandum -- Planning Board 22 use is in harmony with the general purpose and intent of this Zoning Bylaw for the following reasons. First, the location of the proposed Project is ideally suited for allowed uses within the Downtown Overlay Zoning i D'str I ct to complement and build a critical mass which is important to the future redevelopment of the Downtown Main Street corridor in this area of North Andover. Second, the building design will enhance aesthetics and will continue to be an important and significant revenue-generating property for the Town. Third, based upon the professional traffic and parking utilization studies performed on behalf of the Applicant, the parking, as proposed, is adequate to serve the uses of Property in a safe and effective manner. Fourth, the Project as proposed will both breathe new life in the Downtown through a mix of residential and commercial uses, will provide jobs to the Town, and will help to support other North Andover businesses. Lastly, the Project, as shown on the Site Plans, comp lies with the Zoning By-Law. For these reasons, all of the proposed improvements and enhancements noted herein are in harmony with the general purposes and intent of Section I ("Purposes") of the North Andover Zoning Bylaw. V. REQUEST FOR APPROVAL For the above reasons, Second and Main LLC respectfully requests that the Planning Board make the required findings and conditions for the Pro'ect located on the Property J described under: Article 8, Part 3 [site plan review]; Article 8.Part 1, § 195-8.8. [parking special permits]; A-rticle 8, Part 13 [in.clusionary zoning special permit]; Article 18, § 195-18.1. through 18.8 [downtown overlay district special permit] and,Article 10 § 195-10.7A [special permit- general], of Chapter 195, and grant the Applicant's request for a Downtown Overlay District Special Permit, Site Plan Review Special Permit, Parking Special Permit, and Inclusionary Zoning Special Permit. Respectfully submitted, Second and Main LLC attorneys, .............. .......... %hn T. Smolak,Esq. Smolak&Vaughan LLP East Mill,21 High Street, Suite 301 North Andover,Massachusetts 0 1845 Tel. (978) 327-5215 Fax (978) 327-5219 Downtown Overlay District,site Plan Review.,Parking,and Inclusionary Housing Special Pertnits Memorandum -- Planning Board 23 List of Exhl*bl*ts A Certified Abutters List B Authorizations C Stonnwater Management Report D Traffic Impact and Access Study/Parking Utilization Study E Fiscal and Community Impact Statement F Site Plans,and Architectural Plans and Specifications Downtown Overlay District,Site Plan Review,Parking,and Inclusionary Housing Special Pennits Meinoranduni -- Planning Board 24 EXHIBIT A CERTIFIED ABUTTERS LIST Downtown Overlay District,Site Plan Review,Parking,and Inclusionai-y Housing Special Pennits Memorandum -- Planning Board 25 T WS GWIffies that the names 8PPWAV 0A#30 Abutter to Abutter Bujjdjj7g Ctept. Conservation Zoning Oft rew,ords of the Asses, r TOWN OF NORTH ANDOVER �j D ABUTTER LIST Cgroed by, REQUIREMEArr- MGL 40A,section i i states In part-Parties in interest as used In this chapter shail mean the petconer, abutters,owners of land dirWly opposite on any public or private way,and abutters to abutters within three hundred(300)feet of the property fine of the petfitioner as they appear an the most recent applicable tax list,not vAthstanding that the land of any such owner is kxated In another city or town,the planning board of the city or town,and the planning board of every abutting city or town." SU13JECT ID LOCA77ON OW�ER ADDRESS CITY S TA TE ZIP 030-04VOB-Owx mqwwsmeEr EAsTIE REALTY TRusr P.G.Box 201 QUINCY MA 02171 030.04NW40M.0 14 SECOIND STREET MICHAEL MASTROMONACO 14 SECOND STREET NORT14ANDOVER MA 01845 pg.I of 3 PARCEL ID LOCATION OWNER ADDRESS CITY STATE ZIP 040,0-00CA-0541F 148 MAIN STREET ABDENNOUR,MARIO 75 THISTLE ROAD NORTH ANDOVER-MA 0 18'4 5' 040,0-0004-0518-A 148 MAIN STREET ALBERT T.MCGURL 148 MAIN STREET U-515A NORTH ANDOVER MA 01845 040.0-0004-135333 148 MAIN STREET ARSENAULT IRREV TRUST,ALFRED J& 148 MAIN STREET 98533 NORTH ANDOVER MA 01845 040.0-0004-0504�O 148 MAIN STREET ARVIDSON,KRISTEN 31 STOCKADE PATH DUXBURY MA 02332 030.0-0035-00o3.0 33 SECOND STREET ATWOOD,SHANE 33 SECOND STREET NORTH ANDOVER MA 01845 041.0-W33-0=0 154 MAIN STREET 13ANK OF AMERICA NCI-001-03-81 CHARLOTTE NC 28256 040.04X)04-0202.0 148 MAIN STREET BARRY JR,JOHN G 148 MAIN STREET#0.202 NORTH ANDOVER MA 01845 040.0-OD04-0401,0 148 MAIN STREET BEHDAD-ROUHANI LIVING TRUST 1413 MAIN STREET U.401 0 NORTH ANDOVER MA 01845 040.0-DO04-0510.A 148 MAIN STREET BEHRAVESH,MAJJD 148 MAIN STREET#A-510 NORTH ANDOVER MA 01845 040.0-0004-0415.A 148 MAIN STREET BENINCASA,DENISE 148 MAIN STREET UAI 5 A NORTH ANDOVER MA 01845 040.0-OD04-0215.A 148 MAIN STREET BENJAMIN,HELEN,EILEEN 148 MAIN STREET U:215A NORTH ANDOVER MA 01845 040-04M-0532.B 148 MAIN STREET BERGAN,TERESA A 148 MAIN STREET B-532 NORTH ANDOVER MA 01845 040.0-OD04-0445-F 148 MAIN STREET BERNARD,BRENDA E 148 MAIN STREET F445 NORTH ANDOVER MA 01845 040.0-OD04-0241.F 148 MAIN STREET BLACKSTOCK,WILLIAM,D. 148 MAIN STREET U:241F NORTH ANDOVER MA 01845 040�0-0004-0205.0 148 MAIN STREET BROADHURST,PATRICIA 148 MAIN STREET U.205-0 NORTH ANDOVER MA o1B45 040,0-0004-0524.K 148 MAIN STREET BUJAN 2002 REVOCABLE TRUST 148 MAIN STREET U:524K NORTH ANDOVER MA 01W 040.0-OD04-0502.0 148 MAIN STREET CABRAL,KIMBERLY 148 MAIN STREET U:502 0 NORTH ANDOVER MA 01845 040.0-OMM-0204,0 148 MAIN STREET CALLAGY,CATHERINE,P. 148 MAIN STREET U:204 0 NORTH ANDOVER MA 01845 040.0-DOD41-033RC 148 MAIN STREET COREY,KAREN L 148 MAIN STREET C339 NORTH ANDOVER MA 01845 030.0-0011-0003.B 175 MAIN STREET DALESSANDRO REALTY TRUST 142 BERKELEY ROAD NOTH ANDOVER MA 01S45 040.0-0004-0521K 148 MAIN STREET DELANEY,JOHN,W, 148 MAIN STREET U:523K NORTH ANDOVER MA 01M 040.0-ODD4-0242-F 148 MAIN STREET DESILVA DECUNHA,MELISSA 148 MAIN STREET U:242 F NORTH ANDOVER MA 01845 040.0-1)0041-01011�0 148 MAIN STREET DEVITO,NANCY 146 MAIN STREET 00-101 NORTH ANDOVER MA 01845 040.0-0004-0326,S 148 MAIN STREET DIGILIO IRREVOCABLE TRUST 148 MAIN STREET,U-326S NORTH ANDOVER MA 01845 040.0-0004-0434.8 148 MAIN STREET CARD,JEAN G F 148 MAIN STREET#13434 NORTH ANDOVER MA 01845 040-Ga%4-0526-S 148 MAIN STREET CARDILLO,LEANNE J 148 MAIN STREET S526 NORTH ANDOVER MA 01845 030.0-0011-0002-A 173 MAIN STREET CAROL SEUSERT FAMILY TRUST 173 MAIN STREET U:2 NORTH ANDOVER MA 01845 040-MG04-0435.8 148 MAIN STREET CARROLL,ROBERT 148 MAIN STREET NORTH ANDOVER MA 01845 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STREET*C336 NORTH ANDOVER MA 01a45 040.0-OON-0107.A 148 MAIN STREET GIUNTA,MICHAEL 148 MAIN STREET U:107 A NORTH ANDOVER MA OIS45 040.0-OOD4-0344-F 148 MAIN STREET GOEBEL FAMILY TRUST 148 MAIN STREET U:344 F NORTH ANDOVER MA 01845 040.0-0004-0324,K 148 MAIN STREET GOODE TRS,WILLIAM E&MARGIT R 148 MAIN STREET U-K324 NORTH ANDOVER MA 01845 030.0-0032-0000.0 150 MAIN STREET GULBAS,KANBER 160-152 MAIN STREET NORTH ANDOVER MA 01845 040,G-WD4-0135-B 148 MAIN STREET GUZZARD),STEVEN,D. 148 MAIN STREET U:135 B NORTH ANDOVER MA 01846 030.0-003"001.0 41 SECOND STREET HALE,ELIZABETH 41 SECOND STREET NORTH ANDOVER MA 01845 1)40-0-C�30&0 148 MAIN STREET MCGUIRE FAMILY TRUST 148 MAIN ST U-3050 NORTH ANDOVER MA 01845 D40.0-0004-0206.0 148 MAIN STREET HAWLEY,ALLAN X 148 MAIN STREET#0206 NORTH ANDOVER MA 01845 040-D-0004-0127.S 148 MAIN STREET HMURCIAK,MARY A 148 MAIN STREET 6127 NORTH ANDOVER MA 01845 030.0-0011-0012.8 175 MAIN STREET HOLLERAN,GAIL J. 14 MAPLE AVE NORTH ANDOVER MA 01645 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STREET IPPO LIT O,JENNIFER 175 MAIN STREET,U-8 NORTH ANDOVER MA 01845 040.0-0004-0341Y 148 MAIN STREET JANSONS,KRI A 148 MAIN STREET,F-341 NORTH ANDOVER MA 01845 030."025-0000-0 50 SECOND STREET JOYCE.KIMBERLY A. 50 SECOND STREET NORTH ANDOVER MA 01845 04110-0004-0331,121 148 MAIN STREET SMITH.STEPHEN A. 148 MAIN STREET,UNIT B-331 NORTH ANDOVER MA 011145 ihat the namff appe"N on th '/ Of 0110]e, ASS" ,$'I' recordc !III 1'01: Cerjifled bV r-,XHIBIT B AUTHORIZATIONS Downtown Overlay District,Site Plan Review,Parking,and Inclusionary Housing Special Permits Memorandum -- Planning Board 26 OWNER AUTHORIZATION 149 blain Streek North Andover,Massachusetts (Assessors Map 30,Lot 8)(the"Property") l L Beamin P-,GOOdmark as Trustee of Eastie Realty Trust,having a business address at P.o.Box 201.,Quincy*Massachusetts 02171 ("Ownee),,the record owner of the real property,,consisting Of approximately 0-57-acres,depicted on the Town of North Andover Assessors Maps as Map 30,Lot 8(the"Property,"),hereby states that Second and UWn LLC,a Massachusetts limited liability company("Seconcr), and/or its agents and any engineering firm or architecture firm or attomeys which Second may , desi te,to execute,submit and prosecute land use a fications and any applicable 19M pp 'materials to anY 10catt state and/or federal government&I entes. limited to..applications filed with the Town of North Andover,, .'ncluding but not and to take any action necessary for the application and pern'titting procen,including but not lin-tited to, attendance and presentation at public headings,with respect to the Property. Datecks Novembed-3 ,2022 Eastie Realty Trust 000 0000000 11000 BY" E Name. lx'i P-Goo, Title: Tri, duly authonzect. 100243695,,v2l OWNER AUTHORIZATION 14 Second Street, North Andover, Massachusetts (Assessors Map 30, Lot 7)(the "PropertYl North Andover, Massachusetts ! Michael Mastromonaco,of 14 Second Street, 01845 the ("Owner"), record owner of the real property, process, consisting of approximately 0.062-acres,depicted on the Town of North Andover Assessors Maps as Map 30, Lot 7 (the"Property"), hereby states that Second and Main LLC, a Massachusetts limited liability company(OSecondo), and/or its agents and any engineering firm,or archite ure ct firm or attorneys which Second may designate,to execute, submit, and prosecute land use applications and any applicable matedals,to any local, state and/or federal governmental entities, 'Including but not limited to,applications filed with the Town of North Andover,and to take any action necessary for the application and permitting including but not limited !attendance and presentation at public hearings, with respect to the Property. Dated: November 2022 Na t (00243696;v2) EXHIBIT C STORMWATER MANAGEMENT REPORT (Filed Under Separate over Down(own Overlay District,Site Plan Review,Parking,and Inclusionary Housing Special Permits Memorandum -- Plamiing Board 27 STORMWATER MANAGEMENT PLAN for Main and Second LLC 149 Main Street & 14 Second Street North Andover, Massachusetts Parcels 030-8-0 and 030-7-0 Prepared For: Main and Second, LLC c/o Crespo Group, LLC 65 Lewis Street East Boston, MA 02128 617.470.0339 Prepared By: Langan Engineering & Environmental Services, Inc. 100 Cambridge Street, Suite 1310 Boston, MA 02114 Hilary Holmes, P.E. hholmes@langan.com of FRANK HOLMES CIVIL No.40203 00 'z4 Frank Holmes, P.E. Massachusetts Licensed Professional Engineer No. 40203 fholmes@langan.com November 2022 Langan Project No. 151028501 L A IVEiA IV 00, Car ire Street, suite 1310 Boston, MA 02114 TA-,' 617.824.91010 - d 14� aI a n gia n uu JerseyNew Connecticut*Massachusetts Pennsylvania .sfiur n,,DC lo 0hrioIllinoisFloridaArizona Colorado#Wasjhin California Atherris#Calgary a,Dubai*London*Panania TABLE OF CONTENTS Page No. EXECUTIVESUMMARY........................................................................................................... 1 1.0 INTRODUCTION............................................................................................................ 3 1.1 General .............................................................................................................. 3 1.2 Site Location ..................................................................................................... 3 1.3 Existing Conditions........................................................................................... 3 1.4 Project Description ........................................................................................... 4 1.5 FEMA ................................................................................................................. 4 1.6 Soil Conditions.................................................................................................. 4 2.0 STORMWATER MANAGEMENT.................................................................................. 5 2.1 Stormwater Management Regulations........................................................... 5 2.2 MassDEP Stormwater Performance Standards.............................................. 6 2.3 Design Criteria .................................................................................................. 9 2.4 Design Methodology.......................................................................................10 2.5 Existing Conditions Watersheds.....................................................................10 2.6 Proposed Conditions Watersheds ..................................................................11 3.0 STORMWATER QUALITY............................................................................................12 3.1 Stormwater Quality Improvements ...............................................................12 3.2 Additional Stormwater Quality Features.......................................................13 3.3 Retention and Infiltration Sizing.....................................................................13 4.0 STORM DRAINAGE COLLECTION SYSTEM DESIGN................................................14 4.1 Design Criteria .................................................................................................14 4.2 Design Methodology.......................................................................................14 4.3 Storm Drainage Collection Summary ............................................................15 5.0 CONSTRUCTION PERIOD POLLUTION PREVENTION AND EROSION AND SEDIMENTATION CONTROL PLAN............................................................................15 5.1 Introduction......................................................................................................15 5.2 Construction Sequence...................................................................................15 5.3 Construction Period Pollution Prevention Controls ......................................16 5.3.1 Perimeter Controls.............................................................................................16 5.3.2 Sediment Track-out Control ...............................................................................17 5.3.3 Stockpiled Soil or Sediment ...............................................................................17 5.3.4 Dust Control.......................................................................................................17 5.3.5 Minimize Disturbance of Steep Slopes ..............................................................17 5.3.6 Soil Compaction.................................................................................................17 5.3.7 Storm Drain Inlet Protection...............................................................................17 5.3.8 Dewatering ........................................................................................................18 5.3.9 Site Stabilization.................................................................................................18 TO C- 1 of 3 LAIVGA/V TABLE OF CONTENTS (Continued) 5.4 Pollution Prevention Standards......................................................................19 5.4.1 Spill Prevention and Response...........................................................................19 5.4.2 Designated Washout Areas ...............................................................................19 5.4.3 Proper Equipment, Vehicle Fueling, and Maintenance Practices........................20 5.4.4 Equipment and Vehicle Washing........................................................................20 5.4.5 Spill Control Equipment......................................................................................20 5.4.6 Spill Containment and Clean-Up Measures ........................................................20 5.4.7 Hazardous Materials Spill Report .......................................................................20 5.5 Operation and Maintenance of Erosion Control............................................21 5.6 Inspection Schedule ........................................................................................21 6.0 CONCLUSION ..............................................................................................................22 7.0 REFERENCES...............................................................................................................23 TO C- 2 of 3 LAIVGA/V TABLE OF CONTENTS (Continued) FIGURES Figure 1 Site Location Map Figure 2 FEMA Flood Hazard Map Figure 3 Aerial Map Figure 4 NRCS Hydrologic Soil Map DRAWINGS Drawing CS Series Site Plan and Details (Hard Copy Provided Under Separate Cover) Drawing CG Series Grading & Drainage Plan (Hard Copy Provided Under Separate Cover) Drawing CE Series Soil Erosion & Sediment Control Plan (Hard Copy Provided Under Separate Cover) Drawing LP Series Planting Plans and Details (Hard Copy Provided Under Separate Cover) Drawing EX-WS Existing Watershed Map (Appendix A) Drawing PR-WS Proposed Watershed Map (Appendix B) APPENDICES Appendix A Existing Stormwater Discharge Calculations Appendix B Proposed Stormwater Discharge Calculations Appendix C Stormwater Quality and Recharge Calculations Appendix D TSS Removal Worksheets Appendix E Stormwater Collection System Calculations Appendix F Long Term Pollution Prevention Operation and Maintenance Plan Appendix G Illicit Discharge Compliance Statement Appendix H Geotechnical Test Pits & Borings TOC-3 of 3 LA/V&A/V Stormwater Management Report November 2022 149 Main Street& 14 Second Street North Andover, Massachusetts Langan Project No.: 151028501 EXECUTIVE SUMMARY The stormwater management report has been prepared in support of the proposed mixed-use development of an approximately 0.66-acre site comprised of two developed parcels at 149 Main Street and 14 Second Street in downtown North Andover, Massachusetts. The site is bound by Second Street to the north, Main Street to the east, and residential properties to the south and west. 149 Main Street is occupied by a one-story masonry building once used as a bank and a paved parking lot. 14 Second Street is occupied by a two-story wood framed residential home with a paved driveway. The existing buildings and paved areas will be demolished for the proposed development. The proposed development includes a three-story, mixed-use development with 6,700 square feet of commercial space on the ground floor and a total of 24 residential units on the second and third floors. The building with a ±14,800 sf footprint will occupy the north portion of the site with 22 at-grade tandem parking spaces covered by the building. The remaining portions of the site will be occupied by the driveway entrance on Main Street in the southeast corner of the site, the driveway exit on Second Street in the northwest corner, 22 surface parking spaces along the south and west sides of the site, and landscaping. A retaining wall up to approximately 5 feet in height will be required along the south side of the site in order to accommodate lower grades on the site and the higher grades along the neighboring properties. The predevelopment site impervious area is 0.570 acres (87% of the site) and the post-development site impervious area is approximately 0.595 acres (91 % of the site). The site is located in Zone X unshaded (areas outside of the 0.2% annual chance flood). Hydrologically, the site is located in the Merrimack River watershed. The Merrimack River is located approximately 2,225 feet to the northwest of site. The watershed is approximately 51010 square miles of which the project site encompasses a negligible area. The majority of the runoff from the site drains via overland flow to the catch basins and drain lines in Main Street and Second Street. The building at 149 Main Street appears to have roof leaders that connect underground directly to the 18-inch drain line in Main Street. In the proposed condition, the site will drain through closed pipe networks to stormwater treatment systems before discharging to the town drain lines in Main Street and Second Street. The existing hydrology of the site is being maintained to the maximum extent possible. The stormwater management report has been designed in accordance with the most recent versions of the town of North Andover Stormwater Management and Erosion Control Regulations, Massachusetts Department of Environmental Protection (MassDEP) Stormwater ES-1 of 2 A/VGA/V Stormwater Management Report November 2022 149 Main Street& 14 Second Street North Andover, Massachusetts Langan Project No.: 151028501 Handbook, and the U.S. Environmental Protection Agency's (EPA) National Pollutant Discharge Elimination System (NPDES) Small Municipal Separate Storm Sewer System (MS4) General Permit. It is the opinion of this office and the findings of this report that the proposed stormwater system, as designed, will effectively manage quality and quantity of stormwater runoff for the proposed development. ES-2 of 2 LA/V&A/V 1.0 INTRODUCTION 1.1 General The stormwater management report has been prepared in support of the proposed mixed-use development of an approximately 0.66-acre site comprised of two developed parcels at 149 Main Street and 14 Second Street in downtown North Andover, Massachusetts. The proposed development includes a three-story, mixed-use development with 6,700 square feet of commercial space on the ground floor and a total of 24 residential units on the second and third floors. The building with a ±14,800 sf footprint will occupy the north portion of the site with 22 at-grade tandem parking spaces covered by the building. The driveway entrance is proposed on Main Street in the southeast corner of the site and the driveway exit is proposed on Second Street in the northwest corner. There will be a surface parking lot with 22 spaces along the south and west sides of the site. The development includes site improvements including drainage, utilities, and landscaping. This report addresses the engineering design of stormwater conveyance and management systems for the project site. The predevelopment site impervious area is 0.570 acres (87% of the site) and the post-development site impervious area is approximately 0.595 acres (91 % of the site). 1.2 Site Location The project site consists of two adjacent parcels: a 0.59-acre parcel at 149 Main Street and a 0.07-acre parcel at 14 Second Street. The site is in the General Business (GB) and Downtown Overlay zoning districts. The two existing parcels that make up the project site will be combined and reconfigured into one lot. The site is bound by Second Street to the north, Main Street to the east, and residential properties to the south and west as shown on Figure 1 and 3. 1.3 Existing Conditions The site is currently developed. 149 Main Street is occupied by a one-story masonry building once used as a bank and a paved parking lot. 14 Second Street is occupied by a two-story wood framed residential home with a paved driveway. The existing buildings, paved areas, and existing improvements will be demolished for the proposed development. Site grades generally slope down from the high point (Elev. _ ±104) located in the southwest corner of the site to the low point (Elev. _ ±93) at the northeast corner of the site at the intersection of Main Street and Second Street. The existing finished floor elevation of the one-story masonry building is ±95 and the finished floor elevation of the residential home is ±102. Based on field LA/V&A/V observations Langan was able to determine the residential structure has a below grade level. Elevations reference the North Andover Vertical Datum. 1.4 Project Description The proposed development of the site includes a three-story, mixed-use development with 6,700 square feet of commercial space on the ground floor and a total of 24 residential units on the second and third floors. The proposed building has ±14,800 sf footprint. Site grades will be modified to accommodate the proposed development and a retaining wall with a maximum height of 5 feet will be required on the south side of the site in order accommodate lower grades on the site and the higher grades along the neighboring properties. An entrance drive on Main Street, an exit driveway on Second Street, parking, landscaping, site utilities, and stormwater management improvements are proposed to support the development. More information on the proposed watersheds can be found in Section 2.6 of this report. 1.5 FEMA According to the Flood Insurance Rate Map (FIRM) for Essex County published by the Federal Emergency Management Agency (FEMA), Map No. 25009CO209F effective 7/3/2012, the site is in Zone X. "areas determined to be outside the 0.2% floodplain (500 year floodplain).It See Figure 2 for the FEMA map. 1.6 Soil Conditions According to the USDA Natural Resources Conservation Service (NRCS)Web Soil Survey, the site soil type is comprised of Charlton fine sandy loam and Canton fine sandy loam (see Figure 4). The Web Soil Survey has classified these soils as hydrologic soil group B, see a description below. Group B: Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Langan performed a preliminary subsurface exploration throughout the site consisting of 3 borings (LB-01 through LB-03) and 4 test pits (TP-01 through TP-04) on 23, 24, and 25 May 2022. The borings and test pits were overseen by a Langan field engineer. Borings were advanced between 28 and 37 feet below the existing grades (about el. +59.0 to el. +72.0). The test pits were performed to depths ranging from about 2 to 7.5 feet below LAIVGA/V existing grades (about el. +89.5 to el. +99.0). The test pits were performed to observe soil conditions for the paved parking area as well as for storm water design. Soil profiles were visually examined and classified in the field in general accordance with the Unified Soil Classification System (USCS). Groundwater observation wells were installed in LB- 02(OW) and LB-03(OW). The bottom of the wells extend from about 28 to 30 feet below existing grades (about el. +59.0 to el. +64.5). The subsurface conditions generally consist of a surficial layer of asphalt underlain by layers of fill and till. Below the surficial material an about one to three foot thick layer of fill was encountered in all borings and test pits. Two distinct layers of fill where encountered during our investigation. Immediately below the pavement a one foot thick layer of fill consisting of an orange-brown fine to medium sand with varying amounts of silt and gravel was encountered in all borings and test pits, except for LB-02. Below this layer of fill, and below the pavement in LB-02, a one to two foot thick layer of fill consisting of a brown to gray fine to medium sand with varying amounts silt, fine to coarse gravel, glass, wood, bricks, and asphalt was encountered in all borings and test pits except LB- 01 and TP-01. Below the fill a layer of glacial till was encountered in all borings and test pits up to about 37 feet below ground surface (about el. +59). The glacial till is generally composed of silty fine to medium sand with varying amounts of silt, clay, gravel, cobbles, and boulders Groundwater was first encountered in the borings from about 4 to 6.5 feet below existing grade (about el. +88.5 to el. +92.0). Groundwater was observed to stabilize in the observation wells from about 5 to 6 feet below existing grade (about el. +89.0 to el. +95.0). An exploration location plan, boring logs, and test pit logs are provided in Appendix H. 2.0 STORMWATER MANAGEMENT 2.1 Stormwater Management Regulations The purpose of the Stormwater Management Plan is to provide long-term protection of natural resources in and around the site. This is achieved by implementing stormwater quality and quantity control measures designed to reduce pollutant discharge from the site, maintain a level of stormwater recharge, and control discharge rates. The following regulations and guidelines where referenced for this project: • Massachusetts Stormwater Handbook (2008) LA/V&A/V • U.S. Environmental Protection Agency (EPA) National Pollutant Discharge Elimination System (NPDES) Stormwater Permit for Construction Activities (EPA, Federal Register, December 8, 1999 as amended). • Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas, Department of Environmental Protection, Bureau of Resource Protection (May 2003) • U.S. EPA's NPDES Small Municipal Separate Storm Sewer Systems (MS4) General Permit (EPA, 2016). • Massachusetts Department of Transportation Project Development and Design Guide, Chapter 8 Drainage and Erosion Control (2006) • Town of North Andover Stormwater Management and Erosion and Control Regulations (2022) 2.2 MassDEP Stormwater Performance Standards A summary of MassDEP Stormwater Performance Standards as well as a method of ensuring compliance with each standard are summarized below: 1. No new stormwater conveyances may discharge untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. Response: Stormwater will be treated on site with a combination of street sweeping,trench drains,water quality units, and a subsurface infiltration and detention system and will connect to the town drain lines. 2. Stormwater management systems shall be designed so that post-development peak discharge rates do not exceed pre-development peak discharge rates. This Standard may be waived for discharges to land subject to coastal storm flowage as defined in 310 CM R 10.04. Response: The development of this site, as discussed in Section 2.5 and 2.6 and Appendix A and B of this report,will result in an overall decrease of peak discharge rates from the existing condition. 3. Loss of annual recharge to groundwater shall be eliminated or minimized through the use of infiltration measures including environmentally sensitive site design, low impact development techniques, stormwater best management practices, and good operation and maintenance. At a minimum, the annual recharge from the post-development site shall approximate the annual recharge from pre-development conditions based on soil type. This Standard is met LAIVGA/V when the stormwater management system is designed to infiltrate the required recharge volume as determined in accordance with the Massachusetts Stormwater Handbook. Response: This project proposes a subsurface infiltration and detention system to promote groundwater recharge. Supporting calculations regarding groundwater recharge volume can be found in Section 3.3 and Appendix C of this report. 4. Stormwater management systems shall be designed to remove 80% of the average annual post-construction load of Total Suspended Solids (TSS). This Standard is met when: • Suitable practices for source control and pollution prevention are identified in a long- term pollution prevention plan, and thereafter are implemented and maintained; • Structural stormwater best management practices are sized to capture the required water quality volume determined in accordance with the Massachusetts Stormwater Handbook; and • Pretreatment is provided in accordance with the Massachusetts Stormwater Handbook. Response: Runoff generated from the proposed project will meet the water quality requirements of this standard using a variety of on-site treatment practices to exceed the 80% TSS removal requirement. Proposed treatment train features include trench drains with filters,water quality units, and a subsurface infiltration system. The TSS Removal Worksheets can be found in Appendix D of this report. Stormwater Operations & Maintenance Measures are included in Appendix F of this report. 5. For land uses with higher potential pollutant loads, source control and pollution prevention shall be implemented in accordance with the Massachusetts Stormwater Handbook to eliminate or reduce the discharge of stormwater runoff from such land uses to the maximum extent practicable. If through source control and/or pollution prevention all land uses with higher potential pollutant loads cannot be completely protected from exposure to rain, snow, snow melt, and stormwater runoff, the proponent shall use the specific structural stormwater BMPs determined by the Department to be suitable for LAIVGA/V such uses as provided in the Massachusetts Stormwater Handbook. Stormwater discharges from land uses with higher potential pollutant loads shall also comply with the requirements of the Massachusetts Clean Waters Act, M.G.L. c. 21, §§ 26-53 and the regulations promulgated thereunder at 314 CMR3.00, 314CMR4.00and314CMR 5.00. Response: The site is not considered a high pollutant load generator. The Water Quality Volume (WQV)for the redevelopment will treat 0.5- inch of rainfall over all new impervious surfaces with the exception of the roof areas. 6. Stormwater discharges within the Zone II or Interim Wellhead Protection Area of a public water supply and stormwater discharges near or to any other critical area require the use of the specific source control and pollution prevention measures and the specific structural stormwater best management practices determined by the Department to be suitable for managing discharges to such areas as provided in the Massachusetts Stormwater Handbook. A discharge is near a critical area, if there is a strong likelihood of a significant impact occurring to said area, taking into account site-specific factors. Stormwater discharges to Outstanding Resource Waters and Special Resource Waters shall be removed and set back from the receiving water or wetland and receive the highest and best practical method of treatment. A "storm water discharge" as defined in 314 CM R 3.04(2)(a)1 or (b) to an Outstanding Resource Water or Special Resource Water shall comply with 314 CM R 3.00 and 314 CM R 4.00. Stormwater discharges to a Zone I or Zone A are prohibited unless essential to the operation of a public water supply. Response: Proposed stormwater management system discharges are not within the Zone II or Interim Wellhead Protection Area of a public water supply and are not near or to any other critical area. Water quality treatment will be provided based on a prescribed water quality treatment volume in accordance with the MassDEP policy. 7. A redevelopment project is required to meet the following Stormwater Management Standards only to the maximum extent practicable: Standard 2, Standard 3, and the pretreatment and structural best management practice requirements of Standards 4, 51 and 6. Existing stormwater discharges shall comply with Standard 1 only to the maximum extent practicable. A redevelopment project shall also comply with all other requirements of the Stormwater Management Standards and improve existing conditions. LAIVGA/V Response: The site is not considered a redevelopment. The project will fully meet all of the requirements of the MassDEP Stormwater Standards. 8. A plan to control construction related impacts including erosion, sedimentation and other pollutant sources during construction and land disturbance activities (construction period erosion, sedimentation, and pollution prevention plan) shall be developed and implemented. All redevelopment projects shall fully comply with Standard 8. Response: Soil erosion and sediment control plan has been developed for this project and can be found in the drawings attached to this report. The plan has been designed in accordance with the Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas. 9. A long-term operation and maintenance plan shall be developed and implemented to ensure that stormwater management systems function as designed. Response: Stormwater Operations & Maintenance Plan is included in Appendix F. 10. All illicit discharges to the stormwater management system are prohibited. Response: The stormwater management system for this site does not include any illicit connections to the stormwater system. An illicit discharge compliance statement is included in Appendix G of this report. 2.3 Design Criteria Peak flow rates at all points of discharge from the site were analyzed to compare proposed discharge rates with the existing condition. The storms analyzed include the following: • A 2-year, 24-hour storm consisting of 3.13 inches of rainfall • A 10-year, 24-hour storm consisting of 4.78 inches of rainfall • A 25-year, 24-hour storm consisting of 6.09 inches of rainfall • A 100-year, 24-hour storm consisting of 8.80 inches of rainfall LAIVGA/V These events are based on the most current Northeast Regional Climate Center (NRCC) Atlas of Precipitation Extremes for the Northeastern United States and Southeastern Canada. 2.4 Design Methodology The peak runoff discharges for the existing and proposed conditions were analyzed using Soil Conservation Service (SCS) methodology, which outlines procedures for calculating peak rates of runoff resulting from precipitation events, and procedures for developing runoff hydrographs. Values for area, curve number, and time of concentration were calculated for the existing and proposed conditions. The curve number "CN" is a land-sensitive coefficient that dictates the relationship between total rainfall depth and direct storm runoff. The soils within the watershed are divided into hydrologic soil groups (A, B, C and D) as previously described. The time of concentration, Tc, is defined as the time for runoff to travel from the hydraulically most distant point in the watershed to a point of interest. Values of time of concentration were determined for existing and proposed conditions based on land cover and slope of the flow path, using methods outlined in the SCS methodology. For this study, a 24-hour SCS Type III standard rainfall distribution was used to determine the peak flow rate to all points of discharge from the site. 2.5 Existing Conditions Watersheds The site has been broken into two watersheds, with corresponding design points, as shown on the EX-WS map included in the drawings attached to this report. The existing watersheds analyzed in this report were delineated into Watershed A and B as described below: Watershed A. ±0.187 acres, includes the portion of the site that sheet flows towards the east property line to catch basins and to the 18-inch drain line in Main Street and the building roof leaders that are connected to the 18-inch drain line (Design Point A). This watershed consists of the masonry building, paved parking lot, and a narrow vegetated open space along the south border of the property line. Watershed B. ±0.469 acres, includes the portion of the site that sheet flows towards the north property line to the catch basins and to the 12-inch drain line in Second Street (Design Point B). This watershed consists of the house with surrounding vegetated open space, paved parking lot, and a narrow vegetated open space along the west and south border of the property line. LAIVGA/V 2.6 Proposed Conditions Watersheds The extent of the proposed watersheds is within the previously defined limits of the existing watersheds. The watersheds have been delineated to model the proposed conditions, as shown on the PR-WS map included in the drawings attached to this report. The proposed watersheds are A-1, A-21 B-1, B-21 B-3, and B-4. Watershed A-1, ±0.011 acres, includes small area in the front of the building that sheet flows into Main Street (Design Point A). The watershed will consist of landscaped areas and impervious sidewalk. Watershed A-2, ±0.165 acres, includes the entrance driveway, a portion of the parking lot, and landscaped area. Runoff from this area will be captures by a trench drain and conveyed to a water quality unit and discharge to the 18-inch drain line in Main Street (Design Point A). This watershed consists of impervious driveway and parking lot and landscaped areas. Watershed B-1, ±0.340 acres, includes the building. Runoff from this area will be captured by roof drains and conveyed to the subsurface infiltration and detention system. By means of an outlet control structure, attenuated flows are then discharged to the 12-inch drain line in Second Street (Design Point B). The watershed will consist of impervious building. Watershed B-2, ±0.056 acres, includes the southwest portion of the parking area and a landscaped area that will be captured by a trench drain with a filter for pretreatment and conveyed to the subsurface infiltration and detention system. By means of an outlet control structure, attenuated flows are then discharged to the 12-inch drain line in Second Street (Design Point B). Watershed B-3, ±0.063 acres, includes the northwest portion of the parking area, the exit driveway, and landscaped areas that will be captured by a trench drain and conveyed to a water quality unit and discharge to the 12-inch drain line in Second Street. (Design Point B). Watershed B-4, ±0.020 acres, includes a small area in front of the building that sheet flows into Second Street (Design Point B). The watershed will consist of landscaped areas and impervious sidewalk. As stated previously in this report, the project has been designed so that post- construction peak flow rates do not exceed pre-construction peak flow rates, as required by MassDEP Stormwater Standard 2. LAIVGA/V Refer to Table 3 for a comparison of pre-construction and post-construction peak flow rates at each design point. Refer to Appendix A and B of the Stormwater Report for the HydroCAD analysis. Table 1: Peak Flow Runoff Rate Comparison, Existing vs. Proposed Conditions Design Point Condition 2-year 10-yea r 25-year 100-yea r Pre(cfs) 0.52 0.83 1.07 1.56 A Post(cfs) 0.46 0.76 0.99 1.47 Delta -0.06 -0.07 -0.08 -0.09 Pre(cfs) 1.20 1.98 2.60 3.85 B Post(cfs) 1.20 1.95 2.54 3.77 LDelta 0 -0.03 -0.06 -0.08 3.0 STORMWATER QUALITY 3.1 Stormwater Quality Improvements The stormwater management system has been designed in accordance with the MassDEP Stormwater Handbook, the Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas, the town of North Andover Regulations, and to the greatest extent practicable the Massachusetts Small MS4 General Permit. The WQV has been calculated using 0.5-inch over all new impervious areas, with the exception of roof areas. Groundwater recharge volumes have also been addressed for the site. Required volumes were calculated for each watershed based on the MA Stormwater Handbook guidelines. The calculation work sheets for water quality volume can be found in Appendix C. The site utilizes a number of stormwater features to provide stormwater quality and attenuation. Below are the features used in the proposed design: • Underground Infiltration/Detention Systems: Provides attenuation of peak runoff rates before discharging downstream. • Proprietary Separators (Water Quality Units): Provides TSS removal and oil water separation. • Proprietary Trench Drain Filters: Trench drain on the site that discharge to the infiltration/detention system will have filters installed to provide pretreatment. LAIVGAIV The measures described above were designed to remove 80% of the average annual load of TSS generated from the total post-construction impervious surface area on the site as required by the town of North Andover Stormwater Regulations and the MassDEP Standard 4: Water Quality. The TSS Removal Worksheets can be found in Appendix D of this report. 3.2 Additional Stormwater Quality Features In addition to the water quality improvements described above, the following water- quality control measures will be provided: • Operations & Maintenance Plan: Comprehensive Operations and Maintenance programs have been developed for the proposed site. These programs include regular pavement sweeping, and trench drain cleaning. Refer to Appendix F. 3.3 Retention and Infiltration Sizing The underground infiltration system has been designed in accordance with Volume 3 Chapter 1 of the Massachusetts Stormwater Manual. This system meets and surpasses the required volume and recharge rate as noted in the calculations below. A field investigation was performed to confirm soil texture and depth to groundwater and bedrock. See Appendix H. Recharge volume and minimum sizing criteria for the infiltration system has assumed an infiltration rate based on the hydrologic soil group B and soil classification of sandy loam. The Rawls Rate used was 1.02 in/hr. See Appendix C for recharge volume calculations. Total Required Recharge Volume (Rv) for the Project Rv = Required Recharge Volume F = Target Depth Factor associated with Hydrologic Soil Group (HSG) A,mp,= Total Impervious cover associated with Rv = I(F) x Amp) Rv = 1,155 cubic feet Refer to Appendix C for detailed Rv calculations. Total Provided Recharge Volume for the Project = 1,268 cubic feet LAIVGA/V Drawdown Time _ Rv Ti m edrawdown (K)(Bottom Area) = # hr < 72hr Rv = Design Storage Volume K = Rawls rate per HSG Subsurface infiltration and detention system drawdown time is 8 hours. Refer to Appendix C for 72-hour Drawdown Analysis calculations. The underground infiltration and detention system has been sized forthe 100-year design storm. 4.0 STORM DRAINAGE COLLECTION SYSTEM DESIGN 4.1 Design Criteria The proposed subsurface storm drainage collection system is designed to convey the 25-year design storm event to the discharge locations. 4.2 Design Methodology The storm drainage system was analyzed using the Rational Method for estimating runoff for a 25-year design storm event. The site was divided into subareas, each contributing runoff to an individual catch basin, inlet or roof drain. A value for area, time of concentration, and runoff coefficient was calculated for each contributing subarea. See Appendix E. Values of time of concentration were chosen based on land cover and flow path slope from the hydraulically most distant point in the subarea to the appropriate inlet. A minimum six-minute inlet time was assumed for each subarea. The average runoff coefficient, is the weighted average of the land uses within the drainage area. The runoff coefficient is an empirical coefficient representing the ratio of runoff to the rate of rainfall. The following runoff coefficients were used when calculating the average runoff coefficient for each drainage area. LA/V&A/V CONDITION C Grass/Landscaping 0.30 Paved/Impervious 0.90 Rainfall intensities were taken from the intensity-duration-frequency curve for Massachusetts as presented in National Weather Service (NOAA) Precipitation Frequency Data Server (PFDS). Storm drainage pipes were then sized based on calculated flows using Manning's Equation and were verified by solving for the hydraulic grade line. 4.3 Storm Drainage Collection Summary The runoff from the development will be collected using a conventional roof drains, trench drains, and manhole system. In cases of large storm events where overtopping occurs along the collection system, all flooding is directed away from buildings. 5.0 CONSTRUCTION PERIOD POLLUTION PREVENTION AND EROSION AND SEDIMENTATION CONTROL PLAN 5.1 Introduction The following sections describe the potential pollutant sources, controls to reduce the pollutants, construction sequence, and construction and earth movement schedules related to the project's soil disturbance. The Erosion and Sedimentation Control Plans (CE series) can be found under separate cover submitted with this report. 5.2 Construction Sequence The total limit of disturbance of the proposed development is approximately 0.66 acres. Installation of erosion and sediment control controls, Earthwork, site utilities, retaining wall, and stormwater management facilities, construction of building, final site paving, striping, site stabilization, and plantings. Duration: ±9 months. 1. A pre-construction meeting shall be held by all members of the project team prior to land disturbing activities to discuss project staging and installation of erosion controls. Notify all appropriate town departments prior to commencement of on-site activities and in accordance with all approvals. 2. Construct stabilized construction exits and entrances and install all required soil erosion and sediment controls: compost filter tubes or silt fences and inlet protection at locations as shown on Soil Erosion & Sediment Control sheet (CE100 series). LA/V&A/V 3. Perform tree clearing. Stumping and grubbing shall be phased to the extent feasible to limit exposed soil. Additional erosion controls may be required, at the expense of the contractor, to compensate for stump and ground cover removal. 4. Begin earthwork, mass grading & site preparation, creation of soil and vegetation stockpiles requiring stabilization, retaining wall construction, and site utilities construction. Note: for stockpiles that will be unused for 14 or more days, provide cover or temporary stabilization. 5. Implement and maintain stabilization measures (e.g. seeding protected by erosion controls until vegetation is established, sodding, mulching erosion control blankets, hydromulch, gravel, etc.) that minimize erosion from exposed portions of the site. 6. Begin building construction 7. Establish uniform, perennial vegetation that provides 70 percent or more of the cover that is provided by vegetation native to local undisturbed areas for final stabilization. 8. Complete building and site construction. 9. Remove all soil erosion and sediment control measures, only after all exposed earth surfaces are stabilized. 10. Remove stabilized construction exits/entrances only prior to pavement construction in these areas. Removal of all construction equipment and vehicles. 5.3 Construction Period Pollution Prevention Controls Best Management Practices (BMPs) will be utilized as Construction Period Pollution Prevention Controls to reduce potential pollutants and prevent any off-site discharge. The objectives of the BMPs for construction activity are to minimize the disturbed areas, stabilize any disturbed areas, control the site perimeter and retain sediment. The contractor will minimize the area disturbed by construction activities to reduce the potential for soil erosion and stormwater pollution problems. In addition, good housekeeping measures will be followed for the day-to-day operation of the construction site under the control of the contractor to minimize the impact of construction. This section describes the control practices that will be in place during construction activities. 5.3.1 Perimeter Controls Perimeter controls for this project will consist of the installation of a perimeter silt fence or compost filter tube to prevent any soil runoff. The silt fence or compost filter tube will prevent sediment laden storm runoff from leaving the construction site or disturbed area. Perimeter controls will be installed before LAIVGA/V earth disturbing activities, pavement, and concrete slab removal. 5.3.2 Sediment Track-out Control Stabilized construction entrance and stabilized construction pads shall be established on site within the drive aisles. The construction entrances are constructed in accordance with local regulatory criteria. The entrances are located within the perimeter silt fence or compost filter tube. 5.3.3 Stockpiled Soil or Sediment As part of the sediment controls, soils will be loaded directly into dump trucks and removed from the site, or soil stockpile areas will be established on-site. The stockpile areas will be surrounded by compost filter tube and silt fencing and stabilized if unused for more than 14-days (e.g., hydroseed with an appropriate annual or winter rye seed mix and tackifier). The initial stockpile area will be established at the outset of the construction activities on site. As construction progresses, stockpile areas may be relocated as needed but must maintain the erosion and sediment control protection described above. 5.3.4 Dust Control Dust control will be accomplished by use of vegetative cover, mulch, spray-on adhesives, tillage, water sprinkling, dust barriers, or stone. Dust control will be applied on an as-needed basis, specifically when dry or windy weather increases site-wide dust kick-up. 5.3.5 Minimize Disturbance of Steep Slopes There are existing or proposed steep slopes at the site. In these areas the contractor will install soil erosion control blankets and provide soil roughening. Soil erosion control blankets will be installed upon completion of grading. 5.3.6 Soil Compaction The majority of proposed construction will be building, asphalt, concrete, and gravel cover. The areas of vegetation will be accessible only to lightly loaded landscape equipment or hand-operated equipment and tools. Upon completion of grading, construction equipment and activities are to be avoided within areas designed for infiltration. 5.3.7 Storm Drain Inlet Protection LAIVGA/V At-grade inlets and curb inlets will be provided with inlet protection throughout the construction activities until final stabilization is achieved. This inlet protection will be installed at the onset of the construction activities. The inlet protection shall consist of a silt filter bag which is placed under the grate. Filter tubes may be placed around catch basins after the initial grading to filter and divert sediment until final paving is complete. 5.3.5 Dewatering Based on the proposed construction activities, the depths of proposed excavations, and the known ground water table elevation, dewatering practices are anticipated to be required for deeper excavations, foundations, and site features. Water infiltration to the foundation excavation can likely be controlled using gravity-fed sump pumps via gravel trenches or sumps assisted with collector trenches. The dewatering measures implemented should adequately dewater all foundation-related excavations such that compaction of footing subgrades is feasible. All dewatering activities shall be supervised and witnessed by the designated erosion control monitor. Dewatering activities shall be monitored daily by the erosion control monitor to ensure that sediment laden water is appropriately settled prior to discharge. 5.3.9 Site Stabilization During construction, any area of exposed soils that will be left idle for more than 30 days shall be stabilized with a layer of mulch hay. For areas that are not meant to remain actively utilized, stabilization procedures will occur on the following schedule: • Initiate the installation of stabilization measures immediately in any areas of exposed soil where construction activities have permanently ceased or will be temporarily inactive for 14 or more calendar days. • Complete the installation of stabilization measures as soon as practicable, but no later than 14 calendar days after stabilization has been initiated. All exposed soil finish grade surfaces shall be immediately landscaped and stabilized, loamed, seeded, and mulched with a layer of mulch hay. All disturbed areas must be graded, loamed, and seeded prior to November 1 st of each year. Outside of the growing season, beyond November 15th of any construction year, exposed soil finish grade surfaces shall be stabilized with a layer of mulch hay, straw, tackifier or biodegradable erosion control blanket until climate conditions allow for seeding. LAIVGA/V All temporary erosion and sedimentation controls will be removed after final site stabilization. 5.4 Pollution Prevention Standards Potential sources of pollution during construction are: • sediment from exposed soils and dewatering • construction material debris • human waste • concrete washout • diesel, gasoline, and hydraulic and engine oil All sources of soil erosion pollution or construction pollution to stormwater bodies will be mitigated with the use of silt fence, compost filter tubes, and construction fencing around the construction area. To prevent prohibited non-stormwater discharge the good housekeeping practices must be followed. 5.4.1 Spill Prevention and Response The Contractor will be responsible for preventing spills in accordance with the project specifications and applicable federal, state and local regulations. The Contractor will identify a properly trained site employee, involved with the day- to-day site operations to be the spill prevention and cleanup coordinator. The name(s) of the responsible spill personnel will be posted on-site. Each employee will be instructed that all spills are to be reported to the spill prevention and cleanup coordinator. The supervisor will assess the incident and initiate proper containment and response procedures immediately upon notification. Workers should avoid direct contact with spilled materials during the containment procedures. Primary notification of a spill should be made to the local Fire Department and Police Departments. Secondary notification will be to the certified cleanup contractor if deemed necessary by fire and police personnel. The third level of notification (within 1 hour) is to the DEP or municipality's Licensed Site Professional (LSP). The specific cleanup contractor to be used will be identified by the Contractor prior to commencement of construction activities. 5.4.2 Designated Washout Areas Concrete waste will be placed in designated dumpster (or comparable structure) and concrete washout will occur in designated containment areas. LAIVGA/V 5.4.3 Proper Equipment, Vehicle Fueling, and Maintenance Practices On-site vehicles will be monitored for leaks and receive regular preventative maintenance off-site to reduce the risk of leakage. To ensure that leaks on stored equipment do not contaminate the site, oil-absorbing mats will be placed under oil-containing equipment during storage. Refueling will occur outside wetland resource areas and buffers. Any petroleum products will be stored in tightly sealed containers that are clearly labeled with spill control pads/socks placed under/around their perimeters. 5.4.4 Equipment and Vehicle Washing No equipment, vehicles, and machines will be washed on-site. 5.4.5 Spill Control Equipment Spill control and containment equipment will be kept in the work area. Materials and equipment necessary for spill cleanup will be kept either in the work area or in an otherwise accessible on-site location. Equipment and materials will include, but not be limited to, absorbent booms and mats, brooms, dust pans, mops, rags, gloves, goggles, sand, plastic and metal containers specifically for this purpose. It is the responsibility of the contractor to ensure the inventory will be readily accessible and maintained. 5.4.6 Spill Containment and Clean-Up Measures Spills will be contained with granular sorbent material, sand, sorbent pads, booms or all of the above to prevent spreading. Certified cleanup contractors should complete spill cleanup. The material manufacturer's recommended methods for spill cleanup will be clearly posted and on-site personnel will be made aware of the procedures and the location of the information and cleanup supplies. 5.4.7 Hazardous Materials Spill Report The contractor will report and record any spill. The spill report will present a description of the release, including the quantity and type of material, date of the spill, circumstances leading to the release, location of spill, response actions and personnel, documentation of notifications and corrective measures implemented to prevent reoccurrence. This document does not relieve the Contractor of the Federal reporting requirements of 40 C F R Part 1 10, 40 C F R Part 1171 40 C F R Part 302 and the State LAIVGA/V requirements specified under the Massachusetts Contingency Plan (M.C.P) relating to spills or other releases of oils or hazardous substances. Where a release containing a hazardous substance or oil in an amount equal to or in excess of a reportable quantity established under either 40 CFR Part 110, 40 CFR Part 117 or 40 CFR Part 302, occurs during a twenty-four (24) hour period, the Contractor is required to comply with the response requirements of the above mentioned regulations. Spills of oil or hazardous material in excess of the reportable quantity will be reported to the National Response Center (NRC). 5.5 Operation and Maintenance of Erosion Control The erosion control measures will be installed as detailed on the drawings (CE series). If there is a failure to the controls the contractor, under the supervision of the engineer, will be required to stop work until the failure is repaired. Periodically throughout the work, whenever the engineer deems it necessary, the sediment that has been deposited against the controls will be removed to ensure that the controls are working properly. 5.6 Inspection Schedule During construction, the erosion and sedimentation controls will be inspected as detailed on the drawings. Once the Contractor is selected, an on-site inspector will be selected to work closely to make sure that erosion and sedimentation controls are in place and working properly. The Owner must schedule the following site inspections: 1 . Initial Site Inspection: prior to approval of any Plan. 2. Project Progress Inspections: observe and document project progress at certain milestones. a) Erosion and sediment control measures are in place and stabilized; b) Site Clearing has been substantially completed; c) Rough Grading has been substantially completed; d) Final Grading has been substantially completed; e) Close of the Construction Season; f) Final Landscaping (permanent stabilization) g) Project final completion. 3. Owner Inspections: weekly inspections and prior to and following any storm events with over 0.25" of precipitation. 4. Bury Inspection: prior to backfilling of drainage piping or stormwater conveyance structures. 5. Final Inspection: after construction is completed. LAIVGA/V 6.0 CONCLUSION The proposed stormwater management system has been designed in accordance with the town of North Andover Stormwater Management and Erosion Control Regulations, Massachusetts Stormwater Management Handbook, and the Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas. The system incorporates stormwater quality measures and maintains or decreases the existing rate of runoff for all storm events analyzed. We believe based on the findings of this report that the proposed stormwater system, as designed, will effectively manage quality and quantity of stormwater runoff for the proposed redevelopment. LA/V&A/V 7.0 REFERENCES 1. Stormwater Management Handbook, Massachusetts Department of Environmental Protection, 2008. 2. Hydrology Handbook for Conservation Commissioners, Massachusetts Department of Environmental Protection, 2002. 3. Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas, Department of Environmental Protection, Bureau of Resource Protection, May 2003. 4. Precipitation Frequency Data Server (PFDS) National Weather Service (NOAA), April 21, 2017. 5. USGS Web Soil Survey, United States National Resources Conservation Service, 2016. 6. Urban Hydrology for Small Watersheds, Technical Release 55, United States Department of Agriculture, Soil Conservation Service, June 1986. 7. Massachusetts Small MS4 General Permit 2016 Final Permit, effective July 1, 2018. 8. Project Development and Design Guide, Chapter 8 Drainage and Erosion Control, Massachusetts Department of Transportation, 2006. 9. Stormwater Management and Erosion Control Regulations, Town of North Andover, 2022. Wan gan.com\data\BOS\Data5\151028501\Project Data\_Discipline\Site Civil\Reports\Stormwater\149 Main Street Stormwater Management Report Narrative.docx LA/VGA/V 2 v) 3 4 rew McEvoy Naygr"OL,Irid A 71 0 Suttons Mills 1�v e N sutt'01,7 Por"id r otk' B e' SITEZ North And�over Q7 ur0on St r st C t,A ck d e S t af 0\ DI" St A 70ft 11R§ 'A eS D 41, 41 C" Al Legend NOTES: 1,WORLD TOPOGRAPHIC BASEMAP IS PROVIDED THROUGH 800 0 800 LANGAN'S ESRI AND ARC S SOFTWARE LICENSING AND Approximate Site Boundary I I ARC SCALE IN FEET' GIS ONLINE, 9 Project Figure Title Project No. Figure No. L A 151028501 100 Carribridge Street,Suite 1310 Date Boston,MA 02114 11/14/2022 T 617-824-9100 F:617-824-9101 www.larigari.com 14!9` MA1N" ST OK"'EET 'ITE L"'C"I Ar"N Scale Langan Engineering&Environmental Services,Inc- 1 11=800' Langan Engineering,Environmental,Surveying, NORTH ANDOVER MAP Drawn By Landscape Architecture and Gedogy,D,P.C. MG angan lnternafional I LC Submission Date Collectively known as Langan ESSEX COUNTY MASSACHUSETTS cv Path:\\Iangan.corn\data\l3OS\Data5\1 51028501\Project Data\,ArcGIS\APRXN151028501\151028501,aprx Date:11/14/2022 User:mgeorgalas Time:11:30 AM 1 2 3 4 A *-A B FFI( C OPP` i"AAM11.................. V, D W Legend, NOTES: 1.AERIAL IMAGERY PROVIDED THROUGH LANGAN'S SUBSCRIPTION Approximate Site Boundary 300 0 300 TO NEAR MAP,DATED 09/24/2022. 2.FLOOD DATA PROVIDED BY FEMA. SCALE IN FEET Zone AE Project Figure Title Project No. Figure No. LA/VGA/%/ 151028501 100 Carribridge Street,Suite 1310 Date Boston,MA 02114 11/14/2022 T 617-824-9100 F�617-824-9101 www.larigari.com 149) MAINSTREET NAN'T Scale 2 Langan Engineering&Environmental Services,Inc- FEMA PRELIMUL K 111=300' Langan Engineering,EnvironmentW,Surveying, NORTHANDOVER FLOOE)" MAP Drawn By Landscape Architecture and Gedogy,D,P.C. MG angan lnternafiona�I LC C14 Submission Date Collectively known as Langan ESSEX COUNTY MASSACHUSETTS C14 WINNOW 1 '11 111111 1 0 Path:\\Iangan.corn\data\l30S\Data5\1 51028501\Project Data\,ArcGIS\APRXN151028501\151028501,aprx Date:11/14/2022 User:mgeorgalas Time:11:30 AM 2 3 ..... ft. 4 P, .......... A '15, fe, A F, q A A, "'7 B jq 'wAElk" 'M A C I /M I g jr),J) ee J,i Is ON al 'J J Ilk* J W Iff tV, ON Legend NOTES: 1.AERIAL IMAGERY PROVIDED THROUGH LANGAN'S SUBSCRIPTION Approximate Site Boundary 100 0 100 TO NEAR MAP,DATED 09/24/2022. SCALE IN FEET Project Figure Title Project No. Figure No. LA/VGA/%/ 151028501 100 Carribridge Street,Suite 1310 Date Boston,MA 02114 11/14/2022 T 617-824-9100 F�617-824-9101 www.larigari.com 14!9" MAIN STREET Scale Langan Engineering&Environmental Services,Inc- AERIAL MAP 111=100' Langan Engineering,EnvironmentW,Surveying, NORTHANDOVER Drawn By Landscape Architecture and Gedogy,D,P.C. MG angan lnternafiona�I LC C14 Submission Date Collectively known as Langan ESSEX COUNTY MASSACHUSETTS C14 WINNOW 1 '11 111111 1 0 Path:\\1angan.corn\data\B0S\Data5\1 51028501\Project Data\,ArcGIS\APRXN151028501\151028501,aprx Date:11/14/2022 User:mgeorgalas Time:11:30AM 3 4 Vw u I ul�lz It �Illlll��r,- .l ml h i t I,IL f• 4Y,k ^�t I r r'.I 4 V Illllu I uil PI II I, I I l I I i � I�.I �� IIIIIIIIIIIIIIIII �t I I I I I I i I I I a I Illln� ,I. 1�. L IL. r / / f / m r I r 1 r l i I /r �I IIlii�illl I�� III�� i / rt`r � r / I�r-III . ,,,I�II� I uuluuu. i r 1 / / I t r i f i f r / r � 1 � 1 / r r r Ir„ / / I IYi 1 II III�� III III 1 1 i / J I, r1 , r i 1 ® � i I / I / I 1,1 r r i i r / i / r 1 I r, / 1 I i i 1 I � v i IYf IIIII r� 1 r / h, I, I� I r 1 r � l ! l i I i l , l r 1 IIII �I 1 1 / iU I!;r/r'r IIIII��I i '�.lil j �I i/lill� l l0000i �I iiVMlui' 1 r J 1 6 , pp vuii 1 lUl p�llll I IIII�II I ,Approximate Site Boundary 405B,C Carlton fine sandy loam,3 to 3 percent slopes D , 1,Water 405C';,Charlton fine sandy loam,3 to 15 percent slopes 305B Paxton fine sandy loam,3 to 3 percent slopes 420B,Canton fine sandy loam 3 to 8 percent slopes All 310B,Woodbrid e fine sandy loam,3 to 3 percent slopes p p 420C;,Canton fine sandy loam,3 to 15 percent slopes 310C,Woodbridge fine sandy loam,3 to 15 percent slopes 602,Urban and i t7��,, aim�m�wmmr��d�m�m��r>uuw�l�uou�ulwma�a�rml�ullow��owwu�r�m aa�ur�o�u,w ina�oti�rr� � Iwmoml�r�000mU�uil�,�lwa ~dole tmum ��nn>� ��r��rraaenr nnawr �rout�mlmw�m�umauurvuwMmu��v�i�iiaii �oa�o�r�cu�l��n�li u!wu!wllmlmlwialmauo��u�ceummom� ��rn��waummin�utmsn!,bim�wmmll�uir�mwa�mwml�aa�umnlnmw�romia�r� >�nmsmro�uwwau�r��amuar�ru�o� ,, NOTES: 1.AERIAL IMAGERY PROVIDED THROUGH LA GAN'S SUBSCRIPTION 300 0 300 TO NEAR MAP„DATED 09/24/2022. 2.SOIL DATA PROVIDED BY USDA NATURAL RESOURCES SCALE IN FEET CONSERVATION SERVICE. Project Figure Title Project No. Figure No. L A/VGA 151028501 100 C arribrrdgea Street,Suite 1310 Date Boston,MA 02114 14!961MA1N STREET 11 f 14/2C)22 T:617-624-9100 F:617-824-9101 wwwovww.larigari.com N RCS Scale Langan Engineering&Environmental Services,Inc. 1 11=300' Langan Engineering,Envrorament<W,Surveying, ORTH ANDOVEI S I L AP Drawn S Landscape rchitectur and Gedogy„D,P.0. MG q angan lnternahonal I.LC c Submission Date Collectively known as Langan ESSEX COUNTY MASSAC USETTS cv Path:\\1an n.corn\ a\B0S\Dat 5\1 510285011l r je I a 1,r GIS PRXN1 1C28501\1 10 01, rx Date:11/14/0 User:mg or ala Time:11:31 AM APPENDIX A Existing Stormwater Discharge Calculations LA/VEA/V 1 2 3 4 5 6 7 8 2 A t7 rn ti z a r B e IN WATERSHED A IMPERVIOUS AREA--7ABS SIF / U.• �" PERVIOUS AREA--640 SF WATERSHED BOUNDARY,' TOTAL AREA.8,12S SF / tJ CN.9S YF 0 TC.6 MIN. /� J \ WATERSHED B IMPERVIOUS AREA.17,345 SF SF PERVIOUS AREA -DESIGN POINT A AREA--3,090 .. _/ TOTAL AREA.20,435 SF MAIN STREET „y ..:., CN.92 J I TC-6MIN. / 7 TIME OF CONCENTRATION PATH j ! Date Description No Revisions „ a q „ .. .:::DESIGN POINT B SECOND STREET' ? SECON STREET LANCAN Langan Engineering and Environmental Services,Inc. 3 100 Cambridge Street Suite 1310 Boston,MA02114 T:617.824.9100 F:617.824.9101 www.langan.com 1 Pro ect 149 MAIN STREET, NORTH AN DOVER E NORTH ANDOVER ESSEX COUNTY MASSACHUSETTS Drawing Title EXISTING DRAINAGE AREA PLAN Project No. Drawing No. 151028501 20 0 10 20 Date `A'(� SCALE IN FEET 2022-11-14 EX V\/J Drawn By r F ARK Checked By HH Sheet of 1 In Date:1111212022 Time:21:39 User:hholmes Style Table:Langan.sti,Layout:EX-WS Document Code:151028501-0301-CG103-0101 To Main Street To Second Street Subcat Reach Pond Link Routing Diagram for Existing Conditions Prepared by Langan Engineering, Printed 11/12/2022 HydroCAD®10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC 149 Main St Existing Conditions Prepared by Langan Engineering Printed 11/12/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.086 61 >75% Grass cover, Good, HSG B (A, B) 0.570 98 Impervious Area (A, B) 0.656 93 TOTAL AREA 149 Main St Existing Conditions Type /// 24-hr 2-yr Rainfall=3.13" Prepared by Langan Engineering Printed 11/12/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 3 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: To Main Street Runoff Area=8,125 sf 92.12% Impervious Runoff Depth>2.43" Flow Length=133' Tc=6.0 min CN=95 Runoff=0.52 cfs 0.038 of SubcatchmentB: To Second Street Runoff Area=20,435 sf 84.88% Impervious Runoff Depth>2.15" Flow Length=230' Tc=6.0 min CN=92 Runoff=1.20 cfs 0.084 of Total Runoff Area = 0.656 ac Runoff Volume = 0.122 of Average Runoff Depth = 2.23" 13.06% Pervious = 0.086 ac 86.94% Impervious = 0.570 ac 149 Main St Existing Conditions Type 11124-hr 2-yr Rainfall=3.13" Prepared by Langan Engineering Printed 11/12/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment A: To Main Street Runoff = 0.52 cfs @ 12.09 hrs, Volume= 0.038 af, Depth> 2.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.13" Area (sf) CN Description 77485 98 Impervious Area 640 61 >75% Grass cover, Good, HSG B 81125 95 Weighted Average 640 7.88% Pervious Area 7485 92.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 8 0.2800 0.20 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.13" 0.3 90 0.0500 4.54 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 0.2 35 0.0200 2.87 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 1.2 133 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment B: To Second Street Runoff = 1.20 cfs @ 12.09 hrs, Volume= 0.084 af, Depth> 2.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.13" Area (sf) CN Description 31090 61 >75% Grass cover, Good, HSG B 177345 98 Impervious Area 207435 92 Weighted Average 3,090 15.12% Pervious Area 171345 84.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 11 0.1400 0.16 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.13" 1.0 219 0.0300 3.52 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 2.1 230 Total, Increased to minimum Tc = 6.0 min 149 Main St Existing Conditions Type /// 24-hr 10-yr Rainfall=4.78" Prepared by Langan Engineering Printed 11/12/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 5 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: To Main Street Runoff Area=8,125 sf 92.12% Impervious Runoff Depth>3.96" Flow Length=133' Tc=6.0 min CN=95 Runoff=0.83 cfs 0.062 of SubcatchmentB: To Second Street Runoff Area=20,435 sf 84.88% Impervious Runoff Depth>3.66" Flow Length=230' Tc=6.0 min CN=92 Runoff=1.98 cfs 0.143 of Total Runoff Area = 0.656 ac Runoff Volume = 0.205 of Average Runoff Depth = 3.75" 13.06% Pervious = 0.086 ac 86.94% Impervious = 0.570 ac 149 Main St Existing Conditions Type 11124-hr 10-yr Rainfall=4.78" Prepared by Langan Engineering Printed 11/12/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment A: To Main Street Runoff = 0.83 cfs @ 12.09 hrs, Volume= 0.062 af, Depth> 3.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.78" Area (sf) CN Description 77485 98 Impervious Area 640 61 >75% Grass cover, Good, HSG B 81125 95 Weighted Average 640 7.88% Pervious Area 7485 92.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 8 0.2800 0.20 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.13" 0.3 90 0.0500 4.54 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 0.2 35 0.0200 2.87 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 1.2 133 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment B: To Second Street Runoff = 1.98 cfs @ 12.09 hrs, Volume= 0.143 af, Depth> 3.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.78" Area (sf) CN Description 31090 61 >75% Grass cover, Good, HSG B 177345 98 Impervious Area 207435 92 Weighted Average 3,090 15.12% Pervious Area 171345 84.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 11 0.1400 0.16 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.13" 1.0 219 0.0300 3.52 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 2.1 230 Total, Increased to minimum Tc = 6.0 min 149 Main St Existing Conditions Type /// 24-hr 25-yr Rainfall=6.09" Prepared by Langan Engineering Printed 11/12/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 7 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: To Main Street Runoff Area=8,125 sf 92.12% Impervious Runoff Depth>5.17" Flow Length=133' Tc=6.0 min CN=95 Runoff=1.07 cfs 0.080 of SubcatchmentB: To Second Street Runoff Area=20,435 sf 84.88% Impervious Runoff Depth>4.87" Flow Length=230' Tc=6.0 min CN=92 Runoff=2.60 cfs 0.190 of Total Runoff Area = 0.656 ac Runoff Volume = 0.271 of Average Runoff Depth = 4.95" 13.06% Pervious = 0.086 ac 86.94% Impervious = 0.570 ac 149 Main St Existing Conditions Type 11124-hr 25-yr Rainfall=6.09" Prepared by Langan Engineering Printed 11/12/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment A: To Main Street Runoff = 1.07 cfs @ 12.09 hrs, Volume= 0.080 af, Depth> 5.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=6.09" Area (sf) CN Description 77485 98 Impervious Area 640 61 >75% Grass cover, Good, HSG B 81125 95 Weighted Average 640 7.88% Pervious Area 7485 92.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 8 0.2800 0.20 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.13" 0.3 90 0.0500 4.54 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 0.2 35 0.0200 2.87 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 1.2 133 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment B: To Second Street Runoff = 2.60 cfs @ 12.09 hrs, Volume= 0.190 af, Depth> 4.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=6.09" Area (sf) CN Description 31090 61 >75% Grass cover, Good, HSG B 177345 98 Impervious Area 207435 92 Weighted Average 3,090 15.12% Pervious Area 171345 84.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 11 0.1400 0.16 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.13" 1.0 219 0.0300 3.52 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 2.1 230 Total, Increased to minimum Tc = 6.0 min 149 Main St Existing Conditions Type /// 24-hr 100-yr Rainfall=8.80" Prepared by Langan Engineering Printed 11/12/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 9 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: To Main Street Runoff Area=8,125 sf 92.12% Impervious Runoff Depth>7.65" Flow Length=133' Tc=6.0 min CN=95 Runoff=1.56 cfs 0.119 of SubcatchmentB: To Second Street Runoff Area=20,435 sf 84.88% Impervious Runoff Depth>7.37" Flow Length=230' Tc=6.0 min CN=92 Runoff=3.85 cfs 0.288 of Total Runoff Area = 0.656 ac Runoff Volume = 0.407 of Average Runoff Depth = 7.45" 13.06% Pervious = 0.086 ac 86.94% Impervious = 0.570 ac 149 Main St Existing Conditions Type 111 24-hr 100-yr Rainfall=8.80" Prepared by Langan Engineering Printed 11/12/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment A: To Main Street Runoff = 1.56 cfs @ 12.09 hrs, Volume= 0.119 af, Depth> 7.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=8.80" Area (sf) CN Description 77485 98 Impervious Area 640 61 >75% Grass cover, Good, HSG B 81125 95 Weighted Average 640 7.88% Pervious Area 7485 92.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 8 0.2800 0.20 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.13" 0.3 90 0.0500 4.54 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 0.2 35 0.0200 2.87 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 1.2 133 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment B: To Second Street Runoff = 3.85 cfs @ 12.09 hrs, Volume= 0.288 af, Depth> 7.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=8.80" Area (sf) CN Description 31090 61 >75% Grass cover, Good, HSG B 177345 98 Impervious Area 207435 92 Weighted Average 3,090 15.12% Pervious Area 171345 84.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 11 0.1400 0.16 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.13" 1.0 219 0.0300 3.52 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 2.1 230 Total, Increased to minimum Tc = 6.0 min APPENDIX B Proposed Stormwater Discharge Calculations LA/VEA/V 1 2 3 4 5 6 7 8 2 Q, A �� o y z° a MAP 41 LOT 5 ST.GREGORY ARMEN/AN APOSTOLIC #158 MAIN STREET s B MAP 30 LOT 9 '� SPENCER,KAREN A. #159 MAIN STREET DESIGN POINT MAIN BEET _ TIME OF CONCENTRATION PATH WATERSHED BOUNDARY ` ~��1 MAP 30 LOT 34 - MAC GREGOR,DA VID G 96' WATERSHED A-2 J/161 MAIN STREET IMPERVIOUS AREA.6,044 SF WATERSHED 0-2 WATERSHED A-1 PERVIOUS AREA-1,146 SIF �r_ IMPERVIOUS AREA.2,194 SF ---- TOTAL AREA--7,190 SIF PERVIOUS ARFM 267 SF IMPERVIOUS AREA.429 SF '--- ` PERVIOUS AREA=44 SF CN=92 - CID ,• ,`"�� ARFA=2p61 SF TOTAL AREA.473 SF 4 TC=6A MIN. ^, —94 CN-95 V.. _ TC=6.0MIN. TC=6 MIN. O r Q O •``�—. UNDERGROUND INFILTRATIONIDEIEN ION SYSTEM 0 00 p� C =o N y N 0 MAP 41 LOT 33 O 1 WATERSHED B-3 BANK OF AMERICA = ., - AREA.,6765 J/154 MAW STREET — E 1,073 SF F!4 PERVIOUS AREA • v WATERSH9 SF ED 10-1 4 t AREA-2�74 IMPERVIOUS AREA.14,795 SF TOTAL CN—84 TOTAL AREA-14,795 SF » TC=6.0 MIN. CN.98 a TCr 6.0 MIN. - �, - MAP 30 LOT 28 SLEA70R,SHEERA ;:. ... :. f26 SECOND STREET Date Description NO. ♦I �.,« LONG,MEGHAN .< < ... _ \ #28 SECOND STREET ' Revisions �._.__...... SECOND STREET WATERSHED B-4 LANGAN y1yl® IMPERVIOUS ARI AREA-- SF :PERVIOUS AREA.925F - . TOTAL AREA.892 SF .. �. CN.94 Langan Engineering and .. TC.6 MIN. -DESIGN POINT Bz i _ SECOND STREET � Environmental Services,Inc. ' --- 100 Cambridge Street,Suite 1310 MAP 30 LOT 32 ,. ,.. .. :.. — ....... .. ..... Boston,MA 02114 #150 MAIN STREET • `�;s �• q,� m .-- ^��m•® T:617.824.9100 F:617.824.9101 www.langan.com Project s MAP 30 LOT 2 MAP 30 LOT 3 MAP 30 LOT 1 MAP 30 LOT 36 149 MAIN STREET OLYMPIA IV REALTY TRUST. FAY,EUGENE NA MAIN STREET 19-25 SECOND STREET LLC #IJ7 MAIN STREET Ill SECOND STREET LLC # SECOND STREET 'z9 MAIN STREET NORTH AN DOVER a E MAP 40.A LOT 4 NORTH ANDOVER sravE MILL REALTY TRUST ESSEXCOUNTY MASSACHUSETTS #146 MAIN STREET Drawing Title ..................................... ..................... ........................ % PROPOSED .............................................................................................................. DRAINAGE AREA PLAN y Project No. Drawing No. >, s 151028501 20 0 10 20 Date SCALE IN FEET 11 2-2022 P R WS Drawn By E ARK Checked By HH Sheet 0 of a Date:11/17/2022 Time:17:00 User hholmes Style Table:Langan.stb Layout.PR-WS Document Code:151028501-0301-CG104-0101 (A-2 SE Par ing Lot B-2 SW Par ing Lot DP-A A-1 B-1 R DP-B B-3 Main Street Sidewalk To Main Street Building Infiltration System Secon Street NW Parking Lot B-4 Sidewalk To Second Street S4ca Reach Pond Link Routing Diagram for Proposed Conditions Prepared by Langan Engineering, Printed 11/17/2022 HydroCAD®10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC 149 Main St Proposed Conditions Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.060 61 >75% Grass cover, Good, HSG B (A-17 A-21 B-23 B-37 B-4) 0.595 98 Paved parking, HSG B (A-1, A-2, B-1, B-2, B-3, B-4) 0.656 95 TOTAL AREA 149 Main St Proposed Conditions Type /// 24-hr 2-yr Rainfall=3.13" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 3 Time span=0.00-48.00 hrs, dt=0.04 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA-1:SidewalkTo Main Street Runoff Area=473 sf 90.70% Impervious Runoff Depth=2.58" Flow Length=25' Slope=0.0150 '/' Tc=6.0 min CN=95 Runoff=0.03 cfs 0.002 of SubcatchmentA-2:SE Parking Lot Runoff Area=7,190 sf 84.06% Impervious Runoff Depth=2.28" Tc=6.0 min CN=92 Runoff=0.43 cfs 0.031 of SubcatchmentB-1: Building Runoff Area=14,795 sf 100.00% Impervious Runoff Depth=2.90" Tc=6.0 min CN=98 Runoff=1.02 cfs 0.082 of SubcatchmentB-2: SW Parking Lot Runoff Area=2,461 sf 89.15% Impervious Runoff Depth=2.48" Flow Length=25' Slope=0.0150 '/' Tc=6.0 min CN=94 Runoff=0.16 cfs 0.012 of SubcatchmentB-3: NW Parking Lot Runoff Area=2,749 sf 60.97% Impervious Runoff Depth=1.62" Tc=6.0 min CN=84 Runoff=0.12 cfs 0.009 of SubcatchmentB-4: SidewalkTo Second Runoff Area=892 sf 89.69% Impervious Runoff Depth=2.48" Tc=6.0 min CN=94 Runoff=0.06 cfs 0.004 of Pond R: Infiltration System Peak Elev=98.19' Storage=1,536 cf Inflow=1.18 cfs 0.094 of Outflow=1.04 cfs 0.065 of Link DP-A: Main Street Inflow=0.46 cfs 0.034 of Primary=0.46 cfs 0.034 of Link DP-B: Second Street Inflow=1.20 cfs 0.077 of Primary=1.20 cfs 0.077 of Total Runoff Area = 0.656 ac Runoff Volume = 0.140 of Average Runoff Depth = 2.57" 9.18% Pervious = 0.060 ac 90.82% Impervious = 0.595 ac 149 Main St Proposed Conditions Type /// 24-hr 2-yr Rainfall=3.13" Prepared by Langan Engineering Printed 11/17/2022 HydroCADO 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment A-1: Sidewalk To Main Street Runoff = 0.03 cfs @ 12.09 hrs, Volume= 0.002 af, Depth= 2.58" Routed to Link DP-A : Main Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 2-yr Rainfall=3.13" Area (sf) CN Description 429 98 Paved parking, HSG B 44 61 >75% Grass cover, Good, HSG B 473 95 Weighted Average 44 9.30% Pervious Area 429 90.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0150 0.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.4 25 Total, Increased to minimum Tc = 6.0 min 149 Main St Proposed Conditions Type /// 24-hr 2-yr Rainfall=3.13" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment A-2: SE Parking Lot Runoff = 0.43 cfs @ 12.09 hrs, Volume= 0.031 af, Depth= 2.28" Routed to Link DP-A : Main Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 2-yr Rainfall=3.13" Area (sf) CN Description 67044 98 Paved parking, HSG B 17146 61 >75% Grass cover, Good, HSG B 7,190 92 Weighted Average 17146 15.94% Pervious Area 67044 84.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 149 Main St Proposed Conditions Type /// 24-hr 2-yr Rainfall=3.13" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment B-1: Building Runoff = 1.02 cfs @ 12.08 hrs, Volume= 0.082 af, Depth= 2.90" Routed to Pond R : Infiltration System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 2-yr Rainfall=3.13" Area (sf) CN Description 147795 98 Paved parking, HSG B 147795 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 149 Main St Proposed Conditions Type /// 24-hr 2-yr Rainfall=3.13" Prepared by Langan Engineering Printed 11/17/2022 HydroCADO 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment B-2: SW Parking Lot Runoff = 0.16 cfs @ 12.09 hrs, Volume= 0.012 af, Depth= 2.48" Routed to Pond R : Infiltration System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 2-yr Rainfall=3.13" Area (sf) CN Description 27194 98 Paved parking, HSG B 267 61 >75% Grass cover, Good, HSG B 2461 94 Weighted Average 267 10.85% Pervious Area 2,194 89.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0150 0.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.4 25 Total, Increased to minimum Tc = 6.0 min 149 Main St Proposed Conditions Type /// 24-hr 2-yr Rainfall=3.13" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment B-3: NW Parking Lot Runoff = 0.12 cfs @ 12.09 hrs, Volume= 0.009 af, Depth= 1.62" Routed to Link DP-B : Second Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 2-yr Rainfall=3.13" Area (sf) CN Description 17073 61 >75% Grass cover, Good, HSG B 1,676 98 Paved parking, HSG B 2749 84 Weighted Average 1,073 39.03% Pervious Area 1,676 60.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 149 Main St Proposed Conditions Type /// 24-hr 2-yr Rainfall=3.13" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment B-4: Sidewalk To Second Street Runoff = 0.06 cfs @ 12.09 hrs, Volume= 0.004 af, Depth= 2.48" Routed to Link DP-B : Second Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 2-yr Rainfall=3.13" Area (sf) CN Description 800 98 Paved parking, HSG B 92 61 >75% Grass cover, Good, HSG B 892 94 Weighted Average 92 10.31% Pervious Area 800 89.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 149 Main St Proposed Conditions Type 11124-hr 2-yr Rainfall=3.13" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 10 Summary for Pond R: Infiltration System Inflow Area = 0.396 ac, 98.45% Impervious, Inflow Depth = 2.84" for 2-yr event Inflow = 1.18 cfs @ 12.08 hrs, Volume= 0.094 of Outflow = 1.04 cfs @ 12.13 hrs, Volume= 0.065 af, Atten= 12%, Lag= 2.7 min Primary = 1.04 cfs @ 12.13 hrs, Volume= 0.065 of Routed to Link DP-B : Second Street Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Peak Elev= 98.19' @ 12.13 hrs Surf.Area= 1,865 sf Storage= 1,536 cf Plug-Flow detention time= 181.8 min calculated for 0.065 of(69% of inflow) Center-of-Mass det. time= 87.3 min ( 848.0 - 760.7 ) Volume Invert Avail.Storage Storage Description #1 A 97.00' 527 cf 54.85'W x 23.69'L x 1.90'H Field A 2,466 cf Overall - 1,149 cf Embedded = 1,317 cf x 40.0% Voids #2A 97.25' 1,035 cf ACF R-Tank XD 7 x 310 Inside #1 Inside= 19.7"W x 13.8"H => 1.70 sf x 1.97'L = 3.3 cf Outside= 19.7"W x 13.8"H => 1.88 sf x 1.97'L = 3.7 cf 310 Chambers in 31 Rows #313 97.00' 250 cf 22.04'W x 25.65'L x 1.90'H Field B 1,074 cf Overall - 449 cf Embedded = 625 cf x 40.0% Voids #413 97.25' 404 cf ACF R-Tank XD 7 x 121 Inside #3 Inside= 19.7"W x 13.8"H => 1.70 sf x 1.97'L = 3.3 cf Outside= 19.7"W x 13.8"H => 1.88 sf x 1.97'L = 3.7 cf 121 Chambers in 11 Rows 2,215 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 96.83' 12.0" Round Culvert L= 22.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 96.83'/ 96.49' S= 0.0155 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 98.00' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.02 cfs @ 12.13 hrs HW=98.18' (Free Discharge) L1=Culvert (Passes 1.02 cfs of 3.50 cfs potential flow) L2=Sharp-Crested Rectangular Weir(Weir Controls 1.02 cfs @ 1.40 fps) 149 Main St Proposed Conditions Type 11124-hr 2-yr Rainfall=3.13" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD01020-2f s/n 08223 02022 HvdroCAD Software Solutions LLC Page 11 Pond R: Infiltration System - Chamber Wizard Field A Chamber Model=ACF R-Tank XD 7 (ACF Environmental R-Tank XD) Inside= 19.7"W x 13.8"H => 1.70 sf x 1.97'L = 3.3 cf Outside= 19.7"W x 13.8"H => 1.88 sf x 1.97'L= 3.7 cf 10 Chambers/Row x 1.97' Long = 19.69' Row Length +24.0" End Stone x 2 = 23.69' Base Length 31 Rows x 19.7"Wide + 24.0" Side Stone x 2 = 54.85' Base Width 3.0" Stone Base + 13.8" Chamber Height+ 6.0" Stone Cover= 1.90' Field Height 310 Chambers x 3.3 cf= 1,034.5 cf Chamber Storage 310 Chambers x 3.7 cf= 1,149.5 cf Displacement 2,466.3 cf Field- 1,149.5 cf Chambers = 1,316.8 cf Stone x 40.0%Voids = 526.7 cf Stone Storage Chamber Storage + Stone Storage= 1,561.2 cf = 0.036 of Overall Storage Efficiency = 63.3 Overall System Size = 23.69'x 54.85' x 1.90' 310 Chambers 91.3 cy Field 48.8 cy Stone 149 Main St Proposed Conditions Type 11124-hr 2-yr Rainfall=3.13" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD01020-2f s/n 08223 02022 HvdroCAD Software Solutions LLC Page 12 Pond R: Infiltration System - Chamber Wizard Field B Chamber Model=ACF R-Tank XD 7 (ACF Environmental R-Tank XD) Inside= 19.7"W x 13.8"H => 1.70 sf x 1.97'L = 3.3 cf Outside= 19.7"W x 13.8"H => 1.88 sf x 1.97'L= 3.7 cf 11 Chambers/Row x 1.97' Long = 21.65' Row Length +24.0" End Stone x 2 = 25.65' Base Length 11 Rows x 19.7"Wide + 24.0" Side Stone x 2 = 22.04' Base Width 3.0" Stone Base + 13.8" Chamber Height+ 6.0" Stone Cover= 1.90' Field Height 121 Chambers x 3.3 cf=403.8 cf Chamber Storage 121 Chambers x 3.7 cf=448.7 cf Displacement 1,073.5 cf Field-448.7 cf Chambers= 624.9 cf Stone x 40.0%Voids = 249.9 cf Stone Storage Chamber Storage + Stone Storage= 653.7 cf= 0.015 of Overall Storage Efficiency = 60.9 Overall System Size = 25.65'x 22.04'x 1.90' 121 Chambers 39.8 cy Field 23.1 cy Stone 149 Main St Proposed Conditions Type /// 24-hr 2-yr Rainfall=3.13" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 13 Summary for Link DP-A: Main Street Inflow Area = 0.176 ac, 84.47% Impervious, Inflow Depth = 2.30" for 2-yr event Inflow = 0.46 cfs @ 12.09 hrs, Volume= 0.034 of Primary = 0.46 cfs @ 12.09 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs 149 Main St Proposed Conditions Type /// 24-hr 2-yr Rainfall=3.13" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 14 Summary for Link DP-B: Second Street Inflow Area = 0.480 ac, 93.15% Impervious, Inflow Depth = 1.93" for 2-yr event Inflow = 1.20 cfs @ 12.12 hrs, Volume= 0.077 of Primary = 1.20 cfs @ 12.12 hrs, Volume= 0.077 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs 149 Main St Proposed Conditions Type /// 24-hr 10-yr Rainfall=4.78" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 15 Time span=0.00-48.00 hrs, dt=0.04 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA-1:SidewalkTo Main Street Runoff Area=473 sf 90.70% Impervious Runoff Depth=4.20" Flow Length=25' Slope=0.0150 '/' Tc=6.0 min CN=95 Runoff=0.05 cfs 0.004 of SubcatchmentA-2:SE Parking Lot Runoff Area=7,190 sf 84.06% Impervious Runoff Depth=3.87" Tc=6.0 min CN=92 Runoff=0.71 cfs 0.053 of SubcatchmentB-1: Building Runoff Area=14,795 sf 100.00% Impervious Runoff Depth=4.54" Tc=6.0 min CN=98 Runoff=1.57 cfs 0.129 of SubcatchmentB-2: SW Parking Lot Runoff Area=2,461 sf 89.15% Impervious Runoff Depth=4.09" Flow Length=25' Slope=0.0150 '/' Tc=6.0 min CN=94 Runoff=0.25 cfs 0.019 of SubcatchmentB-3: NW Parking Lot Runoff Area=2,749 sf 60.97% Impervious Runoff Depth=3.07" Tc=6.0 min CN=84 Runoff=0.22 cfs 0.016 of SubcatchmentB-4: SidewalkTo Second Runoff Area=892 sf 89.69% Impervious Runoff Depth=4.09" Tc=6.0 min CN=94 Runoff=0.09 cfs 0.007 of Pond R: Infiltration System Peak Elev=98.25' Storage=1,635 cf Inflow=1.82 cfs 0.148 of Outflow=1.66 cfs 0.119 of Link DP-A: Main Street Inflow=0.76 cfs 0.057 of Primary=0.76 cfs 0.057 of Link DP-B: Second Street Inflow=1.95 cfs 0.142 of Primary=1.95 cfs 0.142 of Total Runoff Area = 0.656 ac Runoff Volume = 0.228 of Average Runoff Depth = 4.17" 9.18% Pervious = 0.060 ac 90.82% Impervious = 0.595 ac 149 Main St Proposed Conditions Type /// 24-hr 10-yr Rainfall=4.78" Prepared by Langan Engineering Printed 11/17/2022 HydroCADO 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment A-1: Sidewalk To Main Street Runoff = 0.05 cfs @ 12.08 hrs, Volume= 0.004 af, Depth= 4.20" Routed to Link DP-A : Main Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 10-yr Rainfall=4.78" Area (sf) CN Description 429 98 Paved parking, HSG B 44 61 >75% Grass cover, Good, HSG B 473 95 Weighted Average 44 9.30% Pervious Area 429 90.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0150 0.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.4 25 Total, Increased to minimum Tc = 6.0 min 149 Main St Proposed Conditions Type /// 24-hr 10-yr Rainfall=4.78" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment A-2: SE Parking Lot Runoff = 0.71 cfs @ 12.09 hrs, Volume= 0.053 af, Depth= 3.87" Routed to Link DP-A : Main Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 10-yr Rainfall=4.78" Area (sf) CN Description 67044 98 Paved parking, HSG B 17146 61 >75% Grass cover, Good, HSG B 7,190 92 Weighted Average 17146 15.94% Pervious Area 67044 84.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 149 Main St Proposed Conditions Type /// 24-hr 10-yr Rainfall=4.78" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment B-1: Building Runoff = 1.57 cfs @ 12.08 hrs, Volume= 0.129 af, Depth= 4.54" Routed to Pond R : Infiltration System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 10-yr Rainfall=4.78" Area (sf) CN Description 147795 98 Paved parking, HSG B 147795 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 149 Main St Proposed Conditions Type /// 24-hr 10-yr Rainfall=4.78" Prepared by Langan Engineering Printed 11/17/2022 HydroCADO 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment B-2: SW Parking Lot Runoff = 0.25 cfs @ 12.08 hrs, Volume= 0.019 af, Depth= 4.09" Routed to Pond R : Infiltration System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 10-yr Rainfall=4.78" Area (sf) CN Description 27194 98 Paved parking, HSG B 267 61 >75% Grass cover, Good, HSG B 2461 94 Weighted Average 267 10.85% Pervious Area 2,194 89.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0150 0.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.4 25 Total, Increased to minimum Tc = 6.0 min 149 Main St Proposed Conditions Type /// 24-hr 10-yr Rainfall=4.78" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment B-3: NW Parking Lot Runoff = 0.22 cfs @ 12.09 hrs, Volume= 0.016 af, Depth= 3.07" Routed to Link DP-B : Second Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 10-yr Rainfall=4.78" Area (sf) CN Description 17073 61 >75% Grass cover, Good, HSG B 1,676 98 Paved parking, HSG B 2749 84 Weighted Average 1,073 39.03% Pervious Area 1,676 60.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 149 Main St Proposed Conditions Type /// 24-hr 10-yr Rainfall=4.78" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment B-4: Sidewalk To Second Street Runoff = 0.09 cfs @ 12.08 hrs, Volume= 0.007 af, Depth= 4.09" Routed to Link DP-B : Second Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 10-yr Rainfall=4.78" Area (sf) CN Description 800 98 Paved parking, HSG B 92 61 >75% Grass cover, Good, HSG B 892 94 Weighted Average 92 10.31% Pervious Area 800 89.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 149 Main St Proposed Conditions Type 11124-hr 10-yr Rainfall=4.78" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 22 Summary for Pond R: Infiltration System Inflow Area = 0.396 ac, 98.45% Impervious, Inflow Depth = 4.48" for 10-yr event Inflow = 1.82 cfs @ 12.08 hrs, Volume= 0.148 of Outflow = 1.66 cfs @ 12.12 hrs, Volume= 0.119 af, Atten= 9%, Lag= 2.3 min Primary = 1.66 cfs @ 12.12 hrs, Volume= 0.119 of Routed to Link DP-B : Second Street Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Peak Elev= 98.25' @ 12.12 hrs Surf.Area= 1,865 sf Storage= 1,635 cf Plug-Flow detention time= 145.9 min calculated for 0.119 of(80% of inflow) Center-of-Mass det. time= 70.3 min ( 822.5 - 752.2 ) Volume Invert Avail.Storage Storage Description #1 A 97.00' 527 cf 54.85'W x 23.69'L x 1.90'H Field A 2,466 cf Overall - 1,149 cf Embedded = 1,317 cf x 40.0% Voids #2A 97.25' 1,035 cf ACF R-Tank XD 7 x 310 Inside #1 Inside= 19.7"W x 13.8"H => 1.70 sf x 1.97'L = 3.3 cf Outside= 19.7"W x 13.8"H => 1.88 sf x 1.97'L = 3.7 cf 310 Chambers in 31 Rows #313 97.00' 250 cf 22.04'W x 25.65'L x 1.90'H Field B 1,074 cf Overall - 449 cf Embedded = 625 cf x 40.0% Voids #413 97.25' 404 cf ACF R-Tank XD 7 x 121 Inside #3 Inside= 19.7"W x 13.8"H => 1.70 sf x 1.97'L = 3.3 cf Outside= 19.7"W x 13.8"H => 1.88 sf x 1.97'L = 3.7 cf 121 Chambers in 11 Rows 2,215 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 96.83' 12.0" Round Culvert L= 22.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 96.83'/ 96.49' S= 0.0155 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 98.00' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.65 cfs @ 12.12 hrs HW=98.25' (Free Discharge) L1=Culvert (Passes 1.65 cfs of 3.63 cfs potential flow) L2=Sharp-Crested Rectangular Weir(Weir Controls 1.65 cfs @ 1.65 fps) 149 Main St Proposed Conditions Type 11124-hr 10-yr Rainfall=4.78„ Prepared by Langan Engineering Printed 11/17/2022 HydroCAD01020-2f s/n 08223 02022 HvdroCAD Software Solutions LLC Page 23 Pond R: Infiltration System - Chamber Wizard Field A Chamber Model=ACF R-Tank XD 7 (ACF Environmental R-Tank XD) Inside= 19.7"W x 13.8"H => 1.70 sf x 1.971 = 3.3 cf Outside= 19.7"W x 13.8"H => 1.88 sf x 1.971 = 3.7 cf 10 Chambers/Row x 1.97' Long = 19.69' Row Length +24.0" End Stone x 2 = 23.69' Base Length 31 Rows x 19.7"Wide + 24.0" Side Stone x 2 = 54.85' Base Width 3.0" Stone Base + 13.8" Chamber Height+ 6.0" Stone Cover= 1.90' Field Height 310 Chambers x 3.3 cf= 1,034.5 cf Chamber Storage 310 Chambers x 3.7 cf= 1,149.5 cf Displacement 2,466.3 cf Field- 1,149.5 cf Chambers = 1,316.8 cf Stone x 40.0%Voids = 526.7 cf Stone Storage Chamber Storage + Stone Storage= 1,561.2 cf = 0.036 of Overall Storage Efficiency = 63.3 Overall System Size = 23.69'x 54.85' x 1.90' 310 Chambers 91.3 cy Field 48.8 cy Stone 149 Main St Proposed Conditions Type 11124-hr 10-yr Rainfall=4.78" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD01020-2f s/n 08223 02022 HvdroCAD Software Solutions LLC Page 24 Pond R: Infiltration System - Chamber Wizard Field B Chamber Model=ACF R-Tank XD 7 (ACF Environmental R-Tank XD) Inside= 19.7"W x 13.8"H => 1.70 sf x 1.97'L = 3.3 cf Outside= 19.7"W x 13.8"H => 1.88 sf x 1.97'L= 3.7 cf 11 Chambers/Row x 1.97' Long = 21.65' Row Length +24.0" End Stone x 2 = 25.65' Base Length 11 Rows x 19.7"Wide + 24.0" Side Stone x 2 = 22.04' Base Width 3.0" Stone Base + 13.8" Chamber Height+ 6.0" Stone Cover= 1.90' Field Height 121 Chambers x 3.3 cf=403.8 cf Chamber Storage 121 Chambers x 3.7 cf=448.7 cf Displacement 1,073.5 cf Field-448.7 cf Chambers= 624.9 cf Stone x 40.0%Voids = 249.9 cf Stone Storage Chamber Storage + Stone Storage= 653.7 cf= 0.015 of Overall Storage Efficiency = 60.9 Overall System Size = 25.65'x 22.04'x 1.90' 121 Chambers 39.8 cy Field 23.1 cy Stone 149 Main St Proposed Conditions Type /// 24-hr 10-yr Rainfall=4.78" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 25 Summary for Link DP-A: Main Street Inflow Area = 0.176 ac, 84.47% Impervious, Inflow Depth = 3.89" for 10-yr event Inflow = 0.76 cfs @ 12.09 hrs, Volume= 0.057 of Primary = 0.76 cfs @ 12.09 hrs, Volume= 0.057 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs 149 Main St Proposed Conditions Type /// 24-hr 10-yr Rainfall=4.78" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 26 Summary for Link DP-B: Second Street Inflow Area = 0.480 ac, 93.15% Impervious, Inflow Depth = 3.55" for 10-yr event Inflow = 1.95 cfs @ 12.12 hrs, Volume= 0.142 of Primary = 1.95 cfs @ 12.12 hrs, Volume= 0.142 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs 149 Main St Proposed Conditions Type /// 24-hr 25-yr Rainfall=6.09" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 27 Time span=0.00-48.00 hrs, dt=0.04 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA-1:SidewalkTo Main Street Runoff Area=473 sf 90.70% Impervious Runoff Depth=5.50" Flow Length=25' Slope=0.0150 '/' Tc=6.0 min CN=95 Runoff=0.06 cfs 0.005 of SubcatchmentA-2:SE Parking Lot Runoff Area=7,190 sf 84.06% Impervious Runoff Depth=5.16" Tc=6.0 min CN=92 Runoff=0.93 cfs 0.071 of SubcatchmentB-1: Building Runoff Area=14,795 sf 100.00% Impervious Runoff Depth=5.85" Tc=6.0 min CN=98 Runoff=2.01 cfs 0.166 of SubcatchmentB-2: SW Parking Lot Runoff Area=2,461 sf 89.15% Impervious Runoff Depth=5.39" Flow Length=25' Slope=0.0150 '/' Tc=6.0 min CN=94 Runoff=0.32 cfs 0.025 of SubcatchmentB-3: NW Parking Lot Runoff Area=2,749 sf 60.97% Impervious Runoff Depth=4.28" Tc=6.0 min CN=84 Runoff=0.31 cfs 0.023 of SubcatchmentB-4: SidewalkTo Second Runoff Area=892 sf 89.69% Impervious Runoff Depth=5.39" Tc=6.0 min CN=94 Runoff=0.12 cfs 0.009 of Pond R: Infiltration System Peak Elev=98.30' Storage=1,704 cf Inflow=2.33 cfs 0.191 of Outflow=2.14 cfs 0.162 of Link DP-A: Main Street Inflow=0.99 cfs 0.076 of Primary=0.99 cfs 0.076 of Link DP-B: Second Street Inflow=2.54 cfs 0.194 of Primary=2.54 cfs 0.194 of Total Runoff Area = 0.656 ac Runoff Volume = 0.299 of Average Runoff Depth = 5.47" 9.18% Pervious = 0.060 ac 90.82% Impervious = 0.595 ac 149 Main St Proposed Conditions Type /// 24-hr 25-yr Rainfall=6.09" Prepared by Langan Engineering Printed 11/17/2022 HydroCADO 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment A-1: Sidewalk To Main Street Runoff = 0.06 cfs @ 12.08 hrs, Volume= 0.005 af, Depth= 5.50" Routed to Link DP-A : Main Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 25-yr Rainfall=6.09" Area (sf) CN Description 429 98 Paved parking, HSG B 44 61 >75% Grass cover, Good, HSG B 473 95 Weighted Average 44 9.30% Pervious Area 429 90.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0150 0.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.4 25 Total, Increased to minimum Tc = 6.0 min 149 Main St Proposed Conditions Type /// 24-hr 25-yr Rainfall=6.09" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment A-2: SE Parking Lot Runoff = 0.93 cfs @ 12.09 hrs, Volume= 0.071 af, Depth= 5.16" Routed to Link DP-A : Main Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 25-yr Rainfall=6.09" Area (sf) CN Description 67044 98 Paved parking, HSG B 17146 61 >75% Grass cover, Good, HSG B 7,190 92 Weighted Average 17146 15.94% Pervious Area 67044 84.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 149 Main St Proposed Conditions Type /// 24-hr 25-yr Rainfall=6.09" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment B-1: Building Runoff = 2.01 cfs @ 12.08 hrs, Volume= 0.166 af, Depth= 5.85" Routed to Pond R : Infiltration System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 25-yr Rainfall=6.09" Area (sf) CN Description 147795 98 Paved parking, HSG B 147795 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 149 Main St Proposed Conditions Type /// 24-hr 25-yr Rainfall=6.09" Prepared by Langan Engineering Printed 11/17/2022 HydroCADO 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment B-2: SW Parking Lot Runoff = 0.32 cfs @ 12.08 hrs, Volume= 0.025 af, Depth= 5.39" Routed to Pond R : Infiltration System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 25-yr Rainfall=6.09" Area (sf) CN Description 27194 98 Paved parking, HSG B 267 61 >75% Grass cover, Good, HSG B 2461 94 Weighted Average 267 10.85% Pervious Area 2,194 89.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0150 0.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.4 25 Total, Increased to minimum Tc = 6.0 min 149 Main St Proposed Conditions Type /// 24-hr 25-yr Rainfall=6.09" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment B-3: NW Parking Lot Runoff = 0.31 cfs @ 12.09 hrs, Volume= 0.023 af, Depth= 4.28" Routed to Link DP-B : Second Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 25-yr Rainfall=6.09" Area (sf) CN Description 17073 61 >75% Grass cover, Good, HSG B 1,676 98 Paved parking, HSG B 2749 84 Weighted Average 1,073 39.03% Pervious Area 1,676 60.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 149 Main St Proposed Conditions Type /// 24-hr 25-yr Rainfall=6.09" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment B-4: Sidewalk To Second Street Runoff = 0.12 cfs @ 12.08 hrs, Volume= 0.009 af, Depth= 5.39" Routed to Link DP-B : Second Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 25-yr Rainfall=6.09" Area (sf) CN Description 800 98 Paved parking, HSG B 92 61 >75% Grass cover, Good, HSG B 892 94 Weighted Average 92 10.31% Pervious Area 800 89.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 149 Main St Proposed Conditions Type 11124-hr 25-yr Rainfall=6.09" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 34 Summary for Pond R: Infiltration System Inflow Area = 0.396 ac, 98.45% Impervious, Inflow Depth = 5.79" for 25-yr event Inflow = 2.33 cfs @ 12.08 hrs, Volume= 0.191 of Outflow = 2.14 cfs @ 12.12 hrs, Volume= 0.162 af, Atten= 8%, Lag= 2.2 min Primary = 2.14 cfs @ 12.12 hrs, Volume= 0.162 of Routed to Link DP-B : Second Street Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Peak Elev= 98.30' @ 12.12 hrs Surf.Area= 1,865 sf Storage= 1,704 cf Plug-Flow detention time= 127.7 min calculated for 0.162 of(85% of inflow) Center-of-Mass det. time=62.4 min ( 810.4 - 748.0 ) Volume Invert Avail.Storage Storage Description #1 A 97.00' 527 cf 54.85'W x 23.69'L x 1.90'H Field A 2,466 cf Overall - 1,149 cf Embedded = 1,317 cf x 40.0% Voids #2A 97.25' 1,035 cf ACF R-Tank XD 7 x 310 Inside #1 Inside= 19.7"W x 13.8"H => 1.70 sf x 1.97'L = 3.3 cf Outside= 19.7"W x 13.8"H => 1.88 sf x 1.97'L = 3.7 cf 310 Chambers in 31 Rows #313 97.00' 250 cf 22.04'W x 25.65'L x 1.90'H Field B 1,074 cf Overall - 449 cf Embedded = 625 cf x 40.0% Voids #413 97.25' 404 cf ACF R-Tank XD 7 x 121 Inside #3 Inside= 19.7"W x 13.8"H => 1.70 sf x 1.97'L = 3.3 cf Outside= 19.7"W x 13.8"H => 1.88 sf x 1.97'L = 3.7 cf 121 Chambers in 11 Rows 2,215 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 96.83' 12.0" Round Culvert L= 22.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 96.83'/ 96.49' S= 0.0155 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 98.00' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=2.14 cfs @ 12.12 hrs HW=98.30' (Free Discharge) L1=Culvert (Passes 2.14 cfs of 3.73 cfs potential flow) L2=Sharp-Crested Rectangular Weir(Weir Controls 2.14 cfs @ 1.80 fps) 149 Main St Proposed Conditions Type 11124-hr 25-yr Rainfall=6.09„ Prepared by Langan Engineering Printed 11/17/2022 HydroCAD01020-2f s/n 08223 02022 HvdroCAD Software Solutions LLC Page 35 Pond R: Infiltration System - Chamber Wizard Field A Chamber Model=ACF R-Tank XD 7 (ACF Environmental R-Tank XD) Inside= 19.7"W x 13.8"H => 1.70 sf x 1.97'L = 3.3 cf Outside= 19.7"W x 13.8"H => 1.88 sf x 1.97'L= 3.7 cf 10 Chambers/Row x 1.97' Long = 19.69' Row Length +24.0" End Stone x 2 = 23.69' Base Length 31 Rows x 19.7"Wide + 24.0" Side Stone x 2 = 54.85' Base Width 3.0" Stone Base + 13.8" Chamber Height+ 6.0" Stone Cover= 1.90' Field Height 310 Chambers x 3.3 cf= 1,034.5 cf Chamber Storage 310 Chambers x 3.7 cf= 1,149.5 cf Displacement 2,466.3 cf Field- 1,149.5 cf Chambers = 1,316.8 cf Stone x 40.0%Voids = 526.7 cf Stone Storage Chamber Storage + Stone Storage= 1,561.2 cf = 0.036 of Overall Storage Efficiency = 63.3 Overall System Size = 23.69'x 54.85' x 1.90' 310 Chambers 91.3 cy Field 48.8 cy Stone 149 Main St Proposed Conditions Type 11124-hr 25-yr Rainfall=6.09" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD01020-2f s/n 08223 02022 HvdroCAD Software Solutions LLC Page 36 Pond R: Infiltration System - Chamber Wizard Field B Chamber Model=ACF R-Tank XD 7 (ACF Environmental R-Tank XD) Inside= 19.7"W x 13.8"H => 1.70 sf x 1.97'L = 3.3 cf Outside= 19.7"W x 13.8"H => 1.88 sf x 1.97'L= 3.7 cf 11 Chambers/Row x 1.97' Long = 21.65' Row Length +24.0" End Stone x 2 = 25.65' Base Length 11 Rows x 19.7"Wide + 24.0" Side Stone x 2 = 22.04' Base Width 3.0" Stone Base + 13.8" Chamber Height+ 6.0" Stone Cover= 1.90' Field Height 121 Chambers x 3.3 cf=403.8 cf Chamber Storage 121 Chambers x 3.7 cf=448.7 cf Displacement 1,073.5 cf Field-448.7 cf Chambers= 624.9 cf Stone x 40.0%Voids = 249.9 cf Stone Storage Chamber Storage + Stone Storage= 653.7 cf= 0.015 of Overall Storage Efficiency = 60.9 Overall System Size = 25.65'x 22.04'x 1.90' 121 Chambers 39.8 cy Field 23.1 cy Stone 149 Main St Proposed Conditions Type /// 24-hr 25-yr Rainfall=6.09" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 37 Summary for Link DP-A: Main Street Inflow Area = 0.176 ac, 84.47% Impervious, Inflow Depth = 5.18" for 25-yr event Inflow = 0.99 cfs @ 12.09 hrs, Volume= 0.076 of Primary = 0.99 cfs @ 12.09 hrs, Volume= 0.076 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs 149 Main St Proposed Conditions Type /// 24-hr 25-yr Rainfall=6.09" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 38 Summary for Link DP-B: Second Street Inflow Area = 0.480 ac, 93.15% Impervious, Inflow Depth = 4.84" for 25-yr event Inflow = 2.54 cfs @ 12.12 hrs, Volume= 0.194 of Primary = 2.54 cfs @ 12.12 hrs, Volume= 0.194 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs 149 Main St Proposed Conditions Type /// 24-hr 100-yr Rainfall=8.80" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 39 Time span=0.00-48.00 hrs, dt=0.04 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA-1:SidewalkTo Main Street Runoff Area=473 sf 90.70% Impervious Runoff Depth=8.20" Flow Length=25' Slope=0.0150 '/' Tc=6.0 min CN=95 Runoff=0.09 cfs 0.007 of SubcatchmentA-2:SE Parking Lot Runoff Area=7,190 sf 84.06% Impervious Runoff Depth=7.84" Tc=6.0 min CN=92 Runoff=1.37 cfs 0.108 of SubcatchmentB-1: Building Runoff Area=14,795 sf 100.00% Impervious Runoff Depth=8.56" Tc=6.0 min CN=98 Runoff=2.91 cfs 0.242 of SubcatchmentB-2: SW Parking Lot Runoff Area=2,461 sf 89.15% Impervious Runoff Depth=8.08" Flow Length=25' Slope=0.0150 '/' Tc=6.0 min CN=94 Runoff=0.48 cfs 0.038 of SubcatchmentB-3: NW Parking Lot Runoff Area=2,749 sf 60.97% Impervious Runoff Depth=6.87" Tc=6.0 min CN=84 Runoff=0.48 cfs 0.036 of SubcatchmentB-4: SidewalkTo Second Runoff Area=892 sf 89.69% Impervious Runoff Depth=8.08" Tc=6.0 min CN=94 Runoff=0.17 cfs 0.014 of Pond R: Infiltration System Peak Elev=98.39' Storage=1,834 cf Inflow=3.39 cfs 0.280 of Outflow=3.15 cfs 0.251 of Link DP-A: Main Street Inflow=1.47 cfs 0.115 of Primary=1.47 cfs 0.115 of Link DP-B: Second Street Inflow=3.77 cfs 0.301 of Primary=3.77 cfs 0.301 of Total Runoff Area = 0.656 ac Runoff Volume = 0.445 of Average Runoff Depth = 8.15" 9.18% Pervious = 0.060 ac 90.82% Impervious = 0.595 ac 149 Main St Proposed Conditions Type /// 24-hr 100-yr Rainfall=8.80" Prepared by Langan Engineering Printed 11/17/2022 HydroCADO 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment A-1: Sidewalk To Main Street Runoff = 0.09 cfs @ 12.08 hrs, Volume= 0.007 af, Depth= 8.20" Routed to Link DP-A : Main Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 100-yr Rainfall=8.80" Area (sf) CN Description 429 98 Paved parking, HSG B 44 61 >75% Grass cover, Good, HSG B 473 95 Weighted Average 44 9.30% Pervious Area 429 90.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0150 0.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.4 25 Total, Increased to minimum Tc = 6.0 min 149 Main St Proposed Conditions Type /// 24-hr 100-yr Rainfall=8.80" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 41 Summary for Subcatchment A-2: SE Parking Lot Runoff = 1.37 cfs @ 12.08 hrs, Volume= 0.108 af, Depth= 7.84" Routed to Link DP-A : Main Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 100-yr Rainfall=8.80" Area (sf) CN Description 67044 98 Paved parking, HSG B 17146 61 >75% Grass cover, Good, HSG B 7,190 92 Weighted Average 17146 15.94% Pervious Area 67044 84.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 149 Main St Proposed Conditions Type /// 24-hr 100-yr Rainfall=8.80" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 42 Summary for Subcatchment B-1: Building Runoff = 2.91 cfs @ 12.08 hrs, Volume= 0.242 af, Depth= 8.56" Routed to Pond R : Infiltration System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 100-yr Rainfall=8.80" Area (sf) CN Description 147795 98 Paved parking, HSG B 147795 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 149 Main St Proposed Conditions Type /// 24-hr 100-yr Rainfall=8.80" Prepared by Langan Engineering Printed 11/17/2022 HydroCADO 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 43 Summary for Subcatchment B-2: SW Parking Lot Runoff = 0.48 cfs @ 12.08 hrs, Volume= 0.038 af, Depth= 8.08" Routed to Pond R : Infiltration System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 100-yr Rainfall=8.80" Area (sf) CN Description 27194 98 Paved parking, HSG B 267 61 >75% Grass cover, Good, HSG B 2461 94 Weighted Average 267 10.85% Pervious Area 2,194 89.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0150 0.93 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.4 25 Total, Increased to minimum Tc = 6.0 min 149 Main St Proposed Conditions Type /// 24-hr 100-yr Rainfall=8.80" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 44 Summary for Subcatchment B-3: NW Parking Lot Runoff = 0.48 cfs @ 12.09 hrs, Volume= 0.036 af, Depth= 6.87" Routed to Link DP-B : Second Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 100-yr Rainfall=8.80" Area (sf) CN Description 17073 61 >75% Grass cover, Good, HSG B 1,676 98 Paved parking, HSG B 2749 84 Weighted Average 1,073 39.03% Pervious Area 1,676 60.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 149 Main St Proposed Conditions Type /// 24-hr 100-yr Rainfall=8.80" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 45 Summary for Subcatchment B-4: Sidewalk To Second Street Runoff = 0.17 cfs @ 12.08 hrs, Volume= 0.014 af, Depth= 8.08" Routed to Link DP-B : Second Street Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type III 24-hr 100-yr Rainfall=8.80" Area (sf) CN Description 800 98 Paved parking, HSG B 92 61 >75% Grass cover, Good, HSG B 892 94 Weighted Average 92 10.31% Pervious Area 800 89.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 149 Main St Proposed Conditions Type 111 24-hr 100-yr Rainfall=8.80" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 46 Summary for Pond R: Infiltration System Inflow Area = 0.396 ac, 98.45% Impervious, Inflow Depth = 8.49" for 100-yr event Inflow = 3.39 cfs @ 12.08 hrs, Volume= 0.280 of Outflow = 3.15 cfs @ 12.12 hrs, Volume= 0.251 af, Atten= 7%, Lag= 2.0 min Primary = 3.15 cfs @ 12.12 hrs, Volume= 0.251 of Routed to Link DP-B : Second Street Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Peak Elev= 98.39' @ 12.12 hrs Surf.Area= 1,865 sf Storage= 1,834 cf Plug-Flow detention time= 102.5 min calculated for 0.251 of(90% of inflow) Center-of-Mass det. time= 51.3 min ( 794.0 - 742.7 ) Volume Invert Avail.Storage Storage Description #1 A 97.00' 527 cf 54.85'W x 23.69'L x 1.90'H Field A 2,466 cf Overall - 1,149 cf Embedded = 1,317 cf x 40.0% Voids #2A 97.25' 1,035 cf ACF R-Tank XD 7 x 310 Inside #1 Inside= 19.7"W x 13.8"H => 1.70 sf x 1.97'L = 3.3 cf Outside= 19.7"W x 13.8"H => 1.88 sf x 1.97'L = 3.7 cf 310 Chambers in 31 Rows #313 97.00' 250 cf 22.04'W x 25.65'L x 1.90'H Field B 1,074 cf Overall - 449 cf Embedded = 625 cf x 40.0% Voids #413 97.25' 404 cf ACF R-Tank XD 7 x 121 Inside #3 Inside= 19.7"W x 13.8"H => 1.70 sf x 1.97'L = 3.3 cf Outside= 19.7"W x 13.8"H => 1.88 sf x 1.97'L = 3.7 cf 121 Chambers in 11 Rows 2,215 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 96.83' 12.0" Round Culvert L= 22.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 96.83'/ 96.49' S= 0.0155 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 98.00' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=3.14 cfs @ 12.12 hrs HW=98.39' (Free Discharge) L1=Culvert (Passes 3.14 cfs of 3.90 cfs potential flow) L2=Sharp-Crested Rectangular Weir(Weir Controls 3.14 cfs @ 2.05 fps) 149 Main St Proposed Conditions Type 11124-hr 100-yr Rainfall=8.80" Prepared by Langan Engineering Printed 11/17/2022 HydroCADO 1020-2f s/n 08223 O 2022 HvdroCAD Software Solutions LLC Page 47 Pond R: Infiltration System - Chamber Wizard Field A Chamber Model=ACF R-Tank XD 7 (ACF Environmental R-Tank XD) Inside= 19.7"W x 13.8"H => 1.70 sf x 1.97'L = 3.3 cf Outside= 19.7"W x 13.8"H => 1.88 sf x 1.97'L= 3.7 cf 10 Chambers/Row x 1.97' Long = 19.69' Row Length +24.0" End Stone x 2 = 23.69' Base Length 31 Rows x 19.7"Wide + 24.0" Side Stone x 2 = 54.85' Base Width 3.0" Stone Base + 13.8" Chamber Height+ 6.0" Stone Cover= 1.90' Field Height 310 Chambers x 3.3 cf= 1,034.5 cf Chamber Storage 310 Chambers x 3.7 cf= 1,149.5 cf Displacement 2,466.3 cf Field- 1,149.5 cf Chambers = 1,316.8 cf Stone x 40.0%Voids = 526.7 cf Stone Storage Chamber Storage + Stone Storage= 1,561.2 cf = 0.036 of Overall Storage Efficiency = 63.3 Overall System Size = 23.69'x 54.85' x 1.90' 310 Chambers 91.3 cy Field 48.8 cy Stone 149 Main St Proposed Conditions Type 11124-hr 100-yr Rainfall=8.80" Prepared by Langan Engineering Printed 11/17/2022 HydroCADO 1020-2f s/n 08223 O 2022 HvdroCAD Software Solutions LLC Page 48 Pond R: Infiltration System - Chamber Wizard Field B Chamber Model=ACF R-Tank XD 7 (ACF Environmental R-Tank XD) Inside= 19.7"W x 13.8"H => 1.70 sf x 1.97'L = 3.3 cf Outside= 19.7"W x 13.8"H => 1.88 sf x 1.97'L= 3.7 cf 11 Chambers/Row x 1.97' Long = 21.65' Row Length +24.0" End Stone x 2 = 25.65' Base Length 11 Rows x 19.7"Wide + 24.0" Side Stone x 2 = 22.04' Base Width 3.0" Stone Base + 13.8" Chamber Height+ 6.0" Stone Cover= 1.90' Field Height 121 Chambers x 3.3 cf=403.8 cf Chamber Storage 121 Chambers x 3.7 cf=448.7 cf Displacement 1,073.5 cf Field-448.7 cf Chambers= 624.9 cf Stone x 40.0%Voids = 249.9 cf Stone Storage Chamber Storage + Stone Storage= 653.7 cf= 0.015 of Overall Storage Efficiency = 60.9 Overall System Size = 25.65'x 22.04'x 1.90' 121 Chambers 39.8 cy Field 23.1 cy Stone 149 Main St Proposed Conditions Type /// 24-hr 100-yr Rainfall=8.80" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 49 Summary for Link DP-A: Main Street Inflow Area = 0.176 ac, 84.47% Impervious, Inflow Depth = 7.86" for 100-yr event Inflow = 1.47 cfs @ 12.08 hrs, Volume= 0.115 of Primary = 1.47 cfs @ 12.08 hrs, Volume= 0.115 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs 149 Main St Proposed Conditions Type /// 24-hr 100-yr Rainfall=8.80" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 50 Summary for Link DP-B: Second Street Inflow Area = 0.480 ac, 93.15% Impervious, Inflow Depth = 7.53" for 100-yr event Inflow = 3.77 cfs @ 12.11 hrs, Volume= 0.301 of Primary = 3.77 cfs @ 12.11 hrs, Volume= 0.301 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs APPENDIX C Stormwater Quality and Recharge Calculations LA/VEA/V Standard 3: Recharge Total Impervious Coverage 25,938 sf 0.595 ac Impervious Coverage HSG-A 0 sf 0.00 ac Impervious Coverage HSG-B 25,938 sf 0.595 ac Impervious Coverage HSG-C 0 sf 0.00 ac Impervious Coverage HSG-D 0 sf 0.00 ac Total Impervious Site Area Draining to Recharge Facilities 0.390 ac Site Impervious Area Draining to Recharge Facilities 65% Recharge Adjustment=Site Impervious/Imp Draining to Recharge Facilities= 1.53 HSG F (in) Aimp(sf) Rv(cf) A 0.60 0 0 B 0.35 25,938 757 C 0.25 0 0 D 0.10 0 0 Total Required Recharge Volume, Rv 757 Adjusted Total Required Recharge 11155 Total Recharge Volume Provided 1,268 1 149 Main St Proposed Conditions Type 11124-hr 25-yr Rainfall=6.09" Prepared by Langan Engineering Printed 11/17/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 34 Summary for Pond R: Infiltration System Inflow Area = 0.396 ac, 98.45% Impervious, Inflow Depth = 5.79" for 25-yr event Inflow = 2.33 cfs @ 12.08 hrs, Volume= 0.191 of Outflow = 2.14 cfs @ 12.12 hrs, Volume= 0.162 af, Atten= 8%, Lag= 2.2 min Primary = 2.14 cfs @ 12.12 hrs, Volume= 0.162 of Routed to Link DP-B : Second Street Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Peak Elev= 98.30' @ 12.12 hrs Surf.Area= 1,865 sf Storage= 1,704 cf Plug-Flow detention time= 127.7 min calculated for 0.162 of(85% of inflow) Center-of-Mass det. time=62.4 min ( 810.4 - 748.0 ) Volume Invert Avail.Storage Storage Description #1 A 97.00' 527 cf 54.85'W x 23.69'L x 1.90'H Field A 2,466 cf Overall - 1,149 cf Embedded = 1,317 cf x 40.0% Voids #2A 97.25' 1,035 cf ACF R-Tank XD 7 x 310 Inside #1 Inside= 19.7"W x 13.8"H => 1.70 sf x 1.97'L = 3.3 cf Outside= 19.7"W x 13.8"H => 1.88 sf x 1.97'L = 3.7 cf 310 Chambers in 31 Rows #313 97.00' 250 cf 22.04'W x 25.65'L x 1.90'H Field B 1,074 cf Overall - 449 cf Embedded = 625 cf x 40.0% Voids #413 97.25' 404 cf ACF R-Tank XD 7 x 121 Inside #3 Inside= 19.7"W x 13.8"H => 1.70 sf x 1.97'L = 3.3 cf Outside= 19.7"W x 13.8"H => 1.88 sf x 1.97'L = 3.7 cf 121 Chambers in 11 Rows 2,215 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 96.83' 12.0" Round Culvert L= 22.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 96.83'/ 96.49' S= 0.0155 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 98.00' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=2.14 cfs @ 12.12 hrs HW=98.30' (Free Discharge) L1=Culvert (Passes 2.14 cfs of 3.73 cfs potential flow) L2=Sharp-Crested Rectangular Weir(Weir Controls 2.14 cfs @ 1.80 fps) 149 Main St Proposed Conditions Type 11124-hr 25-yr Rainfall=6.09" Prepared by Langan Engineering Printed 11/13/2022 HydroCAD® 10.20-2f s/n 08223 ©2022 HydroCAD Software Solutions LLC Page 9 Stage-Area-Storage for Pond R: Infiltration System Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 97.00 0 98.02 13297 97.02 15 98.04 19325 97.04 30 98.06 13354 97.06 45 98.08 1)383 97.08 60 98.10 1,412 97.10 75 98.12 1,441 97.12 90 98.14 1,470 97.14 104 98.16 1,498 97.16 119 98.18 1,527 97.18 134 98.20 1,556 97.20 149 98.22 13585 97.22 164 98.24 13614 97.24 179 98.26 11643 97.26 201 98.28 1,671 97.28 230 98.30 1,700 97.30 259 98.32 1,729 97.32 287 98.34 1,758 97.34 316 98.36 1,787 97.36 345 98.38 1,816 97.38 374 98.40 1,843 97.40 403 98.42 13858 97.42 432 98.44 13873 97.44 460 98.46 19888 97.46 489 98.48 13903 97.48 518 98.50 1,918 97.50 547 98.52 1,933 97.52 576 98.54 1,948 97.54 605 98.56 1,963 97.56 633 98.58 1,978 97.58 662 98.60 1,993 97.60 691 98.62 2,007 97.62 720 98.64 23022 97.64 749 98.66 23037 97.66 778 98.68 21052 97.68 806 98.70 2,067 97.70 835 98.72 2,082 97.72 864 98.74 2,097 97.74 893 98.76 2,112 97.76 922 98.78 2,127 97.78 951 98.80 2,142 97.80 979 98.82 2,157 97.82 15008 98.84 23172 97.84 13037 98.86 23186 97.86 13066 98.88 29201 97.88 13095 98.90 29215 97.90 13124 97.92 1,152 97.94 1,181 97.96 1,210 97.98 1,239 98.00 11268 Standard 3: 72-hour Drawdown Analysis 'Table,,2.3.3. 1982, Rawls Rates's Texture Class NRCS Hy&-ologic Soll Group Infiltration Rate (HSG) Inches/Haur 8_ 7 Sand A 2 r Loamy'�Sand A 2-4.1 Sandy,L,,,owu B 1-02, Loam B 0-52 0_ 7 Silt Loam C 2 r Sandy,Clay Loam C 0-17 Clay Lomn D, 0-09 S,11q,Clay Loani D 0-06 Sandy,Clay D, 0-05 S,11q,Clay D, 0-0114 'C,,,Iay D, 0-02 Table 2.3.3 from Massachusetts Stormwater Handbook;Volume 3,pg.22 Drawdown Time Rv where: Rv=Storage Volume Below Outlet [Ac-ft] (K) (Bottom Area) K= Infiltration Rate [in/hr] Bottom Area= Bottom Area of Recharge System [Ac] Infiltration System Rv= 0.029 Ac-ft K= 1.020 in/hr Bottom Area = 0.043 Acres Drawdown Time= 8.0 Hours <72 Hours, Design is in compliance with the standard. Stormwater Quality Calculations Calculation Design Guideline Stormwater Quality Volume(WQV) Massachusetts Stormwater Handbook/MS4 Watershed Stormwater Quality Flow(WQF) MassDEP& Ubran Hydrology for Small Watersheds TR-55 Proposed Watershed A-2 Watershed Characteristics Total Watershed Area 0.17 ac Impervious Area,Aimp 0.14 ac >>> 0.0002 mil Time of Concentration , TC 6 min >>> 0.1 hr Water Quality Volume(WQV) WQV= (QWQv)*(Aimp) Water Quality Depth, QwQv 0.5 in Impervious Area,Aimp 0.14 ac Water Quality Volume,WQV 0.01 ac-ft >>> 252 ft3 Water Quality Flow(WQF) WQF= (qu)*(Ajmp)*(QwQv) qu= Unit Peak Discharge (csm/in) A=drainage area (mil) Water Quality Depth, QwQv 0.5 in CN = 98 Tc= 0.100 hr la= 0.041 P= 1.2 in la/P= 0.034 Unit Peak Discharge, qu 752 csm/in Determine qu, using MassDEP Standard Method to Convert Required Water Quality Volume to a Water Quality Flow,WQF= 0.08 cfs Discharge Rate for Sizing Flow Based Manufactured Proprietary Stormwater Treatment Practices Figure 3 or 4 for la/P=0.034 for 1"QwQv 406&424 MIDDLESEX RD TYNGSBOROUGH, MA BY ARK DATE 11/17/2022 PROJ NO. 151028501 REV DATE SHEET 1 Stormwater Quality Calculations Calculation Design Guideline Stormwater Quality Volume(WQV) Massachusetts Stormwater Handbook/MS4 Watershed Stormwater Quality Flow(WQF) MassDEP& Ubran Hydrology for Small Watersheds TR-55 Proposed Watershed B-3 Watershed Characteristics Total Watershed Area 0.06 ac Impervious Area,Aimp 0.04 ac >>> 0.0001 mil Time of Concentration , TC 6 min >>> 0.1 hr Water Quality Volume(WQV) WQV= (QWQv)*(Aimp) Water Quality Depth, QwQv 0.5 in Impervious Area,Aimp 0.04 ac Water Quality Volume,WQV 0.00 ac-ft >>> 69 ft3 Water Quality Flow(WQF) WQF= (qu)*(Ajmp)*(QwQv) qu= Unit Peak Discharge (csm/in) A=drainage area (mil) Water Quality Depth, QwQv 0.5 in CN = 98 Tc= 0.100 hr la= 0.041 P= 1.2 in la/P= 0.034 Unit Peak Discharge, qu 752 csm/in Determine qu, using MassDEP Standard Method to Convert Required Water Quality Volume to a Water Quality Flow,WQF= 0.04 cfs Discharge Rate for Sizing Flow Based Manufactured Proprietary Stormwater Treatment Practices Figure 3 or 4 for la/P=0.034 for 1"QwQv 406&424 MIDDLESEX RD TYNGSBOROUGH, MA BY ARK DATE 10/20/2022 PROJ NO. 151028501 REV DATE SHEET 2 to rO STC CLEAN OUT (REQUStorm p[ STC is the recognized led [ mwater � _ iaEo, PIPES treatment offering a range of versat le t eatment eP.� i ... system that ffecri�ey remove pon c cserom OIL stormwater and znowmelt runoff.5torm<eptor isFlexibly ory designed to protect waterways from hazardous m alateri W R PE SAFETY spills and srormwater pollution,including suspended <,Hn,r sedirnent,f oils,and other pollutants that attach to ORIFICE PLATE partUes,no rnatter how force the storm. OUTLET Stormceptors scour prevention technology ensures pollutants are captured and contained during all rainfall oaov g events. •• SEDIMENT Ideal uses STORAGE Y Sediment(Tss) removai . 1JJ imWii • srincor,croi • Debris and sm:3ii noatahie s capture - Pretreatment for filtration,detention/retention team More: systems,ponds,wetlands, Low Impact Development tecliF (LID),green infrastructure,and water sensitive urban design Proven performance With more than 20 years of industry experience, patented scour prevention - Mu tant removal and Stormceptor has been performance tested and verified proven ',uperinr pn technology rot-noon by some of the most stringent technology evaluation programs in North America. Can take the place of EI-iiniii;il;•.t l eii<•.c•d for ventionaljunction or inlet ,idelil ioii;il Slru<tur;•.ti NJCAT structure Washington Ecology to Washington Department of Minimal drop between inlet and Ecology(GULD)-Pretreatment outlet Site llenil�ili�y • EN858 Oass7 Multiple inlets can connect ton Uesigii flexibility single unit 3rd parry tested and verified Eliiniii;ii,•.t ihe need fear a performance(Sediment&Oil) sep&rate�)YPas;Sbru<.i iir;•. 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1 Additional sediment storage capacity available-Check with your local representative for information. 2 Treatment Capacity is based on laboratory testing using OK-170(average D50 particle size of approximately 100 microns)and a 2400 micron screen. 3 Maintenance recommended when sediment depth has accumulated to within 12-18 inches of the dry weather water surface elevation. 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�� u�. w iii I iii I i, �� r I I IIIIIII I NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY.APPLICATIONS 1"'NTECH'�' SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS "me'µ' " IIIIi AND DECISIONS,AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY ENGINEERED SOLUTIONS APPLICATION.CONTECH MAKES NO WARRANTY WHATSOEVER,EXPRESS OR IMPLIED,RELATED TO THE APPLICATIONS,MATERIALS,COATINGS,OR PRODUCTS DISCUSSED HEREIN.ALL IMPLIED WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY Get social with us: 91 Im 0 0 PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH.SEE CONTECH'S CONDITIONS OF SALE (AVAILABLE AT WWW.CONTECHES.COM/COS)FOR MORE INFORMATION. 800-338-1122� Illu"'"IIII' ° lllllli. Illr"" Q 2020 Contech Engineered Solutions LLC,a QUIKRETE Company All Rights Reserved.Printed in the USA.) Revision 08/20 APPENDIX D TSS Removal Worksheets LA/V&A/V A /VfiA/V TSS Removal Project Name: 149 Main & 14 Second St Sheet: 1 of 3 100 Cambridge Street, Suite 1310 Project Number: 151025801 Date: 11-Nov-2022 Boston, MA 02114 Location: North Andover, MA Computed by: HH Discharge Point: A& B Checked by: Drainage Area(s): A-2 & B-3 A B C D E TSS Removal Starting TSS Amount Removed, Remaining Load BMP* Rate* Load** (C' D) (D-E)', Water Quality unit 80% 1.00 0.80 0.20 0% 0.20 0.00 0.20 1 L 0% 0.20 0.00 0.20 1 L 0% 0.20 0.00 0.20 0% 0.20 0.00 0.20 I L * BMP and TSS Removal Rate Values from the MassDEP Stormwater Handbook Vol. 1. Treatment Train Removal rates for proprietary devices are from approved studies and/or manufacturer 80% data (attach study or data source, or remove this sentence if not applicable). TSS R@fYIOVaI = *" Equals remaining load from previous BMP (E) \\langan.com\data\BOS\Data5\151028501\Project Data\_Discipline\Site Civil\Stormwater\149 Main Street TSS A /VfiA/V TSS Removal Project Name: 149 Main & 14 Second St Sheet: 2 of 3 100 Cambridge Street, Suite 1310 Project Number: 151025801 Date: 11-Nov-2022 Boston, MA 02114 Location: North Andover, MA Computed by: HH Discharge Point: Sub. Infiltration System Checked by: Drainage Area(s): 13-2 (Pre-treatment) A B C D E TSS Removal Starting TSS Amount Removed, Remaining Load BMP* Rate* Load** (C' D) (D-E)', Trench Drain Filter 25% 1.00 0.25 0.75 I L 0% 0.75 0.00 0.75 1 L 0% 0.75 0.00 0.75 1 L 0% 0.75 0.00 0.75 1 L 0% 0.75 0.00 0.75 * BMP and TSS Removal Rate Values from the MassDEP Stormwater Handbook Vol. 1. Treatment Train Removal rates for proprietary devices are from approved studies and/or manufacturer 25% data (attach study or data source, or remove this sentence if not applicable). TSS R@fYIOVaI = *" Equals remaining load from previous BMP (E) \\langan.com\data\BOS\Data5\151028501\Project Data\_Discipline\Site Civil\Stormwater\149 Main Street TSS A /VfiA/V TSS Removal Project Name: 149 Main & 14 Second St Sheet: 3 of 3 100 Cambridge Street, Suite 1310 Project Number: 151025801 Date: 11-Nov-2022 Boston, MA 02114 Location: North Andover, MA Computed by: HH Discharge Point: Sub. Infiltration System Checked by: Drainage Area(s): 13-2 (treatment) A B C D E TSS Removal Starting TSS Amount Removed, Remaining Load BMP* Rate* Load** (C' D) (D-E)', Subsurface Infiltration 80% 1.00 0.80 0.20 Structure 0% 0.20 0.00 0.20 I L 0% 0.20 0.00 0.20 1 L 0% 0.20 0.00 0.20 1 L 0% 0.20 0.00 0.20 11 JL-- 11 11 * BMP and TSS Removal Rate Values from the MassDEP Stormwater Handbook Vol. 1. Treatment Train Removal rates for proprietary devices are from approved studies and/or manufacturer 80% data (attach study or data source, or remove this sentence if not applicable). TSS R@fYIOVaI = *" Equals remaining load from previous BMP (E) \\langan.com\data\BOS\Data5\151028501\Project Data\_Discipline\Site Civil\Stormwater\149 Main Street TSS APPENDIX E Stormwater Collection System Calculations LA/VSA/V Hydraflow Storm Sewers Extension for Autodesk0 Civil 3D0 Plan TD-1 04 Main Street \4 3 18" Drain Line Second Street 12" MH-101 Drain Line (WQU) 5 TD-202 7 OCS-202 8% 16 4 Roof MH-201 Infiltration Leader (WQU) & Detention t. 2 TD-1 03 System 0 u tfa I I er-� Infiltration & Outfall - Infiltration & Detention Detention System System Project File: (2022-11-17) 149 Main Street.stm Number of lines:8 Date: 11/17/2022 Storm Sewers v2022.00 Storm Sewer Inventory Report Page 1 Line Alignment Flow Data Physical Data Line ID No. Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/ Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) (ft) 1 End 9.221 -108.791 Genr 0.00 0.17 0.90 6.0 97.25 0.98 97.34 12 Cir 0.012 1.00 100.71 PIPE-3 2 End 18.222 -18.795 Genr 0.00 0.06 0.83 6.0 97.25 0.99 97.43 12 Cir 0.012 1.00 99.10 PIPE-4 3 End 32.104 161.683 MH 0.00 0.00 0.00 0.0 91.68 1.68 92.22 12 Cir 0.012 1.00 96.31 PIPE-2 4 3 17-412 88.986 Genr 0.00 0.17 0.82 6.0 92.33 0.98 92.50 12 Cir 0.012 1.00 95.50 PIPE-1 5 End 22.144 53.360 MH 0.00 0.00 0.00 0.0 96.49 1.54 96.83 12 Cir 0.012 1.00 100.10 PIPE-8 6 5 5.035 18.890 Genr 2.33 0.00 0.00 0.0 97.20 0.99 97.25 12 Cir 0.012 1.00 100.27 PIPE-5 7 5 9.562 109.269 MH 0.00 0.00 0.00 0.0 96.93 0.00 96.93 12 Cir 0.012 0.91 100.05 PIPE-7 8 7 5.576 63.382 Genr 0.00 0.06 0.83 6.0 97.03 1.08 97.09 12 Cir 0.012 1.00 99.91 PIPE-6 Project File: (2022-11-17) 149 Main Street.stm Number of lines:8 Date: 11/17/2022 Storm Sewers v2022.00 Structure Report Page 1 Struct Structure ID Junction Rim Structure Line Out Line In No. Type Elev Shape Length Width Size Shape Invert Size Shape Invert (ft) (ft) (in) (ft) (in) (ft) 1 RL-1 05 Generic 100.71 Cir 0.83 0.83 12 Cir 97.34 2 TD-1 03 Generic 99.10 Cir 0.83 0.83 12 Cir 97.43 3 MH-101 (WQU) Manhole 96.31 Cir 4.00 4.00 12 Cir 92.22 12 Cir 92.33 4 TD-1 04 Generic 95.50 Cir 0.83 0.83 12 Cir 92.50 5 OCS-202 Manhole 100.10 Cir 4.00 4.00 12 Cir 96.83 12 Cir 97.20 12 Cir 96.93 6 CON-B Generic 100.27 Cir 0.83 0.83 12 Cir 97.25 7 MH-201 (WQU) Manhole 100.05 Cir 4.00 4.00 12 Cir 96.93 12 Cir 97.03 8 TD-201 Generic 99.91 Cir 0.83 0.83 12 Cir 97.09 Project File: (2022-11-17) 149 Main Street.stm Number of Structures:8 Run Date: 11/17/2022 Storm Sewers v2022.00 Storm S ewer S u m mary Repo rt Page 1 Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No. 1 PIPE-3 1.22 12 Cir 9.221 97.25 97.34 0.976 97.71 97.80 n/a 97.80 End Generic 2 PIPE-4 0.40 12 Cir 18.222 97.25 97.43 0.988 97.51 97.69 0.09 97.69 End Generic 3 PIPE-2 1.10 12 Cir 32.104 91.68 92.22 1.682 92.12 92.66 0.17 92.66 End Manhole 4 PIPE-1 1.11 12 Cir 17.412 92.33 92.50 0.976 92.70 92.94 n/a 92.94 3 Generic 5 PIPE-8 2.72 12 Cir 22.144 96.49 96.83 1.535 97.20 97.54 n/a 97.54 j End Manhole 6 PIPE-5 2.33 12 Cir 5.035 97.20 97.25 0.993 97.76 97.90 n/a 97.90 5 Generic 7 PIPE-7 0.39 12 Cir 9.562 96.93 96.93 0.000 97.93* 97.93* 0.00 97.93 5 Manhole 8 PIPE-6 0.40 12 Cir 5.576 97.03 97.09 1.076 97.93 97.35 0.09 97.35 7 Generic Project File: (2022-11-17)149 Main Street.stm Number of lines:8 Run Date: 11/17/2022 NOTES: Return period=25 Yrs. ;*Surcharged(HGL above crown). j-Line contains hyd.jump. Storm Sewers v2022.00 Storm Sewer Tabulatio n Page 1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft1s) (in) M (ft) (ft) (ft) (ft) (ft) (ft) 1 End 9.221 0.17 0.17 0.90 0.15 0.15 6.0 6.0 7.9 1.22 3.81 3.42 12 0.98 97.25 97.34 97.71 97.80 100.79 100.71 PIPE-3 2 End 18.222 0.06 0.06 0.83 0.05 0.05 6.0 6.0 7.9 0.40 3.83 2.44 12 0.99 97.25 97.43 97.51 97.69 99.91 99.10 PIPE-4 3 End 32.104 0.00 0.17 0.00 0.00 0.14 0.0 6.1 7.9 1.10 5.00 3.31 12 1.68 91.68 92.22 92.12 92.66 95.31 96.31 PIPE-2 4 3 17.412 0.17 0.17 0.82 0.14 0.14 6.0 6.0 7.9 1.11 3.81 3.75 12 0.98 92.33 92.50 92.70 92.94 96.31 95.50 PIPE-1 5 End 22.144 0.00 0.06 0.00 0.00 0.05 0.0 6.4 7.8 2.72 4.78 4.57 12 1.54 96.49 96.83 97.20 97.54 98.42 100.10 PIPE-8 6 5 5.035 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 2.33 3.84 4.71 12 0.99 97.20 97.25 97.76 97.90 100.10 100.27 PIPE-5 7 5 9.562 0.00 0.06 0.00 0.00 0.05 0.0 6.1 7.9 0.39 0.00 0.50 12 0.00 96.93 96.93 97.93 97.93 100.10 100.05 PIPE-7 8 7 5.576 0.06 0.06 0.83 0.05 0.05 6.0 6.0 7.9 0.40 4.00 1.49 12 1.08 97.03 97.09 97.93 97.35 100.05 99.91 PIPE-6 Project File: (2022-11-17) 149 Main Street.stm Number of lines:8 Run Date: 11/17/2022 NOTES:Intensity=102.61 /(Inlet time+ 16-50)A 0.82; Return period=Yrs.25 c=cir e=ellip b=box Storm Sewers v2022.00 Hydraulic Grade L i ne Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft1s) (ft) (ft) M (ft) (ft) (ft) (ft) (sqft) (ft1s) (ft) (ft) M M (ft) (K) (ft) 1 12 1.22 97.25 97.71 0.46 0.35 3.45 0.18 97.89 0.000 9.221 97.34 97.80 0.46** 0.36 3.40 0.18 97.98 0.000 0.000 n/a 1.00 n/a 2 12 0.40 97.25 97.51 0.26 0.16 2.44 0.09 97.60 0.000 18.222 97.43 97.69 0.26** 0.16 2.44 0.09 97.78 0.000 0.000 n/a 1.00 0.09 3 12 1.10 91.68 92.12 0.44 0.33 3.32 0.17 92.29 0.000 32.104 92.22 92.66 0.44** 0.33 3.30 0.17 92.83 0.000 0.000 n/a 1.00 0.17 4 12 1.11 92.33 92.70 0.37* 0.26 4.20 0.17 92.87 0.000 17.412 92.50 92.94 0.44** 0.34 3.30 0.17 93.11 0.000 0.000 n/a 1.00 n/a 5 12 2.72 96.49 97.20 0.71 0.59 4.56 0.33 97.53 0.000 22.144 96.83 97.54 j 0.71** 0.59 4.59 0.33 97.86 0.000 0.000 n/a 1.00 0.33 6 12 2.33 97.20 97.76 0.56* 0.45 5.13 0.29 98.05 0.000 5.035 97.25 97.90 0.65** 0.54 4.29 0.29 98.19 0.000 0.000 n/a 1.00 n/a 7 12 0.39 96.93 97.93 1.00* 0.79 0.50 0.00 97.93 0.010 9.562 96.93 97.93 1.00 0.79 0.50 0.00 97.93 0.010 0.010 0.001 0.91 0.00 8 12 0.40 97.03 97.93 0.90 0.16 0.53 0.09 98.03 0.000 5.576 97.09 97.35 0.26** 0.16 2.44 0.09 97.44 0.000 0.000 n/a 1.00 0.09 Project File: (2022-11-17)149 Main Street.stm Number of lines:8 Run Date: 11/17/2022 Notes:*Normal depth assumed;**Critical depth.;j-Line contains hyd.jump c=cir e=ellip b=box Storm Sewers v2022.00 APPENDIX F Long Term Pollution Prevention Operation and Maintenance Plans LA/V&A/V OPERATION AND MAINTENANCE PLAN Permanent Stormwater Best Management Practices (BMPs) for Main and Second LLC 149 Main Street & 14 Second Street North Andover, Massachusetts Parcels 030-8-0 and 030-7-0 Prepared By: Langan Engineering and Environmental Services, Inc. 100 Cambridge Street, Suite 1310 Boston, MA 02114 Prepared For: Main and Second, LLC c/o Crespo Group, LLC 65 Lewis Street East Boston, MA 02128 617.470.0339 November 2022 Langan Project No. 151028501 EiA 100 Cambridge Street, Suite 13 ston, MIA 02114 1 617.824�9100 F: 617.824.9101 www.1angan.com NIew Jersey*New York*Connecticut#Massachusetts*Pennsylvania a Washington, DC*Ohio* Hlin6s a Florida*Texas a Arizona*Colorado*Washington*California. Athens*Calgary*Dubai*ILorldon* Panania Stormwater Operation and Maintenance Plan 149 Main Street and 14 Second Street, North Andover, MA Long Term Pollution Prevention Operation and Maintenance Plan The purpose of this Long Term Pollution Prevention Operation and Maintenance Plan ("O&M") is to provide project specific information related to the long term operation, maintenance, inspection, documentation, and performance of the structural and non-structural stormwater features. Regular inspection and maintenance of the stormwater management system is necessary to ensure proper operation of the system. The following 0&M has been prepared to ensure the proposed system functions as intended. This 0&M plan identifies maintenance procedures, schedules, and responsible parties. The Long Term Pollution Prevention Operation and Maintenance Plan has been compiled in general accordance with Federal, State, and Local requirement in addition to stormwater best management practices ("BMPs"). Responsible Parties Main and Second LLC, or any successor of, shall be the party responsible for implementing this O&M plan. Main and Second LLC c/o Crespo Group 65 Lewis Street East Boston, MA 02128 Estimated Annual Costs The estimated annual cost for the implementation of this plan is $5,000. Stormwater Operation and Maintenance Procedures Procedures are obtained from the Massachusetts Stormwater Handbook. These procedures are for all structural and non-structural BMPs and are intended to eliminate or reduce the long term soil erosion and degradation of stormwater features following construction completion. The inspection and successful implementation of all stormwater measures, shall be the Property Manager's responsibility. The Property Manager is responsible for training employees to perform 0&M and to provide ongoing training as needed in response to staff changes. Implement employee training program and hold session at least once a year. Stormwater Management Plan Overview Stormwater runoff is managed on site through the use of an underground closed pipe network with trench drains, trench drain filters, proprietary hydrodynamic separators, and underground infiltration/detention system. Stormwater Operation and Maintenance Plan 149 Main Street and 14 Second Street, North Andover, MA Structural Pretreatment BMPs Trench Drain Activfty, Freque, ey, .......... Inspectutlits Four titiies per year Clean units, our fiitnes,per year or wbenever the depth of deposits is,greater than or equal o one half the dde,pth-frorn,the bottor",of the invert of the lowest pipe in the basin, .......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Proprietary Hydrodynamic Separators ................................................................................................................................................................................................................................................ Adivity Frequency ....................................................................................................................................................................................Inspect in,accordance,with�an,u,fact,u,rer,re�q,u,i,re-,m,erits,, but no less than twice a See activity year followin g installation, and no less than once a year thereafter,. ........................................................................................................................................................................................................................................................... .................................................................................................................................... Remove sediment and other trapped pollutants at frequency or level specified,by See ,manufacturer., manufacturer information ......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... 0 Refer to manufacturer's maintenance procedures attached to this document. Proprietary Trench Drain Filters 0 Refer to manufacturer's maintenance procedures attached to this document. Underground Structural BMPs Outlet Control Structures and Underground Detention Systems Activity Frequency Inspect inlets and outlet control structures Twice a year Remove sediment, trash and other trapped As required. pollutants. I I 0 Refer to manufacturer's maintenance procedures attached to this document. Non-Structural Pretreatment BMPs Street Sweeping Activity Frequency High Efficiently Vacuum Quarterly Average, with sweeping scheduled primary in spring and fall Regenerative Air Sweeper Quarterly Average, with sweeping scheduled primary in spring and fall Mechanical Sweeper Monthly Average, with sweeping scheduled primarily in spring and fall Stormwater Operation and Maintenance Plan 149 Main Street and 14 Second Street, North Andover, MA Material and Equipment Storage Material and equipment storage shall be done in a safe and orderly fashion. All debris and waste shall be collected and disposed of offsite in a legal manner in accordance with local and federal guidelines. Spill Control & Containment The following measures must be implemented to minimize, control, and contain spills: • Store chemicals inside, when applicable • Pick up litter • The spill shall be contained as close to the source as possible with a dike of absorbent materials from the spill cleanup equipment (such as socks, pads, pillows, or Ogs"). Additional dikes must be constructed to protect swales or other stormwater conveyances or streams. A cover or dike will shall protect any other stormwater structures such as catch basins. • Implement employee training program and hold session at least once a year • Identify spill control team. The name(s) of the responsible spill personnel will be posted on-site. • Each employee will be instructed that all spills are to be reported to the spill prevention and cleanup coordinator. The supervisor will assess the incident and initiate proper containment and response procedures immediately upon notification. Workers should avoid direct contact with spilled materials during the containment procedures. • In the event of a release of oil or hazardous waste to the storm drainage system, the person shall immediately notify the Town's Fire and Public Works Departments and the Board of Health. • Notifications in person or by phone shall be confirmed by written notice addressed and mailed to the Town within three business days of the phone notice. • If the discharge of prohibited materials emanates from a commercial facility, the facility owner or operator of the facility shall retain on-site a written record of the discharge and the actions taken to prevent its recurrence. Such records shall be retained in accordance with the Massachusetts Public Records Law. Pesticides and Fertilizers • Pesticide/Herbicide Usage — No pesticides are to be used unless a single spot treatment is required for a specific control application. • Fertilizer usage should be avoided. If deemed necessary, slow release fertilizer should be used. Fertilizer may be used to begin the establishment of vegetation in bare or damaged areas, but should not be applied on a regular basis unless necessary Stormwater Operation and Maintenance Plan 149 Main Street and 14 Second Street, North Andover, MA STORMWATER MANAGEMENT SYSTEM INSPECTION AND MAINTENANCE CHECKLIST 149 Main Street and 14 Second Street, North Andover Inspector: Date: Time: Site Conditions: Inspection & Maintenance Item Schedule Satisfactory? Comments or Corrective Measures Yes (Y) or No (N) Taken Trench Drains Inspect Units Quarterly Y N Clean Units Quarterly Y N Proprietary Separators Inspect per Manufacture 2x a year Recommendations - See Y N manufacturer maintenance guide Remove Sediments and Pollutants Level of sediment has reached Y N 50% of sump capacity Proprietary Trench Filters Inspect per Manufacture Quarterly Recommendations - See during 1 st Y N manufacturer maintenance guide year then 2x a year after Inspect for standing water, sediment, Quarterly trash and debris and clogging during 1Styear Y N then 2x a year after Remove trash and debris and sediment During every Y N inspection Stormwater Operation and Maintenance Plan 149 Main Street and 14 Second Street, North Andover, MA Inspect to determine if system drains Annually in 72 hours during wet Y N season after large storms Inspect cartridges and rinse cartridges During every inspection Y N Replace cartridges As needed Y N Underground Detention or Infiltration Inspect outlet and inlet structures 2x a year Y N Remove Sediments and Pollutants Annually Y N Street Sweeping High Efficient Vacuum Quarterly Y N Regenerative Air Sweeper Quarterly Y N Mechanical Sweeper Monthly Y N Stormwater Operation and Maintenance Plan 149 Main Street and 14 Second Street, North Andover, MA STORMWATER MANAGEMENT SYSTEM MAINTENANCE LOG FORM 149 Main Street and 14 Second Street North Andover, MA No. Description of Maintenance Activity Date Staff or Contractor Comments or Follow-up Items R=TANK OPERATION, INSPECTION & MAINTENANCE Operation Your ACF R-Tank System has been designed to function in conjunction with the engineered drainage system on your site,the existing municipal infrastructure, and/or the existing soils and geography of the receiving watershed. Unless your site included certain unique and rare features, the operation of your R-Tank System will be driven by naturally occurring systems and will function autonomously.However,upholding a proper schedule of Inspection&Maintenance is critical to ensuring continued functionality and optimum performance of the system. Inspection Both the R-Tank and all stormwater pre-treatment features incorporated into your site must be inspected regularly. Inspection frequency for your system must be determined based on the contributing drainage area, but should never exceed one year between inspections (six months during the first year of operation). Inspections may be required more frequently for pre-treatment systems. You should refer to the manufacturer requirements for the proper inspection schedule. With the right equipmentyour inspection and measurements can be accomplished from the surface without physically entering any confined spaces. If your inspection does require confined space entry,you MUST follow all local/regional requirements as well as OSHA standards. R-Tank Systems may incorporate Inspection Ports, Maintenance Ports, and/or adjoining manholes. Each of these features are easily accessed by removing the lid at the surface. With the cover removed, a visual inspection can be performed to identify sediment deposits within the structure. Using a flashlight,ALL access points should be examined to complete a thorough inspection. Inspection Ports Usually located centrally in the R-Tank System,these perforated columns are designed to give the user a base-line sediment depth across the system floor. Maintenance Ports Usually located near the inlet and outlet connections,you'll likely find deeper deposits of heavier sediments when compared to the Inspection Ports. Manholes Most systems will include at least two manholes-one at the inlet and another at the outlet. There may be more than one location where stormwater enters the system,which would result in additional manholes to inspect. Bear in mind that these manholes often include a sump below the invert of the pipe connecting to the R-Tank. These sumps are designed to capture sediment before it reaches the R-Tank,and they should be kept clean to ensure they function properly. However, existence of sediment in the sump does NOT necessarily mean sediment has accumulated in the R-Tank. After inspecting the bottom of the structure, use a mirror on a pole(or some other device)to check for sediment or debris in the pipe connecting to the R-Tank. ENVIRONMENTAL ® I t ® I 1 ■ , ► 1 a , , ►_ II Al ■ If sediment or debris is observed in any of these structures, you should determine the depth of the material. This is typically accomplished with a stadia rod, but you should determine the best way to obtain the measurement. All observations and measurements should be recorded on an Inspection Log kept on file. We've included a form you can use at the end of this guideline. Maintenance The R-Tank System should be back-flushed once sediment accumulation has reached 6"or 15%of the total system height. Use the chart below as a guideline to determine the point at which maintenance is required on your system. R-Tank Unit Max Sediment Dept Mini 9.5" 1.5" Single 17" 3" Double 34" 5" Triple 50" 6" Quad 67" 6" F_—Pent 84" 6" Before any maintenance is performed on your system, he sure to plug the outlet pipe to prevent contamination of the adjacent systems. To back-flush the R-Tank,water is pumped into the system through the Maintenance Ports as rapidly as possible. Water should be pumped into ALL Maintenance Ports.The turbulent action of the water moving through the R-Tank will suspend sediments which may then be pumped out. If your system includes an Outlet Structure, this will be the ideal location to pump contaminated water out of the system. However, removal of back-flush water may be accomplished through the Maintenance Ports, as well. For systems with large footprints that would require extensive volumes of water to properly flush the system, you should consider performing your maintenance within 24 hours of a rain event. Stormwater entering the system will aid in the suspension of sediments and reduce the volume of water required to properly flush the system. Once removed, sediment-laden water may be captured for disposal or pumped through a DirtbagTM (if permitted by the locality). 2831 Cardwell Road Richmond,Virginia,23234 A41 ctir 800.448.3636 ® FAX 804.743.7779 I S G 1 0 N111 acfenvironmental.com ENVIR40NMENTAL Step-By-Step Inspection&Maintenance Routine 1) Inspection a. Inspection Port i. Remove Cap ii. Use flashlight to detect sediment deposits iii. If present, measure sediment depth with stadia rod iv. Record results on Maintenance Log v. Replace Cap b. Maintenance Port/s i. Remove Cap ii.Use flashlight to detect sediment deposits iii. If present, measure sediment depth with stadia rod iv. Record results on Maintenance Log v. Replace Cap vi. Repeat for ALL Maintenance Ports c. Adjacent Manholes i. Remove Cover ii. Use flashlight to detect sediment deposits iii. If present, measure sediment depth with stadia rod, accounting for depth of sump (if present) iv. Inspect pipes connecting to R-Tank v. Record results on Maintenance Log vi. Replace Cover vi i. Repeat for ALL Manholes that connect to the R-Tank 2) Maintenance a. Plug system outlet to prevent discharge of back-flush water b. Determine best location to pump out back-flush water c. Remove Cap from Maintenance Port d. Pump water as rapidly as possible (without over-topping port) into system until at least 1" of water covers system bottom e. Replace Cap f. Repeat at ALL Maintenance Ports g. Pump out back-flush water to complete back-flushing h. Vacuum all adjacent structures and any other structures or stormwater pre-treatment systems that require attention i. Sediment-laden water may be captured for disposal or pumped through a DirtbagTM. j. Replace any remaining Caps or Covers k. Record the back-flushing event in your Maintenance Log with any relevant specifics ACtF R-Tank Log AazmlL3-S 3--- --3 Company Responsible Site Name: for Maintenance: Location: Contact: System Owner: Phone Number: For more information about our products,contact Inside Sales at 800.448.3636 or email at info@acfenv.com Trench Drain Filter • • • Operation & Maintenance Guide �a r !� ;o F �;i v t�'IJV fllr / ;tfiv �� I i(,� I�;�i�,�'�y //�+�p1 r y/ �✓i%�1(/ �r„ror rr r/;rF/iff��, ,,,, � ri,iu 6� � � 1� I �I rrr;� �( ,' /�,,, 1h fj�4k��uw'"�/n uoiVl �(i 1➢�n'Iy �� ira a Wr✓r7�i�5�r ' / d a � �. /l ;Rill✓i0// iii 1 ��mn� ��". ✓ p y // y vi n "u OfiOu�or�d l a»in��,i(p�i�l/rr�„ Fabco Industries C ate Office24 Central Drive Farmingdale, "h Telephone: 6024 Fax: 631.501.5528 www. r ' I of ' III III irll ,,,,, II 4 f �. Safety Precautions: The Trench Drain Filters should be maintained by trained individuals who are familiar with local traffic safety regulations and disposal procedures. Trench Drain Filter Description and Operation: The typical Fabco Trench Drain Filter TM is configured to fit within most flat bottomed trench drain inlets. The simple design traps sediment,trash and debris within the trench while allowing runoff water to pass through the filter and exit through the storm drain system. Fabco's Trench Drain Filter TM is comprised of one or more perforated metal square tubes called debris shields and a Bypass hood assembly. The 4' long debris shield is manufactured from perforated stainless steel screen which effectively keeps coarse material out of the filter and a replaceable filter media product for treating the water. The unique system can accept one of two treatment media types: Oil/Grease, and Phosphates/Nutrients. Product Features Summary: • Modular filter designed to collect solid materials, sediments, trash, debris, as well as hydrocarbons, and nutrients. • Available in sizes to fit wide variety of trench drain widths. • Performs as an effective filtering device at high or low flows. • Manufactured from perforated, 14 gauge, 304 Stainless Steel sheets, 3/16-dia. Perforations. • Debris Shield is hinged for easy access and replacement of the filter media element. • Easy installation with Auto Adjust feature. • Overflow/ bypass port prevents flooding. Trench Drain Inlets: Trench drain inlets tend to trap sediment and oils that are washed off the road surface during a storm event. This sediment and trapped oils if not removed from the basins and inlets have the potential to pollute water bodies. Drain inlets need to be inspected and cleaned at a minimum annually, more often if necessary; to remove accumulated sediment, fluids, and trash. This maintenance should also include replacing the oil or P&N absorbing media booms. Maintenance Results: • Avoid or minimize sediment and pollutant discharges from the work area. • Prevent parking areas, roads, drainage systems, and property from becoming pollutant sources. • Maintain or restore the intended infrastructure function. • Prevent or reduce flooding. • Protect infrastructure. General Procedures: Safety tips: • Have a Plan. Every road project should have a transportation management plan. The plan should consist of a temporary traffic control plan to protect workers by safely conducting traffic around or through the work zone. • Properly Control Traffic.The work zone should consist of an advanced warning area with warning signs alerting motorists of upcoming changes in driving conditions, a transition area using traffic control devices for lane closures and traffic pattern shifts, a buffer area, the work area and a termination area to allow traffic to resume back to normal and a sign indicating that the work zone has ended. All traffic control devices whether its cones, barrels, barriers or signs should comply with the Federal Highway Administration's Manual on Uniform Traffic Control Devices (MUTCD) along with any state agency requirements. • Wear Proper Safety Equipment. Proper safety equipment should be worn by all personnel inside the work zone. Personal protective equipment (PPE) including hard hats, steel-toed boots, highly visible clothing and, depending on the noise levels, hearing protection. All PPE should meet or exceed the American National Standards Institute's (ANSI) developed standards. All highly visible clothing whether it's a vest,jacket or shirt should be bright fluorescent orange or lime/yellow and also have visible reflective material especially if working at night and should meet ANSI Class 2 or 3 standards. • lifting Caution. Grates can be extremely heavy. Some type of lifting mechanism is highly recommended. • Be Aware of Your Surroundings. Regardless of what your job duties entail in the work zone you should always be mindful of what's going on around you. Whenever possible, face traffic while inside the work zone or have a spotter available when you have to have your back turned. • Have a Competent Person on Hand.A competent person should be onsite whenever work is being performed. According to OSHA, a competent person is someone who is "capable of identifying existing and predictable hazards in the surroundings, or working conditions which are unsanitary, hazardous, or dangerous to employees, and who has authorization to take prompt corrective measures to eliminate them." A competent person is needed to conduct hazard assessments and regular inspections of the worksite. A competent person is also needed to select the appropriate class of PPE to be used by workers and to approve the appropriate types of traffic control devices. Workers should report any unsafe hazards or equipment to the competent person assigned to the work zone so they can be corrected immediately. Inspection: Inspection and cleaning should be performed only after NO rainfall for at least 24 hours. Inspect trench drain inlet and the Trench Drain Filter at least once per year, more often if necessary. Periodically inspect the surrounding areas for pollutants, such as leaks from dumpsters, minor spills, and oil dumping. Act to have the pollutant source removed. Visually inspect the trench drain for heavy sediment, trash and debris loading. A battery powered flashlight or droplight is recommended for thorough inspection. Some telltale signs that cleaning or filter replacement is necessary are as follows: • Standing water in the trench drain. • Cannot see the Trench Drain Filter unit due to sediment, trash and debris, etc. Record observations and comments on the maintenance log sheet. In addition, the use of digital photographs and/or sketches may be warranted to maintain the most accurate historical records. Cleaning Frequency: There are no hard and fast rules in regard to cleaning frequency. The fact is, installation sites with higher than expected sediment loads or areas with significant trees and foliage require more maintenance. In general, Fabco Industries recommends cleaning trench drains when they become about one-third full in order to maintain sediment-trapping capacity and sustain optimum performance of the filter system. In addition, all cleaning operations should be performed in a manner that keeps removed sediment and contaminated water from being discharged back into the storm sewer. Cleaning: Be sure to follow all safety and traffic control protocols. With the trench drain grates removed, the Trench Drain Filter unit is now accessible for cleaning. It is not necessary to remove the filter unit from the trench drain for cleaning. Remove sediment and debris from the trench drain and filter system. This can be done manually or with a vacuum device. Then rinse the filter unit with a high pressure hose to dislodge and remove sediment and debris that may be clogging the perforated holes in the filter system. If a high pressure hose is not available, a stiff scrub-brush can be used instead. With the filter system clean, open the unit and replace the used filter media boom. Close the Trench Drain Filter unit and carefully reinstall the trench drain grate(s). Again, Record observations and comments on the maintenance log sheet. In addition, the use of digital photographs and/or sketches may be warranted to maintain the most accurate historical records. When possible, measures should be taken to keep the inlet grates cleared of debris and litter. Materials Handling: Under typical local and state regulations, the collected material in the trench drain is considered equivalent to material collected during street sweeping operations. This material is normally considered contaminated non- hazardous solid waste. However as with all waste products intended for disposal, it is up to the generator to properly characterize the waste prior to disposal. After proper characterization the generator can proceed with disposal under the guidance of local, state and federal regulations. fcrbco m ii III i l7 i ' u i if i llllllllllllllu�illuuuluuuuullluiuulluuuiuuuuuuiuuuudlllllllllllllllllllllllllllllllllllllllllll lllllllllllll II IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Maintenance Company Company Name: Onsite Technician: Contact Phone Number: Treatment System Date of Maintenance: Trench Drain Filter Type(1,2,3 or 4 filter booms?): Trench Drain Location: Maintenance Item Comments Storm Grate is Clear of Debris Prior to Maintenance(V/N): Standing Water Depth (prior to maintenance) in Drain, in: Structural Damage: Maintenance Performed: Additional Work Required: Structural Repairs: Other: C%,PNTECH ENGINEERED SOLUTIONS Stormceptor@ STC Operation and Maintenance Guide .................... ......................................................................... ........................... ........... .......... ................ .................... mom cpi/ Ims Ion;mmw smo Stormceptor Design Notes • Only the STC 4501 is adaptable to function with a catch basin inlet and/or inline pipes. • Only the Stormceptor models STC 4501 to STC 7200 may accommodate multiple inlet pipes. Inlet and outlet invert elevation differences are as follows: Inlet and Outlet Pipe Invert Elevations Differences Inlet Pipe Configuration STC 4501 STC 900 to STC 7200 STC 11000 to STC 16000 Single inlet pipe 3 in. (75 mm) 1 in. (25 mm) 3 in. (75 mm) Multiple inlet pipes 3 in. (75 mm) 3 in. (75 mm) Only one inlet pipe. Maximum inlet and outlet pipe diameters: Inlet/Outlet Configuration Inlet Unit In-Line Unit Series* STC 4501 STC 900 to STC 7200 STC 1 1000 to STC 16000 Straight Through 24 inch (600 mm) 42 inch 0 050 mm) 60 inch 0 500 mm) Bend (90 degrees) 18 inch (450 mm) 33 inch (825 mm) 33 inch (825 mm) • The inlet and in-line Stormceptor units can accommodate turns to a maximum of 90 degrees. • Minimum distance from top of grade to crown is 2 feet (0.6 m) • Submerged conditions. A unit is submerged when the standing water elevation at the proposed location of the Stormceptor unit is greater than the outlet invert elevation during zero flow conditions. In these cases, please contact your local Stormceptor representative and provide the following information: • Top of grade elevation • Stormceptor inlet and outlet pipe diameters and invert elevations • Standing water elevation • Stormceptor head loss, K = 1.3 (for submerged condition, K = 4) 2 Stormceptor"Operation and Maintenance Guide t I/% �lfrrrrrrrrrrrrrrrfoD �ii��i��i l � n „m �. OPERATION AND MAINTENANCE GUIDE Table of Content 1. About Stormceptor......................................................................................................................................................................4 2. Stormceptor Design Overview......................................................................................................................................................4 3. Key Operation Features................................................................................................................................................................6 4. Stormceptor Product Line.............................................................................................................................................................7 5. Sizing the Stormceptor System...................................................................................................................................................10 6. Spill Controls..............................................................................................................................................................................12 7. Stormceptor Options..................................................................................................................................................................14 8. Comparing Technologies............................................................................................................................................................17 9. Testing........................................................................................................................................................................................18 10. Installation.................................................................................................................................................................................18 11. Stormceptor Construction Sequence..........................................................................................................................................18 12. Maintenance..............................................................................................................................................................................19 Stormceptor°Operation and Maintenance Guide 3 1. About Stormceptor The Stormceptor® STC(Standard Treatment Cell)was developed by ImbriumTM Systems to address the growing need to remove and isolate pollution from the storm drain system before it enters the environment.The Stormceptor STC targets hydrocarbons and total suspended solids(TSS) in stormwater runoff. It improves water quality by removing contaminants through the gravitational settling of fine sediments and floatation of hydrocarbons while preventing the re-suspension or scour of previously captured pollutants. The development of the Stormceptor STC revolutionized stormwater treatment, and created an entirely new category of environmental technology. Protecting thousands of waterways around the world, the Stormceptor System has set the standard for effective stormwater treatment. 1.1. Patent Information The Stormceptor technology is protected by the following patents: • Australia Patent No. 693,164 • 6931164 • 7071133 • 7291096 • 779401 • Austrian Patent No. 289647 • Canadian Patent No 2,009,208 •211371942 • 2/175/277 • 2/180/305 • 2/180/383 • 2/206/338 • 2,327,768 (Pending) • China Patent No 1168439 • Denmark DK 711879 • German DE 69534021 • Indonesian Patent No 16688 • Japan Patent No 9-1 1476 (Pending) • Korea 10-2000-0026101 (Pending) • Malaysia Patent No P19701737 (Pending) • New Zealand Patent No 314646 • United States Patent No 4,985.148 • 5/498/331 • 5/725/760 • 5175311 15 • 5/849/181 • 6/068/765 • 6/371/690 • Stormceptor OSR Patent Pending • Stormceptor LCS Patent Pending 2. Stormceptor Design Overview 2.1. Design Philosophy The patented Stormceptor System has been designed to focus on the environmental objective of providing long-term pollution control. The unique and innovative Stormceptor design allows for continuous positive treatment of runoff during all rainfall events, while ensuring that all captured pollutants are retained within the system, even during intense storm events. An integral part of the Stormceptor design is PCSWMM for Stormceptor-sizing software developed in conjunction with Computational Hydraulics Inc. (CHI) and internationally acclaimed expert, Dr. Bill James. Using local historical rainfall data and continuous simulation modeling, this software allows a Stormceptor unit to be designed for each individual site and the corresponding water quality objectives. By using PCSWMM for Stormceptor,the Stormceptor System can be designed to remove a wide range of particles(typically from 20 to 2,000 microns), and can also be customized to remove a specific particle size distribution (PSD). The specified PSD should accurately reflect what is in the stormwater runoff to ensure the device is achieving the desired water quality objective. Since stormwater runoff contains small particles (less than 75 microns), it is important to design a treatment system to remove smaller particles in addition to coarse particles. 4 Stormceptor°Operation and Maintenance Guide 2.2. Benefits The Stormceptor System removes free oil and suspended solids from stormwater, preventing spills and non-point source pollution from entering downstream lakes and rivers.The key benefits, capabilities and applications of the Stormceptor System are as follows: • Provides continuous positive treatment during all rainfall events • Can be designed to remove over 80%of the annual sediment load Removes a wide range of particles Can be designed to remove a specific particle size distribution (PSD) Captures free oil from stormwater Prevents scouring or re-suspension of trapped pollutants Pre-treatment to reduce maintenance costs for downstream treatment measures (ponds, swales, detention basins, filters) Groundwater recharge protection • Spills capture and mitigation • Simple to design and specify • Designed to your local watershed conditions Small footprint to allow for easy retrofit installations Easy to maintain (vacuum truck) Multiple inlets can connect to a single unit Suitable as a bend structure Pre-engineered for traffic loading (minimum AASHTO HS-20) • Minimal elevation drop between inlet and outlet pipes • Small head loss • Additional protection provided by an 18" (457 mm) fiberglass skirt below the top of the insert, for the containment of hydrocarbons in the event of a spill. 2.3. Environmental Benefit Freshwater resources are vital to the health and welfare of their surrounding communities.There is increasing public awareness, government regulations and corporate commitment to reducing the pollution entering our waterways.A major source of this pollution originates from stormwater runoff from urban areas. Rainfall runoff carries oils, sediment and other contaminants from roads and parking lots discharging directly into our streams, lakes and coastal waterways. The Stormceptor System is designed to isolate contaminants from getting into the natural environment. The Stormceptor technology provides protection for the environment from spills that occur at service stations and vehicle accident sites,while also removing contaminated sediment in runoff that washes from roads and parking lots. Stormceptor°Operation and Maintenance Guide 5 3. Key Operation Features 3.1. Scour Prevention A key feature of the Stormceptor System is its patented scour prevention technology.This innovation ensures pollutants are captured and retained during all rainfall events, even extreme storms. The Stormceptor System provides continuous positive treatment for all rainfall events, including intense storms. Stormceptor slows incoming runoff, controlling and reducing velocities in the lower chamber to create a non-turbulent environment that promotes free oils and floatable debris to rise and sediment to settle. The patented scour prevention technology, the fiberglass insert, regulates flows into the lower chamber through a combination of a weir and orifice while diverting high energy flows away through the upper chamber to prevent scouring. Laboratory testing demonstrated no scouring when tested up to 125%of the unit's operating rate,with the unit loaded to 100%sediment capacity(NJDEP, 2005). Second, the depth of the lower chamber ensures the sediment storage zone is adequately separated from the path of flow in the lower chamber to prevent scouring. 3.2. Operational Hydraulic Loading Rate Designers and regulators need to evaluate the treatment capacity and performance of manufactured stormwater treatment systems. A commonly used parameter is the "operational hydraulic loading rate"which originated as a design methodology for wastewater treatment devices. Operational hydraulic loading rate may be calculated by dividing the flow rate into a device by its settling area.This represents the critical settling velocity that is the prime determinant to quantify the influent particle size and density captured by the device. PCSWMM for Stormceptor uses a similar parameter that is calculated by dividing the hydraulic detention time in the device by the fall distance of the sediment. VSC — H — Q 6H As Where: vsc = critical settling velocity,ft/s (m/s) H = tank depth,ft(m) 0H = hydraulic detention time, ft/s(m/s) Q = volumetric flow rate, ft3/s (m3/s) AS = surface area, ft2 (m2) (Tchobanoglous, G. and Schroeder, E.D. 1987. Water Quality. Addison Wesley.) Unlike designing typical wastewater devices, stormwater systems are designed for highly variable flow rates including intense peak flows. PCSWMM for Stormceptor incorporates all of the flows into its calculations, ensuring that the operational hydraulic loading rate is considered not only for one flow rate, but for all flows including extreme events. 3.3. Double Wall Containment The Stormceptor System was conceived as a pollution identifier to assist with identifying illicit discharges. The fiberglass insert has a continuous skirt that lines the concrete barrel wall for a depth of 18 inches(457 mm)that provides double wall containment for hydrocarbons storage.This protective barrier ensures that toxic floatables do not migrate through the concrete wall into the surrounding soils. 6 Stormceptor°Operation and Maintenance Guide 4, Stormceptor Product Line 4.1. Stormceptor Models A summary of Stormceptor models and capacities are listed in Table 1. Table 1. Stormceptor Models TotalStormceptor Model ..- Volume Hydrocarbon Storage Maximum Sediment U.S. Gal W Capacity U.S. Gal (L) Capacity ft3 (L) STC 4501 470 (1,780) 86(330) 46(1,302) STC 900 952 (3,600) 251 (950) 89 (2,520) STC 1200 11234(4,670) 251 (950) 127 (3,596) STC 1800 1,833 (6,940) 251 (950) 207 (5,861) STC 2400 21462 (9,320) 840 (3,180) 205 (5,805) STC 3600 31715 (1,406) 840 (3,180) 373 (10,562) STC 4800 5,059 (1,950) 909 (3,440) 543 (15,376) STC 6000 61136 (23,230) 909 (3,440) 687 (19,453) STC 7200 7,420 (28,090) 11059 (41010) 839 (231757) STC 1 1000 1 1,194(42,370) 21797 (10, 590) 1,086(30,752) STC 13000 131348 (50,530) 21797 (10, 590) 11374(38,907) STC 16000 I 151918 (60,260) I 31055 (11, 560) I 11677 (47,487) NOTE: Storage volumes may vary slightly from region to region. For detailed information, contact your local Stormceptor representative. 4.2. Inline Stormceptor The Inline Stormceptor, Figure 1, is the standard design for most stormwater treatment applications. The patented Stormceptor design allows the Inline unit to maintain continuous positive treatment of total suspended solids(TSS)year-round, regardless of flow rate. The Inline Stormceptor is composed of a precast concrete tank with a fiberglass insert situated at the invert of the storm sewer pipe, creating an upper chamber above the insert and a lower chamber below the insert. Stormceptor°Operation and Maintenance Guide 7 a,I e s r .............. raw ri Y, b I �i,re vl,"16"mr wa)lr,er to q u e t r 1:,I),e lcM vi rof, 101 gy ........... g) k)lie, n't ANSI.' al" vv',',,,ite r i J/'/�'1:U s e lu'�'i x � ......... )It 2 0 "Ile ods are F'r Hu""""'s'c"Jorro"IWIt ............. id for ffl YVZ",I1 .......... �� J+�j / ��/� �'van.„„, ttik,"'t a"r�[,i eor c-0 a t e s AC (J t"'o rise and 1"0 S Figure 1. Inline Stormceptor Operation As water flows into the Stormceptor unit it is slowed and directed to the lower chamber by a weir and drop tee. The stormwater enters the lower chamber, a non-turbulent environment, allowing free oils to rise and sediment to settle.The oil is captured underneath the fiberglass insert and shielded from exposure to the concrete walls by a fiberglass skirt. After the pollutants separate, treated water continues up a riser pipe, and exits the lower chamber on the downstream side of the weir before leaving the unit. During high flow events, the Stormceptor System's patented scour prevention technology ensures continuous pollutant removal and prevents re-suspension of previously captured pollutants. 8 Stormceptor°Operation and Maintenance Guide J ; i um um°Vfu , VVVVVV' Ar %i%%//// '% umimlpi is �aJJI No I u Figure 2. Inlet Stormceptor 4.3. Inlet Stormceptor The Inlet Stormceptor System, Figure 2,was designed to provide protection for parking lots, loading bays, gas stations and other spill-prone areas. The Inlet Stormceptor is designed to remove sediment from stormwater introduced through a grated inlet, a storm sewer pipe, or both. The Inlet Stormceptor design operates in the same manner as the Inline unit, providing continuous positive treatment, and ensuring that captured material is not re-suspended. 4.4. Series Stormceptor Designed to treat larger drainage areas, the Series Stormceptor System, Figure 3, consists of two adjacent Stormceptor models that function in parallel. This design eliminates the need for additional structures and piping to reduce installation costs. Stormceptor°Operation and Maintenance Guide 9 y loop 40 � 11IIJ��I1111111111111% %%%/ Figure 3. Series System The Series Stormceptor design operates in the same manner as the Inline unit, providing continuous positive treatment, and ensuring that captured material is not re-suspended. 5. Sizing the Stormceptor System The Stormceptor System is a versatile product that can be used for many different aspects of water quality improvement. While addressing these needs,there are conditions that the designer needs to be aware of in order to size the Stormceptor model to meet the demands of each individual site in an efficient and cost-effective manner. PCSWMM for Stormceptor is the support tool used for identifying the appropriate Stormceptor model. In order to size a unit, it is recommended the user follow the seven design steps in the program.The steps are as follows: STEP 1 — Project Details The first step prior to sizing the Stormceptor System is to clearly identify the water quality objective for the development. It is recommended that a level of annual sediment(TSS) removal be identified and defined by a particle size distribution. STEP 2 — Site Details Identify the site development by the drainage area and the level of imperviousness. It is recommended that imperviousness be calculated based on the actual area of imperviousness based on paved surfaces, sidewalks and rooftops. STEP 3 — Upstream Attenuation The Stormceptor System is designed as a water quality device and is sometimes used in conjunction with onsite water quantity control devices such as ponds or underground detention systems. When possible, a greater benefit is typically achieved when installing a Stormceptor unit upstream of a detention facility. By placing the Stormceptor unit upstream of a detention structure, a benefit of less maintenance of the detention facility is realized. 10 Stormceptor°Operation and Maintenance Guide STEP 4- Particle Size Distribution It is critical that the PSD be defined as part of the water quality objective. PSD is critical for the design of treatment system for a unit process of gravity settling and governs the size of a treatment system. A range of particle sizes has been provided and it is recommended that clays and silt-sized particles be considered in addition to sand and gravel-sized particles. Options and sample PSDs are provided in PCSWMM for Stormceptor.The default particle size distribution is the Fine Distribution,Table 2, option. Table 2. Fine Distribution Particle Size Distribution Specific Gravity 20 20% 1.3 60 20% 1.8 150 20% 2.2 400 20% 2.65 2000 20% 2.65 If the objective is the long-term removal of 80%of the total suspended solids on a given site, the PSD should be representative of the expected sediment on the site. For example, a system designed to remove 80%of coarse particles(greater than 75 microns)would provide relatively poor removal efficiency of finer particles that may be naturally prevalent in runoff from the site. Since the small particle fraction contributes a disproportionately large amount of the total available particle surface area for pollutant adsorption, a system designed primarily for coarse particle capture will compromise water quality objectives. STEP 5 - Rainfall Records Local historical rainfall has been acquired from the U.S. National Oceanic and Atmospheric Administration, Environment Canada and regulatory agencies across North America.The rainfall data provided with PCSMM for Stormceptor provides an accurate estimation of small storm hydrology by modeling actual historical storm events including duration, intensities and peaks. STEP 6 - Summary At this point, the program may be executed to predict the level of TSS removal from the site. Once the simulation has completed, a table shall be generated identifying the TSS removal of each Stormceptor unit. STEP 7 - Sizing Summary Performance estimates of all Stormceptor units for the given site parameters will be displayed in a tabular format. The unit that meets the water quality objective, identified in Step 1,will be highlighted. Stormceptor°Operation and Maintenance Guide 11 5.1. PCSWMM for Stormceptor The Stormceptor System has been developed in conjunction with PCSWMM for Stormceptor as a technological solution to achieve water quality goals.Together, these two innovations model, simulate, predict and calculate the water quality objectives desired by a design engineer for TSS removal. PCSWMM for Stormceptor is a proprietary sizing program which uses site specific inputs to a computer model to simulate sediment accumulation, hydrology and long-term total suspended solids removal. The model has been calibrated to field monitoring results from Stormceptor units that have been monitored in North America. The sizing methodology can be described by three processes: 1. Determination of real time hydrology 2. Buildup and wash off of TSS from impervious land areas 3. TSS transport through the Stormceptor(settling and discharge). The use of a calibrated model is the preferred method for sizing stormwater quality structures for the following reasons: The hydrology of the local area is properly and accurately incorporated in the sizing (distribution of flows, flow rate ranges and peaks, back-to-back storms, inter-event times) The distribution of TSS with the hydrology is properly and accurately considered in the sizing Particle size distribution is properly considered in the sizing The sizing can be optimized for TSS removal The cost benefit of alternate TSS removal criteria can be easily assessed The program assesses the performance of all Stormceptor models. Sizing may be selected based on a specific water quality outcome or based on the Maximum Extent Practicable For more information regarding PCSWMM for Stormceptor, contact your local Stormceptor representative, or visit www.imbriumsystems.com to download a free copy of the program. 5.2. Sediment Loading Characteristics The way in which sediment is transferred to stormwater can have a considerable effect on which type of system is implemented. On typical impervious surfaces(e.g. parking lots) sediment will build over time and wash off with the next rainfall. When rainfall patterns are examined, a short intense storm will have a higher concentration of sediment than a long slow drizzle.Together with rainfall data representing the site's typical rainfall patterns, sediment loading characteristics play a part in the correct sizing of a stormwater quality device. Typical Sites For standard site design of the Stormceptor System, PCSWMM for Stormceptor is utilized to accurately assess the unit's performance. As an integral part of the product's design,the program can be used to meet local requirements for total suspended solid removal. Typical installations of manufactured stormwater treatment devices would occur on areas such as paved parking lots or paved roads. These are considered "stable" surfaces which have non—erodible surfaces. Unstable Sites While standard sites consist of stable concrete or asphalt surfaces, sites such as gravel parking lots, or maintenance yards with stockpiles of sediment would be classified as "unstable".These types of sites do not exhibit first flush characteristics, are highly erodible and exhibit atypical sediment loading characteristics and must therefore be sized more carefully. Contact your local Stormceptor representative for assistance in selecting a proper unit sized for such unstable sites. 6. Spill Controls When considering the removal of total petroleum hydrocarbons(TPH)from a storm sewer system there are two functions of the system: oil removal, and spill capture. 'Oil Removal' describes the capture of the minute volumes of free oil mobilized from impervious surfaces. In this instance relatively low concentrations,volumes and flow rates are considered. While the Stormceptor unit will still provide an appreciable oil removal function during higher flow events and/or with higher TPH concentrations, desired effluent limits may be exceeded under these conditions. 12 Stormceptor°Operation and Maintenance Guide 'Spill Capture' describes a manner of TPH removal more appropriate to recovery of a relatively high volume of a single phase deleterious liquid that is introduced to the storm sewer system over a relatively short duration. The two design criteria involved when considering this manner of introduction are overall volume and the specific gravity of the material. A standard Stormceptor unit will be able to capture and retain a maximum spill volume and a minimum specific gravity. For spill characteristics that fall outside these limits, unit modifications are required. Contact your local Stormceptor Representative for more information. One of the key features of the Stormceptor technology is its ability to capture and retain spills. While the standard Stormceptor System provides excellent protection for spill control, there are additional options to enhance spill protection if desired. 6.1. Oil Level Alarm The oil level alarm is an electronic monitoring system designed to trigger a visual and audible alarm when a pre-set level of oil is reached within the lower chamber. As a standard,the oil level alarm is designed to trigger at approximately 85%of the unit's available depth level for oil capture. The feature acts as a safeguard against spills caused by exceeding the oil storage capacity of the separator and eliminates the need for manual oil level inspection. The oil level alarm installed on the Stormceptor insert is illustrated in Figure 4. III IFT .... --- --- err"rr"rr"rr"rr"rr"rr" .r»r»Li »r»r»r»r»rir F iviivwivwivwivwi ,ivrivr.....ivrivriu ................................................................................................................................"I yirw,, Figure 4.Oil level alarm 6.2. Increased Volume Storage Capacity The Stormceptor unit may be modified to store a greater spill volume than is typically available. Under such a scenario, instead of installing a larger than required unit, modifications can be made to the recommended Stormceptor model to accommodate larger volumes. Contact your local Stormceptor representative for additional information and assistance for modifications. Stormceptor°Operation and Maintenance Guide 13 7. Stormceptor Options The Stormceptor System allows flexibility to incorporate to existing and new storm drainage infrastructure. The following section identifies considerations that should be reviewed when installing the system into a drainage network. For conditions that fall outside of the recommendations in this section, please contact your local Stormceptor representative for further guidance. 7.1. Installation Depth Minimum Cover The minimum distance from the top of grade to the crown of the inlet pipe is 24 inches(600 mm). For situations that have a lower minimum distance, contact your local Stormceptor representative. 7.2. Maximum Inlet and Outlet Pipe Diameters Maximum inlet and outlet pipe diameters are illustrated in Figure 5. Contact your local Stormceptor representative for larger pipe diameters Upper Maximump e jam tears for Straight Through any 900'Bends Chamber Pased loin Concrete Pipe) Diameter 24 ijh 24 inch ( ) ) 18,inch ( , a) Inlet, Storr cepi 18,inch 2 indh 42 in hN 33 inch I Sir c tcor inch ( 5 rnm) �ni�llnie� '�1 inn �� 6 in ' inch St,o rn ceptclr (1 50 m ) or Series inch St r ce f r omm) Figure 5. Maximum pipe diameters for straight through and bend applications *The bend should only be incorporated into the second structure (downstream structure)of the Series Stormceptor System 7.3. Bends The Stormceptor System can be used to change horizontal alignment in the storm drain network up to a maximum of 90 degrees. Figure 6 illustrates the typical bend situations of the Stormceptor System. Bends should only be applied to the second structure(downstream structure) of the Series Stormceptor System. 14 Stormceptor°Operation and Maintenance Guide Stormceptor Maximum Bend Configurations st n-i 00" Inlet,Stormceptor 00let Pipe inlet Pipe W� _ 00 0 I n i nii St0 clep l'nlet Pipe Outlet Pipe 00' Outlet Pipe 90 Inlet Pipe ,Series Stormceptor 00`� pstrerren Unit Downstream Unit Figure 6. Maximum bend angles 7.4. Multiple Inlet Pipes The Inlet and Inline Stormceptor System can accommodate two or more inlet pipes. The maximum number of inlet pipes that can be accommodated into a Stormceptor unit is a function of the number, alignment and diameter of the pipes and its effects on the structural integrity of the precast concrete. When multiple inlet pipes are used for new developments, each inlet pipe shall have an invert elevation 3 inches(75 mm) higher than the outlet pipe invert elevation. 7.5. Inlet/Outlet Pipe Invert Elevations Recommended inlet and outlet pipe invert differences are listed in Table 3. Table 3. Recommended Drops Between Inlet and Outlet Pipe Inverts Number of Inlet Inlet System In-Line System Series System Pipes 1 3 inches(75 mm) 1 inch (25 mm) 3 inches(75 mm) >1 3 inches(75 mm) 3 inches(75 mm) Not Applicable 7.6. Shallow Stormceptor In cases where there may be restrictions to the depth of burial of storm sewer systems. In this situation, for selected Stormceptor models, the lower chamber components may be increased in diameter to reduce the overall depth of excavation required. 7.7. Customized Live Load The Stormceptor system is typically designed for local highway truck loading (AASHTO HS-20). When the project requires live loads greater than HS-20, the Stormceptor System may be customized structurally for a pre-specified live load. Contact your local Stormceptor representative for customized loading conditions. Stormceptor°Operation and Maintenance Guide 15 7.8. Pre-treatment The Stormceptor System may be sized to remove sediment and for spills control in conjunction with other stormwater BMPs to meet the water quality objective. For pretreatment applications, the Stormceptor System should be the first unit in a treatment train. The benefits of pre-treatment include the extension of the operational life(extension of maintenance frequency) of large stormwater management facilities, prevention of spills and lower total life-cycle maintenance cost. 7.9. Head loss The head loss through the Stormceptor System is similar to a 60 degree bend at a manhole. The K value for calculating minor losses is approximately 1.3 (minor loss = k*1.3v2/2g). However, when a Submerged modification is applied to a Stormceptor unit, the corresponding K value is 4. 7.10. Submerged The Submerged modification, Figure 7, allows the Stormceptor System to operate in submerged or partially submerged storm sewers.This configuration can be installed on all models of the Stormceptor System by modifying the fiberglass insert. A customized weir height and a secondary drop tee are added. Submerged instances are defined as standing water in the storm drain system during zero flow conditions. In these instances,the following information is necessary for the proper design and application of submerged modifications: Stormceptor top of grade elevation Stormceptor outlet pipe invert elevation Standing water elevation uuuuuuuuuuuuuuui 46 r mnnomim ,6 i rf . i Figure 7. Submerged Stormceptor 16 Stormceptor°Operation and Maintenance Guide 8. Comparing Technologies Designers have many choices available to achieve water quality goals in the treatment of stormwater runoff. Since many alternatives are available for use in stormwater quality treatment it is important to consider how to make an appropriate comparison between "approved alternatives". The following is a guide to assist with the accurate comparison of differing technologies and performance claims. 8.1. Particle Size Distribution (PSD) The most sensitive parameter to the design of a stormwater quality device is the selection of the design particle size. While it is recommended that the actual particle size distribution (PSD)for sites be measured prior to sizing, alternative values for particle size should be selected to represent what is likely to occur naturally on the site. A reasonable estimate of a particle size distribution likely to be found on parking lots or other impervious surfaces should consist of a wide range of particles such as 20 microns to 2,000 microns (Ontario MOE, 1994). There is no absolute right particle size distribution or specific gravity and the user is cautioned to review the site location, characteristics, material handling practices and regulatory requirements when selecting a particle size distribution. When comparing technologies, designs using different PSDs will result in incomparable TSS removal efficiencies.The PSD of the TSS removed needs to be standard between two products to allow for an accurate comparison. 8.2. Scour Prevention In order to accurately predict the performance of a manufactured treatment device, there must be confidence that it will perform under all conditions. Since rainfall patterns cannot be predicted, stormwater quality devices placed in storm sewer systems must be able to withstand extreme events, and ensure that all pollutants previously captured are retained in the system. In order to have confidence in a system's performance under extreme conditions, independent validation of scour prevention is essential when examining different technologies. Lack of independent verification of scour prevention should make a designer wary of accepting any product's performance claims. 8.3. Hydraulics Full scale laboratory testing has been used to confirm the hydraulics of the Stormceptor System. Results of lab testing have been used to physically design the Stormceptor System and the sewer pipes entering and leaving the unit. Key benefits of Stormceptor are: Low head loss (typical k value of 1.3) Minimal inlet/outlet invert elevation drop across the structure Use as a bend structure • Accommodates multiple inlets The adaptability of the treatment device to the storm sewer design infrastructure can affect the overall performance and cost of the site. 8.4. Hydrology Stormwater quality treatment technologies need to perform under varying climatic conditions.These can vary from long low intensity rainfall to short duration, high intensity storms. Since a treatment device is expected to perform under all these conditions, it makes sense that any system's design should accommodate those conditions as well. Long-term continuous simulation evaluates the performance of a technology under the varying conditions expected in the climate of the subject site. Single, peak event design does not provide this information and is not equivalent to long-term simulation. Designers should request long-term simulation performance to ensure the technology can meet the long-term water quality objective. Stormceptor°Operation and Maintenance Guide 17 9. Testing The Stormceptor System has been the most widely monitored stormwater treatment technology in the world. Performance verification and monitoring programs are completed to the strictest standards and integrity. Since its introduction in 1990, numerous independent field tests and studies detailing the effectiveness of the Stormceptor System have been completed. • Coventry University, UK—97% removal of oil, 83% removal of sand and 73% removal of peat • National Water Research Institute, Canada, -scaled testing for the development of the Stormceptor System identifying both TSS removal and scour prevention. New Jersey TARP Program—full scale testing of an STC 900 demonstrating 75%TSS removal of particles from 1 to 1000 microns. Scour testing completed demonstrated that the system does not scour.The New Jersey Department of Environmental Protection was followed. City of Indianapolis—full scale testing of an STC 900 demonstrating over 80%TSS removal of particles from 50 microns to 300 microns at 130%of the unit's operating rate. Scour testing completed demonstrated that the system does not scour. Westwood Massachusetts(1997), demonstrated >80%TSS removal • Como Park(1997), demonstrated 76%TSS removal • Ontario MOE SWAMP Program—57% removal of 1 to 25 micron particles • Laval Quebec—50% removal of 1 to 25 micron particles 10. Installation The installation of the concrete Stormceptor should conform in general to state highway, or local specifications for the installation of manholes. Selected sections of a general specification that are applicable are summarized in the following sections. 10.1. Excavation Excavation for the installation of the Stormceptor should conform to state highway, or local specifications.Topsoil removed during the excavation for the Stormceptor should be stockpiled in designated areas and should not be mixed with subsoil or other materials. Topsoil stockpiles and the general site preparation for the installation of the Stormceptor should conform to state highway or local specifications. The Stormceptor should not be installed on frozen ground. Excavation should extend a minimum of 12 inches(300 mm)from the precast concrete surfaces plus an allowance for shoring and bracing where required. If the bottom of the excavation provides an unsuitable foundation additional excavation may be required. In areas with a high water table, continuous dewatering may be required to ensure that the excavation is stable and free of water. 10.2. Backfilling Backfill material should conform to state highway or local specifications. Backfill material should be placed in uniform layers not exceeding 12 inches(300mm) in depth and compacted to state highway or local specifications. 11. Stormceptor Construction Sequence The concrete Stormceptor is installed in sections in the following sequence: 1. Aggregate base 2. Base slab 3. Lower chamber sections 4. Upper chamber section with fiberglass insert 5. Connect inlet and outlet pipes 6. Assembly of fiberglass insert components (drop tee, riser pipe, oil cleanout port and orifice plate 7. Remainder of upper chamber 8. Frame and access cover The precast base should be placed level at the specified grade. The entire base should be in contact with the underlying compacted granular material. Subsequent sections, complete with joint seals, should be installed in accordance with the precast concrete manufacturer's recommendations. 18 Stormceptor°Operation and Maintenance Guide Adjustment of the Stormceptor can be performed by lifting the upper sections free of the excavated area, re-leveling the base and re- installing the sections. Damaged sections and gaskets should be repaired or replaced as necessary. Once the Stormceptor has been constructed, any lift holes must be plugged with mortar. 12. Maintenance 12.1. Health and Safety The Stormceptor System has been designed considering safety first. It is recommended that confined space entry protocols be followed if entry to the unit is required. In addition, the fiberglass insert has the following health and safety features: Designed to withstand the weight of personnel A safety grate is located over the 24 inch (600 mm) riser pipe opening Ladder rungs can be provided for entry into the unit, if required 12.2. Maintenance Procedures Maintenance of the Stormceptor system is performed using vacuum trucks. No entry into the unit is required for maintenance(in most cases). The vacuum service industry is a well-established sector of the service industry that cleans underground tanks, sewers and catch basins. Costs to clean a Stormceptor will vary based on the size of unit and transportation distances. The need for maintenance can be determined easily by inspecting the unit from the surface.The depth of oil in the unit can be determined by inserting a dipstick in the oil inspection/cleanout port. Similarly, the depth of sediment can be measured from the surface without entry into the Stormceptor via a dipstick tube equipped with a ball valve. This tube would be inserted through the riser pipe. Maintenance should be performed once the sediment depth exceeds the guideline values provided in the Table 4. Table 4. Sediment Depths Indicating Required Servicing* Particle Size Specific Gravity Model Sediment Depth inches (mm) 4501 8 (200) 900 8 (200) 1200 10 (250) 1800 15 (381) 2400 12 (300) 3 600 17 (43 0) 4800 15 (380) 6000 18 (460) 7200 15 (381) 11000 17 (380) 13000 20 (500) 16000 17 (380) * based on 15%of the Stormceptor unit's total storage Although annual servicing is recommended, the frequency of maintenance may need to be increased or reduced based on local conditions (i.e. if the unit is filling up with sediment more quickly than projected, maintenance may be required semi-annually; conversely once the site has stabilized maintenance may only be required every two or three years). Oil is removed through the oil inspection/cleanout port and sediment is removed through the riser pipe. Alternatively oil could be removed from the 24 inches(600 mm) opening if water is removed from the lower chamber to lower the oil level below the drop pipes. The following procedures should be taken when cleaning out Stormceptor: 1. Check for oil through the oil cleanout port 2. Remove any oil separately using a small portable pump 3. Decant the water from the unit to the sanitary sewer, if permitted by the local regulating authority, or into a separate containment tank 4. Remove the sludge from the bottom of the unit using the vacuum truck 5. Re-fill Stormceptor with water where required by the local jurisdiction Stormceptor°Operation and Maintenance Guide 19 12.3. Submerged Stormceptor Careful attention should be paid to maintenance of the Submerged Stormceptor System. In cases where the storm drain system is submerged,there is a requirement to plug both the inlet and outlet pipes to economically clean out the unit. 12.4. Hydrocarbon Spills The Stormceptor is often installed in areas where the potential for spills is great. The Stormceptor System should be cleaned immediately after a spill occurs by a licensed liquid waste hauler. 12.5. Disposal Requirements for the disposal of material from the Stormceptor System are similar to that of any other stormwater Best Management Practice(BMP)where permitted. Disposal options for the sediment may range from disposal in a sanitary trunk sewer upstream of a sewage treatment plant, to disposal in a sanitary landfill site. Petroleum waste products collected in the Stormceptor(free oil/chemical/fuel spills) should be removed by a licensed waste management company. 12.6. Oil Sheens With a steady influx of water with high concentrations of oil, a sheen may be noticeable at the Stormceptor outlet. This may occur because a rainbow or sheen can be seen at very small oil concentrations(<I 0 mg/Q. Stormceptor will remove over 98%of all free oil spills from storm sewer systems for dry weather or frequently occurring runoff events. The appearance of a sheen at the outlet with high influent oil concentrations does not mean the unit is not working to this level of removal. In addition, if the influent oil is emulsified the Stormceptor will not be able to remove it. The Stormceptor is designed for free oil removal and not emulsified conditions. NA SUPPORT Drawings and specifications are available at www.contechES.com. Site-specific design support is available from our engineers. C)2020 Contech Engineered Solutions LLC,a QUIKRETE Company Contech Engineered Solutions LLC provides site solutions for the civil engineering industry.Contech's portfolio includes bridges,drainage,sanitary sewer, stormwater,and earth stabilization products.For information,visit www.ContechES.com or call 800.338.1122 NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY APPLICATIONS SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS AND DECISIONS,AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION.CONTECH MAKES NO WARRANTY WHATSOEVER,EXPRESS OR IMPLIED,RELATED TO THE APPLICATIONS,MATERIALS,COATINGS,OR PRODUCTS DISCUSSED HEREIN.ALL '�\��"NTEIOCW IMPLIED WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH. O�W SEE CONTECH'S CONDITIONS OF SALE(AVAILABLE AT WWW.CONTECHES.COM/COS)FOR MORE INFORMATION. ENGINEERED SOLUTIONS 800-925-5240 Stormceptor Technical Manual 05/20 www.ContechES.com APPENDIX G Illicit Discharge Compliance Statement LA/VEA/V ILLICIT DISCHARGE COMPLIANCE STATEMENT RESPONSIBILITY: The Owner is responsible for ultimate compliance with all provisions of the Massachusetts Stormwater Management Policy and responsible for identifying and eliminating illicit discharges (as defined by USEPA). Main and Second, LLC OWNER NAME: Richard Crespo 65 Lewis Street ADDRESS: East Boston, MA 02128 617-470-0339 TEL. NUMBER: OWNER'S COMPLIANCE STATEMENT: To the best of my knowledge, the attached plans, computations and specifications meet the requirements of Standard 10 of the Massachusetts Stormwater Handbook regarding illicit discharges to the stormwater management system and that no detectable illicit discharges exist on the site. All documents and attachments were prepared under my direction and qualified personnel gathered and evaluated the information submitted, to the best of my knowledge. Included with this statement are site plans, drawn to scale, that identify the location of systems for conveying stormwater on the site and show that these systems do not allow the entry of any illicit discharges into the stormwater management system. The plans also show any systems for conveying wastewater and/or groundwater on the site and show that there are no connections between the stormwater and wastewater systems. For a redevelopment project (if applicable), all actions taken to identify and remove illicit discharges, including without limitation, visual screening, dye or smoke testing, and the removal of any sources of illicit discharges to the stormwater management system are documented and included with this statement. Signature APPENDIX H Preliminary Geotechnical Report LA/VEA/V 1 2 3 4 5 6 7 8 E GENERAL NOTES z Q 1. BOUNDARY AND TOPOGRAPHIC INFORMATION OBTAINED FROM A PLAN TITLED "EXISTING AI CONDITIONS PLAN" PREPARED BY PETER . NOLAN & ASSOCIATES LLC ON 28 MARCH, 2022. PROPERTY LINE 2. SITE PLAN INFORMATION OBTAINED FROM A CONCEPT MODEL PREPARED BY JOE THE ARCHITECT (JTA) ON 05 MAY, 2022. o, I 3. ELEVATIONS SHOWN ARE BASED ON NORTH ANDOVER DATUM OD 4. BORINGS AND TEST PITS WERE PERFORMED � INC. t� BETWEEEN028 F BRUARY AND A030MARCH 2O22 TP—OZ UNDER THE OBSERVATION OF A LANGAN B =01 P-0 _ Fa FIELD ENGINEER. Ln G i Y� t � ` ° 5. ALL BORING AND TEST PIT LOCATIONS ARE CIO _ APPROXIMATE. o Ln 77, P -- P CW -04 Z t 7 gi { l " . •OLEEND no— it — — , CL CANCAN BORING - L Low . i !��,gp ,'.,, �° a G'x. t cp 4,,� - u. - ,) � s - LANGAN TEST PIT rkJ- �. , ,,;,,•, „',, 41`' sue, ,, `s;� T� l - G, i MW-01 MONITORING WELL =.i= o G a Asa BY OTHERS t ��cp t i PROPOSED BUILDING oRcr t CLINE �S Xw ii l INS- Ar V i QVI) SS it 1 E �. � �l Project D �n � e Project No. Drawing No. LA/VGA/V ORATION 151028501 co30 0 1J 30 Langan Engineering and Date Environmental Services,Inc. 149 MAIN STREET 05/26/20225 LOCATION Draw @ 100 Cambridge Street,Suite 1310 n By J SCALE: 1 INCH = 30 FEET Boston,MA02114 1Nw N P LA N Checked By T:617.824.9100 F:617.824.9101 www.langan.com NORTH ANDOVER C) ESSEX COUNTY MASSACHUSETTS1 I ZR 1 Sheet 1 of 1 @ Date:6/10/2022 Time:11:42 User:jwatler Style Table:Langan.stb Layout:FIG.5 Document Code:1 51 028501-0201-BL101-0102 LANEiA/V Log of Boring LB-01 Sheet 1 of 2 Project Project No. 149 Main Street 151028501 Location Elevation and Datum 149 Main Street,North Andover 96 NAVD88 Drilling Company Date Started Date Finished Geologic Earth Exploration Inc. 05/24/2022 05/24/2022 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-57 37 ft N/E Size and Type of Bit les Disturbed Undisturbed Core 3-7/8in Tricone Roller Bit Number of Samp 6 N/A N/A Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4in/3in 25 Water Level(ft.) �Z 4 1 N/A 7 N/A Casing Hammebonut Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Z Sampler Jim Mientkiewicz 2-inch-diameter split spoon; Field Engineer z Sampler Hammer Weight(Ibs) Drop(in) Donut 140 30 Zachery Roller $ Sample Data QJ i it m Elev. Depth ; �. N-Value Remarks -E (ft) Sample Description Scale ° (Blows/ft) (Drilling Fluid,Depth of Casing, Q � � �'' m Fluid Loss,Drilling Resistance,etc.) a) +96.0 co z a 10 20 30 40 +95.7 Asphalt(4-inches) 0 Predrill through asphalt using Brown to orangish brown fine-medium SAND,some silt, 18 a 4-7/8 inch ticone roller bit some fine gravel,trace brick,trace asphalt(moist)[FILL] 1 S-1 at 0.5ft S-1A � N 14 +94.509 N Brown fine-medium SAND,some silt,trace fine gravel co 15 N (moist)[TILL] 73 2 s-1B 15 0 ' Drive casing to 4ft 3 Drive and wash to Oft o_ u Brown silty fine-medium SAND,trace clay,trace fine 4 13 S-2 at 4ft • gravel(wet)[TILL] 10 UJ 5 U) C0 18 z wi 22 ' 6 M N Drive and wash to 9ft,Open 00 o hole 7 0• 0 _J 8 J Z Gray silty fine-medium SAND,trace clay,trace fine gravel 9 6 S-3 at 9ft (wet)[TILL] 206 32 ~ 10 CO C? � 00541 O 43 w 46 Z 11 Drive and wash to 14ft,open J U hole 0 12 0 13 U w Gray silty fine-medium SAND,trace clay,trace fine gravel 14 � co 54 S-4 at 14ft o (wet)[TILL] Ch coLO 50/4 15 / 440 00 N Drive 4-inch casing to 15ft Drive and wash to 25 ft Boulder encountered from 15 16 to 16.5 feet Q 0 0 17 a 18 0 a 19 0 z Q ' J 20 LANEiA/V Log of Boring LB-01 Sheet 2 of 2 Project Project No. 149 Main Street 151028501 Location Elevation and Datum 149 Main Street,North Andover 96 NAVD88 $ Sam le Data wm Elev. Depth , ;^ N-Value Remarks � Sam le Descri tlon M Q- ° - Blows/ft (Drilling Fluid,Depth of Casing, (ft) � Scale � .� L_m ( ) Fluid Loss,Drilling Resistance,etc.) +76.0 z 0_ 10 20 30 40 51 20 21 22 z Z 23 a J i 24 O 0- � 25 Boulder encountered from 25 o_ to 27 feet LO 26 CP • Gray silty fine-medium SAND,trace clay,(wet)[TILL] 27 U N 58 S-5 at 27ft N Ch 50/3 28 Drive 3-inch casing to 27ft Drive and wash to 35ft o_ u 29 ; U) o_ w 30 w CD 31 n c N O • +64.0 ? ? ? ? 32 Drill rig reaction changed at o32ft indicated a change in soil 0 33 strata z J 34 z U 0 Gray varved SILT and CLAY,some fine to medium sand 35 25 S-6 at 35ft w (wet)[TILL] z 36 co N 39 79 40 U o +59.0 37 54 Bottom Of Boring Boring was terminated as 37ft and backfilled to grade with o soil cuttings.The pavement U 38 was patch using asphalt cold ui patch. °� 39 o_ O LO co N 40 O i LO 41 0 U) 0 42 'a a 43 0 Q 44 c� z Q J 45 LANEiA/V Log of Boring LB-02 Sheet 1 of 2 Project Project No. 149 Main Street 151028501 Location Elevation and Datum 149 Main Street,North Andover 95 NAVD88 Drilling Company Date Started Date Finished Geologic Earth Exploration Inc. 05/23/2022 05/24/2022 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-57 30.1 ft N/E Size and Type of Bit les Disturbed Undisturbed Core 3-7/8in Tricone Roller Bit Number of Samp 9 N/A N/A Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4i n 9 Water Level(ft.) �Z 6.5 1 N/A 7 5.8 Casing Hammebonut Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Z Sampler Jim Mientkiewicz 2-inch-diameter split spoon; Field Engineer z Sampler Hammer Weight(Ibs) Drop(in) Donut 140 30 Zachery Roller $ Sample Data QJ i it m Elev. Depth ; �. N-Value Remarks -E (ft) Sample Description Scale ° (Blows/ft) (Drilling Fluid,Depth of Casing, Q �co � �'' m Fluid Loss,Drilling Resistance,etc.) a) +95.0 co z a 10 20 30 40 +94.7 Asphalt(4-inches) 0 Predrill through asphalt using Brown to black fine-coarse SAND,some silt,trace fine 8 a 4-7/8 inch ticone roller bit co gravel,trace asphalt,trace brick (moist)[FILL] 1 S-1 at 0.5ft N Ch20 co 8 12 c� 67 2 C' 16 +92.5 0 S-2 at 2.5ft N Brown to brown silty fine-medium SAND,trace coarse 19 sand,trace fine gravel(moist)[TILL] 3 N 31 U) N 23 w 4 CUO) 22 Brown to brown silty fine-medium SAND,trace coarse 15 Drive casing to 4ft sand(moist)[TI LL] 5 Drive and wash to 4.5ft w � Cn 17 S-3 at 4.5ft 22 CD 6 � 18 Brown to brown silty fine-medium SAND,trace clay,trace 121 18 S-4 at 6.5ft coarse sand,trace fine gravel(wet)[TILL] 7 � 13 22 0 � cn 9 z 8 11 J Drive and wash to 9ft `Z Gray to brown silt fine-medium SAND trace clay,trace 9 Drive casing to 9ft _ y y y, 20 Washed out casing to 9ft w coarse sand,trace fine gravel(wet)[TILL] 40 S-5 at 9ft 10 U) En o 34 w 44 50/5 z 11 Drive and wash to 14ft,Open hole U o 12 a 0 13 w Gray silty fine-medium SAND,trace clay,trace coarse 14 31 S-6 at 14ft o sand,trace fine gravel(wet)[TILL] cn � 60 c o 15 50/4 / 441 • Drive an wash to 19ft,Open a 16 hole Q 0 0 17 a 18 0 Graysilt fine-medium SAND,trace clay,trace coarse 19 80 S-7 at 19ft y y sand,trace fine gravel(wet)[TILL] �' So/2 / Drive and wash to 24ft,Open 20 LANEiA/V Log of Boring LB-02 Sheet 2 of 2 Project Project No. 149 Main Street 151028501 Location Elevation and Datum 149 Main Street,North Andover 95 NAVD88 $ Sam le Data w m Elev. Depth ;^ N-Value Remarks � Sam le Descri tlon M Q- ° — Blows/ft (Drilling Fluid,Depth of Casing, (ft) � Scale � .� L_m ( ) Fluid Loss,Drilling Resistance,etc.) +75.0 z 0_ 10 20 30 40 20 hole 21 22 z Z 23 a J i O J ' Gray silty fine-medium SAND,trace clay,trace coarse 4 0o 35 S-8 at 24ft o sand,trace fine gravel(wet)[TILL] �' 50/3 25 Drive and wash to 30ft,Open hole o_ co 26 CP N 27 N. O N U') 28 0_ u; 29 U) o_ ~ +64.5 No Recovery 30 s-9 ss 0 50/1 / S-9 at 30ft w, Bottom Of Boring Gravel lodged in spoon tip 31 Observation well installed at CD co 30ft with a curb-box set flush to existing grade LO 32 Refer to observation well U) construction log for more information J 33 z J 34 z U 0 35 w c? _z 36 J 0_ U U' 37 0 0 38 w °� 39 o_ co O N 40 O i a 41 0 U) 0 42 'a a 43 0 Q 44 c� z Q J 45 LANEiA/V Log of Boring LB-03 Sheet 1 of 2 Project Project No. 149 Main Street 151028501 Location Elevation and Datum 149 Main Street,North Andover 100 NAVD88 Drilling Company Date Started Date Finished Geologic Earth Exploration Inc. 05/23/2022 05/23/2022 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-57 28 ft N/E Size and Type of Bit les Disturbed Undisturbed Core 3-7/8in Tricone Roller Bit Number of Samp 10 N/A N/A Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4i n 14 Water Level(ft.) �Z 4.5 1 N/A 7 5 Casing Hammebonut Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Z Sampler Jim Mientkiewicz 2-inch-diameter split spoon; Field Engineer z Sampler Hammer Weight(Ibs) Drop(in) Donut 140 30 Zachery Roller $ Sample Data QJ i it m Elev. Depth ; �. N-Value Remarks -E (ft) Sample Description Scale ° (Blows/ft) (Drilling Fluid,Depth of Casing, z �''a m Fluid Loss,Drilling Resistance,etc.) 10 20 30 40 � 100.0 +99.7 Asphalt(4-inches) 0 Predrill through asphalt using Black to orangish brown fine-medium SAND,some fine 10 a 4-7/8 inch ticone roller bit gravel,trace silt,trace asphalt (wet)[FILL] 1 �1a S-1 at 0.5ft CD Light brown to grayish fine SAND,some silt,trace co L 7 N medium sand(dry)[FILL] S_1B 6 +98.0 Light brown to grayish brown fine SAND,some silt,some 89 2 s_1c 16 c medium sand(dry)[TILL] 50 S-2 at 2.5ft N Light brown to grayish brown fine-medium SAND,some 3 silt,trace coarse sand(dry)[TILL] c� 576 cn 0 40 27 4 uj 22 • Light brown to grayish brown fine-medium SAND,some 10 Drive casing to 4ft U silt,trace clay,trace coarse sand(wet)[TILL] - 5 Drive and wash to 4.5ft 22 w 0 10 S-3 at 4.5ft i 12 0 6 18 co No Recovery 29 L S-4 at 6.5ft 7 23 U) o 534 0 30 J 8 z 37 Gravel lodged in spoon ti Brown to brown fine-medium SAND,some silt,trace clay 30 9 p p Z - L9 (n (wet)[TILL] 123 9 16 Drive and wash to 8ft,Open U U) c hole 16 S-5 at 8.5ft � 10 0 22 w w Brown to brown fine-medium SAND,some silt,trace clay, 8 S-6 at 10.5ft Z trace coarse sand,trace fine gravel(wet)[TILL] 11 cfl - 00 � 11 o_ co2 5 U 15 o� 12 23 Q. Drive casing to 1 Oft 0 13 Drive and wash to 14ft U w Gray silty fine-medium SAND,trace clay,trace coarse 14 13 S-7 at 14ft o sand,trace fine gravel(wet)[TILL] cn v 58 o 15 50/3 Drive and wash to 19ft,Open hole a 16 Q 0 0 17 a a. 18 0 U Q c� 19 -8 at 19fGray silt fine-medium AND trace clay,trace coarse S26 sand,trace fine gravel(wet)[TILL] (n 65 • 20 LANEiA/V Log of Boring LB-03 Sheet 2 of 2 Project Project No. 149 Main Street 151028501 Location Elevation and Datum 149 Main Street,North Andover 100 NAVD88 $ Sam le Data wm Elev. Depth �, ;^ N-Value Remarks � Sam le Descri tlon M Q- ° a)I—-- Blows/ft (Drilling Fluid,Depth of Casing, (ft) � Scale � .� a_m ( ) Fluid Loss,Drilling Resistance,etc.) +80.0 M z 0_ 10 20 30 40 20 Drive and wash to 24ft,open hole.S-9 at 20.08ft 21 22 z Z 23 a J i J Gray silty fine-medium SAND,trace clay,trace coarse 4 rn W N 15 0 sand,trace fine gravel(wet)[TILL] � co 50/4 25 / Drive and wash to 28ft o_ 26 o N N 27 N. O N c N +71.8 No Recovery 28 s-1 0 ss 0 50/0 / S-10 at 28ft. Bottom Of Boring Drill bit and split spoon refusal c� 29 at 28ft U) Observation well installed at o_ 28ft with a curb-box set flush w 30 to existing grade z Refer to observation well w� 31 construction log for more CD information Ln co N _O LO 32 U) 0 33 z J 34 z U 0 35 w c? _z 36 J 0_ U U' 37 0 0 38 w °� 39 o_ O LO co N 40 O i a 41 0 U) 0 42 'a a 43 0 Q 44 c� z Q J 45 LOG OF TEST PIT TP=01 Sheet 1 of 1 PROJECT NAME PROJECT NUMBER DATE 149 Main Street 151028501 5/25/2022 9:14:00 AM LOCATION ELEVATION 149 Main Street, North Andover 97 NAVD88 EXCAVATION CONTRACTOR DEPTH WATER LEVEL-First WATER LEVEL-Completion Geologic Earth Exploration Inc. 7.5 ft N/E �Z N/A 1 EQUIPMENT FOREMAN LANGAN PERSONNEL CAT 308E2 Mini-Excavator Jay Murphey Zachery Roller SAMPLE Symbol ELEV e�) DESCRIPTION Depth ) Q REMARKS Scale E z 0 Z +97.o Asphalt(4-inches) Asphalt consisted of a 1.5-inch wear course and +96.7 Orangish brown fine-medium SAND,some fine gravel,trace silt, co a 2.5-inch binder course. Q trace coarse sand(dry)[FILL] C� +96.0 1 � Grayish brown silty fine-medium SAND,some f-c gravel,trace sand,trace cobbles(moist)[TILL] 2 z z � N m 3 J U' O Q O 4 o_ N M • +92.0 --------------------------- 5 CD N Gray to brown silty fine-medium SAND,some fine gravel,trace LO clay,trace coarse sand,trace cobbles(wet)[TI LL] 6 m w M Q o_ w z 7 w O 00 o +89 5 Bottom of Test Pit Test pit was backfilled with excavated material Lco 8 up to the bottom of exiting pavement.The o pavement was patched using cold patch z asphalt. Q 9 U Z 2 w O 10 w _z J D_ U U) �, 11 'a a 0 w 0 12 0 00 N O 13 0 m 14 0 O U z 15 LANSAN J LOG OF TEST PIT TP=02 Sheet 1 of 1 PROJECT NAME PROJECT NUMBER DATE 149 Main Street 151028501 5/25/2022 12:08:00 PM LOCATION ELEVATION 149 Main Street, North Andover 99 NAVD88 EXCAVATION CONTRACTOR DEPTH WATER LEVEL-First WATER LEVEL-Completion Geologic Earth Exploration Inc. 4.67 ft 4.16 ft �Z N/A 1 EQUIPMENT FOREMAN LANGAN PERSONNEL CAT 308E2 Mini-Excavator Jay Murphey Zachery Roller SAMPLE Symbol ELEV e�) DESCRIPTION Depth ) Q REMARKS Scale E z 0 Z +99.o Asphalt(4-inches) Asphalt consisted of a 1.5-inch wear course and +98.7 Orangish brown fine-medium SAND,some silt,some fine gravel, m a 2.5-inch binder course. Q trace coarse sand(dry)[FILL] C� c� +98.0 --------------------------- 1 Brown to gray silty fine-medium SAND,some fine gravel,trace glass,trace wood,trace sand,trace asphalt,trace brick (moist)[FILL] m 2 z z J +96.1 3 0 . Mottled grayish brown silty fine-medium SAND,some fine gravel, otrace clay,trace coarse sand,trace cobbles,trace boulders C? (moist)[TILL] c� � 4+94.8 co—————————————————————————— — . Mottled grayish brown silty fine-medium SAND,some fine gravel, �! +94.3 trace clay,trace coarse sand,trace cobbles,trace boulders (wet)[TILL] 5 Test pit was backfilled with excavated material CD Bottom Of Test Pit up to the bottom of exiting pavement.The N pavement was patched using cold patch asphalt. o_ c� 6 w U) o_ w z 7 w O 00 LO O T '� 8 VJ O J H _Z Q 9 U Z 2 w O 10 w _z J D_ U U) �, 11 'a a 0 w 0 12 0 00 N O 13 0 m 14 0 O U z 15 LANSAN J LOG OF TEST PIT TP=03 Sheet 1 of 1 PROJECT NAME PROJECT NUMBER DATE 149 Main Street 151028501 5/25/2022 12:16:00 PM LOCATION ELEVATION 149 Main Street, North Andover 101 NAVD88 EXCAVATION CONTRACTOR DEPTH WATER LEVEL-First WATER LEVEL-Completion Geologic Earth Exploration Inc. 2 ft N/E �Z N/A 1 EQUIPMENT FOREMAN LANGAN PERSONNEL CAT 308E2 Mini-Excavator Jay Murphey Zachery Roller SAMPLE Symbol ELEV e�) DESCRIPTION Depth ) 0 REMARKS Scale E z 0 z +101.0 Asphalt(4-inches) Asphalt consisted of a 1.5-inch wear course and +100.7 Orangish brown fine-medium SAND,some f-c gravel,trace silt Q a 2.5-inch binder course. (dry)[FILL] +100.1 --------------------------- 1 Brown silty fine-medium SAND,some fine gravel,trace glass,trace co wood,trace brick,trace cinders(moist)[FILL] Q C� +99.0 2 Bottom Of Test Pit A concrete slab was encountered in the bottom z of the test pit.The slab extended beyond the limits of the test pit. 3 Test pit was backfilled with excavated material 0 up to the bottom of exiting pavement.The 0 pavement was patched using cold patch 4 asphalt. o_ 00 N M N N 5 O N N LO 0_ c� 6 w U) o_ w z 7 w O 00 LO O T '� 8 VJ O J H _z Q 9 U z 2 w O 10 w _z J D_ U U) �, 11 'a a 0 w 0 12 0 00 N O 13 0 m 14 0 O U z 15 LANSAN J LOG OF TEST PIT TP=04 Sheet 1 of 1 PROJECT NAME PROJECT NUMBER DATE 149 Main Street 151028501 5/25/2022 12:16:00 PM LOCATION ELEVATION 149 Main Street, North Andover 101 NAVD88 EXCAVATION CONTRACTOR DEPTH WATER LEVEL-First WATER LEVEL-Completion Geologic Earth Exploration Inc. 2 ft N/E �Z N/A 1 EQUIPMENT FOREMAN LANGAN PERSONNEL CAT 308E2 Mini-Excavator Jay Murphey Zachery Roller SAMPLE Symbol ELEV e�) DESCRIPTION Depth ) 0 REMARKS Scale E z 0 z +101.0 Asphalt(4-inches) Asphalt consisted of a 1.5-inch wear course and +100.7 Orangish brown fine-medium SAND,some f-c gravel,trace silt Q a 2.5-inch binder course. (dry)[FILL] +100.1 --------------------------- 1 Brown silty fine-medium SAND,some fine gravel,trace glass,trace co wood,trace brick,trace cinders(moist)[FILL] Q C� +99.0 2 Bottom Of Test Pit A concrete slab was encountered in the bottom z of the test pit.The slab extended beyond the limits of the test pit. 3 Test pit was backfilled with excavated material 0 up to the bottom of exiting pavement.The 0 pavement was patched using cold patch 4 asphalt. o_ 00 N M N N 5 O N N LO 0_ c� 6 w U) o_ w z 7 w O 00 LO O T '� 8 VJ O J H _z Q 9 U z 2 w O 10 w _z J D_ U U) �, 11 'a a 0 w 0 12 0 00 N O 13 0 m 14 0 O U z 15 LANSAN J WELL CONSTRUCTION SUMMARY Well No. LB-02 (OW) PROJECT 149 Main Street PROJECT NO. 151019602 LOCATION 149 Main Street,North Andover MA ELEVATION AND DATUM Approx. 95 NAVD88 DRILLING AGENCY Geologic Earth Exploration,Inc DATE STARTED 05/23/2022 DATE FINISHED 05/23/2022 DRILLING EQUIPMENT Mobile Drill B-57 DRILLER Jim Mientkiewicz SIZE AND TYPE OF BIT 3-7/8"Tri-Cone Roller Bit INSPECTOR Zachery Roller METHOD OF INSTALLATION Boring LB-02(OW)was advance to about 28.0 feet below ground surface with drive and wash drilling techniques.A slotted PVC screen and a solid PVC riser were placed into the borehole.Filter sand was poured in the annulus around the PVC to about 1 foot above the screen.An about 1 foot seal of bentonite was placed and the remainder of the borehole was backfilled with soil cuttings.The PVC was capped with a J-plug and curb-box was set flush with existing grade. METHOD OF WELL DEVELOPMENT N/A TYPE OF CASING PVC DIAMETER 2in. TYPE OF BACKFILL MATERIAL Soil Cuttings TYPE OF SCREEN PVC DIAMETER 2in. TYPE OF SEAL MATERIAL Bentonite Chips BOREHOLE DIAMETER 4-1/4" TYPE OF FILTER MATERIAL Filter sand TOP OF CASING ELEVATION DEPTH(ft) WELL DETAILS SUMMARY SOIL DEPTH el. 95 0 CLASSIFICATION (FT) TOP OF BACKFILL ELEVATION DEPTH(ft) Ground Surface 0.0 el. 95 0 Curb-box Backfill Fill 0.0 TOP OF SEAL ELEVATION DEPTH(ft) 2"PVC Seal el. 94 1 Riser TOP OF FILTER ELEVATION DEPTH(ft) Till 2.5 el. 93 2 TOP OF SCREEN ELEVATION DEPTH(ft) el. 92 3 BOTTOM OF BORING ELEVATION DEPTH(ft) el. 67 28 Sand SCREEN LENGTH 25ft Pack SLOT SIZE 1 in. PVC Screen GROUNDWATER ELEVATIONS DATE ELEVATION DEPTH TO WATER(ft) 5/25/2022 89.2 5.8 DATE ELEVATION DEPTH TO WATER(ft) 28.0 DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) LANGAN MA,Inc. \\langan.com\data\BOS\data5\151028501\Project Data\_Discipline\Geotechnical\Field Records\151028501 GW Levels and Well Construction Logs WELL CONSTRUCTION SUMMARY Well No. LB-03 (OW) PROJECT 149 Main Street PROJECT NO. 151019602 LOCATION 149 Main Street,North Andover MA ELEVATION AND DATUM Approx. 100 NAVD88 DRILLING AGENCY Geologic Earth Exploration,Inc DATE STARTED 05/23/2022 DATE FINISHED 05/24/2022 DRILLING EQUIPMENT Mobile Drill B-57 DRILLER Jim Mientkiewicz SIZE AND TYPE OF BIT 3-7/8"Tri-Cone Roller Bit INSPECTOR Zachery Roller METHOD OF INSTALLATION Boring LB-03(OW)was advance to about 30.0 feet below ground surface with drive and wash drilling techniques.A slotted PVC screen and a solid PVC riser were placed into the borehole.Filter sand was poured in the annulus around the PVC to about 1 foot above the screen.An about 1 foot seal of bentonite was placed and the remainder of the borehole was backfilled with soil cuttings.The PVC was capped with a J-plug and curb-box was set flush with existing grade. METHOD OF WELL DEVELOPMENT N/A TYPE OF CASING PVC DIAMETER 2in. TYPE OF BACKFILL MATERIAL Soil Cuttings TYPE OF SCREEN PVC DIAMETER 2in. TYPE OF SEAL MATERIAL Bentonite Chips BOREHOLE DIAMETER 4-1/4" TYPE OF FILTER MATERIAL Filter sand TOP OF CASING ELEVATION DEPTH(ft) WELL DETAILS SUMMARY SOIL DEPTH el. 100 0 CLASSIFICATION (FT) TOP OF BACKFILL ELEVATION DEPTH(ft) Ground Surface 0.0 el. 100 0 Curb-box Backfill Fill 0.0 TOP OF SEAL ELEVATION DEPTH(ft) 2"PVC el. 97 3 Riser Seal Till 2.0 TOP OF FILTER ELEVATION DEPTH(ft) el. 96 4 TOP OF SCREEN ELEVATION DEPTH(ft) el. 95 5 BOTTOM OF BORING ELEVATION DEPTH(ft) el. 70 30 Sand SCREEN LENGTH 25ft Pack SLOT SIZE 1 in. PVC Screen GROUNDWATER ELEVATIONS DATE ELEVATION DEPTH TO WATER(ft) 5/25/2022 95.0 5.0 DATE ELEVATION DEPTH TO WATER(ft) 30.0 DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) LLANGAN MA,Inc. \\langan.com\data\BOS\data5\151028501\Project Data\_Discipline\Geotechnical\Field Records\151028501 GW Levels and Well Construction Logs EXHIBI T D TRAFFIC IMPACT AND ACCESS STUDY/PARKING UTILIZATION STUDY *Afflwv (Filed Under Separate over Downtown Overlay District,Site Plan Review,Parking,and Inclusionary Housing Special Permits Memorandum -- Planning Board 28 A /V'EiA /V Technical Excellence Practical Exper nce Client Responsiveness 18 November 2022 Jean Enright Planning Director Town of North Andover 120 Main Street North Andover, MA 01845 Re: Traffic Assessment & Parking Utilization Study 149 Main Street Mixed-use Development North Andover, MA Langan Project No.: 151028501 Dear Ms. Enright: Langan Engineering and Environmental Services, Inc. (Langan) has prepared this traffic assessment & parking utilization study for the proposed mixed-use development to be located at 149 Main Street/14 Second Street in North Andover, Massachusetts. This letter report includes anticipated daily and peak-hour trip-generation, parking analysis and site access review, based on industry standards. We have determined that the proposed development would generate approximately 41 peak hour trips and is considered a low-traffic generator that is not expected to noticeable impact traffic in the area. We also found that the existing on-street parking near the site have the capacity to serve the development's expected commercial parking demand. Figure 1 below shows an aerial photograph of the site location. u { II 1 i 1 n / Ca i i 4 Figure 1: Site Aerial Photograph 100 Cambridge Street,,, Suite 1310 Boston, MA 02114T 1 . 24� t,00 IF 17.8 2 4.9101 w .11 ,ain.com New o * Jersey ' rN� cn��t��t I �� N� �� I�� I ��r�� ° ��u�� r�� I�� NIu��r FloridaFN�r� � � Arizona*Colorado WashingtonCalifornia Traffic Assessment&Parking Utilization Study 18 November 2022 149 Main Street Mixed-use Development Page 2 of 8 North Andover, MA Langan Project No.: 151028501 Project Description The 0.65-acre site is within North Andover Downtown Overlay District located at the southwest corner of the intersection of Main Street and Second Street. The site is occupied by a one-story vacant building that previously housed a drive-in bank with access through one driveway to both Second Street and Main Street which is located at 149 Main Street, as a well as a single family residence now known and numbered as 14 Second Street. The site will include a combination of the 149 Main Street and 14 Second Street properties as a single lot. The applicant is seeking to redevelop the site as a mixed-use redevelopment with a three-story building with 24 residential units and approximately ±6,700 square-feet of ground floor commercial uses with 22 single parking spaces and 22 tandem parking spaces designed to be primarily used by the residents of the building. The redevelopment will also eliminate two of the four existing driveways, and reconfigure the two remaining existing driveways. The driveway on Main Street will be reconstructed at the existing location and will operate as an ingress-only access. The driveway on Second Street will be reconstructed at the existing southernmost driveway opening which is approximately 240 feet south of Main Street and will be operate as a stop-controlled egress-only connection. The applicant has not identified a tenant for the commercial uses. Therefore, the applicant is seeking an approval of the commercial uses to allow for any or a combination of uses such as medical office, general retail, specialty stores, business, professional offices or other less intensive uses. As previously stated, the development's on-site parking layout will primarily serve the residential units, while the commercial users are expected to use the available on-street parking spaces located within 200 feet of the site. The development will provide 44 on-street parking spaces and the applicant is seeking to count the 26 on-street parking spaces located within a 200-foot radius of the site to be counted as part of the required parking need for the commercial uses based on Article 8, Part 1, § 195-8.4 of the town's zoning bylaws. Per the town's zoning regulations, the site is required to provide 43 off-street parking spaces for the residential units and 40 off-street parking spaces for the commercial uses. Therefore, the applicant is seeking a 35 percent reduction of the number of off-street parking spaces based on Article 8, Part 1, § 195-8.8 of the town's zoning bylaws. Trip Generation Analysis We performed a trip generation analysis for the proposed mixed-use development using equations from the 11 t" Edition of the ITE Trip Generation Manual and found that the proposed development would generate 527 daily trips (including 26 morning peak hour and 41 afternoon peak hour) net-new trips. Table 1 summarizes the trip-generation estimates. We did not apply a multi-modal credit due to the lack of surrounding transit and pedestrian/bicycle infrastructure although there is bus service from the Merrimack Valley Regional Transit Authority (MVRTA) (Bus Route No. 33) along Main Street past the site 7 days per week. The Lawrence Commuter Rail Station is approximately 1.4 miles from the site via Main Street, to Sutton Street to Merrimack Street in Lawrence. Attachment B contains the ITE Trip Generation excerpts. LA/V ftAPNOMM A Traffic Assessment&Parking Utilization Study 18 November 2022 149 Main Street Mixed-use Development Page 3 of 8 North Andover, MA Langan Project No.: 151028501 TABLE 1 ANTICIPATED TRIP GENERATION— 149 MAIN STREET MIXED-USE DEVELOPMENT USE LAND USE DAILY AM PEAK HOUR PM PEAK HOUR CODE' ENTER EXIT F TOTAL ENTER I EXIT TOTAL Multifamily (24 220 IE162 1 2 8 1 F 7 5 12::] Commercial (6,700 sF) 822 1 65 1 9 7 1 F 22 22 44 Gross peak hour trips IL527 11 11 1 15 1 26 1 29 1 27 1 56 Commercial Pass-by Reduction PM Peak Hour (34%)2 -7 -8 -15 Net-New Peak Hour Trips 1 527 12 1 14 26 22 19 41 Land Use Code and site trips based on ITE Trip Generation Manual 11 th Edition. 2 Pass-by rate based on ITE Trip Generation Handbook 3rd Edition. Site Circulation The current site access is through four driveways, one to Main Street and three to Second Street. The development is proposing to reduce the number of connections by eliminating the two northernmost driveways along Main Street, which will minimize pedestrian and vehicular conflicts and will improve access to the site with the proposed consolidation of driveways. The proposed internal circulation layout has been designed to minimize conflicts vehicular and pedestrian conflicts. In addition, the proposed ADA parking spaces will be in close proximity to the building's main entrance and a high-emphasis crosswalk is being proposed to provide safe access and slow vehicles while entering the site. In order to encourage multimodal transportation, the development is proposing a bike room with direct access to Second Street to avoid vehicular conflicts. The proposed trash enclosure is being located along the main drive isle to avoid backing in/out and without conflicts to the parking layout. The driveway on Main Street will operate as an ingress-only access, while the driveway on Second Street will operate as a stop-controlled egress-only driveway. Both driveways will provide access to the proposed parking layout and are being designed to provide access for emergency vehicles. Attachment A includes the site plan showing the proposed circulation, driveways and parking layout. As shown on the site plan, the abutter properties (159 Main Street & 26-28 Second Street) are residential units and is not practicable or safe to design joint driveways with the abutting properties due to the nature of the proposed mixed-use development. Any connection would also have a major physical impact to these properties. Safety Analysis Main Street is a two-lane, north-south, undivided minor collector roadway under local jurisdiction with a 25 MPH posted speed limit and an average daily traffic between 8,500 - 9,000 vehicles per day. Main Street is considered as the Downtown Corridor with sidewalks and parallel parking on both sides of the road. Second Street is a two-lane, east-west, undivided local roadway under local jurisdiction without a posted speed limit mainly serving the nearby residences with connections to Waverly Road and Main Street. Crash Analysis We obtained the most recent three years (2018 to 2022) of accident data from the MassDOT Crash Portal along Main Street between Waverly Road and Merrimack Street and along Water Street from Main Street to Merrimack and found that 31 accidents have occurred in the last five L /V ftAPNOMM A Traffic Assessment&Parking Utilization Study 18 November 2022 149 Main Street Mixed-use Development Page 4 of 8 North Andover, MA Langan Project No.: 151028501 years within this area. Accidents included various types of crashes such as rear-end, sideswipes and angle crashes, which are behaviors typical for a collector roadway. Four of the reported accidents resulted in injuries and none resulted in a fatality. The majority of accidents occurred during dry weather conditions (77%) and during daylight hours (80%). Table 2 provides a summary of the accident history. It should be noted that four of the reported accidents along Main Street did not report the weather or severity of the accidents. Attachment C includes the crash data used for this analysis. TABLE 2 ACCIDENT DATA SUMMARY (2018 - 2022)1 ACCIDENTS SEVERITY ROAD SURFACE TIME OF DAY ROADWAY AVG. PROPERTY PERSONAL CLEAR RAIN/ TOTAL PER DAMAGE INJURY FATALITY (DRY) SNOW DAY NIGHT YEAR ONLY Water 1 0.2 1 (100%) 0 (0%) 0 (0%) 1 (100%) 0 (0%) 0 (0%) 1 (100% Street 2 Main 30 6 22 (73.33%) 4 (13.33%) 0 (0%) 23 (77%) 3 (10%) 25 (83%) 5 (17%) Street 3 TOTAL 31 6.2 23 (74.2%) 4 (12.9%) 0 (0.0%) 11 24 (77.4%) 3 (9.7%) 25 (80.6%) 6 (19.4%) 1.-Source: MassDOT Crash Data Repository. 2.-Accidents along Water Street between Main Street and Merrimack Street. 3.-Accidents along Main Street between Waverly Road and Merrimack Street. Intersection Sight Distance Analysis We evaluated the sight distances at the proposed site driveway on Second Street to determine if the available sight distances meet the minimum requirements established by the by the American Association of State Highway and Transportation Officials (AASHTO) as outlined in A Policy on Geometric Design of Highways and Streets, T1 Edition (also known as the AASHTO Green Book). As shown in Table 3, the intersection sight distances (ISDs) provided at the proposed driveway meet AASHTO minimum requirements. As previously stated, the driveway on Main Street will operate as an ingress-only access. This is mainly to provide a safe access to the site and avoid vehicular conflicts with the intersection of Main Street and Water Street. The egress driveway to Second Street will have proper sight distance and will not have conflicts with the proposed signage and landscaping. Attachment A shows the sight triangles at the proposed egress driveway with the proposed signage and landscaping. TABLE 3 INTERSECTION SIGHT DISTANCE SUMMARY' ISD LOCATION DESIGN SPEED Passenger Car Required Provided Second Street Site Driveway (unsignalized) Right Turn from Stop 25 mph 280 ft 280 ft Left Turn from Stop 280 ft >300 ft 1.-Based on AASHTO Greenbook 7 Ed. LA/V ftAPNOMM A Traffic Assessment&Parking Utilization Study 18 November 2022 149 Main Street Mixed-use Development Page 5 of 8 North Andover, MA Langan Project No.: 151028501 Parking Demand & Requirements The proposed development is a mixed-use development that will comprise of a three-story building with 24 residential units and ground floor commercial space. The unit breakdown per floor is three (3) one bedrooms, and eight (8) two bedrooms, 12 total per floor, 24 units total in the entire building. The ground floor will have a residential entrance (lobby), a commercial unit and various utilities/service areas with a gross-floor-area (GFA) of 8,800 square feet. The commercial use will have a gross-leasable-area (GLA) of 6,700 square feet. We determined the expected parking demand for the proposed mixed-use development based on the latest edition of the ITE Parking Generation Manual and found that the development is expected to have an average parking demand of 51 parking spaces during the weekend and 39 parking spaces during a regular weekday. Table 4 below provides the parking demand summary based on ITE rates. Attachment B contains excerpts from the ITE Parking Generation Manual. TABLE 4 ITE PARKING DEMAND SUMMARY ITE WEEKDAY ITE WEEKEND PARKING DEMAND USE, LUG SIZE AVERAGE'' AVERAGE PARKING RATE '' PARKING RATE WEEKDAY WEEKEND Residential 220 40 BR 0.66 Spaces per BR 0.80 Spaces per BR 26 PS 32 PS Commercial' 820 61700 SF 1.95 Space per 1 KSF 2.91 Space per 1 KSF 13 PS 19 PS Expected Average Parking Demand 39 PS 51 PS 1.-Based on GLA The parking demand analysis shows that the residential units are expected to have a maximum average parking demand of 32 parking spaces, while the commercial uses are expected to have a maximum average parking demand of 19 parking spaces. Based on ITE time-of-day parking distribution, the peak utilization for the residential uses occurs between 5:00 PM and 8:00 AM and the peak utilization of the commercial uses occurs between 10:00 AM to 7:00 PM. As such, the peak parking utilization between the proposed uses do not coincide. In order to maximize the use of the proposed parking layout, the applicant is proposing to designate 12 parking spaces to be shared between the proposed uses from 10:00 AM and 4:00. Also, we determined the parking demand for the proposed development based on the Town's zoning bylaws and found that the development is required to provide 83 on-street parking spaces. The development is proposing a parking layout with 44 off-street parking spaces and is proposing to count the 26 on-street parking spaces located within a 200-foot radius of the site toward the proposed commercial uses as allowed under section § 195-8.4 of the Town's zoning bylaws for properties within the Downtown Overlay District for a total of 70 parking spaces. Therefore, the development is seeking a 35 percent parking reduction for the commercial uses to meet their parking requirements as allowed under § 195-8.8 of the Town's zoning bylaws. Attachment A includes the site plan, which provides a summary of the parking requirements. LA/V ftAPNOMM A Traffic Assessment&Parking Utilization Study 18 November 2022 149 Main Street Mixed-use Development Page 6 of 8 North Andover, MA Langan Project No.: 151028501 Parking Utilization Study The proposed development is going through a site plan application/parking reduction special permit process and is requesting a reduction of the number of required on-street parking spaces to provide less parking than that which is required by the Town of North Andover based on Article 8, Part 1, § 195-8.8 of the Town's zoning bylaws. The project will provide 44 on-site parking spaces (including three accessible parking spaces), which will serve the residential units, while the commercial uses are expected to use the available on-street parking spaces. We determined that the existing on-street parking spaces have the capacity to accommodate the expected parking demand from the proposed commercial uses. We collected on-street parking data along Main Street between Waverly Road and Merrimack Street, Second Street (200-feet south of Main Street), School Street (200 feet south of Main Street), and along Water Street between Main Street and Merrimack Street. The data was collected for 12 hours every 30 minutes on Saturday, October 22, Tuesday, October 25 and Wednesday, October 26 of 2022. Figure 2 below shows a map of the study area, the parking characteristics and number of spaces. We performed a parking inventory and found that there are approximately 131 on-street parking spaces available in the study area. There is a mix of restricted and unrestricted parking spaces along the corridor, but most of the parking spaces within 200-feet of the project's site are unrestricted. It should be noted that there are approximately nine unmarked parking spaces on the north side of Water Street that were not taken into account because they are restricted to residents only. e N, I ' 'l IM a III n Sti, 1 r m i J IA u J � VVVVVVVVVVy� J a//�� Mi// it f J r I yr, LEGEND y u j No Parking i uuuuuuuuuuuuuuuuuuuuuum°°°°°°°°°°°°°°°°°°°°2 HO LJf L1mlt Pa f kI f Y —15 P. uuuuuuuuuuuuuuuuuuuuuu°°°°°°°°°°°°°°uuuuuum 3 HO Llf Limit Parking—24 PS No Rest'r-tion—BB PS ✓"'" e,Y4M, Rees ident Only—9 P Figure 2: Parking Utilization Study Area LA/VftAN Traffic Assessment&Parking Utilization Study 18 November 2022 149 Main Street Mixed-use Development Page 7 of 8 North Andover, MA Langan Project No.: 151028501 Based on the data collected we found an average parking utilization rate of 32 percent and a highest parking utilization of 57 percent (75 parked vehicles) across all the street segments and observation times (morning, midday and evenings), which is similar to the findings identified in the North Andover Downtown Improvements Master Plan 2021 Report. Therefore, the existing on-street parking spaces have the capacity to serve the expected demand from the proposed development. The peak utilization of the parking spaces within a 200-foot radius of the site is approximately 38 percent. We note that the peak utilization within the study area occurs during dismissal time at the Saint Michael Elementary School, which typically occurs for approximately 30 minutes between 3:00 and 3:30 PM. Figure 3 below shows a chart showing the parking utilization by time of day and demonstrates that after 3:00 PM the parking utilization starts decreasing and experiencing a 30 percent average parking utilization by 6:00 PM. We determined the parking utilization rate by dividing the total number of observed parked vehicles over the study period by the total capacity of the study area. Attachment D includes the collected data. �� 11 IIIIII IIIII ,IIIIIIIIIIII ��, , r��Ime ��, �� 120 ) co 100 OL U) .............. �"�, 1f+1 3,80 II::: IV, a 7 „3 x oiooiooioioioioioioioiaioiaiia,0a 1JUIUDIII 57 ��........... F/� � i�l � UO(l0(lU, //l��D ��U UlIR�I�III�III�IIII��IIVIII�I�� lll>llll�/0/G/�1�9%�µ a�/%/�� IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIJill�� 0 0011 oo� rarrr arrl uiiiiaaiai � mmmmmSa"WiFday 1 / I,,,,.0 e (,ay 1 / 5 Figure 3: Parking Utilization by Time of Day LA1VGA/V Traffic Assessment&Parking Utilization Study 18 November 2022 149 Main Street Mixed-use Development Page 8 of 8 North Andover, MA Langan Project No.: 151028501 Conclusion Langan prepared a traffic assessment and parking utilization study for the proposed mixed-use development at 149 Main Street in North Andover, Massachusetts and determined the following. o The proposed development is a low-traffic generator expected to generate no more than 41 net-new peak hour trips and is not expected to cause noticeable impacts to the surrounding roadway network. o The parking demand analysis based on the ITE Parking Generation Manual shows that the proposed development is expected to have a maximum average parking demand of 51 parking spaces. o Given the various hours of parking utilization between the proposed uses, the development is proposing to designate 12 parking spaces to be shared between the proposed uses to maximize the use of the proposed parking layout. o The parking utilization study demonstrates that the existing on-street parking spaces have the capacity to accommodate the expected parking demand from the proposed development without placing an undue burden on existing facilities already relying on such spaces. Therefore, the applicant is seeking to count the 26 on-street parking spaces to be counted as part of the required parking need of the commercial uses of the proposed development. o The applicant is seeking for a 35 percent parking reduction of the required parking spaces for the proposed commercial uses based on the town's zoning bylaws. Sincerely, Langan Engineering and Environmental Services, Inc. Max Oolanco Project Engineer Daniel S. Clarey, P.E., Senior Project Engineer MGP:mgp Attachment A- Site Plan & ISD Figure Attachment B — ITE Trip Generation & Parking Generation Excerpts Attachment C — Crash Data Attachment D — Parking Data \\1angan.com\data\BOS\data5\151028501\Project Data\_Discipline\Traffic\Reports\2022-11-18 149 Main Street Traffic Assessment.docx LA/VftAN Attachment A Site Plan & ISD Figure L A/VGA/V LEGEND o BOUND O IRON PIN/PIPE NOTES: O STONE POST P 1.INFORMATION SHOWN ON THIS PLAN IS THE RESULT OF A FIELD SURVEY PERFORMED BY PETER NOLAN&ASSOCIATES LLC AS OF 3/16/2022. TREE 2.DEED REFERENCE(#149 MAIN):BOOK 16264,PAGE 53 TREE STUMP 2.DEED REFERENCE(#14 SECOND):BOOK 15928,PAGE 237 SHRUBS/FLOWERS PLAN REFERENCE:PLAN 4543,BOOK 962,PAGE 273,OF 1962 PLAN REFERENCE:PLAN 8719 OF 1981 SIGN NORTH ESSEX DISTRICT REGISTRY OF DEEDS ® BOLLARD 3.THIS PLAN IS NOT INTENDED TO BE RECORDED. Qs SEWER MANHOLE 4.1 CERTIFY THAT THE DWELLING SHOWN IS NOT LOCATED WITHIN A SPECIAL FLOOD HAZARD QD DRAIN MANHOLE ZONE.IT IS LOCATED IN ZONE X,ON FLOOD HAZARD BOUNDARY MAP NUMBER 25009CO209F, N COMMUNITY NUMBER:250098,DATED 6/4/2010. ® CATCH BASIN 5.THIS PLAN DOES NOT SHOW ANY UNRECORDED OR UNWRITTEN EASEMENTS WHICH MAY �w WATER MANHOLE EXIST.A REASONABLE AND DILIGENT ATTEMPT HAS BEEN MADE TO OBSERVE ANY APPARENT wv WATER VALVE USES OF THE LAND;HOWEVER THIS NOT CONSTITUTE A GUARANTEE THAT NO SUCH x EASEMENTS EXIST. yq HYDRANT "°' 6.FIRST FLOOR ELEVATIONS ARE TAKEN AT THRESHOLD. GV X GAS VALVE SZ 7.NO RESPONSIBILITY IS TAKEN FOR ZONING TABLE AS PETER NOLAN&ASSOCIATES LLC CE ELECTRIC MANHOLE / ARE NOT ZONING EXPERTS.TABLE IS TAKEN FROM TABLE PROVIDED BY LOCAL ZONING ORDINANCE.CLIENT AND/OR ARCHITECT TO VERIFY THE ACCURACY OF ZONING ANALYSIS. EL ELECTRIC HANDHOLE UTILITY POLE 8.THE ELEVATIONS SHOWN ARE BASED ON NORTH ANDOVER DATUM. �, �, 3 / v j LIGHT POLE x x / X Q MANHOLE x X SPOT GRADE x / Nd DRILL HOLE 5 ,2W FOUND N F TOP OF WALL SPENCER,KAREN A. BOTTOM OF WALL v W 6 EXISTING BUILDING \ I EXISTING s EXISTING ROOF PEAK RETAINING WALL `�, SZ `� Rv o` EX STING \- BUILDING ELEV.=120.24± DRIVEWA STONE WALL \ �� I 4' FENCE 9s_ ��• X XI STING TREE LINE E X SHED 25.g± 2 � 5 � EXISTING SEWER LINE f L I a2 GUARD FENCE `31 HISTLNK EXISTING FINISHED FLOOR DRAIN LINE \� FENCE MAC GREGOR DAVID G ELEV-95.13± WATER LINE IXISTINc \ APPROX.FINISHED GRADE EXISTING S.M.H. E%ISTING PARKING BASED ON BLDG CORNIER SHOTS RIM=94.B0 IXRIM=9 D.M.H. PARKIN SPOTS GAS LINE INV=B5.10 RIM=94.02 ET SPOTS ELEV.=94.44± O FOU 804lNND EXISTING UNDERGROUND ELECTRIC LINE CFEINCEK APRX.LOCATION oHw OVERHEAD WIRES 3 of cns UNE CONNECTION / h EXISTING PARCEL ID: / x a`" N oRlvEwnY 030.0-((0006) �145� CONTOUR LINE(MJR) zs:s;4si s:F(RECORDEDDJ \ c EXISTING N PARKING EXISTING EXISTMG �V �^ EXISTING SPOTS CHAINUNK CONTOUR LINE(MNR) f CONCRETE FENCE NOT TO SCARE ,2 ISLAND \ orb I tyro z EXISTING \, n EXISTING APRX.LOCATION PERGOLA EXISTING PARKING , OF SEWER LINE Vl U PAYED EXISTING K GU G SPOTS \ pRIVEWAY _ CONNECTION N GUARD ... ,,_= RAIL O , FENCE \ S� EXIST NG o BRICK £ y COMMERCIAL z \ \ EXISTING PVC DWELLING ., \ EXISTNG FENCE x w F.F.=95.13 1 PARKING o? (TAKEN AT SPOTS x N/F o z' THRESHOLD) EXISTING LONG,MEGHAN APRX.LOCATION ¢ x " ROOF x EXISTING OF WATER UNEI FL7o OVERHANG GUARD CONNECTION OF x'' 18S RAIL EXISTING ROOF PEAK - x'm 'EXSTING s FENCEELEV.=122.57+ DECK EXISTING r PAVED G O 25,�' O WOODEN +i DRIVEWAY fir-c �• FENCE EXISTING _ x VED EXSTING WOODIEN v x i'- DRIVEVAY EXISTING 4W GUARD FENCE p .r RAIL EXISTING1001.11 [Min[D = FENCE FENCE CONCRETE EXISTING x 11 \ z CURB r- PARCEL ID: X PAYED Kex 1T DRIVEWAY 030.0-0007X D. x w ExlsnNc ,HB�HD�oT za+5:SF EXISTING 2 3.1 5'+ N XISTIN CATCH BASIN 12 DRAINDE \ " I PENCE IL, av RIN 92.]4 _ V \ _ EXISTING FINISHED FLOOR APRk.LOCATION OF 4'GAS UNE 54.6' cam`- oo\ U � ELEV=1 02.1± lY _ �k APPROX.FINISHED GRADE E TIN BASED ON BLDG CORNER SHOTS G �- =2`GRAIN LA DING ATCH BASIN � \ -G APRX,eCATION OF q' LINE= RIN-9&14 SECOND STREET FE g "�_ \ ELEv.=99.42± G- 3 r (PUBLIC WAY-50'WIDE) G EXISTING S M.H SS�- LINE I G APRX.LOCATIgJ F 4'AS DNE APRX.LOCATION G G l� G G xz NV=B2.54 �/5'WATE-SS-SS OF SEWER UNE STONE BOUND f w� S CONNECTION FOUND AND HEIR SECOND STREET X II w- -ASS EXISTING S.M.H - SEWER UNE RIM 9].96 (PUBLIC WAY-50'WIDE) w- S INV=8B.5] w�L� SS SS SS SS SS Ss- STONE Ip�IpI p�v� STONE BOUN I w C` B'WATERLINE E/\I S TII�`U G P R O��L 1 4 APRX.LOCATION 1r/ w W w w V V OT TO SCALE N FOUND X-\ OF WATER UNE _. E E E E x CONNECTION X-- OVERHEAD ELECTRIC UNE X OVERHEAD ELECTRIC LINE / SCALE 1"=20' DATE 3/28/2022 REV DATE REVISION BY SHEET 149 MAIN STREET 1 14 SECOND STREET PLAN NO. NORTH ANDOVER 1OF1 MASSACHUSETTS GRAPHIC SCALE CLIENT: Px NT N G C N T N S SHEET NO. 20 a 10 20 40 80 DRAWN BY PLAN IN KK 1 inch ET FE20)ft. C PETER NOLAN & ASSOCIATES LLC PJN BY LAND SURVEYORS/CIVIL ENGINEERING CONSULTANTS JN APPD BY 80 JEWETT STREET,SUITE 2 NEWTON,MA 02458 PHONE:857 891 7478/617 782 1533 FAX: 617 202 5691 PJN EMAIL: pnolon@pnosurveyors.com 1 2 3 4 5 6 7 8 2 1 A ZONE:DOWNTOWN OVERLAY DISTRICT PROPOSED USE:MIXED USE DEVELOPMENT,COMMERCIAL AND RESIDENTIAL c ITEM REQUIRED PROPOSED SECTION y (p, `�� LOT SIZE N/A N/A SECTION 195-13.6 Z c �� l 4�`k `�� `�• LOT COVERAGE N/A N/A SECTION 195-18.6 2 a `. "'...�\\ STREET FRONTAGE N/A N/A SECTION 195-18.6 MAP 41 LOT 5 ST GREGORY SECTION 195-18.6 ARMEN/AN APOSTOLIC MAXIMUM FRONT YARD <10 FT <10 FT SECTION 195-18.6 J/158 MAIN STREET CONCRETE CURB L i CONCRETE TRANSFORMER PAD SIDE YARD N/A N/A SECTION 195 18.6 s REAR YARD N/A N/A SECTION 195-18.6 --fi- _ 6"BOLLARD(TYP.)B MAP 30 LOT 9 WHEEL STOP(TYP.) FLOOR AREA RATIO N/A N/A SECTION 195-18.6 �, SPENCER,KAREN A. �s '•� BUILDING HEIGHT <45 FT <45 FEET SECTION 195-18.6 `, `� •' t• J/159 MAIN STREET CROSSWALK(TYP.) �"'� R7-8 ACCESSIBLE PARKING ;; PARKING REQUIREMENTS SIGN(TYP.) .. "" MOUNTED ON FENCE ITEM •••••• '" ^�.. SPECIFICATIONS REQUIRED PROPOSED SECTION 24' BUILDING ABOVE ? RESIDENTIAL SPACES `� � 9 FT X 18 FT 9 FT X 18 FT SECTION 195-8.4 ••::::. TOT 5 SPACES PER 1 BEDROOM 1 x 8=12 44 SPACES SECTION 195-8 MAP 30 LOT 34 »\...,. r... � AL 1 (5 ) S 4 MAC GREGOR,DA WD G 2 SPACES PER 2 BEDROOM (2 x 16=32) s JE161 MAIN STREET 44 SPACES ® ADA ACCESSIBLE 8 FT X 18 FT 8 FT X 18 FT 521 CMR 23.2.1 BUILDING ENTRANCE(TYP.) •<t,e `.^ BUILDING ABOVE(TYP.) 8'(TYP.) TOTAL 2 SPACES PER 26-50 SPOTS 2 SPACES 3 SPACES 521 CMR 23.2.1 ' CONCRETE SIDEWALK(TYP.) ` x< 18' 22 CAR PARKING SPACES COMMERCIAL USE(MEDICAL 4.5 SPACES PER KSF GFA (8,800 GFA 44 SPACES SECTION 195-8.4 `^ O OFFICE,OTHER RETAIL,AND/OR /1,000)x 26 SPACES OTHER BUSINESS OR OFFICE USE) 4.5=40 OFF—SITE <E 9'(TYP -* REDI—ROCK RETAINING WALL SPACES STREET PARKING t B" "" WITH 6 FT PRIVACY FENCE PEDESTRIAN UNIT PAVERS(TYP.) C 20' '....,� c 4 x 8 TREE PIT(TYP.) .` LANDSCAPED AREA(TYP.) MAP 41 LOT 33 ° q T ASPHALT PAVEMENT CONCRETE CURB BANK OF AMERICA ` 1t #154 MAIN STREET \ \\ ..: MIXED"USE BUILDING �29 MAP 30 LOT 28 r FOOTPRINT ,w..�00 SF ,.? SLEATOR,SHEERA r 1 l,.—_"Y'/ ✓1 -. #26 SECOND STREET r Dote Description No. LONG,MEGHAN ` r 23' PROPERTY LINE Jf28 SECOND STREET Revisions 22 TANDEM PARKING GRANITE /1 ITE CURB CORNER SPACES :.. (TYP) "n -------- 't 0 M4F'@H g FRANK � HOLMEB o n Nol 0f.203 ... ... re Al c +.,....:.✓�,...•.;.,e...} ...:.{c..._......................x..._, .„...,.........,............,.......e......,..........,............V............2'`...........,ta.............c................,.,, ..._[....... .....x....... `a _. G E -- .,4. x. .jam.•.'s•�•1 r .•r'f2 _ _ _. Q,y XgT. D A t• Stti GRANITE CURB74 c 1 CURB RAMP SECOND STREET LANGAN z _ Langan Engineering and V — Environmental Services,Inc. 100 Cambridge Street,Suite 1310 Boston,MA 02114 MAP 3D LOT 32 i -- -- -- -- GULSAS,KANBAR i .. ..... #150 MAIN STREET m.� T:617.824.9100 F:617.824.9101 www.langan.com i j Project j MAP 30 L07 2 MAP 30 LOT 3 MAP IN STREET, 1 MAP 30 LOT 36 149 MAIN STREET, OLYMPIA IV REALTY TRUST FAY,EUGENE NA MAIN STREET; 19-25 SECOND STREET LLC LLC 1137 MAIN STREET PI SECOND STREET J/19 SECOND STREET ,029 MAIN STREET NORTH ANDOVER E MAP 40.A LOT 4 NORTH ANDOVER STONE MILL REALTY TRUST #146 MAIN STREET Title e ESSEX COUNTY MASSACHUSETTS Drawing ............................................................................................................ t SITE PLAN Project No. Drawing No. 151028501 20 0 10 20 Date [[�� SCALE IN FEET 11-21-2022 CS 1 01 Drawn By e ARK F Checked By HH Sheet 0 of 1 Date:11/18/2022 Time:15:58 User:akennedy Style Table:Langan.stb Layout:CS1C1 Document Code:151028501-0301-CS101-0101 1 2 3 4 5 6 7 8 L �! J CCw^w� '—J A 7 4 0 '400, a U� ------------- B of 0 Ste= 44 c cl' a0O° © o f 'fjfn Q,a dL Date Description No. ' Revisions 22 PARKING SPACES O� D =xy H LANGAN Langan Engineering and Environmental Services,Inc. a: 100 Cambridge Street,Suite 1310 .--- - ..........................gym Boston,MA 02114 22 TANDEM SPACES. T:617.824.9100 F:617.824.9101 www.langan.com y � mmm Project o. 149 MAIN STREET, e e _ NORTH ANDOVER E �osn ,, 5 REET �. SECOND T day}11210N NORTHANDOVER m. �onai big� o \�VA ESSIX COUNTY MASSACHUSETTS Drawing Title `.� r_ SIGHT TRIANGLE FIGURE REQUIRED INTERSECTION SIGHT DISTANCE FOR PASSENGER VEHICLES (25 qPH) = 280' `t PROVIDED = 280' Project No. Drawing No. 151028501 Date 20 0 10 20 -brawn By KT1 01 rkedSCALE IN FEET FJSP By MCP o Date:11/18/2022 Time:08:56 User:jpark Style Table:Langan.sib Layout Layout1 Document Code:151028501-0201-KT107-0101 Attachment B ITE Trip Generation & Parking Generation Excerpts L A IVSA IV Multifamily Housing Low-Rise Not Close to Rail Transit (220 Vehicle Trip Ends vs: Dwelling Units On a: Weekday Setting/Location: General Urban/Suburban Number of Studies: 22 Avg. Num. of Dwelling Units: 229 Directional Distribution: 50% entering, 50% exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 6.74 2.46- 12.50 1.79 Data Plot and Equation ------------------- -------------------- -------------------- ---------- --------------------------- 4000 X X ' --------------------------------------------------------------------------------------------------------------------------------- - - ------------ 3000 ' X X C X w X X X X ; X X ; X 1000 X; ooe X 0 0 100 200 300 400 500 X=Number of Dwelling Units X Study Site Fitted Curve - - - - - Average Rate Fitted Curve Equation:T=6.41(X)+75.31 RI=0.86 254 Trip Generation Manual 11th Edition •Volume 3 its- Multifamily Housing Low-Rise Not Close to Rail Transit (220 Vehicle Trip Ends vs: Dwelling Units On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location: General Urban/Suburban Number of Studies: 49 Avg. Num. of Dwelling Units: 249 Directional Distribution: 24% entering, 76% exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.40 0.13-0.73 0.12 Data Plot and Equation 300 i X X XK,� X 200 i X XXw X ~ X X, � X� X X X 100 -------------X- - - ------------------------------------------------;----------------------------------------------------------------------- X X �X X X � X ^x yx 0 0 1000 2000 X=Number of Dwelling Units X Study Site I Fitted Curve - - - - - Average Rate Fitted Curve Equation:T=0.31(X)+22.85 RI=0.79 �t�- General Urban/Suburban and Rural (Land Uses 000-399) 255 Multifamily Housing Low-Rise Not Close to Rail Transit (220 Vehicle Trip Ends vs: Dwelling Units On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location: General Urban/Suburban Number of Studies: 59 Avg. Num. of Dwelling Units: 241 Directional Distribution: 63% entering, 37% exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.51 0.08- 1.04 0.15 Data Plot and Equation 500 i i i i i i i � � X 400 i i i i X i i i i cn 300 70 i w X � X X X ~ X -------------------------- -- ---------------------------------------------------------------------------------------------------------------- 200 X X X X 100 X --- ------------------------------------------------- X X X X 0 0 1000 2000 X=Number of Dwelling Units X Study Site Fitted Curve - - - - - Average Rate Fitted Curve Equation:T=0.43(X)+20.55 RI=0.84 256 Trip Generation Manual 11th Edition •Volume 3 its- Strip Retail Plaza (<40k (822) Vehicle Trip Ends vs: 1000 Sq. Ft. GLA On a: Weekday Setting/Location: General Urban/Suburban Number of Studies: 4 Avg. 1000 Sq. Ft. GLA: 19 Directional Distribution: 50% entering, 50% exiting Vehicle Trip Generation per 1000 Sq. Ft. GLA Average Rate Range of Rates Standard Deviation 54.45 47.86-65.07 7.81 Data Plot and Equation ----------------------------------------------------------------------------------------------------------------------------------------------- 2000 0 w 1000 x X 0 0 10 20 30 40 X=1000 Sq.Ft.GLA X Study Site I Fitted Curve - - - - - Average Rate Fitted Curve Equation:T=42.20(X)+229.68 RI=0.96 �t�- General Urban/Suburban and Rural (Land Uses 800-999) 229 Strip Retail Plaza (<40k (822) Vehicle Trip Ends vs: 1000 Sq. Ft. GLA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location: General Urban/Suburban Number of Studies: 5 Avg. 1000 Sq. Ft. GLA: 18 Directional Distribution: 60% entering, 40% exiting Vehicle Trip Generation per 1000 Sq. Ft. GLA Average Rate Range of Rates Standard Deviation 2.36 1.60-3.73 0.94 Data Plot and Equation 80 x10, ------------------------------------------------------------------------------------------.-------------- ---------------------------------- 60 X LU ---------------------------------- ------------------- - ------ ---------------------------------- ----------------------------------- 40 ' -----------------------------------'------------------------------------'------------------------------------'------------------------------------ 20 0 0 10 20 30 40 X=1000 Sq.Ft.GLA X Study Site Fitted Curve - - - - - Average Rate Fitted Curve Equation: Ln(T)=0.66 Ln(x)+1.84 RI=0.57 230 Trip Generation Manual 11th Edition •Volume 5 its- Strip Retail Plaza (<40k (822) Vehicle Trip Ends vs: 1000 Sq. Ft. GLA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location: General Urban/Suburban Number of Studies: 25 Avg. 1000 Sq. Ft. GLA: 21 Directional Distribution: 50% entering, 50% exiting Vehicle Trip Generation per 1000 Sq. Ft. GLA Average Rate Range of Rates Standard Deviation 6.59 2.81 - 15.20 2.94 Data Plot and Equation 300 X X ' X X X X 200 X; 70 X w X ii X.00 X X X 0 0 10 20 30 40 X=1000 Sq.Ft.GLA X Study Site I Fitted Curve - - - - - Average Rate Fitted Curve Equation: Ln(T)=0.71 Ln(X)+2.72 RI=0.56 �t�- General Urban/Suburban and Rural (Land Uses 800-999) 231 Table E. (Cont'd) Pass-By and Non-Pass-By Trips Weekday, PM Peak Period Land Use Code 820-Shopping Center rr PRIMARY DIVERTED TOTAL 921 Albany,NY July&Aug. 196 4:00-6:00 p.m. 23 42 35 77 60,950 Raymond Keyes 1 1985 Assoc. 108 Overland Park,KS July 1988 ill 4:30-5:30 p.m. 26 61 13 74 34,000 118, Overland(Park,KS Aug.1988, 123 4:30-5:30 p.m. 25 55 20 75 - 256 Greece,NY June 1988, 120 4:00-6:00 p.m. 38 62 - 62 23,410 Sear Brown 160 Greece,NY June 1988 78 4:00-6:00 p.m. 29 71 71 57,306 Sear Brown 550 Greece,NY June 1988, 117 4:00-6:00 p.m. 48 52 - 52 40,763 dear Brown 51 Boca Raton,FL Dec.1987 110 4:00--6:00 p.m. 33 34 33 67 42,225 Kimley-Horn and Assoc.Inc. 1,090 Ross Twp,PA July 1988 411 2:00-8:00 p.m. 34 56 10 66 51,500 Wflbur Smith and Assoc. Upper Dublin McMahon 97 Twp,PA Winter 1988,/89 4:00-6:00 p.m. 41 - - 59 34,000 Associates 118, Tredyffrin Twp,PA Winter 1988,/89 4:00-6:00 p.m. 24 76 10'000 Booz Allen Hamilton& 122 Lawnside,NJ Winter 1988,/89 4:00-6:00 p.m. 37 63 20,000 PennoN I Associates 126 Boca Raton,FL Winter 1988/89 4:00--6:00 p.m. 43 57 40,000 McMahon Associates 150 Willow Grove,IPA Winter 1988,/89 4:00-6:00 p.m. 39 - 61 26,000 Booz Allen& Hamilton 153 Broward Crity.,FL Winter 1988,/89 4:00-6:00 P.M. 50 - 50 85,000 McMahon Associates 153 Arden,DE Winter 1988,/89 4:00-6:00 p.m. 30 - 70 26,000 firth-Rodgers& I Assoc.Inc. 154 Doylestown,PA Winter 1988,/89 4:00-6:00 p.m. 32 - 68 29,000 Orth-Rodgers 9 Assoc.Inc. 164 Middletown Booz Allen& Winter 1988,/89 4:00-6:00 p.m. 33 - 67 25,000 Twp,PA I Hamilton 166 Haddon Twp,NJ Winter 1988,/89 4:00-6:00 p.m. 20 8,0 6,000 PennoN Associates 205 Broward Crity.,FL Winter 1988,/89 4:00-6:00 p.m. 55 45 62,000 McMahon I Associates Table E.9 (Cont'd) Pass-By and Non-Pass-By Trips Weekday, PM Peak Period Land Use Code 820-Shopiping Center o /% ��.. /„ /�. ., / r ,,,,,-,,. -- ,,,,,, ,, sill-// // PRIMARY DIVERTED T TAL W.Windsor Booz Allen& 237 Twp,NJ Winter 1988/89 - 4:00-6:00 p.m. 48 - - 52 - 46,000 Hamilton 242 Willow Grove, Winter 1988/89 - 4:00-6:00 P.M. 37 - - 63 - 26,000 McMahon PA Associates 297 Whitehall,PA Winter 1988/89 - 4:00-6:00 p.m. 33 - - 67 - 26,000 firth-Rodgers I &Assoc.Inc. 360 Broward Cnty., Winter 1988189 - 4:00-6:00 p.m. 44 - - 56 - 73,000 MGMahon, FL Associates 370 Pilt5buigh,PA Winter 1988/89 - 4:00-6.00 P.M. 19 - - 81 33,000 Wftui 51flith 150 Portland,OR - 519 4:00-6:00 p.m. 68 6 26 32 - 25,000 Kittelson and Associates 150 Portland,OR 655 4:00-6:00 p.m. 65 7 28 35 - 30,000 Kittelson and Associates 760 Calgary,Alberta Oct.-Dec.1987 15,436 4:00-6:00 p.m. 20 39 41 80 - City of Calgary DOT 178 Bordentown, Apr.1989 154 2:00-6:00 p.m. 35 - - 65 - 37,980 Raymond NJ Keyes Assoc. 4 Manalapan,NJ July 1990 176 3:30-6:15 p.m. 32 44 24 68 - 69,347 Raymond Keyes Assoc. 549 Natick,MA Feb.198,9 - 4:45-6:45 p.m. 33 26 41 67 - 8,,782 Raymond Keyes Assoc. Average Pass-By Trip Percentage:34 96 )�- Imeans no data were provided 190 Trip Generation Handbook,3rd Edition NFFW� Land Use: 220 Multifamily Housin Low-R'ise ) Description Love-iris+ imulltlifamily Ihousiing includes apartments, townhouses, and candarniniums located within the same building with at least three other dwelling units and with one or two levels (floors) of iresidence. Multifamily Ihousing (rnid-rise) (Land Use 221), multifarnily Iho (high-rise) (Land Use 2,22), and affardable Ihousling (Land Use 223)are irelated Iland uses. Time of Day Distribution for Parking Demand The following table presents a time-of-day distribution of parking demand (1) on a weeWay(10 study sites)and a Saturday (11 study sites) lien a general urban/suburban setting and (2)an a weeWay (three study sites)and a Saturday (three study sites)lien a dense rnultkuse urban setting. Percent of Peak Parking Demand Hour Beginning Saturday Weekday Saturday 12:00-4:00 a.m. 100 93 86 100 5:00 a.m. 97 100 100 94 6:00 a.m. 90 98 94 91 7:00 a.m. 77 96 81 85 8:00 a.m. 56 92 58 79 9:00 a.m. 45 80 56 76 10:00 a.m. 40 78 53 71 11:00 a.m. 37 71 58 74 12:00 p.m. 36 68 56 68 1:00 P.m. 36 66 53 68 2:00 p.m. 37 65 47 68 3:00 p.m. 43 68 56 56 4:00 p.m. 45 70 53 59 5:00 p.m. 55 73 61 53 6:00 p.m. 66 77 81 50 7:00 p.m. 73 81 67 56 8:00 p.m. 77 82 61 65 9:00 P.m. 86 86 64 74 10:00 P.m. 92 87 75 85 11:00 P.m. 97 92 86 91 Multifamily Housing (Low=Rnise) (220) Peak Period Parking Demand s: Bedroom On a: Weekday(Monday- Friday) Benin Location: GeneralUrban/Suburban no nearby aril transit) Peak Period of Parking C er andr : 11:00 p.m. 6:00 a.m. Nlumber of Studies,: 4 Avg. N um. of Bellrooms: 215 Peak Perlood Parking Demand per Bedroomi Average Rate Flange of Fetes 33rd I 85th Percentile %Confidence Standard Deviation Interval (Cce . atVariation) Data of and Equation 00 X x 400 300 > ' cc x x 11 1 a- 40, 00 X X 100 xXX X 0 0 200 40O 600 80O X Number of Bedrooms X Study Site I Fitted Curve ® ® Average Rate Fitted CurveEquation: Ln(P),=0.95 Ln(X)-0.19 R2=0.993 Multifamily Housing (Low=Rnise) (220) Peak Period Parking Demand s: Bedroom On a: Saturday Setting/Location: GeneralUrban/Suburban no nearby aril transit) Peak Period of Parking C er andr : 11:00 p.m. -7':00 a.m. NI umber of Studies,: Avg. N um. of Bedrooms,: 356 Peak Perlood Parking Demand per Bedroomi Average Rate Flange of Fetes 33rd I 85th Percentile %Confidence Standard Deviation Interval (Cce . atVariation) Data tat and EquationCaution_Small Sample Size 00 oe 400 L.y cc a- 11, •+ a- r 0Cl 100 0 0 200 40O 600 X Number of Bedrooms X Study Site I Fitted Curve ® ® Average Rate Fitted CurveEquation: Ln(P), 0.91 Ln(X)+031 R2=0.997 Land Use: 820 Shopping Center Description A shopping center lis an lintegrated group of commercial e tablishments that iis planned, developed, owned, and managed as a unit.A shopping center's composition lis irellated to its imatket area lien terms of'size, Ilocatlien, and type of store.A shopping centeir also prov,ides on-site parking facilities sufficient to serve its own parking demands. Time of Day Distribution for Parking Demand The following table presents a time-of-day distribution of pwking demand during the month of December on a weekday (seven study sites), a Friday (eight study sites), and a Saturday (19 study sites). Percent of Peak Parking Demand during December KAI 12:00-4:00 a.m. 5:00 a.m. 6:00 a.m. 7:00 a.m. 8:00 a.m. 9:00 a.m. 10:00 a.im. 74 — 11:00 a.m. 87 85 12:00 p.m. 77 97 97 1:00 P.m. 100 100 98 2:00 p.m. 98 92 100 3:00 p.m. 90 85 97 4:00 p.m. 76 84 88 5:00 p.m. 82 78 77 6:00 p.m. 89 75 64 7:00 p.m. 90 63 — 8:00 P.m. 814 — 9:00 P.m. — 11:00 P.m. The following table presents a time-of-day distribution of parking demand during a non-December month on a weekday(18 study sites), a Friday (seven study sites),and a Saturday (13 study sites). Percent of Non—December Peak Parking Demand 12:0 0-4:0 0 a.im. 5:00 a.m. 6:00 a.m. 7:00 a.m. 8:00 a.m. 15 32, 27 9:00 a.m. 32 50 46 10:00 a.m. 54 67 67 11:00 a.m. 71 80 85 12:00 p.m. 99 100 95 1:00 P.m. 100 98 100 2:00 p.m. 90 90 98 3:00 p.m. 83 78 92 4:00 p.m. 81 81 86 5:00 p.m. 84 86 79 6:00 p.m. 86 84 71 7:00 p.m. 80 79 69 8:00 P.m. 63 70 60 9:00 P.m. 42 — 51 10:00 P.m. 15 38 11:00 P.m. Additional Data The parking demand database linclludes data from strip, neighborhood, community, town center, and regional shopping centers. Some of the centers contain non-merchandising facilities, such as office buildings, movie theaters, irestauirants, post offices, banks, Ihealtlh clubs, and irecreatlioinal facilities. Many shopping centers, Iin addition to the lintegrated unit of Ihop lien one building or enclosed around a mall, lincllude outparcels (peripheral buildings or pads Ilocated on the perimeter umeter of the center adjacent to the streets and it jor access points). These buildings we typically drive-in banks, iretail stores, irestauirants, or small offices.Although the data Iheirel n do snot lindlicate which of the centers sWdied lincllurded pwipheral buildings, it can be assumed that some of the data show their effect. Shopping Ce er = NonimDecem bier (820) Peak Period Parking Gerard s: 1010,01 Sq. Ft. GLA► n a: Weekday(Monday-Thursday) Setting/Location: General Urban/Suburban Peak Period of Parking Demand:and: 1 :0 6: 0,p.m. NI umber of Studies,: 46 Avg. 101010,S . Ft. GLA►: 218, Peak Perlood Parking Demand per 1000 Sq., Ft., GL,A Ave rag e Rate Flange of Fetes 33rd I 85th Percentile %Confidence Standard Deviation Interval (Coeff.,atVariation) Data tat and Equation 0001 r ,r -------------------------------- ✓ -------- 40001 ;� r r cc [ 2000 r ; r , 1 01 ----------- ---- ----------- --------------------------------- X ; 01 0 1000 20100 300101 4000 X 1000 Sq.Ft.GLA X Study Site I Fitted Curve ® ® Average Rate Fitted CurveEquation: P 1.49(X)i+100.32 R2=0.997 Shopping Ce er = NonimDecem bier (820) Peak Period Parking Gerard s: 1010,01 Sq. Ft. GLA► n a: Friday Setting/Location: General Urban/Suburban Peak Period of Parking Demand:and: 1 :0 6: 0,p.m. NI umber of Studies,: 3 Avg. 101010,Sq. Ft. G LA►: 17'�4 Peak Perlood Parking Demand per 1000 Sq., Ft., GL,A Ave rag e Rate Flange of Fetes 33rd I 85th Percentile %Confidence Standard Deviation Interval (Coeff.,atVariation) Data tat and Equation 4000 t , a- 2000 10001 >C �C X 1000 Sq.Ft.GLA X Study Site Fitted Curve ® ® Average Rate Fitted CurveEquation: P 2.67(X)i-11.49 R2=0.996 Shopping Ce er = NonimDecem bier (820) Peak Period Parking Gerard s: 1010,01 Sq. Ft. GLA► n a: Saturday Setting/Location: General Urban/Suburban Peak Period of Parking Demand:and: 11:00 a.m. :00 p.m. NI umber of Studies,: Avg. 101010,S . Ft. GLA►: 313 Peak Perlood Parking Demand per 1000 Sq., Ft., GL,A Ave rag e Rate Flange of Fetes 33rd I 85th Percentile %Confidence Standard Deviation Interval (Coeff.,atVariation) Data tat and Equation 20,0001 > .. 01 cc1C1 ------------------------------------------------------------------------------------ x----�• -- ---------- ----; --------------------- a- .00 oe X=1000 Sq.Ft.GLA X Study Site I Fitted Curve ® ® - Average Date Fitted CurveEquation: P-2.78(X)i+39.26 R2=0.995 Attachment C Crash Data L A IVGA IV Crash Nunn Crash Date Crash Severity Light Conditions Manner of Collision Road Surface Condition Traffic Control Device Type Weather Conditions Latitude Longitude Roadway Near Intersection Roadway 4625189 11/19/2018 Non-fatal injury Daylight Single vehicle crash Wet No controls Cloudy/Rain 42.7025824 -71.13049862 MAIN ST 4632484 11/28/2018 Unknown Unknown Angle Unknown No controls Clear 42.70311027 -71.13132473 MAIN ST 4683964 03/29/2019 Non-fatal injury Daylight Single vehicle crash Dry No controls Cloudy 42.70255989 -71.13046112 MAIN ST 4687117 01/08/2019 Property damage only(none injured) Dark-lighted roadway Rear-end Wet No controls Clear 42.7045601 -71.13307666 MAIN STREET/WAVERLEY ROAD 4692800 04/16/2019 Property damage only(none injured) Dark-lighted roadway Sideswipe,same direction Dry No controls Clear 42.70174146 -71.12882307 WATER ST 4713632 06/09/2019 Property damage only(none injured) Unknown Rear-to-rear Unknown No controls Unknown 42.70068842 -71.12953406 MAIN ST 4730411 07/21/2019 Property damage only(none injured) Daylight Angle No controls Clear 42.70043491 -71.12946116 MAIN ST 4733498 08/01/2019 Property damage only(none injured) Daylight Sideswipe,same direction No controls Clear 42.70408364 -71.1325935 MAIN STREET 4750091 08/28/2019 Property damage only(none injured) Dark-lighted roadway Angle Wet No controls Rain 42.70412726 -71.13265043 MAIN ST 4751289 09/10/2019 Not Reported Daylight Angle Dry Not reported Clear 42.70311027 -71.13132473 MAIN STREET 4782394 11/25/2019 Property damage only(none injured) Daylight Angle Dry Stop signs Clear 42.70233521 -71.13010785 SENIOR CENTER WAY/MAIN STREET 4790743 12/12/2019 Property damage only(none injured) Daylight Angle Dry No controls Clear 42.70316692 -71.13140165 MAIN STREET 4845916 05/26/2020 Property damage only(none injured) Daylight Rear-end Dry No controls Clear 42.70287546 -71.13098346 MAIN ST 4846962 05/28/2020 Property damage only(none injured) Daylight Rear-end Dry No controls Clear 42.70316692 -71.13140165 MAIN ST 4850403 06/03/2020 Not Reported Dark-lighted roadway Sideswipe,same direction Dry No controls Clear 42.7036075 -71.13196924 MAIN ST 4881542 09/11/2020 Property damage only(none injured) Daylight Rear-to-rear Dry No controls Clear 42.70298392 -71.13114896 MAIN ST 4933052 02/17/2021 Property damage only(none injured) Daylight Angle Dry No controls Clear 42.70071755 -71.12954078 MAIN ST 4933095 02/13/2021 Property damage only(none injured) Daylight Angle Dry Stop signs Clear 42.70233336 -71.13011637 MAIN ST/SECOND ST 4941356 02/17/2021 Unknown Daylight Sideswipe,same direction Dry No controls Clear 42.70365051 -71.13202536 MAIN ST 4953493 04/06/2021 Property damage only(none injured) Daylight Front to Rear Dry No controls Clear 42.70417098 -71.13270674 MAIN ST 4977430 06/10/2021 Property damage only(none injured) Daylight Angle Dry No controls Clear 42.70408364 -71.1325935 MAIN ST 4999376 07/21/2021 Non-fatal injury Daylight Angle Dry No controls Clear 42.70323449 -71.13148217 MAIN STREET FIRST STREET 5048371 12/10/2021 Property damage only(none injured) Daylight Front to Rear Dry No controls Clear 42.70111762 -71.12961432 MAIN STREET 5097565 03/30/2022 Property damage only(none injured) Daylight Angle Dry No controls Clear 42.70263284 -71.13058267 MAIN ST 5118470 06/13/2022 Property damage only(none injured) Daylight Angle Dry Traffic control signal Clear 42.70213355 -71.12991692 MAIN ST/WATER ST 5132776 07/13/2022 Non-fatal injury Daylight Angle Dry No controls Clear 42.70356335 -71.13191358 MAIN ST 5143770 08/15/2022 Property damage only(none injured) Daylight Sideswipe,same direction Dry No controls Clear 42.70071755 -71.12954078 MAIN ST 5155786 09/20/2022 Property damage only(none injured) Daylight Sideswipe,same direction Dry No controls Cloudy 42.70287546 -71.13098346 MAIN ST 5155933 09/23/2022 Property damage only(none injured) Daylight Rear-end Dry No controls Clear 42.70408364 -71.1325935 MAIN ST 5170571 10/09/2022 Property damage only(none injured) Daylight Single vehicle crash Dry No controls Clear 42.70255568 -71.13045411 MAIN ST 5170607 10/01/2022 Property damage only(none injured) Daylight Head-on Dry No controls Cloudy 42.70311027 -71.13132474 MAIN ST Data Level CRASH Query Typi Spatial Criteria: If you conducted an Advanced Query your SQL statement will be listed here Attachment D Parking Data L A IVGA IV PARKING OBSERVATION LOCATION:NORTH ANDOVER,MA DATE: 10/25/2022 TUESDAY 1 2 3 4 Main Street from Waverly Road to Merimack Street Water Street from Main Street to School Street 200 feet south of Main 2nd Street 200 feet south of Main TOTAL TIME EAST WEST Merimack Street Street Street PARKING SPACES 3 HR Parking 20 MIN Parking No Restriction 3 HR Parking No Restriction NORTH SOUTH WEST EAST WEST EAST %UTILIZATION ( Y� � g� � � � � � , � ) Residence Only) 2 HR Parkin No Restriction No Restriction No Restriction No Restriction TOTAL 14 Marked Spaces 13 Marked Spaces 15 Unmarked 5 Unmarked 5 Unmarked 5 Unmarked PARKING 13 Marked Spaces 4 Marked Spaces 19 Unmarked 11 Marked Spaces 15 Unmarked 9 Unmaked Spaces 12 Marked Spaces 131 SPACES Spaces Spaces Spaces Spaces Spaces Spaces 8:00 AM 3 0 6 2 10 1 0 6 0 2 1 30 22.9% 8:30 AM 4 0 6 2 3 1 0 6 0 2 1 24 18.3% 9:00 AM 5 0 4 9 8 1 0 2 0 3 3 34 26.0% 9:30 AM 6 1 4 6 12 1 0 3 0 3 4 39 29.8% 10:00 AM 10 3 8 6 15 1 1 4 0 4 4 55 42.0% 10:30 AM 10 2 8 5 13 1 2 3 0 3 5 51 38.9% 11:00 AM 10 1 9 8 9 1 0 6 0 4 5 52 39.7% 11:30 AM 7 1 9 8 9 1 0 6 0 4 5 49 37.4% 12:00 PM 7 1 9 7 12 1 0 7 3 4 5 55 42.0% 12:30 PM 7 2 9 7 12 1 0 5 0 3 5 50 38.2% 1:00 PM 9 1 9 5 13 0 0 8 1 5 5 56 42.7% 1:30 PM 10 0 11 8 12 1 0 7 0 4 5 57 43.5% 2:00 PM 9 1 12 6 14 2 0 5 0 3 5 55 42.0% 2:30 PM 11 0 19 9 18 1 0 5 0 3 3 68 51.9% 3:00 PM 9 2 22 9 24 1 0 2 0 3 3 74 56.5% 3:30 PM 7 3 10 8 15 4 0 6 0 1 1 51 38.9% 4:00 PM 5 1 7 5 19 1 0 6 0 0 1 44 33.6% 4:30 PM 7 0 8 5 14 2 0 2 0 2 0 38 29.0% 5:00 PM 7 0 6 8 7 1 0 1 0 1 0 30 22.9% 5:30 PM 6 1 3 5 7 1 0 1 0 3 0 26 19.8% 6:00 PM 3 0 4 3 13 3 0 1 0 3 0 27 20.6% 6:30 PM 3 0 3 5 11 3 0 1 0 3 0 26 19.8% 7:00 PM 2 0 7 3 9 2 0 1 0 3 0 25 19.1% 7:30 PM 2 0 4 2 8 2 0 1 0 3 0 20 15.3% 8:00 PM 2 0 4 3 8 2 0 1 0 3 0 21 16.0% PARKING OBSERVATION LOCATION:NORTH ANDOVER,MA DATE: 10/26/2022 WEDNESDAY 1 2 3 4 Main Street from Waverly Road to Merimack Street Water Street from Main Street School Street 200 feet south of Main 2nd Street 200 feet south of Main TOTAL TIME EAST WEST to Merimack Street Street PARKING Street SPACES 3 HR Parking 20 MIN Parking No Restriction 3 HR Parking No Restriction SOUTH WEST EAST WEST EAST UTILIZATION ( g) � � � � � � � ) 2 HR Parkin No Restriction No Restriction No Restriction No Restriction TOTAL 14 Marked Spaces 13 Marked Spaces 15 Unmarked 5 Unmarked 5 Unmarked 5 Unmarked PARKING 13 Marked Spaces 4 Marked Spaces 19 Unmarked 11 Marked Spaces 15 Unmarked 12 Marked Spaces 131 Spaces Spaces Spaces Spaces SPACES Spaces Spaces 8:00 AM 1 1 8 5 4 0 2 3 3 2 29 22.1% 8:30 AM 8 1 9 5 5 0 2 2 2 2 36 27.5% 9:00 AM 6 4 4 4 11 0 3 1 2 3 38 29.0% 9:30 AM 6 3 7 7 10 0 1 1 3 3 41 31.3% 10:00 AM 7 4 7 7 12 0 3 3 4 4 51 38.9% 10:30 AM 11 4 5 7 14 0 4 2 4 4 55 42.0% 11:00 AM 13 4 4 8 14 0 8 2 1 4 58 44.3% 11:30 AM 13 4 4 9 16 0 5 2 3 5 61 46.6% 12:00 PM 13 3 9 8 17 0 5 2 5 4 66 50.4% 12:30 PM 10 4 6 6 15 0 5 2 4 5 57 43.5% 1:00 PM 12 4 8 9 16 0 8 4 3 5 69 52.7% 1:30 PM 11 4 6 8 15 0 7 3 5 4 63 48.1% 2:00 PM 10 2 8 10 14 0 6 2 5 4 61 46.6% 2:30 PM 11 3 10 10 15 0 7 2 5 3 66 50.4% 3:00 PM 10 3 16 10 23 0 3 4 4 2 75 57.3% 3:30 PM 12 2 5 10 12 0 5 2 3 2 53 40.5% 4:00 PM 11 3 6 9 11 0 2 2 3 1 48 36.6% 4:30 PM 11 3 3 10 15 1 6 2 3 0 54 41.2% 5:00 PM 11 2 3 9 7 2 5 2 2 1 44 33.6% 5:30 PM 11 3 1 7 9 0 2 2 2 1 38 29.0% 6:00 PM 10 3 1 7 7 0 2 3 4 0 37 28.2% 6:30 PM 8 2 2 7 5 0 2 2 3 0 31 23.7% 7:00 PM 3 4 10 6 5 0 2 1 3 0 34 26.0% 7:30 PM 2 4 9 4 7 0 1 2 3 0 32 24.4% 8:00 PM 1 4 8 3 6 0 1 2 4 0 29 22.1% PARKING OBSERVATION LOCATION:NORTH ANDOVER,MA DATE: 10/22/2022 SATURDAY 1 2 3 4 Main Street from Waverly Road to Merimack Street Water Street from Main Street TOTAL TIME EAST WEST to Merimack School Street 200 feet south of Main 2nd Street 200 feet south of Main PARKING Street Street Street SPACES 3 HR Parking 20 MIN Parking No Restriction 3 HR Parking No Restriction SOUTH WEST EAST WEST EAST UTILIZATION (2 HR Parking) (No Restriction) (No Restriction) (No Restriction) (No Restriction) TOTAL 14 Marked Spaces 13 Marked Spaces 15 Unmarked 5 Unmarked 5 Unmarked 5 Unmarked PARKING 13 Marked Spaces 4 Marked Spaces 19 Unmarked 11 Marked Spaces 15 Unmarked 12 Marked Spaces 131 Spaces Spaces Spaces Spaces SPACES Spaces Spaces 8:00 AM 7 1 7 4 8 0 4 5 0 2 38 29.0% 8:30 AM 7 1 4 6 9 1 4 3 0 2 37 28.2% 9:00 AM 11 2 15 2 7 1 4 3 0 3 48 36.6% 9:30 AM 9 1 9 3 10 1 6 4 1 3 47 35.9% 10:00 AM 8 1 12 6 8 1 5 2 2 3 48 36.6% 10:30 AM 11 1 8 9 12 1 8 2 2 3 57 43.5% 11:00 AM 10 1 7 8 12 1 3 3 2 3 50 38.2% 11:30 AM 9 1 8 9 13 1 5 3 2 4 55 42.0% 12:00 PM 8 0 12 11 9 1 8 2 2 4 57 43.5% 12:30 PM 10 1 9 8 9 1 3 2 2 3 48 36.6% 1:00 PM 7 2 12 6 7 1 6 5 1 4 51 38.9% 1:30 PM 4 1 11 5 11 0 5 4 1 2 44 33.6% 2:00 PM 6 0 12 7 9 0 4 3 0 2 43 32.8% 2:30 PM 10 0 13 7 8 0 6 4 0 1 49 37.4% 3:00 PM 7 0 12 5 5 0 3 3 0 1 36 27.5% 3:30 PM 4 0 11 3 5 0 3 3 0 1 30 22.9% 4:00 PM 2 0 7 1 9 1 2 2 0 1 25 19.1% 4:30 PM 2 1 10 2 6 1 2 3 0 0 27 20.6% 5:00 PM 0 1 3 3 7 0 2 3 1 0 20 15.3% 5:30 PM 0 0 3 3 5 0 3 3 1 0 18 13.7% 6:00 PM 1 0 2 3 4 0 3 2 1 0 16 12.2% 6:30 PM 4 0 3 4 3 0 3 2 1 0 20 15.3% 7:00 PM 2 0 2 1 4 0 3 2 0 0 14 10.7% 7:30 PM 0 0 3 2 4 0 3 2 0 0 14 10.7% 8:00 PM 0 0 2 2 3 0 3 3 0 0 13 9.9% EXHIBIT E FISCAL AND COMMUNITY IMPACT STATEMENT Downtown Overlay District,Site Plan Review,Parking,and Inclusionary Housing Special Pen-nits Memorandum -- Planning Board 29 *♦ e 71,lsf�; fyJlj��//l /////%/%r rip ',✓ J,r/%J{ / ,, ii �;//.� .,f, ,,,,gr�' ��r fv 6 # ♦ ♦ r ,/� �,,/�//,r'��;i 1 rJ,/'��,//" �/r/r ;, /e � ��/�i",% ",, �,,,�,„ /fY/�J/r' r��r" ,fG TAW 10 v 91 ,r • � ,� �� e 1!'. � l � ,J�/'i�"r� � it//Jj�%/I% �" i �"jl r ,%N >I IIrr,i r,. I I' iili n r I w, JS 0 ♦ #! v ri %// j� J///�j /�, /i r r fil 0 r/ /�' r,/� ' pf•/ �,�,,i",,,rid, G,l/fi,%s� f,,�/',,,1 '1 ' " ��„/ irr o/ / /f'1 �� • *. Fiscal Impact Analysis Forth Andover, MA. November 16, 2022 ;Gl Page I ' l K, ASSOCIATES INC site is presented in Table 1. The total FY 2022 taxes "as is" are approximately $17,786,, inclusive of land and building.The building only contribution is estimated at$101419. i A preliminary conceptual rendering of the site layout is depicted in Figure 2, and will include the consolidation of 149 Main Street and 14 second street as a single lot.A preliminary conceptual rendering of the proposed mixed-use development is presented in Figure I The proposed development site is in the General Business (GB) [district with the benefits of the Downtown overlay District for re-development. The GIB District allows for residential use where such use is not more than so% of the total floor space in the structure. However, as a part of the Downtown Overlay District, mixed-use development is permitted as are multi-family dwellings provided the latter is 18 or fewer Knits. As a result, the Project with a proposed 24 units will require a special permit.3 Table 1-1.49►Main Street Town of North Andover"'as is" Land Mettics Building Metrics 14"9 Main Street-Nadth E- Total FY 2022 Andover,MA."as is" Ages 1 Value $/A+cre SF(2) Value(3) $j F Valuation Taxes�4} Parcel 030-0008(comet) 0.586 $234,30�0 $39'9',829 3,477 $468,300 $135 $702,600 $13,160 Panel 030-0007(res) 0,062 $220,100 $3,550,000 840 $121,800 $145 $341,900 $4,�626 TOTAL.or AVERAGE 00648 $454l $701,23S 4,317 J $590,1 $13T $1,044,500 $17,786 Source:Town of North Andover,MA and RING(2022 (1)-note that the tax card parcels indicate a site of approximately 28,277 SF (2)-reflects finished area(SF) (3)-includes building valuation and extra features valuation (4)-Town commercial tax FY 2422$18.73/$1,000-residential$13.53 f 1,000-building taxes orgy of$►1 0,419 l Town of North Andover Zoning- paragraph Fiscal Impact Analysis North Andover, MA �RIKGPage ASSOCIATES INC Figure 2-Preliminary Conceptual Rendering of Development Site Layout / / r / / r / / jiiii,4tiluuuul / / lulu r''0000mplom L t Illlllulfullllsull�dll��Yllll�,l,l,"�rlfm I uuuu uuuu IuuuuuuuuuuuuuuuuulUuu'I��I N,u��II f Ilol dA1LL � UNWA I, u�lllllllllllllllllll llllllll �I u r ' yy 1 / I fi I I+ I uVd a I ul I �I I f / d ( r / I I�u I r f, / n %i, �,I� r ✓r�sarp" �u' 'y`>'7;;"„ 1� ly i � s/,i �/ i G,,; /,;�'o� //,, , fi a ,r Jl/iiq r% i'at VW F /17iY1 SFAW 1�i �; r I / r„rare:,;,,,, / � - /%//. // l /,, ✓ � , ;,,, / are r,,,i �,/��r�i,!, us,,�r/,r/� �, r f✓i�, ,,, ///�. / Ir �I I ar o i I I S��IIyyyyIIII PW I' IIIIII a. nvvlo/r�iiaaez./ r 11sw, I �r v, Jaar,i,rvuurilirlrriili,;rr,' o,, �,, � I I, IIII 1 i II / a / niiur«ri 1G11,1,�"i/ f ri / III ,i..f ri , / ///,...., r, ✓ , r rrr JJrrrria NJri�rs/a/,r,,,r/rr a�,'Nr //% ari ril,/%/g i, ,.. ., / l Figure 3—Preliminary Conceptual Rendering of Proposed(Mixed-Use Development I „I r i / / / / / r / r / / t / / i / / / r � / / / �I. 1 f i r r ,N/ pia r o/ / M y 1. ry / f r II alli°I i iPiil I Ili ii i / / r / d j rl n � I� 'v Grp�,,,,JIIN,yI lID,�.,rsn➢AI �� ` L. I Fiscal Impact Analysis North Andover,M � November 16, 2022 Page 4 SUMMARY of FINDINGS ASSOCIATES INC The summary fiscal impact findings are presented next with the detailed input, assumptions, ,and analyses used in their derivation discussed in greater detail elsewhere throughout this memorandum. Table 2 offers the summary net fiscal impact reconciliation for the proposed mixed-use development at 149 Main Street in the Town of North Andover—indicating an annual net positive fiscal impact of$28,168 for the Town of North Andover. Table 2—Fiscal Impact Reconciliation 149 Main Street 149 Main,Street-Town of North Andover, AAA►-Fiscal Impact Reconciliation Total Valuation (1) $8,.150r648 Residential (with mechanicals) $6..732,021 Commercial $1,41 8,t627 Grass Property Tax(2) $1 1 T,655 �Municipal Costs � } IlII,l, mp%m u Police m g��I � 1 7 I N'� ui i �II �+ III F�•■ Iml�'u' nii 2�uuo Ills d Public Works 2 General Government � ��„n� I�R 1""" ��Ili Education Costs 4) 11$491,1712 11 'Loss of as is"Takes(5) 1 01jr411 9I�w :NET T Fiscal Impact $28,168 Source:RKG(2022) (1)- building improvements,only (2) Comm($18.73/$1,000) - Res ($13.5 3/$1,000) (3)-combines per HH casts(" 1,105 per unit) and commercial casts($153 per FTE) (4) -variable cast per student at$9,834 (5) - "as is"building only Fiscal Impact Analysis Torah Andover, NIA► November 16, 2022 RI KG Page 5 ASS CI TE,S INC PROPOSED DEVELOPMENT The proposed development(Project)is a three-story structure(less than 45 feet in height) to include ground floor commercial use +6,.702 SF with the tenant(s) unknown at this time.The two upper stories are to include 12 owner residential units per floor with a mix of 8 vine-bedroom units and 16 two-bedroom units. The Project will include 1 one- bedroom affordable unit and 2 two-bedroom affordable units as part of the overall unit mix. The proposed development also includes on-site parking to accommodate 45 vehicles can-site.` As RKG understands, there are also on-street parkingspaces available p r noting that the Downtown Overlay District allows for "'on-street-parking spaces within a radius of 200,feet may he counted as part of the required parking need."5 The proposed development mix (exclusive of the parking) is offered in Table 3. Table 3—149 Main Street Proposed Development Mix F49 in;street-North Development Mix by Andover,MA-Proposed Type Project Unit Count Total SF 'Residential Unit Mix 29F706 One Bedroom Units Two Bedroom Units 16 Ground Floor Mix 8F800 Commercial,Space 61702 Entrance wars,hallways, H' A► , stars a and other 2,cI9 Now Source:Second and Malin!!C and R.KG(2022) FISCAL IMPACT METHODOLOGY There are several approaches available for determining fiscal impacts; all based can the same general assumptions. • First,current local operating costs and revenues are the best basis for determining future costs and revenues. • Second, the proposed project is at full build-cut and/or occupancy. This latter assumption allows a comparison of the financial effect of the entire project on municipal costs and revenues. 4 Per Langan Engineering,in tial plans catt for a total of 44 on-site parking spaces,including 3 handicap accessible spaces, 19 regular/uncovered parking spaces,and 22 covered(tandem)parking spaces. Town of North Andover Zoning- . ,paragraph B,section 4b. Fiscal Impact Analysis North Andover, 1A November 16, 2022 �R,KG, a ,e ASSOCIATES INC While many projects are constructed over a multi-year period, municipal costs and revenues generally occur in equal proportions,therefore that fiscal impact analysis is only concerned with local (municipal and education) public costs and expenditures. All state aid, grants,, one-time sources of revenue have been removed from the calculations. Fiscal impact analysis, as applied in this memorandum, encompasses the identification and comparison of both municipal service costs related to the project, and the potential public revenues resulting from the development, primarily generated from property tax not detract from the appropriateness or accuracy of this method. It should also be noted analysis.REVENUES The primary source of ongoing revenues to the Town of North Andover are represented by the property taxes resulting from the proposed development, as fully built and stabilized.One-time revenues are also garnered from building permit fees however,these fees typically cover building permit and inspectional services and are not generally considered as a source of funds applicable to the Town's general fund. RKG also notes that there would be additional fees for electrical, plumbing,and other considerations but these have not been quantified in this Property Taxes In this analysis, RKG has utilized by the Developer indicate total hard construction costs of$8,,150,648 or approximately $211.67 per SF (as rounded). Based on these inputs and assumptions the estimated valuation for the Project is as presented in Table 4. Table 4—Estimated Valuations for 149 Main Street(building only) 149 Main Street-North Development Mix by Andover,MA-Proposed Type Estimated Proied Unit Count Total SF Valuation(1) BedroomResidential Unit Mix 29,706 $6,287,933 One its Two Bedroom is Ground Floor Mix 8,800 $1,862,7i 5 Commercial +6,702 $1 f 418,+627 Entrance I ways,hallwaysHV!��;tor 2098, other � ,v'8 +`► TOTAL 24 38,506 '' 8,150,648 S,owme:Secon,d und,Main,LLC and RKGr(2022) Fiscal Impact Analysis North Andover, MA November 1 , 2022 R'K `age 7 ASSOCIATES IN result,As a averagethe 1 i residential approximately $262,000, i lip i t rSF/unit,and averaging i ll. The valuationcommercial space, at $212/SF (rounded) is similar to that offeredServices, li i inflation r 2021 to November 2022 timeperiod, indicating construction costs for Class C (good) general officei's approximately (rounded).6 RKG realizes that the valuationr rbuilt and stabilized, , at a minimum'it will remain the same.As such,RKG"s focus for this fiscal"Impact analysisis on the building improvements,only.i Discussions agreed that this was a reasonable assumption,noting that since the development site'is less than one- statingresidential use itils likely to be taxed at the Town's residential tax rate. Chief Assessor Mitchell also commented that the RKG'I'n*ltl*al approach of utilizing a cost-based approach to valuation was reasonable I stabilized is fully built and time,,any adjustments to be made reflecting valuations of the affordable units would be considered.Chlef Assessor Mitchell also commented that in addition to a potential reevaluation once the Project'is fully built and stabilized,the proposed FY 2023 tax rates could impact the Project's contributory gross property tax receipts,as the proposed residential tax rate is$12.24/$1,000 and the proposed commercial tax rate is$17.2S/$l.,000.However,as of the date of this analysis his recommendation was to utilize the FY 2022 tax rates. Applying the Town's FY 2022 tax rates to these sales or an Income-based approach to valuation(as applicable)would likely be utilized and that at that propertyestimated gross totaling i Section 15,E page 17(November 2 21.,,most current available)—Class C(good)exterior of steel frame or bearing walls; brick/concrete panels; some ornamentation. Interior finish of plaster or drywall;good partitions;acoustic tile;with carper or vinyl flooring.Mechani+caIs include good fluorescent lighting,good restrooms and fixtures.Heating is package A.C. Fiscal. impact Analysis North Andover, MA November 16, 2022 R'KG,, ' Table 5—Estimated Grass Property Tax(FY 2022)--149 Alain Street Page 8 ASSOCIATES IN 149 Main Street-North G�evelop►ment Mix by Estimated Prr� rt Tax .A►ndover,M�►-Proposed Typwe Timated]' Residential OCommercial Pro t Unit Count Total,SF Valuation(1) FY'2022(2) P'Y`2022(3) Residential i i e Bedroom Units BedroomTwo its 16 GroundMC $1,862,715 Commercial61702 " 1,418,627 $26,571 ways,Entrance s, HVAC t other 2098 $444,088 $6tOO9 'TC'�'TA►l. 8,5Q►� $8,150,648 $91,084 $26,571 Source.-Second and Main LLC and RKG(2022) 1-average hardt for construction of$211.67 per SF n FY 2022 residenifialrate of$13.53 per$1,000 1-Tovai FY 2022 commercialt rate of$18.73 per$1,000 BuildingOne-Time Bufld*lng Permit Fees According to the Town of North Andover's it fees reflect a cost of $12/$1,000 perml (in total construc r which additionalop Total Construction Costs—$8,150.,648(hard)+$400,000(soft)=$8.,550,?648 Wilding Permit Fee-$8,550,.648 X($12/$1.f000)-$102,608(rounded) RKG also notes that there would be considerations but these have not been quantifiedin this analysis. provideEXPENSES Expenses represent the ongoing 191 cost" to the Town of North Andover to municipal indexedliving in the development. Typically, such costs are units (residential student basis). And as discussed with Joel Bedard,Town of North Andover Local Buildin,g Inspector I As provided by Second and Main LL+C in an e-mail memorandum(dated 13 November 2022) is is NovemberNorth Andover, MA Munklipal Service Costs Page 9 ASSOCIATES IN Andover'sRKG reviewed the Town of North Andover's FY 2022 general fund budget9 and allocated these to residential and commercial uses, Indexing these costs in proportion to the Town of North (excluding Departmentinformation provided by the Massachusetts commercial/industrialServices, the residential assessment town-wide represents 85.8% percent of the total assessment and expenditurespersonal property assessments. In thi's manner, if a particular municipal service cost was$1.00, then approximately$0.86 would be apportioned to residential and $0.14 would go to commercial/industrial. Only those employment(commercial use)were considered.10 As noted, RKG next reviewed the Town of North Andover's �FY 2022 budget to develop estimates of Town costs for providing services to new residential/commercial development (education costs are discussed and presented elsewhere in ianalysis). AndoverAs indl*cated in Table 6, under these Inputs and assumptions the estimated municipal service costs to the Town of North reflect the following,-,, • Resl*denfial—an estimated cost of$1..105.43 per housing unit—24 housing units $1,,105.43/unit estimated• Commercl*al — an estimated cost of $152.99 per FTE (employee) — estimated 22 employees X$152.99/employee= $3,365.73 In total., i F $29,,896-04.11 i Town of North Andover,Massachusetts--2021 Annual Report-as recommended by Board of Selectmen&Finance committee&Town Manager. 14 Municipal service costs typically included a set of"fixed" costs and a set of"variable" costs. The latter typically included such casts as salaries, general administration and other casts which vary with population or commercial development. "Since the tenant(s)of the 6,702 SF commercial component are unknown at this time RKG applied an industry average of 300 F per employee. s a result,a6,702 SF/300 F per employee=22 employees. This figure is used for purposes of this fiscal analysis,,and is not tied to the projected uses for zoning purposes. Fiscal Impact Analysis North Andover,MA November 16, 2022 RKG, Table 6-Allocation of Town Department Variable Costs--Town of North Andover,MA► Page 10 ASSOCIATES INC �Y 2022 Budget as recommended by Variable Departmental ental Costs Board of Selectmen&Finance Committee Residential Nan-Residential Res7 idential/ Non-Residential/F &Town Manager-2021,Annual Report) Total FY 2022 Allocation(1)i All"ation(2) HH(3 General{Government $2r824,505 $2,424,064 $400,441 $130.79 $18.10 Selectman/Town Manager $452,189 $388r080 1 $64,109 $32.7 1 $4.53 Town Accountant $249,764 $214,354 $350,410 $18.07 $2.50 Assessing $355,716 $3051285 $50,431 $25.73 $3.56 Treasure r/Co[lector $454,949 $390,449 $641500 $32.91 $4.56 Town Clerk $295,290 $253,426 $41,864 $21.36 $2.96 'All Other $11016,597 $872,470 $144,127 no no Public Safety $11,944,476 $10,251,060 $1 r693,416 $822.02 $113.77 Police $5,473,795 $4,697,753 $776,042 $396.00 $54.81 Fire $5,8881,750 $5,053,879 $8341871 $426.02 $58.96 Inspections $333,192 $285,954 $47r238 no no All Other $248,739 $213,474 $35,265 no no Public Works $ ,291,416 $4,541 r231 $750,185 $152.62 $21.12 Administration $580,211 $497r952 $82,259 $41.98 $5.81 ,Street/Sidewalks $1,529,355 $11,312,532 $216,823 $110.64 $15.31 All Other $31101,850 $2,�3t1,747 $451,103 no. no TOTAL for Departmental Variable Cost n+n $1,1+05.43�' $152." Source:Town of North Andover and RKG(2022) (1)-residential allocation at 85.82% (2)-non-residential allocation at 14.18% (3)-benchmarked against 11,863 housing units (4)-benchmarke€!against 14,160 HE townwide employment na-not applicable i Andover,Fiscal Impact Analysis North R,KG, ,, Education Costs ASSOCIATES INC that may occur from new students The estimated net fiscal impacts also need to reflect an adjustment for education costs 149 Main Street development.Typically, one-bedroom apartments, particularly in a more urban setting, do not generate additionalinto the public school system. estimatingFor this analysis,the focus is then on RKG's work in other communities throughout Massachusetts Indicate that an applicable school age children metric (SAC multiplier)for two-bedroom units Is 0.28 students per unit is a reasonable Indicator.12 Applying this SAC metric to the Project results in the Two-Bedroom students—16 of the two-bedroom units (16 in total). units X 0.28 students per unit= S students(rounded) RKG notes that it Additionally,somewhat greater than the above reference SAC metric. bedroom units may have students.However,,at the same it is possible that some one- may have no school age students at all. ,it is possible that some residents may enroll their this,children in private schools.In light of the actual student enrollment. RKG reviewed the student enrollment patterns in the Town of North Andover public bedroom units is a reasonable approach to estimating total students,although potentially overstating years,schools over the 2016 through 2022 school as reported by the Massachusetts Department of Elementary and Secondary Education,, Public noting that, as reported, annual student enrollment has generally declined year-over-year(Table 7). Table 7—Student Enrollment Trends—North Andover PublicITown of North Andover,MA' r r School Year 2017- 2018 4,806 na na 2 018- 2019 41,769 (3 w ho) -,�0 7 7% 2021 2022NNOMWAWWWAMM 4�49� �nnua Average �4,l4+ na na Source:NSA►Department of Elementary and Secondary Education and RK+G (2022) ra These are also reflected as the SAC metrics for the Avalon North Andover complex,as reported in the fiscal impact analysis prepared by the Barrett Group(May 2419). Fiscal Impact Anatysis North Andover,MA November 16, 2022 Page "12 ASSOCIATES INC Massachusetts Department of Elementary and Secondary Education for FY 2021 (the most current available on-line).Total general fund expenditures (Town only) per student were estimated to be$13.,957.The variable expenditures per pupil,or those likely to fluctuate with enrollment,from the general fund were estimated to be$9,834 (or approximately 70.0%of the total per student expenditures). Table 8—Estimated Per Student Variable Costs—North Andover Public Schools RKG next reviewed the student costs for the Town of North Andover as reported by the Town aF North Andover,MA IFY 2021 General PY 2021 School Budget Fund Per � Pupil 1 p Variable Expendlitures Instructional Leadership Teachers, $26,3821405 i r Services850 Other Teaching Instructional Materials, EquipmentI r Pupil Services Transportation All Other In-Distrid $18e5901772 1TOTAL 122 i r r Source.-MA Department of Elementary and Secondary Education and RKG (2022) benchmarked againstreported t t enrollment . 1 Andover,Fiscat Impact Analysis North November G� Page 13 R"K, OUTREACH to TOWN/SCHOOL PERSONNEL ASSOCIATES INC In November of 2022,, RKG contacted selected Town Departments Heads in order to garn er their issues and concerns,, if any., on their department's capacities to provide Imixed-use summarizesAndover,The following a. Street.Jean Enright, D'I'rector of Planning—RKG first contacted Ms. Enright to make her aware that RKG was in the process of developing the fiscal impact analysis for 149 Main preliminary discussions with Attorney Smolak(the Developer's attorney),and that she would reach out to other Town Department personnel to inform them of our work and to anticipate contact from RKG regardingr issues and concerns, if summary input from those Town Department personnel follows. W11fiam Mftchell,Chief Assessor—The summary of the discussions and input with Chief Assessor William Mitchell any, on their department's capacities to provide services to the Project. The .. Chief Officer attended the technical review meeting(August 24,2022)and reviewed the Developerconcerns., or costs, related to the Fire Department at this time, but that they are awaiting a review of more detailed plans.Two comments made to RKG by the Fire Chief included (1) the site lines for ingress/egress to the property, off of Second and(2)'if there is a planned "'bump-out"at this access point it could hinder access of fire equipment. According to information offered by the "'the Project will include two driveway off Second Street, resulting in the elimination of two existing curb cuts designed to Providefor efficient and safe access entering and exiting the Property"'. Charles Gray, Chief of Police — Chief Gray was familiar with the Project as discussed as part of the technical review meeting (August 24, 2022). General concerns include traffic associated with in/out activity related to the proposed commercial space. Chief Gray asked if tenants were known, especially if a restaurant use with evening hours. Other traffic issues related to site(2) driveway curb cuts, including a single driveway off Main Street, and a second visibility and site lines.A specific concern was asked regarding the adequacy of on- site parking to accommodate the proposed mixed-use development. RKG notes that in the preliminaryI site, r 20, 2022), also designated entranceiStreet. Fiscal Impact Analysis North Andover, M R, K, ',, Page 14 department,ASSOCIATES INC Jim Stanford, Director of Public Works—Director Stanford indicated that he had some familiarity with the Project,basically the location and a preliminary site plan. Mr. Stanford noted that while he did not initially foresee any specific issues of the Project relating to hi's a more detailed site plan (and its review) as well as an overall engineering assessment he would reserve final comments allowing for initialith a focus to the following,: wl o Inflow and infiltration capacities when connecting to the public sewer o Plans indicating water requirements and how to deal with on-site drainage o Mr. Stanford also asked about site access, as his o Lastly, Director Stanford noted that on-site maintenance would typically be costs borne by the Project, including snow storage and removal. James Mealy,, Assistant Superintendent of Finance & Operations of North Andover Public Schools—Superintendent Mealy was only marginally aware of the proposed Project, noting that he had seen renderings. In discussions with RKG, Mr. Mealy noted that the Project was not large (meaning in terms of total r Wential units)and that he concurred esi that there would be one point of ingress/egress off of Second Street. age children. The Superintendent commented that student enrollment in the the system is nearing capacity. However, any additional student enrollment, directly as a result of the Project, assuming five (5) or six (6) students could be accommodated. In short,there were no specific concerns raised by Mr. Mealy. units, especially in an urban setting, were unlikely to generate additional school i Fiscal Impact Analysis North Andover, MA R,JK,'G� COMMUNITY IMPACT STATEMENT Page 15 ASSOCIATES INC In accordance ith the provisions in North Andover's Zoning 8.14.E.(22) & (23)),v RKG Associates offers the following impact analysis of the proposed project at 149 Main Street. 3.1 ArchRecturall Consistency and Smite Design CompatiNffilty The architectural style of the proposed Project and the fa�acle treatment are review special permit ((Fiscal and Community Impact State ment/Repo rt (§ 195- Andover'swith several adjacent and nearby buildingsin North District areas.The i traditional surrounding itStreet Streetacross Second r r commercial spaces Streetfronting Main r story gray siding. treatmentThe brick fa�ade r m 137-141 a r J ' 7 r 1 a iri '� i'o/iai,./ ,,//�ii /?a:,.,// �✓'' rrrr,�r�T�J/irrmrrrr'r::/o(/�i{�,,,!/!„> I io S Main Street buildings in the Downtown and Mill District areas including Town Hall (120 Main r former mill buildings such as 60 Water Street. The other prominent architectural feature of the proposed Project is the mansard roof the former bank at 154 Main Street across from the proposed Project, and several several other existing buildings in the Downtown and nearby Mill District. Existing buildings along Main Street such as 109 Main Street (Boston Chowda), 120 Main Street (Town roof, as opposed to a peaked roof, keeps the building"s total height consistent with 128 Main Street (Mal's Barber Shop),and 163 Main Street(residential Fiscal Impact Analysis North Andover, MA RK, ,Gl November 16, 2022 page 16 ASSOCIATES INC home).are all between 36'and 40.5' in height.The proposed Project has a total height of 40.0'which is within the range of several existing nearby structures. .....,,// O ILL � o C N oin'l�lllJJff/J�II/: I�l < l t�.uu,'" I >��j/� �!(.�� 1J'wwlimw�Mm!�I� „�/� I//r �mlu�,✓�w�aN �w� I�"iyl'IV,I g ,�;,/ �t/�'. � � ,,,;"... /" ,... 0 1 Y f ��a or 9anl I D ,r I, ,r : 11111111/1111 ral,A,°vr w rfirry 70 Mairs StreetU R'Iw 63 5'Height 33,5"lieTht 4, 'height 40.5'Height I G�C."iD YI I I VI,�i IIII rw' � I , J A "Height 36"Ks t 3 .'Height 0'Height Building iComparisons in the presentation ArmenianThe proposed Project is also located diagonally across Main Street from St. Gregory's existing terminalchurch buildings exceed 60" in height yet serve as a gateway features as one enters the Downtown north on Main Street.The proposed Project will provide yet another gateway feature and northMain Street or u I I i r� 1 i I I r ✓ry 4Juolw'JD I 1 r Juan Dr�mn"�' � r wv4�tas�a�D -I Photo of St.Gregory's Church looking north can Photo from.Second Street looking southeast at Water,Street toward the Project site. the Project,site with St.Gregory's Church in the background. Fiscal Impact Anatysis North Andover, MA R' KG Page 17 ASSOCIATES INC Lastly, the proposed Project includes a first-floor commercial component with active frontage on both Main Street and Second Street.The tall street front windows along both facades will provide active street-level engagement with pedestrians and serve as a commercialnatural continuation of first floor 0 existingMain Street and Second Street and heading north. The active first floor commercial use is consistent with the Town's adopted Master Plan, recent efforts in Downtown., and best planning practices for creating and sustaining a vibrant downtown environment. 3.2 Pedestrian Movement and Overall Character. The proposed Project parcel is well-served by walkabledirections along Main Street and Second Street.The parcel's downtown location creates a highly to nearby stores, restaurants..town facilities, brick.the existing sidewalks along the building's frontage on both Main Street and Second Street are comprised of red consistentNorth Andover's Downtown providing a connectivity . i f i l i 1 1 r fi Sidewalk down Second Street. Sidewalk along Main Street. Fiscal Impact Analysis North Andover, MA November 16, 2022 RKG Page 18 ASSOCIATES INC There is one existing crosswalk at Second Street and Main Street providing a marked crossing from the proposed Project site north down Main Street into the heart of North Andover's Downtown.There is a high visibility crosswalk at the southern end of the Project site providing a safe, and accessible crossing of Main Street over toward St. Gregory's Church. Installation of on-site landscaping and a retaining wall around the perimeter of the site w ill serve as a buffer between the Pro*ect and to properties located in the surrounding 3.3 Impacts on Nearby 1-1*1storicall Structures and S*Ites The location of the proposed Project within North Andover's Downtown and near the Mill District places the property within the vicinity of several historic structures and at the edge of the Machine Shop Village Historic District. While the subject property is not within any local or national historic district, it has been designed to be architecturally brick fa�ade and mansard roof design are intended to mimic architectural patterns and facades of nearby historic structures including brick mill buildings in the nearby Mill District.The building's first floor commercial space and upper story residential units are consistent with historic land use and building use patterns of the late 1800's and early 1900's where shop keepers and workers often lived above their place of business.The pattern of vertically integrated mixed-use compatible with the surrounding buildings.As discussed in Section 3.1,the building's and is exemplified by existing historic mixed-use structures in downtown dating back to the late 1800's. 3.4 ConsiNtency and CompatiNflity With Existing Local and Regional Plans The proposed Project is just at the edge of Machine Shop Village which is listed as a "'Priority Development Area (PDA)of State Significance, within the regional plan entitled "Merrimack Valley Priority Growth Strategy,The Regional Land Use Plan for the Merrimack Valley Region," dated September 2009 (Updated February 2015), and prepared by the Merrimack Valley Planning Commission.The proposed Project's use mix and location is also consistent with the goals and strategies severalValley Regional Housing Plan dated 2018.The Housing Plan identified housing strategies, one of which was encouraging increased housing density/infill in downtowns to support local businesses. The proposed Pro ect also continues to advance goals and strategiies id Fiscal Impact Anatysis North Andover, MA November 16, 2022 R, K� G,, Page 1 ASSOCIATES INC Investigate 0 Encourage the creation of affordable units for seniors and disabled residents. The Town of North Andover's current Master Plan adopted in 2018 has numerous vision elements,goals, and strategies that directly relate to the improvement of Downtown. The vision statement speaks directly to North Andover having readily available commercial and retail destinations anchored by a downtown thriving with shopping, dining,.entertainment, and music and cultural opportunities making it the heart of the community.The* Encourage infill and adaptive re-use. North Andover through reuse and repurposing of existing structures. The Master Plan highlights several opportunity areas early on in the document housing types that help revitalize commercial areas and building on the character of considered,one for Downtown and one for Housing. The Downtown discussion includes the following excerpt: North Andover's Downtown was one o the mostfrequently discussed""places"'during the Master Plan process. Residents,property owners,and business owners hove a strong desire to see the Downtown improve and become a regional destination that can serve residents and visitors alike. Residents articulated a vision for Downtown that included a walkable,pedestrion-friendly place with a variety of retail and restaurant establishments different than what may be found along the other commercial corridors in town. New developm en t in Do wnto wn wo uld have housing abo ve first floor retail to provide the option of living in an exciting and active place. The Downtown would also be on economic driverfor newjobs by attracting small offices and entrepreneurs. The Town has a role to play in shaping these desired changes.Zoning needs to be reviewed and changed, development incentives should be improvements cross multiple Master Plan elements and should be considered as a package to drive results that are consistent and cohesive. The Housing excerpt describes: Housing prices in North Andover,much like the rest of Eastern Massachusetts,have risen significantly over the last decade. The amenities,services, andfacilities offered in North Andover make it a desirable place to live. Much like the rest of Massachusetts, housing supply has not kept pace with demand which has resulted in sharp increases in housing prices especially in sought after communities street furniture, and landscaping would help create an improved look andfee/. These Fiscal Impact Analysis North Andover, MA 'age 2 units�R,,KG ASSOCIATES INC r single-person r Im it r product but have difficulty findingr Plan offersr r encouraging riety of housing types at differentrig ill require , housing policyconsideration providebest to r residents sir . The Master Plan's future land use mapidentified Downtown North Andover as a place residents Iwanted to see a more walkable, active, and exciting downtown environment. Opportunitlesto creatlegateways into the Downtown from Sutton Street, Waverly. r visionand Main/Water Streets should be explored. The proposed Project would help the Downtown achieve this goal by creating a signature building and new gateway feature at one of the main entrances to Downtown. The proposed Project is also consistent with the ' Downtown area with more flexible zoning for with regard to setbacks, Therefore, parking, building height, a new set of allowable uses. the proposed redevelopment Project is in compliance with, and is also consistent with, local and regional plans. i EXHIBIT F SITE PL INCLUDING ARCHITECTURAL LAYOUT ANj_1 ELE Y AT1 PLAN$ CIVIL PL NS. NTH LANDSCAPING AND LIGHTING PLANS (Filed Under Separate over Downtown Overlay District,Site Plan Review,Parking and lnclusionary Housing Special Pennits Memorandum -- Planning Board 0 1 2 3 4 5 6 7 8 Q Z 4 J 149 MAID STREET AND 14 SECOND STREET DEVELOPMENT A PERMIT ITE PLANS MAP 30 LOT 7 AND 8 TOWN OF NORTH ANDOVER , ESSEX COUNTY, MASSACHUSETTS a N O N d B DRAWING INDEX crra�rr _ _ E -L` `_ RELEASE DATES G SHEET OAS ,�3 ` _ DATE ISSUED FOR DRAWING TITLE DATE LAST REVISED y' $ 5� 'O a NUMBER p �� y 11-21-2022 PLANNING BOARD SITE PLAN AND SPECIAL PERMIT APPLICATION CS001 COVER SHEET 11-21-2022 CS002 MASTER LEGEND&NDTES 11-21-2022 EXISTING CONDITIDNS PLAN 03-28-2022S 3 tDVVICKST \ ! CS101 SITE PLAN 11-21-2022 CG101 GRADING,DRAINAGE,&UTILTY PLAN 11-21-2022 1 1 DEMOLITION,SOIL EROSION&SEDIMENT CONTROL PLAN 11-21-2022 f ('+ } M \° _ " �` 1 SITE DETAILS 1 11-21-2022 �� /' \SuttOns$M,ills ' _ 1 f z ��l - �s 0 CS502 SITE DETAILS 11 11-21-20224 .0 r - �� CS503 SITE DETAILS 111 11-21-2022 5` uQ CS504 SITE DETAILS IV 11-21-2022 ' �,�Q\�` �- SITE DETAILS V 11-21-2022 - SITE LIGHTING PLAN 11-21-2022 ,. - <-°} 'S �` t n` -n g _ LL501 SITE LIGHTING NOTES AND DETAILS 11-21-2022 _\ i 4 'g LP101 LANDSCAPING PLANTING PLAN 11-21-2022 .E LP501 PLANTING NOTES AND DETAILS 1 11-21-2022 „ .r ` $`'_.. \��_ \ PLANTING NOTES AND DETAILS II 11-21-2022 _� " �25 c - - -.;o 133 PARKING PLAN 11-21-2022 ~ C D il A120 SECOND FLDOR PLAN 11-21-2022Pond A122 THIRD FLOOR PLAN 11-21-2022 A123 ROOF PLAN 11-21-2022 } q T 3 \A900EXTERIOR ELEVATIONS 11-21-2022 _\ D 11 a -_- - BUILDING SECTIONS 11-21-2022 �" v� �A`\ �� \` }� = rr �T y A i A003E UNIT PLAN TYP.FLOOR 11-21-2022 -- \ NOrt�l AndOVer�$� E 5 \ j - DAv _ _ a T \ V _ L \� _ g T-i- c sgC \. A y�, \ r► x m A ��F �ZD a MAP REFERENCE:USGS 2022 LAWRENCE,MA-NH QUADRANGLES(7.5 MINUTE SERIES) LOCATION MAP SCALE:1'=1000, E OWNER APPLICANT CIVIL ENGINEER,GEOTECHNICAL ARCHITECT 149 MAIN STREET: MAIN AND SECOND LLC ENGINEER&LANDSCAPE ARCHITECT JOE THE ARCHITECT,LLC EASTIE REALTY TRUST C/O:CRESPO GROUP,LL LANGAN ENGINEERING& C/O:JIM DIBURRO C/O BENJAMIN GOODMAN,TRUSTEE 65 LEWIS STREET ENVIRONMENTAL SERVICES,INC 343 MEDFORD STREET,SUITE 4C P.O. BOX 201 EAST BOSTON,MA 02128 C/O:HILARY HOLMES SOMERVILLE,MA 02145 QUINCY,MA 02171 PHONE:617-470-0339 100 CAM BRIDGE STREET PHONE:617-764-3593 BOSTON,MA 02116 14 SECOND STREET: PHONE:617-824-9100 MICHAEL MASTROMONACO 14 SECOND STREET NORTH ANDOVER,MA 01845 LANGAN Date:11/18/2022 Time:15:57 User:akennedy Style Table:Langan.stb Layout:CS001 Document Code:151028501-0301-CS001-0101 LEGEND o BOUND O IRON PIN/PIPE NOTES: O STONE POST P 1.INFORMATION SHOWN ON THIS PLAN IS THE RESULT OF A FIELD SURVEY PERFORMED BY PETER NOLAN&ASSOCIATES LLC AS OF 3/16/2022. TREE 2.DEED REFERENCE(#149 MAIN):BOOK 16264,PAGE 53 TREE STUMP 2.DEED REFERENCE(#14 SECOND):BOOK 15928,PAGE 237 SHRUBS/FLOWERS PLAN REFERENCE:PLAN 4543,BOOK 962,PAGE 273,OF 1962 PLAN REFERENCE:PLAN 8719 OF 1981 SIGN NORTH ESSEX DISTRICT REGISTRY OF DEEDS ® BOLLARD 3.THIS PLAN IS NOT INTENDED TO BE RECORDED. Qs SEWER MANHOLE 4.1 CERTIFY THAT THE DWELLING SHOWN IS NOT LOCATED WITHIN A SPECIAL FLOOD HAZARD QD DRAIN MANHOLE ZONE.IT IS LOCATED IN ZONE X,ON FLOOD HAZARD BOUNDARY MAP NUMBER 25009CO209F, N COMMUNITY NUMBER:250098,DATED 6/4/2010. ® CATCH BASIN 5.THIS PLAN DOES NOT SHOW ANY UNRECORDED OR UNWRITTEN EASEMENTS WHICH MAY �w WATER MANHOLE EXIST.A REASONABLE AND DILIGENT ATTEMPT HAS BEEN MADE TO OBSERVE ANY APPARENT wv WATER VALVE USES OF THE LAND;HOWEVER THIS NOT CONSTITUTE A GUARANTEE THAT NO SUCH x EASEMENTS EXIST. yq HYDRANT "°' 6.FIRST FLOOR ELEVATIONS ARE TAKEN AT THRESHOLD. GV X GAS VALVE SZ 7.NO RESPONSIBILITY IS TAKEN FOR ZONING TABLE AS PETER NOLAN&ASSOCIATES LLC CE ELECTRIC MANHOLE / ARE NOT ZONING EXPERTS.TABLE IS TAKEN FROM TABLE PROVIDED BY LOCAL ZONING ORDINANCE.CLIENT AND/OR ARCHITECT TO VERIFY THE ACCURACY OF ZONING ANALYSIS. EL ELECTRIC HANDHOLE UTILITY POLE 8.THE ELEVATIONS SHOWN ARE BASED ON NORTH ANDOVER DATUM. �, �, 3 / v j LIGHT POLE x x / X Q MANHOLE x X SPOT GRADE x / Nd DRILL HOLE 5 ,2W FOUND N F TOP OF WALL SPENCER,KAREN A. BOTTOM OF WALL v W 6 EXISTING BUILDING \ I EXISTING s EXISTING ROOF PEAK RETAINING WALL `�, SZ `� Rv o` EX STING \- BUILDING ELEV.=120.24± DRIVEWA STONE WALL \ �� I 4' FENCE 9s_ ��• X XI STING TREE LINE E X SHED 25.g± 2 � 5 � EXISTING SEWER LINE f L I a2 GUARD FENCE `31 HISTLNK EXISTING FINISHED FLOOR DRAIN LINE \� FENCE MAC GREGOR DAVID G ELEV-95.13± WATER LINE IXISTINc \ APPROX.FINISHED GRADE EXISTING S.M.H. E%ISTING PARKING BASED ON BLDG CORNIER SHOTS RIM=94.B0 IXRIM=9 D.M.H. PARKIN SPOTS GAS LINE INV=B5.10 RIM=94.02 ET SPOTS ELEV.=94.44± O FOU 804lNND EXISTING UNDERGROUND ELECTRIC LINE CFEINCEK APRX.LOCATION oHw OVERHEAD WIRES 3 of cns UNE CONNECTION / h EXISTING PARCEL ID: / x a`" N oRlvEwnY 030.0-((0006) �145� CONTOUR LINE(MJR) zs:s;4si s:F(RECORDEDDJ \ c EXISTING N PARKING EXISTING EXISTMG �V �^ EXISTING SPOTS CHAINUNK CONTOUR LINE(MNR) f CONCRETE FENCE NOT TO SCARE ,2 ISLAND \ orb I tyro z EXISTING \, n EXISTING APRX.LOCATION PERGOLA EXISTING PARKING , OF SEWER LINE Vl U PAYED EXISTING K GU G SPOTS \ pRIVEWAY _ CONNECTION N GUARD ... ,,_= RAIL O , FENCE \ S� EXIST NG o BRICK £ y COMMERCIAL z \ \ EXISTING PVC DWELLING ., \ EXISTNG FENCE x w F.F.=95.13 1 PARKING o? (TAKEN AT SPOTS x N/F o z' THRESHOLD) EXISTING LONG,MEGHAN APRX.LOCATION ¢ x " ROOF x EXISTING OF WATER UNEI FL7o OVERHANG GUARD CONNECTION OF x'' 18S RAIL EXISTING ROOF PEAK - x'm 'EXSTING s FENCEELEV.=122.57+ DECK EXISTING r PAVED G O 25,�' O WOODEN +i DRIVEWAY fir-c �• FENCE EXISTING _ x VED EXSTING WOODIEN v x i'- DRIVEVAY EXISTING 4W GUARD FENCE p .r RAIL EXISTING1001.11 [Min[D = FENCE FENCE CONCRETE EXISTING x 11 \ z CURB r- PARCEL ID: X PAYED Kex 1T DRIVEWAY 030.0-0007X D. x w ExlsnNc ,HB�HD�oT za+5:SF EXISTING 2 3.1 5'+ N XISTIN CATCH BASIN 12 DRAINDE \ " I PENCE IL, av RIN 92.]4 _ V \ _ EXISTING FINISHED FLOOR APRk.LOCATION OF 4'GAS UNE 54.6' cam`- oo\ U � ELEV=1 02.1± lY _ �k APPROX.FINISHED GRADE E TIN BASED ON BLDG CORNER SHOTS G �- =2`GRAIN LA DING ATCH BASIN � \ -G APRX,eCATION OF q' LINE= RIN-9&14 SECOND STREET FE g "�_ \ ELEv.=99.42± G- 3 r (PUBLIC WAY-50'WIDE) G EXISTING S M.H SS�-SEWER LINE I G APRX.LOCATIgJ F 4'AS DNE JJ APRX.LOCATION G G l� G G xz NV=B2.54 �/5'WATE-SS-SS OF SEWER UNE STONE BOUND f w� S CONNECTION FOUND AND HEIR SECOND STREET X II w- -ASS EXISTING S.M.H - SEWER UNE RIM 9].96 (PUBLIC WAY-50'WIDE) w- S INV=8B.5] w�L� SS SS SS SS SS Ss- STONE Ip�IpI p�v� STONE BOUN I w C` B'WATERLINE E/\I S TII�`U G P R O��L 1 4 APRX.LOCATION 1r/ w W w w V V OT TO SCALE N FOUND X-\ OF WATER UNE _. E E E E x CONNECTION X-- OVERHEAD ELECTRIC UNE X OVERHEAD ELECTRIC LINE / SCALE 1"=20' OF Ao DATE o= PETE 3/28/2022 REV DATE REVISION BY J' m LA N SHEET 149 MAIN STREET .4918 0� 1 14 SECOND STREET FC sI'� PLAN NO. NORTH ANDOVER pw Lo 1OF1 MASSACHUSETTS GRAPHIC SCALE CLIENT: Px NT N G C N T N S SHEET NO. 20 a 10 20 40 80 DRAWN BY PLAN IN KK 1 inch ET FE20)ft. C PETER NOLAN & ASSOCIATES LLC PJN BY LAND SURVEYORS/CIVIL ENGINEERING CONSULTANTS JN APPD BY 80 JEWETT STREET,SUITE 2 NEWTON,MA 02458 PHONE:857 891 7478/617 782 1533 FAX: 617 202 5691 PJN EMAIL: pnolon@pnosurveyors.com 2 3 4 5 6 7 ACCESSIBILITY NOTES GENERAL NOTES LEGEND ABBREVIATIONS EXISTING PROPOSED ARCH. ARCHITECTURAL BC BOTTOM OF CURB 1.WALKWAYS ALONG ACCESSIBLE ROUTES NOT TO EXCEED 5%RUNNING SLOPE OR 2%CROSS SLOPE. 1. PLANIMETRIC AND TOPOGRAPHIC INFORMATION SHOWN HEREON WERE DEVELOPED FROM A FIELD AND MASSACHUSETTS DEPARTMENT OF TRANSPORTATION REGULATIONS. PROPERTY LINE BOH BUILDING OVERHANG SURVEY PERFORMED BY PETER NOLAN&ASSOCIATES AS OF 3/16/2022. BW BOTTOM OF WALL 2.ALL ADA PARKING SPACES AND PASSENGER LOADING ZONES SHALL NOT EXCEED 2%IN ANY DIRECTION. 14.THE LOCATION OF EXISTING UNDERGROUND UTILITIES SHOWN HEREON IS TAKEN FROM DESIGN SETBACK LINE CB CURB CATCH BASIN 2.THE PROPERTY LINES SHOWN HEREON ARE BASED UPON FIELD SURVEY PERFORMED BY PETER PLANS,AS-BUILT SKETCHES,EXISTING UTILITY COMPANY RECORDS,AND OTHER SOURCES OF cc CONCRETE CURB 3.ALL ADA EGRESSES SHALL BE FLUSH WITH ADJOINING MATERIAL UNLESS NOTED OTHERWISE. NOLAN&ASSOCIATES AS OF 3/16/2022. INFORMATION AND IS NOT TO BE CONSTRUED AS AN ACCURATE"AS-BUILT"SURVEY AND IS BUILDING LINE CO CLEANOUT SUBJECT TO SUCH CORRECTIONS THAT A MORE ACCURATE SURVEY MAY DISCLOSE.IN ADDITION, CP CONCRETE PAD 4.ALL RAMPS SHALL NOT EXCEED 1:12 OR 2%CROSS SLOPE. 3.HORIZONTAL DATUM IS BASED ON MASSACHUSETTS GRID SYSTEM,NAD 1983.ELEVATIONS SHOWN OTHER UTILITIES NOT SHOWN HEREON MAY BE PRESENT. ANY DISCREPANCIES DISCOVERED DURING PEDESTRIAN DOOR LOCATION CPY CANOPY DRAIN A 5.CONTRACTOR SHALL CONFIRM FIELD CONDITIONS ARE CONSISTENT WITH CONSTRUCTION DOCUMENTS AND ARE BASED ON THE NORTH ANDOVER DATUM. THE COURSE OF CONSTRUCTION SHALL BE PROMPTLY REPORTED TO THE PROJECT ENGINEER. 6"CURB LINE DIP DUCTILE IRON PIPE NOTIFY LANGAN ENGINEERING&ENVIRONMENTAL SERVICES,INC.OF ANY COMPLIANCE ISSUES PRIOR TO 15 DW DETECTABLE WARNING CONSTRUCTION. 4.THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING DIG SAFE(WWW.DIGSAFE.COM),EXCAVATION ALL UTILITY WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS AND SIGN DYL DOUBLE YELLOW LINE TEST HOLES,PERFORMING TEST BORINGS,AND PERFORMING WHATEVER ADDITIONAL INVESTIGATION SPECIFICATIONS/DETAILS OF THE UTILITY COMPANY HAVING AUTHORITY OVER THE PROPOSED EL ELEVATION ------ NECESSARY TO PROTECT AND MAINTAIN ALL EXISTING UTILITIES TO REMAIN THROUGHOUT THE WORK. ALL PROPOSED UTILITY WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL BOLLARD EP EDGE OF PAVEMENT CONSTRUCTION PERIOD. ANY CONFLICTS BETWEEN EXISTING UTILITIES AND PROPOSED UTILITIES APPLICABLE LOCAL,STATE,AND FEDERAL ORDINANCES/REQUIREMENTS GOVERNING THE PROPOSED EX EXISTING DISCOVERED DURING CONSTRUCTION SHALL BE PROMPTLY REPORTED TO THE PROJECT ENGINEER. WORK, CONCRETE FES FLARED END SECTION FFE FINISHED FLOOR ELEVATION UTILITY NOTES 5.CONTRACTOR SHALL PREVENT DUST,SEDIMENT AND DEBRIS FROM EXITING THE SITE AND SHALL 16.ALL PROPOSED UTILITIES WILL BE LOCATED UNDERGROUND UNLESS OTHERWISE NOTED. SANITARY SEWER LINE --------- GIR GRADE BE RESPONSIBLE FOR CLEANUP,REPAIRS AND CORRECTIVE ACTION IF SUCH OCCURS.ADJOINING HOPE HIGH DENSITY POLYETHYLENE PIPE 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLATION OF THE DOMESTIC AND FIRE SERVICE LINE STREETS AND PROPERTIES TO BE KEPT FREE OF DEBRIS RESULTING FROM DEMOLITION AND SHALL 17.RESET ALL EXISTING SANITARY AND DRAINAGE STRUCTURES TO MASSACHUSETTS STATE SANITARY SEWER MANHOLE HP HIGHPOINT CONNECTIONS TO EXISTING MAINS, BE CLEANED ON A DAILY BASIS OR AS NEEDED- STANDARDS AND AS REQUIRED BY REPAIRING,MILLING OR OVERLAYING. WATER SERVICE LINE _UW_UW INV INVERT LA LANDSCAPED AREA 2.TEST PITS ARE TO BE PERFORMED PRIOR TO INSTALLATION OF DOMESTIC AND FIRE SERVICE LINE 6.DUST CONTROL TREATMENTS SHALL BE APPLIED AS NECESSARY TO CONTROL AND REDUCE THE 18.ALL PROPOSED STORM DRAINAGE PIPING TO UTILIZE WATER-TIGHT JOINTS. FIRE SERVICE UFW LF LINEAR FEET CONNECTIONS TO CONFIRM THE SIZE AND MATERIAL OF THE MAIN. AMOUNT OF DUST WHICH MAY CAUSE OFF-SITE DAMAGE,BE A HEALTH HAZARD TO HUMANS, MH MANHOLE z WILDLIFE AND PLANT LIFE,OR POSE A HAZARD TO TRAFFIC SAFETY. 19.THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROPERLY SIZING ALL DRAINAGE STRUCTURES AND UNDERGROUND UT N.T.S. NOT TO SCALE 3.TAPPING SLEEVES AND GATE VALVE ASSEMBLIES SHALL BE INSTALLED AT EACH DOMESTIC AND FIRE SERVICE SUBMITTING SHOP DRAWINGS TO ENGINEER FOR REVIEW. TELECOMMUNICATIONS OCS CUTLET CONTROL STRUCTURE LINE CONNECTION AND SHALL BE MANUFACTURED BY CLOW VALVE CO.,MUELLER CO.,OR AMERICAN VALVE 7.PROPOSED SITE WORK IMPROVEMENTS SHALL CONFORM TO THE STANDARD DETAILS AND UNDERGROUND ELECTRIC E PR PROPOSED AND HYDRANT. SPECIFICATIONS OF THE TOWN OF NORTH ANDOVER.IN THE ABSENCE OF LOCAL STANDARDS,SITE 20.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PAVEMENT REPAIRS REQUIRED AS A RESULT PVC POLYVINYL CHLORIDE PIPE IL WORK SHALL CONFORM TO THE REQUIREMENTS OF MASSACHUSETTS DOT STANDARD DETAILS. OF ANY UTILITY WORK. STORM PIPE RCP REINFORCED CONCRETE PIPE 4.SCHEDULING OF ALL DOMESTIC AND FIRE SERVICE LINE CONNECTION WORK SHALL BE COORDINATED WITH THE RET, RETAINING TOWN OF NORTH ANDOVER TO ALLOW FOR A REPRESENTATIVE FROM THE AGENCY TO BE ONSITE TO S.THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF 21.ALL PAVEMENT MARKINGS SHALL BE EPDXY RESIN PAINT. STORM MANHOLE lot RL ROOF LEADER OVERSEE THE CONNECTIONS AND PERFORM A WATER SHUTDOWN AS NEEDED. EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY R.O.W RIGHT OF WAY COMPANIES,AND WHERE POSSIBLE MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS 22.ALL RADII ARE 4 FEET UNLESS OTHERWISE NOTED. CONTOUR R&D REMOVE&DISPOSE 5.THE EQUIPMENT AND MATERIALS FOR THE WATER METER VAULT AND APPURTENANCES SHALL BE SUBMITTED NOT TO BE RELIED UPON AS BEING EXACT OR COMPLETE.THE CONTRACTOR MUST CALL THE R&R REMOVE&REPLACE TO THE TOWN OF NORTH ANDOVER FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST 23.CONCRETE JOINTS ON SITE ARE TO BE FILLED NTH HOT-APPLIED JOINT FILLER,TO INCLUDE SPOT ELEVATION x® SMH SANITARY SEWER MANHOLE EXACT FIELD LOCATION OF UTILITIES.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO CONCRETE PAVEMENTS,MONOLITHIC CURBING AND MONOLITHIC SIDEWALKS. CHAIN LINK FENCE SO STORM DRAIN 6.ALL WATER MAINS AND SERVICES SHALL HAVE A MINIMUM OF 5-0"OF COVER.INSULATION SHALL BE USED RELOCATE ALL UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE SWIL SINGLE WHITE LINE FOR ANY MAINS AND SERVICES RECEIVING LESS THAN 5-0"OF COVER.INSULATION SHALL BE 2-INCHES PLANS.ANY DISCREPANCIES DISCOVERED DURING THE COURSE OF CONSTRUCTION SHALL BE 24.BOTTOM AND TOP OF RETAINING WALL ELEVATION SPOT SHOTS REPRESENT THE BASE OF THE SYL SINGLE YELLOW LINE PROMPTLY REPORTED TO THE PROJECT ENGINEER. WALL AT FINISHED GROUND LEVEL AND THE TOP OF THE FACE OF THE WALL RESPECTIVELY. RETAINING WALL TC TOP OF CURB THICK,"FOAMGLASS"STYLE WITH JACKETING AS MANUFACTURED BY PITTSBURGH CORNING CORP IN TO TRENCH DRAIN ACCORDANCE WITH AWWA C552. 9.ANY UTILITY EASEMENTS REQUIRED BY ANY OF THE VARIOUS UTILITY COMPANIES,THE 25.SPOT SHOTS ALONG CURB LINES REPRESENT THE BASE OF THE CURB UNLESS NOTED OTHERWISE. DIRECTION OF TRAVEL ARROW TF TOP OF FRAME 7.ALL WATER MAINS AND SERVICES SHALL MAINTAIN A MINIMUM VERTICAL SEPARATION OF 18-INCHES FROM CONTRACTOR SHALL OBTAIN,EXECUTE,AND RECORD PRIOR TO ANY OF THE AFFECTED UTILITY LIMIT OF DISTURBANCE --LOD---------LOD- TW TOP OF WALL OTHER UTILITIES WITH STRICT ADHERENCE TO THIS SEPARATION FOR SEWER AND DRAIN LINES IN WORK BEING PERFORMED. 26.ALL ON-SITE CONCRETE TO BE 4,500 PSI WITH 5%TO 7%AIR ENTRAPMENT UNLESS OTHERWISE TYP. TYPICAL ACCORDANCE WITH MASSIDEP'S GUIDELINES AND POLICIES FOR PUBLIC WATER SYSTEMS.IF ADEQUATE 10,ALL IMPROVEMENTS CONSTRUCTED IN THE TOWN PUBLIC RIGHT-OF-WAY SHALL CONFORM TO TOWN YD YARD DRAIN NOTED. SILT FENCE OR SILT SOCK WQU WATER QUALITY UNIT SEPARATION IS NOT MAINTAINED, PIPELINES SHALL BE SLEEVED OR ENCASED IN PLOWABLE AND OF NORTH ANDOVER STANDARD DETAILS. IN THE ABSENCE OF LOCAL DETAILS&REQUIREMENTS 27.ALL MODULAR BLOCK RETAINING WALLS THREE FEET DR GREATER IN EXPOSED HEIGHT MUST BE INLET PROTECTION EXCAVATABLE CONCRETE.IN ADDITION,NO WATER MAINS OR SERVICES SHALL BE INSTALLED WITHIN THE AND WORK IN THE STATE RIGHT-OF-WAY SHALL COMPLY WITH THE STATE OF MASSACHUSETTS DESIGNED AND CERTIFIED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF SAME TRENCH AS OTHER UTILITIES.A MINIMUM OF 10-FEET OF HORIZONTAL SEPARATION FROM SEWER OR DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR ROADS AND BRIDGES,THE MASSACHUSETTS,MUST BE BASED ON SITE SPECIFIC PROJECT LOADING CONDITIONS(SURCHARGE, TREE DRAIN LINES SHALL BE MAINTAINED. MASSACHUSETTS HIGHWAY DEPARTMENT 1988'STANDARD SPECIFICATIONS FOR HIGHWAYS AND ETC.),AND ARE SUBJECT TO BUILDING CODE AND LOCAL BUILDING PERMITS. FIRE HYDRANT 8.WATER FLOW ISOLATION VALVES SHALL OPEN LEFT. BRIDGES'AND THE MASSACHUSETTS HIGHWAYS DIVISION 2015'SUPPLEMENTAL SPECIFICATIONS. GATE VALVE 9.VALVE BOXES SHALL BE CAST IRON,ADJUSTABLE SLIDING HEAVY PATTERN TYPE WITH FLANGE ON THE TOP 11.FOR AREAS OUTSIDE THE PROPERTY LINES,REPAIR AND/OR REPLACE ALL DAMAGE DONE TO OF THE SECTION,BE STAMPED"WATER"ON THE TOP COVER,BE DIRT-TIGHT,AND FULLY ENCLOSE THE EXISTING ELEMENTS(SIDEWALKS,PAVING,LANDSCAPING,ETC)AS REQUIRED BY OWNER AND/OR TRANSFORMER ED VALVE OPERATING NUT AND STUFFING BOX. GOVERNING AUTHORITY. OVERHEAD WIRE 10.THE DEVELOPER SHALL PROVIDE AS-BUILT RECORD DRAWINGS OF ALL NEW AND EXISTING WATER 12.SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS,DIMENSIONS AND DETAILS OF ALL DOORS,RAMPS, INFRASTRUCTURE TO THE TOWN OF NORTH ANDOVER AT THE COMPLETION OF CONSTRUCTION. SIDEWALKS AND WALLS ASSOCIATED WITH THE BUILDING. POWER POLE a 11.WATER MAINS SHALL BE PRESSURE TESTED IN ACCORDANCE WITH AWWA C600 FOR THE 2-HOUR 200 PSI 13,ALL SIGNS AND PAVEMENT MARKINGS SHALL CONFORM TO THE LATEST EDITION OF THE MUTCD LIGHT POLE TEST.BACTERIOLOGICAL SAMPLING AND TESTING SHALL BE COMPLETED BY THE WATER DIVISION.ALL TESTING GAS LINE SHALL BE COMPLETED BEFORE THE WATER MAIN IS PUT INTO SERVICE.THE WATER DIVISION SHALL WITNESS THE PRESSURE TEST AND BACTERIA SAMPLING.A COPY OF THE BACTERIA TEST SHALL BE SENT TO THE WATER DIVISION FROM A MASSACHUSETTS DEP STATE CERTIFIED LABORATORY CERTIFIED FOR TOTAL AND FECAL COLIFORM ANALYSES OF POTABLE WATER. SOIL EROSION-SEDIMENT CONTROL NOTES 12.ALL NEW CONSTRUCTION OR ALL CEMENT LINED DUCTILE IRON JOINTS AT FITTINGS(CLASS 52),VALVES AND HYDRANT LATERALS SHALL BE MECHANICAL WITH NEOPRENE GASKETS. JOINTS AT OTHER LOCATIONS SHALL BE PUSH-ON TYPE WITH NEOPRENE OR SYNTHETIC RUBBER GASKETS.ALL WATER GATES SHALL OPEN PER PROPOSED DEVELOPMENT PERMANENT STABILIZATION C MUNICIPAL REQUIREMENTS.ALL WATER LINES SHALL HAVE A MINIMUM OF 5'OF GROUND COVER AND A MINIMUM SEPARATION OF 10'FROM THE SEWER SYSTEM. AT WATER AND SEWER CROSSINGS,THE SEWER 1. CONSTRUCTION WILL INCLUDE EARTHWORK,CURBING,PAVING,UTILITY INSTALLATION, REFER TO PLANS FOR PERMANENT STABILIZATION METHODS+PROPOSED SEED MIXES. LINE SHALL BE ENCASED IN 6"OF CONCRETE FOR A DISTANCE OF 10'ON EITHER SIDE OF THE CROSSING. LANDSCAPING AND BUILDING CONSTRUCTION. ALL DEMOLITION DEBRIS AND SOIL REMOVAL RELATED TO CONSTRUCTION SHALL BE REMOVED AND DISPOSED OF IN ACCORDANCE WITH A.PERMANENT VEGETATION IS TO BE SEEDED OR SODDED ON ALL DISTURBED LAND AREAS 13.ENSURE ALL EXISTING(TO REMAIN)AND PROPOSED MANHOLES PROPERLY IDENTIFY UTILITIES SERVICED. APPLICABLE STATE AND LOCAL LAWS GOVERNING SUCH ACTIVITIES. WITHIN SEVEN(7)DAYS AFTER FINAL GRADING. MULCH AS NECESSARY FOR SEED PROTECTION AND ESTABLISHMENT. AMEND SOIL AS NEEDED PRIOR TO PERMANENT SEEDING. 2.THE DETAILED EROSION AND SEDIMENT CONTROL MEASURES ARE SHOWN ON THE CE DRAWING WHEN IT IS NOT POSSIBLE TO PERMANENTLY STABILIZE A DISTURBED AREA AFTER 14.WHERE AN EXISTING UTILITY IS FOUND TO BE IN CONFLICT WITH THE PROPOSED WORK,THE CONTRACTOR SERIES.THE PROPOSED MEASURES HAVE BEEN DESIGNED TO PREVENT THE MIGRATION OF SOIL COMPLETION OF AN EARTH CHANCE OR WHEN SIGNIFICANT EARTH CHANCE ACTIVITY CEASES, SHALL ACCURATELY DETERMINE THE LOCATION,ELEVATION,AND SIZE OF THE UTILITY AND TRANSMIT THIS SEDIMENT FROM THE SITE. TEMPORARY SOIL EROSION CONTROL MEASURES SHALL BE IMPLEMENTED.ALL TEMPORARY INFORMATION TO THE ENGINEER WITHOUT DELAY. SOIL EROSION CONTROL MEASURES SHALL BE MAINTAINED UNTIL PERMANENT SOIL EROSION 15.THE LOCATIONS OF EXISTING ELECTRICAL LINES AND GAS MAINS ARE APPROXIMATE.THE CONTRACTOR MUST SOIL EROSION AND SEDIMENT CONTROL NOTES CONTROL MEASURES SHALL BE IMPLEMENTED.ALL DISTURBED AREAS,STOCKPILES OF FILL CONSULT THE LOCAL UTILITY COMPANIES FOR ADDITIONAL INFORMATION.ALL PROPSED GAS AND ELECTRICAL 1. THE SOIL AND SEDIMENT CONTROL PRACTICES MUST BE INSTALLED IN ACCORDANCE WITH THE OR EXCAVATED MATERIAL SHALL BE STABILIZED IN SUCH A MANNER AS NOT TO CAUSE WORK SHALL BE IN CONFORMANCE WITH LOCAL COUNTY, STATE AND FEDERAL GUIDELINES AND LOCAL GOVERNING AUTHORITY,THE MASSACHUSETTS EROSION AND SEDIMENT CONTROL UNREASONABLE HAZARD TO PERSONS OR PROPERTY. REQUIREMENTS. GUIDELINES AND THE MASSACHUSETTS STORMWATER STANDARDS- B.MATERIALS SPECIFICATION:LAWN 16.ALL PROPOSED SANITARY PIPING TO BE ASTM D3034,SDR 35 GASKET PIPE. 2.EROSION AND SEDIMENT CONTROL DEVICES MUST BE INSTALLED PRIOR TO START OF DEMOLITION (i)ANY SOIL HAVING A PH OF FOUR OR LESS CONTAINING IRON SULFIDES SHALL BE Date Description No. AND CONSTRUCTION AND DISTURBANCE OF SITE CONTRIBUTORY DRAINAGE AREAS.THE OWNER OR ITS CONTRACTOR SHALL INSPECT,REPAIR AND REMOVE ALL SEDIMENT AND EROSION COVERED WITH A MINIMUM OF TWELVE INCHES OF SOIL HAVING A pH OF FIVE OR MORE CONTROL DEVICES,AS INDICATED HEREIN.ALL EARTH CHANGES SHALL BE DESIGNED, PRIOR TO SEED BED PREPARATION. Revisions CONSTRUCTED,AND COMPLETED IN SUCH A MANNER SO THAT THE EXPOSED AREA OF ANY DISTURBED LAND SHALL BE LIMITED TO THE SHORTEST POSSIBLE PERIOD OF TIME. C.MULCHING SHALL BE DONE AT THE RATE OF SEVENTY TO NINETY POUNDS(70-90 LES)PER GRADING&DRAINAGE NOTES 3.DSPOSAL OF COLLECTED SEDIMENT SHALL BE MADE TO AREA DESIGNATED BY THE OWNER'S 1,000 SQUARE FEET WITH UNROTTED SALT HAY. Vk OF 4146, SOIL ENGINEER. D.LIQUID MULCH BINDERS MUST BE USED TO ANCHOR SALT HAY,HAY OR STRAY MULCHES. 1. ALL PROPOSED STORM DRAINAGE PIPING TO UTILIZE WATER-TIGHT JOINTS. 4.FILTER FABRIC/SILT FENCE WILL BE INSTALLED ALONG THE TOE OF ALL CRITICAL CUT AND FILL (i) APPLICATIONS SHOULD BE HEAVIER AT EDGES WHERE WIND CATCHES THE MULCH IN FRANK 2.CLEANOUTS SHALL BE PROVIDED FLUSH TO GRADE AT ALL LOCATIONS OF ROOF DRAIN INTERSECTIONS, db HOLMES SLOPES. VALLEYS AND AT CREATED BANKS.REMAINDER OF AREA SHOULD BE UNIFORM IN BENDS AND UPSTREAM ENDS. APPEARANCE. CIVIL 5.ALL TOPSOIL NOT TO BE USED FOR FINAL GRADING/LANDSCAPED AREAS SHALL BE REMOVED f No,4020310 Ar 3.ALL REQUIRED STORM LATERALS SERVICING THE BUILDINGS SHALL BE COORDINATED AND CONSTRUCTED TO FROM THE SITE IMMEDIATELY,IN ACCORDANCE WITH APPLICABLE STATE AND LOCAL LAW.ALL (ii) USE ONE OF THE FOLLOWING:SYNTHETIC OR ORGANIC BINDERS, BINDERS SUCH AS 40. 0� 1�.1STS" N`0 4-;101 D WITHIN TEN FEET OF EACH BUILDING LATERAL ENTRANCE LOCATION AT THE INVERTS NOTED. ANY TOPSOIL TO BE USED IN LANDSCAPED AREAS SHALL BE STORED/STOCKPILED IN ACCORDANCE CURASOL DCA-70,PETRO SET,TERRA TACH, HYDRO MULCH AND AEROSPRAY MAY ' NECESSARY EXTENSIONS,RELOCATIONS,OR CORRECTIONS WITHIN TEN FEET OF THE BUILDING NECESSARY TO WITH APPLICABLE STATE AND LOCAL LAW STANDARDS. BE USED AT RATES RECOMMENDED BY THE MANUFACTURER OF ANCHOR NA- COMPLETE CONNECTION OF LATERALS TO THE BUILDINGS SHALL BE MADE BY THE BUILDING CONTRACTOR. MULCH MATERIALS.BINDERS CONTAINING PETROLEUM PRODUCTS SHALL NOT BE 4.CONTRACTOR IS RESPONSIBLE FOR DETERMINING THE APPROPRIATE SIZES OF THE DRAINAGE STRUCTURES 6.ALL AREAS WITHIN 500 FEET OF AN INHABITED DWELLING SHALL BE WETTED AS NECESSARY TO USED. 7A (CATCH BASINS,MANHOLES,YARD DRAINS,ETC.)TO ACCOMMODATE THE PIPING SHOWN. PROVIDE DUST CONTROL. NOTE:ALL NAMES GIVEN ABOVE ARE REGISTERED TRADE NAMES.THIS DOES NOT 7.PAVEMENT BASE COURSE MUST BE PLACED IN ALL NEW ROADWAY AREAS UPON COMPLETION OF CONSTITUTE A RECOMMENDATION OF THESE TO THE EXCLUSION OF OTHER PRODUCTS. 5.STORM DRAINAGE PIPING INSTALLATION SHALL COMMENCE AT THE FURTHEST DOWNSTREAM POINT AND FINE GRADING. PROCEED UPSTREAM"IN THE DRY". D.FILL MATERIAL SHALL BE FREE FROM DEBRIS,PERISHABLE OR COMBUSTIBLE MATERIAL AND 8.THE CONTRACTOR IS RESPONSIBLE FOR ALL PAVED ROADWAYS,ON AND OFF-SITE,WHICH MUST FROZEN OR WET EARTH OR STONES LARGER THAN THREE INCHES IN MAXIMUM DIMENSION. �� N 6.CONTRACTOR SHALL CONNECT ALL NEW ROOF DRAINS TO THE DRAINAGE SYSTEM.LOCATIONS AND BE KEPT FREE OF SITE GENERATED SEDIMENT AT ALL TIMES. DUST SHALL BE CONTROLLED BY Langan Engineering and ELEVATIONS OF ROOF LEADERS SHOULD BE COORDINATED WITH MEP AND ARCHITECTURAL DRAWINGS PRIOR SPRINKLING OR OTHER APPROVED METHOD. E.CONSTRUCTION AREAS SHALL BE PERIODICALLY SPRAYED WITH WATER UNTIL THE SURFACE Is TO CONSTRUCTION. WET TO CONTROL THE GENERATION OF DUST. Environmental Services,Inc. ALL STORM DRAINAGE OUTLETS MUST BE STABILIZED,AS REQUIRED,BEFORE THE DISCHARGE 7.THE CONTRACTOR WILL BE REQUIRED TO CLEAN THE ENTIRE DRAINAGE SYSTEM OF ALL DEBRIS AND 9.POINTS BECOME OPERATIONAL. F.ALL REVISIONS AFTER APPROVAL HAS BEEN GRANTED SHALL BE FORWARDED TO THE 100 Cambridge Street,Suite 1310 OBSTRUCTIONS BOTH DURING CONSTRUCTION AND AT THE END OF CONSTRUCTION PRIOR TO ACCEPTANCE. APPROPRIATE DISTRICT FOR REVIEW. THIS SHALL INCLUDE,BUT NOT BE LIMITED TD,REMOVAL OF ALL FORMWORK FROM STRUCTURES,CONCRETE 10.SILT FENCES AND BARRIERS MUST BE CLEANED OR REPLACED PERIODICALLY TO REMOVE G.THE LOCAL GOVERNING AUTHORITY SHALL RECEIVE WRITTEN NOTIFICATION SEVENTY TWO Boston,VIA 02114 AND MORTAR DROPPINGS,CONSTRUCTION DEBRIS,AND DIRT. THE SYSTEM SHALL BE THOROUGHLY FLUSHED BUILT-UP SILT. CLEAN AND THE CONTRACTOR SHALL FURNISH ALL NECESSARY HOSE,PUMPS,PIPE,AND OTHER EQUIPMENT HOURS BEFORE THE START OF ANY CONSTRUCTION. T:617.824.9100 F:617.824.9101 www.langan.com THAT MAY BE REQUIRED FOR THIS PURPOSE. NO DEBRIS SHALL BE FLUSHED INTO EXISTING STORM DRAINS 11 ALL EROSION AND SEDIMENT CONTROL DEVICES MUST BE INSPECTED ON A DAILY BASIS AND H.SEEDBED PREPARATION: WETLANDS,OR WATERCOURSES;ALL DEBRIS SHALL BE REMOVED FROM THE SYSTEM AND DISPOSED OF IN CLEANED IMMEDIATELY AFTER EACH STORM. ACCORDANCE WITH ALL GOVERNING AGENCIES. 12.ANY TEMPORARY OR PERMANENT FACILITY DESIGNED FOR THE CONVEYANCE OF WATER AROUND, (1) TOPSOIL SHOULD BE A MINIMUM OF SIX INCHES DEEP(LIGHTLY COMPACTED)BEFORE Project S.ALL MANHOLE COVERS,GRATES,INLETS,AND RIMS TO REMAIN SHALL BE ADJUSTED TO PROPOSED GRADE. THROUGH,OR FROM THE EARTH CHANGE AREA SHALL BE DESIGNED TO LIMIT THE WATER FLOW SEEDING. 9.CONTRACTOR TO PROVIDE ALL FITTINGS AND BENDS NECESSARY TO ACCOMPLISH WORK. TO A NON-EROSIVE VELOCITY. (!I) TOPSOIL SHALL BE TESTED PRIOR TO SEEDING. /�13.THE CONTRACTOR SHALL CORRECT ANY OMISSIONS,ERRORS,OR FIELD OPERATIONS IMMEDIATELY 149 MAIN STREET, 10.REFER TO THE"STORMWATER MANAGEMENT REPORT FOR NORTH ANDOVER LONG TERM OPERATION AND AND IN ACCORDANCE WITH THE GUIDELINES FOR SOIL EROSION AND SEDIMENT CONTROL. (iii)WORK SOIL AMENDMENTS INTO SOIL AS NECESSARY AS NEARLY AS PRACTICAL TO A MAINTENANCE PLAN"FOR OPERATION OF THE STORMWATER MANAGEMENT SYSTEM. DEPTH OF FOUR INCHES WITH A DISC,SPRINGTOOTH HARROW OR OTHER SUITABLE 14.ANY CONVEYANCE OF THIS PROJECT PRIOR TO ITS COMPLETION WILL TRANSFER FULL EQUIPMENT.THE FINAL HARROWING OR DISCING OPERAT10N SHOULD BE ON THE NORTH ANDOVER 11.4 FEET SEPARATION FROM THE INVERT OF UNDERGROUND SYSTEM A-1 TO SEASONAL HIGH GROUNDWATER AND ROCK RESPONSIBILITY FOR COMPLIANCE WITH THE CERTIFIED PLAN TO ANY SUBSEQUENT OWNERS. GENERAL CONTOUR.CONTINUE ALL CLAY OR SILTY SOIL AND COARSE SANDS SHOULD SHALL BE FIELD VERIFIED BY AN ADDITIONAL TEST PIT BY THE CONTRACTOR BEFORE THE INSTALLATION OF THE BE ROLLED TO FIRM THE SEED BED WHEREVER FEASIBLE. SYSTEM. 15.SOIL EROSION AND SEDIMENT CONTROLS MUST BE INSPECTED BY THE ZONING ENFORCEMENT E OFFICER BEFORE WORK MAY COMMENCE. (iv)REMOVE FROM THE SURFACE ALL STONES ONE INCH OR LARGER IN ANY DIMENSION. 16.THE PROPERTY OWNER AND/OR HIS/HER AGENTS MUST MAINTAIN(REPAIR/REPLACE),WHEN REMOVE ALL OTHER DEBRIS,SUCH AS WIRE,CABLE,TREE ROOTS,PIECES OF CONCRETE, NORTH ANDOVER CLODS,LUMPS,OR OTHER UNSUITABLE MATERIAL. NECESSARY,THE SILTATION CONTROL UNTIL ALL DEVELOPMENT ACTIVITY IS COMPLETED AND ALL ESSEX COUNTY MASSACHUSETTS DISTURBED AREAS ARE PERMANENTLY STABILIZED. (v) INSPECT SEED BED JUST BEFORE SEEDING. IF TRAFFIC HAS LEFT SOIL COMPACT,THE TEMPORARY STABILIZATION AREA MUST BE RETILLED AND FIRMED AS ABOVE. Drawing Title SEDIMENT DISPOSAL AREAS AND TOPSOIL STOCKPILES NOT SCHEDULED FOR CONSTRUCTION ACTIVITIES CONTINGENCY SOIL EROSION AND SEDIMENT CONTROL NARRATIVE WITHIN THIRTY(30)DAYS OF DISTURBANCE SHALL BE STABILIZED AS FOLLOWS: 1. THE GENERAL CONTRACTOR WILL DESIGNATE PERSONNEL FOR 24 HOUR EMERGENCY RESPONSE IN A.SOIL AMENDMENTS AS NECESSARY. THE EVENT OF SEVERE WEATHER AND INCREASED POTENTIAL FOR SEVERE EROSION. MASTER LEGEND 2.THE GENERAL CONTRACTOR IS REQUIRED TO MAINTAIN ON SITE OR HAVE THE ABILITY TO B.ANNUAL RYE GRASS SEEDING APPLIED AT A RATE OF NOT LESS THAN 1 LB.PER 1,000 SF. RETRIEVE WITHIN 12 HOURS THE FOLLOWING MATERIALS IN THE EVENT THAT THERE ARE C.MULCH ALL NEWLY SEEDED AREAS WITHIN 80 LBS.OF SALT HAY OR SMALL GRAIN STRAW DEFICIENCIES IN THE SESC MEASURES: AND NOTES PER 1,000 SF. A.25%OF THE INSTALLED LENGTH OF SILT FENCE D.WHEN DISTURBED AREAS ARE SCHEDULED FOR IMMEDIATE LANDSCAPING THEY MAY BE B.EQUIVALENT TONNAGE OF STONE FOR STABILIZATION OF 2 STABILIZATION ENTRANCES.STONE MULCHED AND SEEDED PER ITEM C ABOVE. COULD BE USED FOR SLOPE REPAIRS,ENERGY DISSIPATER ENHANCEMENTS,ETC. C.HEAVY EQUIPMENT CAPABLE OF TRENCHING/EXCAVATING LARGE AREAS TO DIVERT AND Project No. Drawing No. CONTROL RUNOFF IN A CONTROLLED MANNER. D.HAVE DESIGNATED A HYDRD-SEED CONTRACTOR CAPABLE OF RESPONDING TO THE SITE 151028501 WITHIN 12 HOURS Date 3.ANY STUMP GRINDINGS OR WOOD CHIPS GENERATED ON-SITE SHOULD BE RETAINED FOR USE TO 11-21-2022 BACK UP SILT FENCES. Drawn By CS002 F ARK Checked By HH Sheet of 1 Date 11/18/2022 Time 1557 User akennedy Style Table:Langan.stb Layout:Layoutl Document Code:151028501-0301-CS002-0101 1 2 3 4 5 6 7 8 2 1 A ZONE:DOWNTOWN OVERLAY DISTRICT PROPOSED USE:MIXED USE DEVELOPMENT,COMMERCIAL AND RESIDENTIAL c ITEM REQUIRED PROPOSED SECTION y (p, `�� LOT SIZE N/A N/A SECTION 195-13.6 Z c �� l 4�`k `�� `�• LOT COVERAGE N/A N/A SECTION 195-18.6 2 a `. "'...�\\ STREET FRONTAGE N/A N/A SECTION 195-18.6 MAP 41 LOT 5 ST GREGORY SECTION 195-18.6 ARMEN/AN APOSTOLIC MAXIMUM FRONT YARD <10 FT <10 FT SECTION 195-18.6 J/158 MAIN STREET CONCRETE CURB L i CONCRETE TRANSFORMER PAD SIDE YARD N/A N/A SECTION 195 18.6 s REAR YARD N/A N/A SECTION 195-18.6 --fi- _ 6"BOLLARD(TYP.)B MAP 30 LOT 9 WHEEL STOP(TYP.) FLOOR AREA RATIO N/A N/A SECTION 195-18.6 �, SPENCER,KAREN A. �s '•� BUILDING HEIGHT <45 FT <45 FEET SECTION 195-18.6 `, `� •' t• J/159 MAIN STREET CROSSWALK(TYP.) �"'� R7-8 ACCESSIBLE PARKING ;; PARKING REQUIREMENTS SIGN(TYP.) .. "" MOUNTED ON FENCE ITEM •••••• '" ^�.. SPECIFICATIONS REQUIRED PROPOSED SECTION 24' BUILDING ABOVE ? RESIDENTIAL SPACES `� � 9 FT X 18 FT 9 FT X 18 FT SECTION 195-8.4 ••::::. TOT 5 SPACES PER 1 BEDROOM 1 x 8=12 44 SPACES SECTION 195-8 MAP 30 LOT 34 »\...,. r... � AL 1 (5 ) S 4 MAC GREGOR,DA WD G 2 SPACES PER 2 BEDROOM (2 x 16=32) s JE161 MAIN STREET 44 SPACES ® ADA ACCESSIBLE 8 FT X 18 FT 8 FT X 18 FT 521 CMR 23.2.1 BUILDING ENTRANCE(TYP.) •<t,e `.^ BUILDING ABOVE(TYP.) 8'(TYP.) TOTAL 2 SPACES PER 26-50 SPOTS 2 SPACES 3 SPACES 521 CMR 23.2.1 ' CONCRETE SIDEWALK(TYP.) ` x< 18' 22 CAR PARKING SPACES COMMERCIAL USE(MEDICAL 4.5 SPACES PER KSF GFA (8,800 GFA 44 SPACES SECTION 195-8.4 `^ O OFFICE,OTHER RETAIL,AND/OR /1,000)x 26 SPACES OTHER BUSINESS OR OFFICE USE) 4.5=40 OFF—SITE <E 9'(TYP -* REDI—ROCK RETAINING WALL SPACES STREET PARKING t B" "" WITH 6 FT PRIVACY FENCE PEDESTRIAN UNIT PAVERS(TYP.) C 20' '....,� c 4 x 8 TREE PIT(TYP.) .` LANDSCAPED AREA(TYP.) MAP 41 LOT 33 ° q T ASPHALT PAVEMENT CONCRETE CURB BANK OF AMERICA ` 1t #154 MAIN STREET \ \\ ..: MIXED"USE BUILDING �29 MAP 30 LOT 28 r FOOTPRINT ,w..�00 SF ,.? SLEATOR,SHEERA r 1 l,.—_"Y'/ ✓1 -. #26 SECOND STREET r Dote Description No. LONG,MEGHAN ` r 23' PROPERTY LINE Jf28 SECOND STREET Revisions 22 TANDEM PARKING GRANITE /1 ITE CURB CORNER SPACES :.. 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D A t• Stti GRANITE CURB74 c 1 CURB RAMP SECOND STREET LANGAN z _ Langan Engineering and V — Environmental Services,Inc. 100 Cambridge Street,Suite 1310 Boston,MA 02114 MAP 3D LOT 32 i -- -- -- -- GULSAS,KANBAR i .. ..... #150 MAIN STREET m.� T:617.824.9100 F:617.824.9101 www.langan.com i j Project j MAP 30 L07 2 MAP 30 LOT 3 MAP IN STREET, 1 MAP 30 LOT 36 149 MAIN STREET, OLYMPIA IV REALTY TRUST FAY,EUGENE NA MAIN STREET; 19-25 SECOND STREET LLC LLC 1137 MAIN STREET PI SECOND STREET J/19 SECOND STREET ,029 MAIN STREET NORTH ANDOVER E MAP 40.A LOT 4 NORTH ANDOVER STONE MILL REALTY TRUST #146 MAIN STREET Title e ESSEX COUNTY MASSACHUSETTS Drawing ............................................................................................................ t SITE PLAN Project No. Drawing No. 151028501 20 0 10 20 Date [[�� SCALE IN FEET 11-21-2022 CS 1 01 Drawn By e ARK F Checked By HH Sheet 0 of 1 Date:11/18/2022 Time:15:58 User:akennedy Style Table:Langan.stb Layout:CS1C1 Document Code:151028501-0301-CS101-0101 1 2 3 4 5 6 7 8 _ 2 i i A -_�a EXISTING UTILITY POLE ., PROPOSED ELECTRIC SERVICE CONNECTION TO BE COORDINATED-------WITH N.GRID i ~ J1:A t C'31 Z .o a` \... =_' TRANSFORMER 32 LF 12"HOPE®1:697 ;` �TC:96.02 TRENCH DRAIN RETAINING WALL e ' 04 B MH-700 _ m INV.10UT:92.5D HEIGHT VARIES BETWEEN 1'AND 5' 3 RIM"'05.31 n � � c INV.IN(12"W):91.ea si BC:96.03 BW:95.97 INV.IN(8"S):90.54 ' .s 7 INV.our(a"N):90.54 TC:96.36 95.70 _ 12"X4"TAPPING SLEEVE&VALVE _ t BC:95.86 _ FOR 4'CLDI DOMESTIC SERVICE a 12"X6"TAPPING SLEEVE VALVE _ Oe ^' FOR 6'CLDI FIRE SERVICE TC:95.48 \ _ c RIM:'-96.3'1.=-- = f TRENCH DRAIN WITH FILTER m� INV.IN(1t2"N):92.33= U TD-103 ROOF DRAIN :.. INV.OUT:92.23 U `� INV.OUT:97.18 W f 9 LF 12"DIP 1.00% TC:95.25 18 LF 12"DIP®1.00� 17 LF 12"H 2�4"X45'BENDS �,. 101.63 95.33 d 2-6"X45'BENDS 95.30 00 B C:101.33 95.62 s rn b 95.50 fr 95 98 nr UNDERGROUND INFILTRATION SYSTEM =ACF R-TANK XD 7 C 95.50 95.40 --=` -..�, 95.50 _3"STONE BASE W/6"STONE COVER -.�"1=-. ''' TOP OF STONE=98.90 C:94.82 z� INVERT OF TANKS=97.25 94.97 95.50 _� BOTTOM OF STONE=97.00 TC:94.67 INV.IN=97.25 ` y INV.OUT=97.25 i ` p >e MIXED USE BUILDING R F LEADER `.. �_ ..:�.INV.04)T:97.34 Date Description No. �,,. 93 CUT AND CAP EXIST 94 47 96.11 100. ^ GAS SERVICE -' -; OCS-ZO2 O 5 LF 12'HDPE 1.00% 4 Revisions EXIST SANITARY SERVICE TO BE REUSED AND I _ - - `RIM.100.10 1 D LF 12"HOPE C�0.057 - I IN{12 W).96.9 CCTV INSPECTED '�' V.IN(12 S);97. MH-201(WOU) �xOF4gq ._ .. RIM:100.05 ... INV.OUT:9:83' � ......................... ....... -yl cy CUT AND CAP EXIST F 3 „- 97.12 97.53 :98.03 4'WEIR ELEV-.. .00 '' 100 INV.IN(12"NW):97.03 r a� FRANK WATER SERVICE INV OUT:96 93 - c^ - Fz -_=_ 9 �� '�� = emm t HOLMES T 99 67 � � y f,LF 32 cl HDPE 1.00� 4olzo CONNECT WITH �, .: :,.,. �.et#o. 3 COUPLING - TC:93.22 � .�.._... s_..._... ... _... � _,:� TC:100.32' BC:99.82 D � 92.58 r � � 99.70 .- v --.-- .T SECQ4 REET --- J ST-- �- _* LANGAN---: TC:93.70 - J '' MH-200', Langan Engineering and .. RIM:9842 Environmental Services,Inc. CUT AND CAP EXIST =TC:98.99 INV.IN(1'2"SE):98.49 - GAS SERVICE BC:98.49 ::INV.IN(12"SW):96.00 - 100 Cambridge Street,Suite 1310 •r..:' e U - .:._ ... .......... �.... .......... :........... INV.OUT(12"NE):96.00 -- ... .............,.... 1 ..:........... ........................ ..... .............,....,.,...�......�................,.........................,........ Boston,MA 02114 TRENCH DRAIN TD-202 CUT AND CAP EXIST �,,,,tee ..�.-.�@- 1 WATER SERVICE INV.OUT:97.09 T:617.824.9100 F:617.824.9101 www.langan.com 22 LF CUT AND CAP EXIST Pro ect SANITARY SERVICE 1 149 MAIN STREET, NORTH ANDOVER E NORTH ANDOVER ESSEX COUNTY MASSACHUSETTS Drawing Title GRADING, ............ DRAINAGE& UTILITY PLAN Project No. Drawing No. �- 151028501 20 0 10 20 Date SCALE IN FEET 11-21-2022 CG 101 Drawn By F ARK Checked By HH Sheet 0 of 1 Date:11/18/2022 Time:15:58 User:akennedy Style Table:Langan.stb Layout CG101 Document Code:151028501-0301-CG101-0101 1 2 3 4 5 6 7 8 e t A N (� 1 to $ CL REMOVE&STACK - �, �GRANITE CORNERS ` w B ,. a w REMOVE AND STACK GRANITE CURB(TYP.) EXISTING CHAINLINK FENCE TO REMAIN A? ` COMPOST FILTER SOCK i \ ,p s REMOVE TREES(2) tF.=' •` �� STAKE,ROPE,AND FLAG i OFF INFILTRATION AREA CUT AND CAP EXIST i \ \ REMOVE TREES(4) GAS SERVICE C LIMIT OF DISTURBANCE v PROPOSED BUILDING FOOTPRINT , MAINTAIN EXIST SANITARY SERVICE SURF ALL REMOVE CIAL a � 0 I AND SUBSURFACE SITE FEATURES - z T UNLESS _- - ,- U - SPECIFICALLYINTIFIED TO REMAIN S ( \ h REMOVE TREE S 3) EXISTING PVC FENCE TD REMAIN Date Description No. Revisions CUT AND CAP EXIST \" i WATER SERVICE REMOVE STACK _ ------- _ tiDFA�ig4 i' GRANITE CORNERS - ___—____, _--__—___ yy �f'G p - - --- .-{ CIVIL ,, -, ` ..�.ataJts.ssia i.ii .«`-.� •+ Fi.. IST a.iE.,��H -Q a QR--�==LAQ--=�`t-( OD4- \ 'LQa-rLpp l L '- REMOVE&STACK SECOND STREET GRANITE CORNERS „a INLET PROTECTION FOR :,. EXIST CATCH BASIN._ -- 8;8 - - - - - LANGAI (TYP) - - ,,. - --- _ Langan Engineering and >, ic Environmental Services, REMOVE AND STACK �es,Inc. GRANITE CURB(TYP.) _ - - 100Ca Cambridge St reet,Sui te 1310 Boston,M T�617.824.9100 F.617 824 9101 www langan.co m CUT AND CAP EXIST GAS SERVICE CUT AND CAP EXIST i Project WATER SERVICE CUT AND GAP EXIST 149 MAIN STREET, ` SANITARY SERVICE - e„ NORTH ANDOVER E 1 NORTH ANDOVER ESSEX COUNTY MASSACHUSETTS ----.................. ° MOLITION,SOIL t EROSION & SEDIMENT CONTROL PLAN Project No. Drawing No. 151028501 20 O 10 20 Date SCALE IN FEET 11-21-2022 C E 101 Drawn By ARK F Checked By HH Sheet 0 of 1 Date:11/18/2022 Time:15:58 User:akennedy Style Table:Langanstb Layout:CE101 Document Code:151028501-0301-CE101-0101 1 2 3 4 5 6 7 8 2 I �MATCH SITE PLAN 5 BITUMINOUS CONCRETE SURFACE COURSE 1.5" ��//�� " ° ///�r 6" CURB LINE A (9.5 MM(%")SUPERPAVE SURFACE COURSE)_ F _ _ _ ��%� ��%,�\� RADIUS 7 1 1/2" 2.5" 6. RADIUS BITUMINOUS CONCRETE BINDER COURSE(19 MM :_ ..,.,�.. '- _: /� �T/�//�/ ��/�//�/�//� //�////�//�//�//�//�� +,. �-- ��r\fir\�r��r\fir\�ra�r�\�i\fir\�77.�i,r\�7�r r\�7 r\fir\�1\`i\�\� SUPERPAVE INTERMEDIATE COURSE 37 ' = L4,500 PSI 8" CONT.#4 BAR CONCRETE,5%-7% - PAVEMENT PROCESSED AGGREGATE BASE COURSE n i 4,500 PSI CONCRETE AIR-ENTRAINED. - - 6" SURFACE (M2.01.07 OR M1.03.1 OR M1.09.0 - _ _ FRONT AND BACK 5%TO 7%AIR ENTRAINMENT _ COMPACTED SUBBASE COURSE TO BE A MINIMUM OF 95%OF MODIFIED PROCTOR ` MAX.DRY DENSITIES(M1.03.0 OR M1.03.1) 6"PROCESSED AGGREGATE BASE i COURSE(M2.01.07 OR M1.03.1 NOTES: ?$ 1. ALL AREAS TO BE PAVED SHALL BE PROOF ROLLED WITH AT LEAST 4 PASSES OF A SMOOTH ROLLER HAVING A COMPACTED SUBGRADE 6 4,500 P.S.I.CONCRETE, •2 MINIMUM STATIC DRUM WEIGHT OF 10 TONS. ANY SOFT AREAS SHALL BE REMOVED AND REPLACED WITH CLEAN, 5%-7%AIR-ENTRAINED tL NOTES: GRANULAR,FREE-DRAINING SOIL. FILL SHALL BE PLACED IN LOOSE LIFTS NOT TO EXCEED 12-INCHES AND SHALL BE COMPACTED TO AT LEAST 95%OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY THE GEOTECHNICAL REPORT. 1. ALL CONTROL JOINTS TO BE SAWCUT 7" 2.PAVEMENT CLASSES REFER TO MASSACHUSETTS,DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATION(MOOT SS) 2•SIDEWALKS TO COMPLY WITH TOWN STANDARDS WHERE APPLICABLE. NOTES: M3.11.03.PRESSED AGGREGATE SHALL REFER TO M2.01.07 OR M1.03.1. 3.EXPANSION AND CONTROL JOINTS SHALL BE INSTALLED PER LAYOUT AND DIMENSIONING PLANS. IF NOT SPECIFICALLY DETAILED MAXIMUM SPACING OF JOINTS SHALL BE AS FOLLOWS: 1. TRANSVERSE JOINTS 1/2"WIDE SHALL BE INSTALLED IN THE EXPANSION-20 FT. CURB AT 20 FOOT INTERVALS AND SHALL BE FILLED WITH CONTROL-6 FT. PREFORMED BITUMINOUS JOINT FILLER. 4.CONTRACTION JOINTS SHALL BE SPACED EQUAL TO THE WIDTH BUT SHALL NOT EXCEED 6 FT. 2.ALL CURBS SHALL BE INSTALLED ON AN APPROVED,COMPACTED B CARE SHALL BE TAKEN TO ASSURE UNIFORM GRADE,FREE OF SAGS AND SHORT GRADE SUBGRADE.A MINIMUM OF SIX INCHES OF PROCESSED CHANGES. AGGREGATE(M2.01.07 OR M1.03.1)SHALL BE INSTALLED AS THE SUBBASE. ASPHALT PAVEMENT 5.SURFACE TEXTURE SHALL BE A LIGHT BROOMING,TRANSVERSE TO THE LENGTH OF THE WALK. 1 NT3. 2 CONCRETE SIDEWALK 3 CONCRETE CURB N.T.S. N.T.S. WIDTH VARIES HEIGHT VARIES SEE PLAN 5"TO 7" GRANITE CURB NOTES: MEET EXIST PAVEMENT 48" 1219 1. MAXIMUM SLOPES OF ADJOINING GUTTERS AND ROAD SURFACES IMMEDIATELY ADJACENT TO THE SIDEWALK RAMP FINISH SIDEWALK GRADE B O O O OR ACCESSIBLE ROUTE SHOULD NOT EXCEED 20:1. �Py�= 2.CARE SHALL BE TAKEN TO ASSURE UNIFORM GRADE ON THE RAMP,FREE OF SAGS AND ABRUPT GRADE CHANGES. 1./ 0.45"(11)MIN u / a 0.9"(23)MAX 0 2.. 3.ALL RAMPS SHALL BE CONSTRUCTED OF CEMENT CONCRETE IN ACCORDANCE WITH MASSDOT STANDARD � 8+ N'o O O I (5) SPECIFICATIONS M4.02.00. ss yiy VERTICAL GRANITE CURB C P.� l�9 - 4.SIDEWALK RAMPS SHALL HAVE A COARSE BROOM FINISH TRANSVERSE TO THE SLOPE OF THE RAMP. 7 f ,L f� 5� °° O Co 1 0.4"9'(36(2)MAX.)MIN. 5.DIAGONAL SIDEWALK RAMPS AT MARKED CROSSINGS SHALL BE WHOLLY CONTAINED WITHIN THE MARKINGS, Y fi q��1`. 1g" EXCLUDING ANY FLARED SIDES. "F.w tirlu 2'DETECTABLE 6.EXPANSION JOINTS IN CONCRETE SHALL MATCH THOSE IN ADJACENT SIDEWALKS BUT IN NO CASE SHALL THE 6"(41)MIN. _ SPACING BETWEEN EXPANSION JOINTS EXCEED 12'3.66m UNLESS OTHERWISE NOTED. WARNING .6(17)IN. 2.4"(61)MAX. ( ) 1 '"r 7.INSTALL THE EDGE OF THE DETECTABLE WARNING STRIP 6"(152)FROM THE EDGE OF ROAD. C 4.500 PSI DOME SPACING DOME SECTION 8.TO PERMIT WHEELCHAIR WHEELS TO ROLL BETWEEN DOMES,ALIGN DOMES ON A SQUARE GRID IN THE DIRECTION OF CONCRETE,5%-7% 6" PEDESTRIAN TRAVEL- AIR-ENTRAINED. FRONT AND BACK DIAGONAL/PARALLEL 9.THE MAXIMUM HEIGHT OF ANY RAMP WITHOUT HANDRAILS SHALL BE 6". SIDEWALK RAMP WIDTH VARIES Date Description No. 2'DETECTABLE SEE PLANS WARNING PANEL Revisions NOTES: 4,500 PSI CONCRETE RAMP ELEVATION AT 57 TO 7%AIR ENTRAINMENT 1. ALL CURBS SHALL BE INSTALLED ON AN APPROVED,COMPACTED GUTTER IS FLUSH WITH SUBGRADE.A MINIMUM OF SIX INCHES OF PROCESSED ROADWAY PAVEMENT 6"PROCESSED AGGREGATE BASE ��HOFftgq AGGREGATE(M2.01.07 OR M1.03.1)SHALL BE INSTALLED AS THE 1.5%MAX. COURSE(M2.01.07 OR M1.03.1) - Fc' '4c SUBBASE. �7.5%FLARE 5-O 7.5%FLAREga�� FRANK �'v' 2.GROUT ALL JOINTS. z HOLMEB 4 s�i CIVIL /i No.40203 VERTICAL GRANITE CURB 6"FLUSH GRANITE CURB D SECTION tG1Xi C _ _ 4, SECTION ( B) N.T.S. LANGAN 5 CURB RAMP Langan Engineering and N.T.S. Environmental Services,Inc. 100 Cambridge Street,Suite 1310 ROUNDED CONCRETE CAP Boston,MA 02114 T:617.824.9100 F:617.824.9101 www.langan.com CONCRETE FILL BITUMINOUS CONCRETE PAVEMENT-� 6"DIA.STEEL PIPE SYMMETRICAL C.L. Project FILLED WITH DRIVEWAY CONCRETE, PAINT PER PAINTING 149 MAIN STREET SPECIFICATIONS 4'-0" TOPOOFF FOUNSETDATION MEET EXIST PAVEMENT -VA VARIES 9' NORTH ANDOVER FLUSH WITH PAVEMENT .,t,� VA IES IDEWALK SIDEWALK E f-VARIES VARIES NORTH ANDOVER '- ESSEX COUNTY MASSACHUSETTS 2'-0"x 2'-0" Drawing Title CONCRETE PIER REINFORCED WITH 18 (4)#1 VERT.AND #4 TIES AT 12'O.C. 3'_6" 4,500 PSI CONCRETE VA IES RAMPED SECTION 14" 5%TO 7%AIR ENTRAINMENT COMPACTED GRAVEL 6"PROCESSED AGGREGATE BASE SITE DETAILS COURSE(M2.01.07 OR M1.03.1) COMPACTED SUBGRADE CURB B" 6" REINFORCING GUTTER LINE 6"X6"#8 WIRE MESH 4"WIDE WHITE PAINTED LINES NOTES: 1.SEE SITE PLAN FOR PARKING LAYOUT Project No. Drawing No. 1. PAINT PRIME AND FINISH COATS TO BE COMPATIBLE WITH EXTERIOR CROSS SECTION MI 2.TWO COATS TIME EPDXY PAINT SHALL BE USED FOR PARKING STALL STRIPING.ALLOW FORA 151028501 METAL SURFACES.COLOR SHALL BE PROVIDED OWNER/ARCHITECT HALF PLAN MINIMUM CURE TIME OF 24 HOURS BETWEEN APPLICATIONS. Date 11-21-2022 CS 5 0 1 STEEL BOLLARD CONCRETE DRIVEWAY APRON PARKING STALL STRIPING Drawn By 7 N.T.S. 8 N T S ARK F Checked By HH Sheet of 1 0 Date:11/18/2022 Time:15:58 User:akennedy Style Table:Langan.stb Layout:GS501 Document Code:151028501-0301-CS501-0101 2 3 4 5 6 7 ADA ACCESSIBLE PARKING SIGN CENTERED ON PARKING STALL(SEE DETAIL) 12'.STRIPING AT CROSSWALK (WHITE) _e e P177 --------7- 4.0'MIN. DESIGNATE ADA -ACCESSIBLE PARKING W/ A INTERNATIONAL SYMBOL o ALL SIGNS SHALL BE METAL OF ACCESS WITH REFLECTIVE MARKINGS, k MOUNTED ON METAL POST 36"D.C. PAINTED PER LOCAL AND ADA REQUIREMENTS QUIREMENTS HANDICAPPED TWO COATS OF EPDXY PAINT PARKING SHALL BE USED FOR CROSSWALK STRIPING.ALLOW FOR A MINIMUM SPECIAL PLATE REQUIRED CURE TIME OF 24 HOURS BETWEEN UNAUTHORIZED VEHICLES APPLICATIONS. MAY BE REMOVED AT OWNER'S EXPENSE z 2 12 X 18" INSTALL VAN ACCESSIBLE O. SIGNS AT ALL VAN ACCESSIBLE CROU PARKING SPACES �V�AIK 1 1 . VAN ACCESSMLE NOTES: 1.ALL PAINT SHALL BE FAST DRYING TRAFFIC PAINT,MEETING THE REQUIREMENTS OF AASHTO M248 TYPE F,PAINT R7-8P SHALL BE APPLIED AS SPECIFIED BY THE MANUFACTURER. 12"X 6" NOTE: B 2.SYMBOLS&PARKING STALLS SHALL CONFORM TO THE REQUIREMENTS OF THE AMERICAN DISABILITIES ACT(ADA), THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES,LATEST EDITION,AND ALL STATE AND LOCAL REQUIREMENTS. HANDICAPPED PARKING SIGN SHALL CONFORM WITH CURRENT STATE&LOCAL CODES AND REGULATIONS. 2.Two COATS OF EPDXY PAINT SHALL BE USED FOR PARKING STALL STRIPING.ALLOW FOR A MINIMUM CURE TIME OF 24 HOURS BETWEEN APPLICATIONS. ADA STALL STRIPING ^•� ADA ACCESSIBLE PARKING SIGN PROVIDE EXPANSION JOINTS WHERE CONCRETE ABUTS STRUCTURES 2"0 WEEPS,10'-0"O.C.E.W.,FILL WITH SAND, OVERLAY WITH GEOTEXTILE FABRIC UNIT PAVER,TYP. HAND TIGHT PAVER JOINTS FILLED WITH POLYMERIC SAND BITUMEN SETTING BED POST TOP CAP a PRIMER COAT POST BRACKET FOR 4"THICK CONCRETE SLAB PRIVACY SLAT 6"COMPACTED AGGREGATE ATTACHMENT _01 2 COMPACTED SUBGRADE 1%6%92"HORIZONTAL 2 -2 5_7^ 2 NOTE:ALL UNIT PAVERS TO BE HAND TIGHT PRIVACY SLATS(TYP.) 4" WITH POLYMERIC SAND SWEPT BETWEEN JOINTS. SET PIN Y2"BELOW TOP OF -3 Y^ WHEEL STOP AND FILL WITH C 4"x4"POST SEALANT(TYP) FINISHED GRADE EMBED POST IN CONCRETE FOUNDATION 'n CONCRETE FOUNDATION SIDE VIEW PLAN VIEW NOTES: \-24"X DIA STEEL PROVIDE 2 1"HOLES IN Date Description No. 1. ALL COMPONENTS OF PRIVACY FENCE TO BE PAINTED DOWEL ANCHORS(TYP) WHEEL STOP FOR ANCHORING BLACK.SUBMIT COLOR SAMPLES FOR APPROVAL PRIOR TO FABRICATION. Revisions WII 2. COORDINATE FINAL FENCE FABRICATION,INCLUDING ELEVATION/PROFILE,GRADES AND REQUIREMENTS. NOTES: 4"VERTICAL FACE 3. SUBMIT SHOP DRAWINGS SHOWING FABRICATED FENCES AND 1)CONCRETE WHEEL STOPS TO BE PAINTED SAFETY YELLOW. ,Vk OF4146 S4, 2-NO�3 REBAR,STEEL PICKETS FOUNDATION DESIGN,INCLUDED ALL LAYOUT PLAN AND ALL OR 2"X2"WOODEN STAKES 1.5'TO DETAILS OF CONSTRUCTION PRIOR TO FABRICATION. FRANK 2'IN GROUND L ES CIVIL No,4020310 Ar ISTS D 000 NA- 7A 0000 CAPTURE SEDIMENT AND PREVENT LANGAN FLOW OFF SITE Langan Engineering and NOTES: Environmental Services,Inc. 1- CONSTRUCTION PAD LOCATION TO FILTER FABRIC MIRAFI 60OX BE SET BY CONTRACTOR AND DR APPROVED EQUIVALENT REDUCE WATER FLOW ONTO 100 Cambridge Street,Suite 1310 LOCATED AS REQUIRED FOR WORK ZONE Boston,MA 02114 SECURE"SILTSACK"FILTER CONSTRUCTION SEQUENCING CURB DEFLECTOR 2.SEE SOIL EROSION&SEDIMENT 12"THICK STONE PAD: BIODEGRADABLE FABRIC (OR EQUIVALENT)TO GRATE. CONTROL PLAN FOR DIMENSIONS DOT N0-3 OR ASTM C-33 NO.3 T:617.824.9100 F:617.824.9101 www.langan.com t FOR SLOPES 3:1 OR AS NECESSARY, Project 12"DIAMETER INSTALLED STAKE OR OTHERWSE SUPPORT "SILTSACK" 12" TUBES(I.E.,TREES,CINDER BLOCKS) 1 149 MAIN STREET DISTRIBUTOR:ACS FLOW ENVIRONMENTAL NORTH ANDOVER AREA OF SOIL 800-644-9223 DISTURBANCE ENSURE FIRM CONTACT WITH GROUND TO PREVENT FLOW UNDERNEATH TUBES WELL COMPACTED SUB-GRADE/ NORTH ANDOVER ESSEX COUNTY MASSACHUSETTS N g PROTECTED ZONE Drawin The 4 \\ .1�. \\ i-\ 10'MIN.RADIUS-\ R ACCESS ROAD PAVED SITE DETAILS 11 NOTES: TO WORK AREA ROAD SECTION 1. CONTRACTOR IS TO CLEAN INLET FILTER WHEN RESTRAINT CORD IS NO LONGER VISIBLE AS PER NOTES' MANUFACTURER'S SPECIFICATIONS- 1. -9 INCH MAY BE USED FOR FLATTER SURFACES WITH APPROVAL TYPE 13-CURB INLET 2. CONTRACTOR TO REMOVE FILTER JUST PRIOR TO FROM ENGINEER Project No. Drawing No. PAVING. 151028501 INLET PROTECTION Date 11-21-2022 N.T.S. Drawn By CS502 F ARK Checked By H H Sheet of Date 11/18/2022 Time:19 20 User hhol mes Style Table:La nga n.stb Layout:GS502 Document Code:151028501-0301-CS501-0102 1 2 3 4 5 6 7 8 Z Q J 4"LOAM,FERTILIZE&SEED W/GRASS AND MULCH CAUTION TAPE(BLUE) SEE PAVEMENT DETAIL _ FINISHED GRADE._ EXISTING GRASS AREA FINISH GRADEI ' EXISTING PAVEMENT 4'6" 4'-6"MIN A UTILITY MIN. COVER \— CLEAN FILL - - UNDISTURBED MATERIAL PROCESSED STONE OR SUITABLE BACKFILL PLACED - COMPACTED CRUSHED STONE GRAVEL AS ORDERED AND COMPACTED IN 6-INCH NATIVE GROUND BACKFILL BEDDING BY ENGINEER TRENCH WIDTH- LOOSE LIFTS 45'BEND SEE NOTE 3 (OR AS REQUIRED BY I� 24"+NOMINAL PIPE UTILITY IDENTIFICATION UTILITY COMPANY) \ 18"MINIMUM WATER MAIN DIAMETER(36"MINIMUM) TAPE(NON DETECTABLE) m CLEARANCE / -II III MIRAFI 160 N/0 a �F O - WARNING LAYER(OR II-III 12 O D- 12 III N THRUST APPROVED EQUAL) = MIN. MIN. �. �1,MIN 6"MIN FINE GRAVEL OR COARSE 20'MIN. BLOCK(TYP) 12"MAX 12"MAX SAND PLACED AND »;.;+.yaw--5�`;�.�;;`=i,):i�..,;5: NOTES' COMPACTED IN 5"LAYERS `�'`y�"M'�}°,- -I 24" Z 1. TRENCHES IN STABLE SOIL OVER 5 FT DEEP SHALL BE REINFORCED BY APPROVED OSHA I III p METHODS. 3/4"CRUSHED STONE r2 2.TRENCHES SHALL BE COMPACTED. TO TOP OF PIPE - O.D. 3.IF NATIVE GROUND IS NOT SUITABLE,THE CONTRACTOR SHALL EXCAVATE TO AN ACCEPTABLE _ DEPTH AND INSTALL MATERIALS AS APPROVED BY ENGINEERS AND UTILITY COMPANY. 6"MIN.IN EARTH NOTES: 4.THE WARNING LAYER IS NOT REQUIRED IN AREAS OF THE SITE WHERE SOIL IS CLASSIFIED AS - 12"MIN.IN ROCK WATER MAIN SHALL BE CONSTRUCTED OF CEMENT LINED CLASS 52 REGULATED MATERIAL.WHERE INSTALLED,WARNING LAYER SHALL EXTEND UP THE SIDES OF _ DUCTILE IRON PIPE OR BETTER.ONE FULL LENGTH OF WATER MAIN THE EXCAVATION TO MATCH WITH THE HORIZONTAL LINER. UNDISTURBED OR SUITABLE SHOULD BE CENTERED UNDER THE CROSS PIPE SO THAT BOTH COMPACTED MATERIAL JOINTS WILL BE AS FAR FROM THE CROSSING AS POSSIBLE. PROPOSED 1.5"DR11 HOPE SANITARY SEWER FORCE MAIN B WATER MAIN DROP WATER MAIN TRENCH SANITARY SEWER TRENCH CASTIRON FRAME&COVER 2'-0" CAMPBELL FOUNDRY PATTERN DIA. #4155 (OR APPROVED EQUAL) TO BE INSTALLED AT GRADE COMPACTED FILL IN 6"LIFTS 6"PVC WATER TIGHT PIPE PLUG (MAX)TO GRADE SPRING LINE WARNING TAPE 0" OF PIPE / i/•• R/� A BACKFILL O WITH TSCREENEL 3'-0"MIN. �� NATIVE MATERIAL(3"MINUS) 18" 7 STORM PIPE C •` CLASS"C" 12" CONCRETE COLLAR \�\�\i 6"PVC RISE .�17'•�. LENGTH AS RE (SDR 35 ASTM SECTION A—A 6" 6"SDR- 6"SDR5SERVICE LATERAL CLEAN OUT FRAMES&COVERS SHALL BE PATTERN#4155 AS MANUFACTURED BY THE"CAMPBELL / / j��j��/ Date Description NO. FOUNDRY COMPANY"OF NORTH HAVEN,CONNECTICUT,OR APPROVED EQUAL. P PVC SERVICE LATERAL COMPACTED Revisions COMPACTED CRUSHED STONE(3/4" SUBGRADE FLOW NOTES: BEDDING MATERIAL TO BE REVISED AS ��KHOFTgq NECESSARY TO COMPLY WITH PIPE MANUFACTURER'S RECOMMENDATIONS. ae� C g FRANK SANITARY CLEANOUT FRAME&COVER STORM PIPE BEDDING HOLMES SANITARY CLEANOUT 6 i�,�au'u'2i,a10 Isle D _7A A- LANGAN Langan Engineering and Environmental Services,Inc. NOTES: 100 Cambridge Street,Suite 1310 1. MINIMUM CONCRETE STRENGTH OF 4,000 PSI.VIBRATE TO Boston,MA02114 ELIMINATE AIR POCKETS. 2. THE FINISHED LEVEL OF THE CONCRETE SURROUND MUST STANDARD SOLID MANHOLE T:617.824.9100 F:617.824.9101 www.langan.com COVER PER MASS,D.O.T.SPECS; BE APPROX.1/8"[3mm]ABOVE THE TOP OF THE CHANNEL EDGE. TO BE MARKED"DRAIN" Project GALVANIZED IRON GRATE 3. INSTALL PER MANUFACTURER INSTRUCTIONS. H-20 LOADING COMPLIANT CONCRIETERWEAL IR 149 MAIN STREET ADJACENT PERMEABLE NORTH ANDOVER PAVEMENT,SEE PLANS g" PRECAST CONCRETE BASE AND RISER SECTIONS E CIP CONCRETE COLLAR AS REQUIRED PIPE 6• PIPE(OUTLET) • Q' (INLET) � 'WEIR NORTH ANCIOVER �4 POLYMER CONCRETE EL.98.0 ESSEX COUNTY MASSACHUSETTS 4 TRENCH DRAIN BODY Drawing Title a d T/ / NV EL 96.93 INV EL 96.71 O SITE DETAILS III 4 d d a 6 a 4•� PROCESSED AGGREGATE SUBBASE(M2.01.07 OR M1.03.1) Project No. Drawing No. COMPACTED :7 � � SUB-GRADE 151028501 6" 6"� Date 11-21-2022 Drawn By CS 5 0 3 TRENCH DRAIN OUTLET CONTROL STRUCTURE—UNDERGROUND SYSTEM 7 ARK N.T.S. N.T.S. F Checked By HH Sheet of o Date:11/18/2022 Time:19:28 User hholmes Style Table:Langan.stb Layout:CS503 Document Code:151028501-0301-CS501-0103 2 3 4 5 6 7 LOAD CONDITION A I NO LIVE LOAD SURCHARGE,NO BACK SLOPE,NO TOE SLOPE 4 BLOCK HIGH SECTION (4)28"(710 Turn)Blocks PRELIMINARY Professional Engineering Design Required for Construction A 16.25'FRAME AND COVER REINFORCED ap Grade to drain surface 12"DIA PVC CONCRETE COLLAR BACKFILL COMPACTED TO from wall away water w MAINTENANCE 95%STANDARD PROCTOR WHERE REQUIRED water a DENSITY PORT IF PAVED SURFACE NOTES Top block THIS PORT IS USED TO PUMP WATER INTO THE SYSTEM z AND RE-SUSPEND ACCUMULATED SEDIMENT SO THAT IT MAY BE PUMPED OUT. 6"MIN. Setback=1 Y,"(41 mm) MINIMUM REQUIRED MAINTENANCE INCLUDES A NON-CORROSIVE HOSE CLAMP 2 (5'Wall Batter Angle) Move blocks forward during installation QUARTERLY INSPECTION DURING THE FIRST YEAR OF V!-VENTING PERFORATIONS CIL to engage shear knobs(Typical) OPERATION AND A YEARLY INSPECTION THEREAFTER. GEOTEXTILE FLUSH AS NEEDED. Z7 30 CT Backfill per design requirements.Install B in lifts and compact per project MAX 5'-6"(1.68 m) specifications. r. Infill stone(No.57 or equivalent) Fill between adjacent blocks(all blocks) Fill vertical Core slot(PC blocks) Stone to extend at least 12"(305 ni D'-6"(152 mm) behind blocks. 1.5" 8"NOTCHES CUT IN SHADED Middle block(Typical) AREAS IS OPENINGS TOTAL) -6 152 HALL) Non-woven geotextile fabric(if specified by NOTCH BOTTOM Engineer based on site soil conditions) NON-CORROSIVE OF PIPE SOLID PLATE 3.5" PLASTIC.SLATE SEE PATTERN Drain(As specified by Engineer) PIPE NOTCHING OR EQUIVALENT PATTERN Solid bottom block Leveling pad(As specified by Engineer) RJAN KXD TYPICAL MAINTENANCE PORT C This drawing is for reference only.Determination of the suitability and/or manner of use of any details contained in this document is the sole responsibility of -E-'--ni DONE FOR ADDITIONAL INFORMATION PLEASE CONTACT:ACE ENVIRONMENTAL,1-800-448-3636.www-aclienvinonmentalLoom 5/16 the design engineer of record.Final project designs,including all construction details,shall be prepared by a licensed professional engineer using the actual conditions of the proposed site.Final wall design must address both internal and external drainage and all modes of wall stability. SaAllasl C.Kruger TITLE Preliminary Wall Section wPcaoveo BY:J.Johnson Fine to Medium Sand or Silty Sand,Q=0. DATE: June 8,2015 )Toe HEONOCK No Live Load Surcharge,No Back Slope,N( Slope 054611 US 31 SOUTH,CHARLEVOIX,MI 49720 SHEET 1 of 1 FILE A-30-B-28 72 cad.dwg .......... 5 FT REDI-ROCK RETAINING WALL 2 ACF RJANK MAINTENANCE PORT Date Description No. N.T.5 SOURCE:REDI-ROCK N.T.S. SOURCE:ACF ENVIRONMENTAL Revisions CUT AN'XI IN THE FABRIC ENVELOPE THAT IS SLIGHTLY TOTAL COVER 6"MINIMUM AND 200"MAXIMUM.INITIAL COVER UP- NOTES LARGER THAN THE PIPE.PULL THE FABRIC FLAPS AROUND TO 12"MUST BE FREE DRAINING BACKFILL(SPEC SECTION 2.0313): 1. FOR COMPLETE MODULE DATA,SEE APPROPRIATE R-TANKID MODULE SHEET. THE PIPE,AND SEAL WITH A STAINLESS STEEL BAND. STONE<1.5"OR SOIL(USCS CLASS GW,GP,SW OR SP). 2.INSTALLATIONS PER THIS DETAIL MEET GUIDELINES OF HL-93 LOADING PER THE AASHTO URFD ADDITIONAL FILL MAY BE STRUCTURAL FILL(SPEC SECTION 2.03C): BRIDGE DESIGN SPECIFICATIONS,CUSTOMARY U.S.UNITS,7TH EDITION,2014 WITH 2015 AND GEOTEXTILE FABRIC STONE OR SOIL(USCS CLASS SM,SP,SW,GM,GP OR GW)WITH 2016 INTERIM REVISIONS. OVER ACE R-TANK MAX CLAY CONTENT<10%,MAX 25%PASSING NO.200 SIEVE,AND 3.PRE-TREATMENT STRUCTURES NOT SHOWN. GEOTEXTILE D MAX PLASTICITY INDEX OF 4.CONTACT ACE ENVIRONMENTAL IF 4.FOR INFILTRATION APPLICATIONS,GEOTEXTILE ENVELOPING R-TANK SHALL BE ACE M200(PER FABRIC OVER MORE THAN 200"OR LESS THAN 6"OF TOP BACKFILL IS REQUIRED SPEC SECTION 2.02A)AND BASE SHALL BE 4"MIN.UNCOMPACTED FREE DRAINING BACKFILL ACE R-TANK INLETIOUTLET NOTE PIPE MUST BUTT DIRECTLY AGAINST (FROM TOP OF TANK TO TOP OF PAVEMENT). (SPEC SECTION 2.03A)TO PROVIDE A LEVEL BASE.SURFACE MUST BE SMOOTH,FREE OF LUMPS PIPE R-TANK.PIPE EFFLUENT SHALL NOT PASS OR DEBRIS,AND EXTEND 2'BEYOND Ri FOOTPRINT. THROUGH FABRIC ENVELOPE X"CUT IN THE FABRIC TO ALLOW PIPE/TANK STAINLESS STEEL BAND USED TO IN FASTEN FABRIC TO PIPES TO PREVENT BACKFILL FROM ��N COVER FROM FINISH GRADE ENTERING STRUCTURE Langan Engineering and P UTILITY MARKERS AT—\ S 6"(0.15 ri MIN to AVED TO TOP OF TANK:SURFACE END VIEW OF PIPE/FABRIC CONNECTION SIDE VIEW OF PIPE/FABRIC CONNECTION Environmental Services,Inc. MAX 100 Cambridge Street,Suite 1310 CORNERS TYP.) i gq.�z- Boston,MA 02114 ................. AFTER TANK WRAP IS SECURED TO PIPE,SLIDE BOOT T:617.824.9100 F:617.824.9101 www.langan.com AGAINST R-TANK AND SECURE WITH SECOND STAINLESS INLET PIPE STEEL BAND,THEN ATTACH BOOT FLAP TO TANK ENVELOPE U"n Project z=—:3 T-� FABRIC WITH DUCT TAPE OR OTHER ADHESIVE. OPTIONAL FABRIC COLLAR TO FIT OUTSIDE GEOTEXTILE FABRIC OVERFLOW DIAMETER OF INLET/OUTLET PIPE OVER ACE R-TANK 149 MAIN STREET PIPE 5.0' 3"(0.08 NI—a....................... 2'-0" E PIPE ... .............. ...... PIPE NORTH ANDOVER . .. 12 OZJSY O.D. .. . ........ E Fi UNITS WRAPPED IN 8 OZ 24"(0.61 rind OPTIONAL OUTLET PIPE NON-WOVEN NONWOVEN GEOTEXTILE(OR GEOTEXTILE, EIPE EQUAL),LOADING RATING:240.2 PSI L(SPEC TRIM AS NEEDED NORTH ANDOVER (MODULE 6ONLY) BASE:3"MIN.FREE DRAINING BACKFILL(SPEC SIDE BACKFILL 24"MIN.OF FREE DRAINING ESSEX COUNTY MASSACHUSETTS SECTION 2.03B)COMPACTED TO 95%STANDARD BACKFILL(SPEC SECTION 2.03B):STONE PROCTOR DENSITY IS REQUIRED TO PROVIDE A <15'OR SOIL(USCS CLASS GW,GP,SW OR STAINLESS STAINLESS SP).MUST BE FREE FROM LUMPS,DEBRIS Drawing Title EXCAVATION LINE LEVEL BASE SURFACE.MUST BE SMOOTH,FREE OF STEEL BAND STEEL BAND (AND IMPERMEABLE LINER LUMPS OR DEBRIS,AND EXTEND ZBEYOND R-TAWS AND OTHER SHARP OBJECTS.SPREAD IF REQUIRED) FOOTPRINT.A BEARING CAPACITY OF 2,000 PSF EVENLY TO PREVENT R-TANKx` GEOTEXTILE BOOT FRONT VIEW OF GEOTEXTILE BOOT SIDE VIEW OF GEOTEXTILE BOOT MUST BE ACHIEVED PRIOR TO INSTALLING R-TAINK". MOVEMENT.COMPACT SIDE BACKFILL NATIVE SOILS MAY BE ACCEPTABLE IF DETERMINED WITH POWERED MECHANICAL COMPACTOR TO BE STABLE BY OWNER'S ENGINEER. IN 12"LIFTS. 07/26/19 SITE DETAILS IV 10/1812017 R-TANK TYPICAL INLET/OUTLET R-TANK XD&HS-20/HS-25 LOADS-SECTION VIEW ACF ACF W/GEOTEXTILE BOOT FORADDITIONAL INFORMATION PLEASE CONTACT ACE ENVIRONMENTAL,1-800-448-3636,www.acfenvironmental.com FOR ADDITIONAL INFORMATION PLEASE CONTACT:ACE ENVIRONMENTAL,1-800-448-3636,www.acifenvironmental.com Project No. Drawing No. 151028501 Date ACF RJANK UNDERGROUND INFILTRATION SYSTEM TYPICAL INLET/OUTLET WITH GEOTEXTILE BOOT 11-21-2022 CS504 3 N.T.S. SOURCE:ACF ENVIRONMENTAL N.T.S. SOURCE:ACE ENVIRONMENTAL Drawn By F ARK Checked By HH Sheet of Date 11/18/2022 Time 1935 User hholmes Style Table:Langan.stb Layout: Document Code:151028501,0301-CS501,0104 2 3 4 5 6 7 TOP SLAB ACCESS NOTES (SEE FRAME AND COVER LDETAIL) A 1.WEIGHT(DRY)15-LBS /—i .'\'cGAGEFOR BY 2,MATERIALS. OIL BOOM BOOM REPLACEMENT A HOUSING.ALUMINUM ALLOY (TYR 4PU RUBBER SHROUD PROVIDED B CENTER SHROUD NEOPRENE RUBBER RUBBER FOR TRIMMING A C.OIL BOOM POLYPROPYLENE HIN GED GED M I E G PLA'o E R-By MENT RUBBER SHROUD PROVIDED OVERSIZED FOR TRIMMING D.SUPPORT HARDWARE ORES 300 SERIES PERFORMANCE CHARACTERISTICS: 48"[12191 I.D. A SLOTTED DEBRIS SHIELD It A7 MANHOLE STRUCTURE —] j FLOW RATE FLOW"DIRECTION 4" FLOW DIRECTION PLAN VIEW 8,BYPASS FLOW RATE 1. SELF ADJUSTING SPRING LOADED TOP SLAB NOT SHOWN s'.P LB 4�FLEXIBLE(CENTERI RUBBER SHROUD ALLOWS SIDE PANELS ry THE FILTER UNIT TO CONTOUR TO THE SLOPED DRAIN BOTTOM CONTRACTOR TO GROUT `i3O TO FINISHED GRADE S.TYPICAL INSTALLATION TOP VIEW z GRADE RINGS RISERS CAREFULLY REMOVE THE TRENCH DRAIN GRATES) (TRENCH DRAIN SHOWN FOR REFERENCE) (NOT PROVIDED BY CDNTECH) AND PLACE THE FILTERUNIT DIRECTLY ON THE DRAIN FLOOR AND CENTERED OVER THE OUTLET. 2 4"[102]0 OIL INSPECTION VERIFY THAT THE FILTER UNIT IS AT OR BELOW THE SLOTTED BYPASS STORMCEPTOR INSERT PIPE(CAP OPTIONAL) GRATE SUPPORT LEDGE SO NOT TO INTERFERE WITH STAINLESS STEEL THERE-INSTALLED GRATE(S) IA WITTHETRENCH DEBRIS SHIELD—," WINDOW REMOVABLE DROP TEE HANDUE-\ VARIES DRAIN FILTER APPROXIMATELY CENTERED IN THE DRAIN 01111111111HO00 T TROUGH,MARK,DRILL AND SECURE UNIT IN PLACE ............ OUTLET PI'E WITH THE STRIKE ANCHORS PROVIDED TRIM THE RUBBER CONCRETE INLET PIPE,OPTIONAL(IF PPE IM'IN. ANCHORS I SHROUD AS NEEDED.REINSTALL TRENCH DRAIN GRATE(ST (TYP 4PL) IS 6] REQUIRED,INVERT IS 3 7 HIGHER THAN OUTLET INVERT) AL SECTION A�A 6,MAINTENANCE TRENCH DRAIN SYSTEM IS DESIGNED TO BE EASILY OPENED FOR COVER GRATE NOT B 1'5" CLEANING OF DEBRIS AND REMOVAL OF THE OIL BOOMS, EypA 3 REPLACEABLE SHOWN FOR CLARITY USE STANDARD VACTOR HOSE OR SIMPLE SHOVEL FILTER BOOMS AND RAKE TO REMOVE DEBRIS,DISPOSE OF FILTER 5'-0" BOOM AND DEBRIS ACCORDING TO LOCAL ORDINANCES! (MIN.) REGULATIONS.PRESSURE WASH DEBRIS SHIELD AS 12"[305]0 REMOVABLE—/ NEEDED AND INSERT NEW FILTER BOOMS. T DROP TEE 4"[102 OUTLET RISER S LFADJUSTIN 'T AEIon 7w PERMANtNT POOL ELEVATION SPRING LOADED I =C=71 It TRENCH DRAIN FILTER SOLIDS STORAGE SUMP SIDE PANELS DETAIL I SECTION A-A STC 450i STORMICEPTOR SEPARATOR FABCO DOUBLE-SIDED TRENCH DRAIN FILTER N.T.S. SOURCE:CONTECH 2 N.T.S. SOURCE:FABCO �l STANDARD C f F aRNA-INGS=12.EnE-C2.8.3 11 24-. Y BE USE XMETER GRADE. 1FRWWAET BE SET IN 7 FULL BED 01 MQRTAR T USE FLAT TOP SEE_UNT DETAILSDETAILSAS NEEDED t. DETAIL OF TREAD Date Description No. MORTAR ALL iGIffS STANDARD COVER ,`S, ti Revisions MIN D.12 IN PER FOR COVER DETAILS SEE ORALVANC E 202.8.0 . SCL. 46�- DIAMETER VERTICAL IDGT PLACED Y"F o Ac 3RDINGTCAAsH_-o c OR AS REQUIRED DESGNATION MISe N A 5'MIN. _tR43UPE-,3CGS -OR pl�s 18 PicXIETRE, ANDQItER_1-CU,,�R X, "CLEAR FLOORO ,UCTURETOBE SD'kVX. HEADERS LAID FLAT A 6 14- D A DIAMIE PIPE it UIPS AND%RYRTAR OR 4003 PS!CEMENT CONcRET E C,FE MASSIDOT IT NOTE: _Ktt�, 1PECFAC,VAQN_1 FOR DESIGN IEQUIRI--�NTS� MANHOLE MUST BE CAST STANDAND S�ECIFICATIONNI f F i WITH"DRAIN"LETTERING IF CONCRETE IS HAND MIXED XEE LATEST t W TO BE AIR EN-RAINED PRO111DE QPENINSS WN R TED ARCHI W1 PIPE OPEANGS T 0 DE LANGAN PRECAST INDISER SECTION f, BRICKS LAID ON EDGE Langan Engineering and NOTE A Environmental Services,Inc. MANHOLE MUST BE CAST MACHINED WITH"DRAIN"LETTERING 100 Cambridge Street,Suite 1310 I'CLENR Boston,MA 02114 51 MIN. T:617.824.9100 F:617.824.9101 www.langan.com PRECAST UNIT .3 PAR Project 28 114' 12 MIN. 26 1.4' 149 MAIN STREET 2v NORTH ANDOVER PRECAST BASE MANHOLE COVER FOR TYPE A R B FRAMES E i r0 rf NORTH ANDOVER f ESSEX COUNTY MASSACHUSETTS MIN. Drawing Title CAST IN PLACE TYPE-A FRAME NOTES: BASE NOTES: 1.MINIMUM COVER MASS-200 LBS. DETAIL OF FIN JOINT DETAILS 1.MINIMUM MASS-265 LBS. 2.MATERIAL-CAST IRON-SEE STANDARD SPECIPICATIONS BASE DETAILS 2.MATERIAL-CAST IRON-SEE STANDARD SPECIFICATIONS WITH NaBLACK ASPRALT GOA IIING ALLOWED NOTE; WITH NO BLACK ASPHALT COATING ALLOWED SITE DETAILS V 1.FOR DESCRIPTIONS DATE OF DATE OF ISSUE MATERIALS AND CG%S7i RUCTION METHODS,-SEE LATEST STANDARD SPEciNcATIlIoNS. -7 M,3ssDOT OCTO'ZsEU�'20177 OCTOBER 2017 MANHOLE FRAME AND IDA-,E OF ISSUE 0 S Or OBER 2017 DRAWINQ NUMBER MANHOLE COVER DETAILS T PRECAST CONCRETE MANHOLE DRAWING NUMBFR COVER A FRAME 1 NUMBER r E 202.6. 1LEM&ING 0 E 202.8.0 Project No. Drawing No. 9'OR LESS IN DEPTH 151028501 E 202.4 CONTRACTOR SHALL BE RESPONSIBLE FOR CHECKING MANHOLES AND PIPE PENETRATIONS PRIOR TO ISSUING SHOP CONTRACTOR SHALL USE SHALLOW RIMS AS NEEDED IN AREAS WITH MINIMAL COVER. Date DRAWINGS FOR REVIEW TO ENSURE CONSTRUCTABILITY. 11-21-20223 PRECAST CONCRETE MANHOLES 9'OR LESS IN DEPTH MANHOLE FRAME AND COVER MANHOLE COVER DETAILS CS505 Drawn By ARK F Checked By HH Sheet of Date 11/18/2022 Time 19 39 User hholmes Style Table:Langan.sto Layout:GS505 Document Code:151028501-03,01-CS501-010 2 3 4 5 6 7 8 MA-ZONING BYLAW REGULATIONS COMPLIANCE CHART TOWN OF NORTH ANDOVER, REGULATION REQUIRED/PERMITTED PROVIDED/PROPOSED COMPLIANCE SECTION OUTDOOR LIGHTING SHALL BE CONSIDERED IN THE LANDSCAPING PLAN AND REQUIRES THE SUBMISSION OF A PHOTOMETRIC LIGHTING PLAN CUTOFF HOUSE SIDE SHIELDS HAVE BEEN PROVIDED TO MINIMIZE LIGHT IMPACT UPON ABUTTING A 195-17.37 SHIELDS SHALL BE USED TO MINIMIZE GLARE AND LIGHT SPILLOVER ONTO ABUTTING PROPERTY.ORNAMENTAL STREETLIGHTS FEET MAXIMUM 16 PROPERTIES.FIXTURES ALONG ROADS ARE COMPLIES HEIGHT ON MINOR ROADS AND 24 FEET MAXIMUM HEIGHT ON MAJOR ROADS; PROVIDED AT 13 FEET. ALL ARTIFICIAL LIGHTING USED TO ILLUMINATE RESIDENTIAL,COMMERCIAL,AND INDUSTRIAL PARKING LOT,LOADING BAY OR DRIVEWAY SHALL HAVE HOUSE SIDE SHIELDS HAVE BEEN PROVIDED 195-17.37 UNDERGROUND WIRING AND SHALL BE SO ARRANGED THAT ALL DIRECT RAYS FROM SUCH LIGHTING FALLS ENTIRELY WITHIN THE PARKING,LOADING TO MINIMIZE LIGHT IMPACT UPON ABUTTING COMPLIES TO EXTENT PRACTICABLE 4, OR DRIVEWAY AREA,AND SHALL BE SHIELDED DR RECESSED SO AS NOT To SHINE UPON ABUTTING PROPERTIES; PROPERTIES. 7 z 2 CL 0.0 41 0.0 D.t) B 0.1 0.1 0.1 0.2 a.0 0.0 0.4 0.1 0.0 0 0.2 J.21 0.5 0.0 0.1 - 0.0 01 0.2 0.0 0.6 : vA. 0�- u.0 D.0 0.3 5.7 "0.1 0.2 D".I 0.1 0.0 0.0 03 3 0.C, 0.3 6. 0.1 0.0 0.0 2, 0 .'t 0.0 0.3 0.0 0.0 7 0.2" 0.1 4 3.4 4 .9 .0 0.0 .9 7.2 0.1 0.1 0.1 D.C, 0.2 7. 0.1 0.0 .0 0.1 \3 9_5 / 0.3 0.0 n.2 2- 4.5 0.4 0.0 0.1 J 2 9 0.1 0.0 0 g 4.0 0.4 0. 0.4 - 0 0 D 0.1 0.n 0.0 0---'/ C1_4 61\ "' 1/ 0.0 D.D 5. 0.0 7 0.3 0.0 .0 D\A- 0.n 0 4 0.0 C 0.5 9.2 0.0 D 0.2 11 1 0.0 141 _9 t. \- 2.4 D.0 /a.9 0.8/ 3.8 3 2.0 3.0-1 -0 0.1 3.3 0.2 D 3 9 .7 0.5 .8 1. 0.1 L__ 1.7 0.0 1.5 0.0 .2 1.8 1.q 3. 6 D.2 0.1 .8 9 2\1 4.4 0.0 2 0.1 2 0.5 -Z 0.2 91 1 C.0 Date Description No. 17 1 2 J.- \4.2 0.2 12. .5 0.4 0.1 Revisions 1.5 o. 0.7 0.1 A/ D.3 2 2 0 2v 2. 0.4 ------- 9 fi2 2/ 0.ul 0.2 12. 0.1 ...................... 7. B ------ B =_VB '0/3 0 Y ................... ............. "'ffi............. D 0 5 1 5 011malvixt, D/9 0.2 4, �a .0 1.0 0.9 0.8 0.9 1.2 '/ /0., 0.D _0 -1 .7, STREET 0 n.9 1.0 .0 0 21 8 C.7 0.5' .8 SECOND 0 0.7 • 0.P�' k 0.8 CL8- 0 D.5 '7 0.5 0.6 0.6 0.5 L�.6 '0.31 0.1 D.4 0.3 0.q D.D V 0.4 0,5 4 ��I 0 0.4 0.1 0.0 0.4 D,4 O�4 0.1 Langan Engineering and C.3 -4 0.3 0.2 Environmental Services,Inc. 0.2 0.3 0.3 1 1,2 1 0.3 D.2� 0_2 1.0 0.2 0 0.1 0.2 0.2 0.1 - 0.2 0.2 1-0 ------ 100 Cambridge Street,Suite 1310 0.2 0.1 D.1 0.2 0.2 Boston,MA 02114 C.1 01 T:617.824.9100 F:617.824.9101 www.langan.com Project 149 MAIN STREET, NORTH ANDOVER E SITE LIGHTING SCHEDULE STATISTICS SYMBOL KEY Qr FUTURE FIXTURE FIXTURE COLOR OPTICS LUMENS LLF FDffURE CATALOGUE NO. POLE POLE POLE FIXTURE DESCRIPTION MOUNTING LAMP RE MANUFACTURER POLE DESCRIPTION REMARKS DESCRIPTION NORTH ANDOVER Y. MANUFACTURER MODEL HEIGHT TEMPERATURE LENGTH CATALOGUE NO. UNITS AVG. MAX AVr4MIN MAX/MIN .LL_ - DRIVE-ENTRANCE DRIVE Fc 2.83 5.3 1.3 2.33 4.08 ESSEXCOUNW MASSACHUSETTS TYPE 2 WITH ROUND TAPERED POLE TO BE FACTORY CUT TO DRIVE-EXIT DRIVE Fe 4.29 9.3 1.7 2.56 5.47 Drawing Title QUAD POLE MOUNTED 128W LED U5-R2-Sl-XX-5GlO5-3 RTS39B80-4-B LENGTH OF 15';MOUNTED ON 1 A 4 SELUX OURAY 50D AREA FIXTURE; 15' (PER FIXTURE) 3000K HOUSE SIDE 15.307 0.90 O-XX-BK-HS SELUX STEEL POLE; 15' A-D490-VDA HEIGHT EXPOSED CONCRETE PARKING-PARKING LOT _�Fc 3.59 9.2 0.9 3.99 10.22 COLOR:BLACK SHIELD COLOR:BLACK BASE PARKING-COVERED PARKING LOT 1.84 3.3 0.8 2.30 4.13 DOMUS LED WALL MOUNTED AREA 68W LED TYPE 4 WITH DOS-24W16LED3K-T-LE4 - - DR REFER TO ARCHITECTURAL NOTE:LIGHT PHOTOMETRY AND CALCULATIONS FOR EXISTING LIGHTING ARE NOT LUMEC PENDANT FIXTURE; 13' (PER FIXTURE) 3000K HOUSE SIDE 5.149 0.90 F-HS-DBB-M-BKTX DRAWINGS FOR EXACT LOCATION INCLUDED IN THE ABOVE STATISTICS. LIGHTING PLAN COLOR:BLACK SHIELD OF FIXTURE. WALL MOUNTED AREA 44W LED ASYMMETRIC PIL-MIMIK-30 M-730-0 REFER TO ARCHITECTURAL C 7 PERFORMANCE MIMIK 30 (P - - DRAWINGS FOR EXACT LOCATION IN LIGHTING FLAT FIXTURE; 13' 3000K 41013 0.90 COLOR:BLACK ER FIXTURE) WIDE 70018 OF FIXTURE. I I CEILING MOUNTED. Project No. Drawing No. REFER To 13W LED REFER TO ARCHITECTURAL 0 D 5 LIGMAN NIKON 1 ARCHITECTURAL 13' DRAWINGS FOR EXACT LOCATION DRAWINGS FOR (PER FIXTURE) 3000K 1,045 0.90 NI-80501-5-M-W30 OF FIXTURE. 151028501 MOUNTING INFORMATION 20 0 10 20 Date CEILING MOUNTED. REFER TO 21W LED SVPG-A02-830-SUR-5R REFER TO ARCHITECTURAL 11-21-2022 0 E 3 GARDCO SVPG GEN3 ARCHITECTURAL 13, 3000K TYPE 5 2,227 D.90 DRAWINGS FOR EXACT LOCATION SCALE IN FEET W LL1 01 (PER FIXTURE) ROUND D S FOR INFORMATION OF FIXTURE. Drawn By DRAWINGS INF I SH F NOTES: 1.REFER TO ELECTRICAL DRAWINGS FOR SITE LIGHTING VOLTAGE Checked By MH Sheet 0 of 1 Date 11/18/2022 Time 1559 User akennedy Style Table:Langan.stb Layout:LL101 Document Code:151028501-0301-LL101-0101 1 2 3 4 5 6 7 8 2 LIGHTING NOTES: 1. POINT-BY-POINT CALCULATIONS PROVIDED WITHIN HAVE BEEN PREPARED IN ACCORDANCE TO IESNA STANDARDS AND IN LOCATE FUSEHOLDER AND FUSE DIRECTLY CONSIDERATION OF THE VARIABLES WITHIN THESE NOTES AND SITE LIGHTING SCHEDULE.THE VALUES SHOWN ON THE INSIDE HAND HOLE SEPARATELY FOR EACH PLANS ARE NOT AN INDICATION OF THE INITIAL LIGHT INTENSITIES OF THE LAMPS.THESE VALUES ARE AN APPROXIMATION LUMINAIRE BALLAST #8 BARE GROUND WIRE THE MAINTAINED INTENSITIES DELIVERED TO THE GROUND PLANE USING INDUSTRY ACCEPTABLE LIGHT LOSS FACTORS (LLF)WHICH COVER LAMP DEGRADATION AND NATURAL BUILDUP ON THE FIXTURE LENS.THE LIGHTING PLAN IS DESIGNED POLE GROUND LUG WITH FEMALE 4"X 13 NC THREAD """` WITH AN INDUSTRY ACCEPTABLE LLF TO ENSURE ADEQUATE LIGHT INTENSITIES OVER YEARS OF USE AND WEAR.MINOR PERFORMANCE LIGHTING PERFORMANCE LIGHTING A VARIATIONS IN TOPOGRAPHY,PHYSICAL OBSTRUCTIONS,AMBIENT OR ADJACENT LIGHT SOURCES AND/OR OTHER POTENTIAL IMPACTS HAVE NOT BEEN INCLUDED IN THESE CALCULATIONS.THEREFORE,AS-BUILT LIGHT INTENSITIES MAY VARY,IN 1"CHAMFER EITHER DIRECTION,FROM WHAT IS EXPLICITLY PORTRAYED WITHIN THESE DRAWINGS. Proauotdata MIMIK 3o FLAT 2. PROVIDE A CONCRETE BASE FOR EACH LIGHT POLE AT THE LOCATIONS INDICATED ON THE CONSTRUCTION DRAWINGS AND CONDUIT STUBS TO BE INSTALLED �r,M�,"^,. �r�M<�ss. Part number 3o38o>, IN ACCORDANCE WITH PROJECT PLANS AND SPECIFICATIONS RELATING DIRECTLY TO CAST-IN-PLACE CONCRETE. TO HEIGHT OF ANCHOR BOLTS 3. CONTRACTOR TO COORDINATE INSTALLATION OF UNDERGROUND FEEDER CABLE FOR EXTERIOR LIGHTING WITH EXISTING AND POLE BASE WITH LEVELING cene,at�nrormafion PROPOSED UTILITIES,SITE DRAINAGE SYSTEMS,AND PAVING.CONTRACTOR SHALL PROMPTLY NOTIFY THE OWNER'S NUTS&1"GROUT(MIN.) of REPRESENTATIVE SHOULD ANY UTILITIES,NOT SHOWN ON THE PLANS,BE FOUND DURING EXCAVATIONS. POLE SHAFT #8 BARE GROUND WIR - 4. CONTRACTOR TO OPERATE EACH LUMINAIRE AFTER INSTALLATION AND CONNECTION.INSPECT FOR IMPROPER CONNECTIONS AND OPERATION. POLE BASE WITH 1"GROUT " 300 _ 5. AIM AND ADJUST ALL LUMINAIRES TO PROVIDE ILLUMINATION LEVELS AND DISTRIBUTION AS INDICATED ON THE CLAMP SUITABLE FOR DIRECT BURIAL GALVANIZED ANCHOR BOLTS&HARDWARE {Z; CONSTRUCTION DRAWINGS OR AS DIRECTED BY THE LANDSCAPE ARCHITECT AND/OR OWNER. H ., 6. CONTRACTOR TO COORDINATE INSTALLATION OF ALL THE WALL MOUNTED FIXTURES AND ELECTRICAL CONNECTIONS TO SITE #8 BARE GROUND WIRE oRtc. ,�_ Ne,�<9,ik9 'p STRUCTURE(S)WITH BUILDING MEP,ARCHITECT,AND/OR OWNER. 1"0 X 10'-0"COPPER CLAD GROUNDING ROD CONCRETE BASE - - a` ELECTRICAL CONDUIT Ne<n,�;<at reat�res r 7. INSTALLATION OF ALL LIGHTING FIXTURES,POLES,FOOTINGS,AND FEEDER CABLE TO BE COORDINATED WITH ALL SITE = Ir OL (L E fl[ WORK TRADES TO AVOID CONFLICT WITH FINISHED AND PROPOSED WORK. e- VERTICAL REINFORCEMENT WITHIN#4®10"O.C.RINGS s�R< _E�<��-_L,.._ CE FOOTING DIAMETER 8. POINT SPACING ON PLACE OF CALCULATION IS 10 FT.LEFT TO RIGHT AND 10 FT.TOP TO BOTTOM. k MAINTAIN 3"MINIMUM CONCRETE COVERAGE ON ALL BARS ete<o-�<at features ROUND BASE Z Description 9. POINT-BY-POINT CALCULATIONS PROVIDED WITHIN HAVE BEEN PREPARED IN ACCORDANCE TO IESNA STANDARDS AND IN o CONSIDERATION OF THE VARIABLES WITHIN THESE NOTES AND SITE LIGHTING SCHEDULE. THE VALUES REPRESENTED ON VERTICAL REINFORCEMENT o MINIMUM 4,500 PSI a= THE PLANS PRESENT AN APPROXIMATION OF THE MAINTAINED LIGHT LEVELS DELIVERED TO THE GROUND PLANE. MINOR ^°�^=""e^`-4 vdL -z ��-m. a.�.-„�so 9z�7/.z9a<So 9�(CS) t 9 9_tve�9 d t n VARIATIONS IN TOPOGRAPHY,PHYSICAL OBSTRUCTIONS,LAMP DEGRADATION,AMBIENT OR ADJACENT LIGHT SOURCES ANCHOR BOLTS -AnCia9en9 custom m11-silicone 1a i19911�,0) AND/OR OTHER POTENTIAL IMPACTS HAVE NOT BEEN INCLUDED IN THESE CALCULATIONS.GIVEN THIS,AS-BUILT VALUES iustauanon B MAY VARY,GREATER THAN OR LESS THAN,WHAT IS EXPLICITLY PORTRAYED WITHIN THESE DRAWINGS #4®10"O.C. FOOTING DIAMETER FR <"3rea_ _«. M«9 1 0" c d-49u a cr2P_'0 MIS mxc 5 _ s 9^s 10. ALL SITE LIGHTING RELATED WORK AND MATERIALS SHALL COMPLY WITH CITY,COUNTY,AND OTHER APPLICABLE ` MaKam<""" ` _� L.S. v e e em GOVERNING AUTHORITY REQUIREMENTS. PLAN SECTION Opt 11.11�d1""°1 9 s y 9 a�s - °— 11.SITE ELECTRICAL CONTRACTOR TO COORDINATE LOCATION OF EASEMENTS,UNDERGROUND UTILITIES AND DRAINAGE BEFORE u9nt features - - L11 DRILLING POLE BASES. M zmm. - wmQ^m h - fl=d=L, ameba^9t.JNI ENt3°3-1a-SUM-79.8 12.SITE ELECTRICAL CONTRACTOR TO COORDINATE POWER SOURCE WITH LIGHT FIXTURES TO INSURE ALL SITE LIGHTING IS OPERATING EFFECTIVELY,EFFICIENTLY AND SAFELY. NOTES: 13.SITE ELECTRICAL CONTRACTOR SHALL CONFIRM THAT LIGHT FIXTURES MATCH SPECIFICATIONS ON THE PLANS. 1.SHAFT CAP,ARMS,BASE FLANGE,ANCHOR BOLTS,LEVELING NUTS,CONNECTION HARDWARE,BOLT COVERS, 14.REFER TO ELECTRIFICATION PLAN FOR PROVIDING ADEQUATE POWER FOR SITE LIGHTING. HANDHOLE COVER,AND BOLT CIRCLE TEMPLATE SHALL BE FURNISHED BY POLE MANUFACTURER. 2.EACH STANDARD TO BE PROTECTED AGAINST LIGHTNING WITH AN INTERCONNECTED GROUND ROD.THIS ROD 15.SITE ELECTRICAL CONTRACTOR SHALL EXAMINE AND VERIFY THAT SOIL CONDITIONS ARE SUITABLE TO SUPPORT LOADS SHALL BE BONDED PER SECTION NUMBER 250-86,N.E.C. EXERTED UPON THE FOUNDATIONS DURING EXCAVATION.CONTRACTOR SHALL NOTIFY ENGINEER OF ANY UNSATISFACTORY 3.CONTRACTOR TO ENSURE CONCRETE POLE BASES ARE POURED/PLACED ABSOLUTELY VERTICAL&LEVEL. CONDITIONS. 4.POLE BASE SHALL BE ONE CONTINUOUS POUR. EXPOSED PORTION OF BASE SHALL BE HAND-RUBBED SMOOTH. 16.POLE FOUNDATIONS SHALL NOT BE POURED IF FREE STANDING WATER IS PRESENT IN EXCAVATED AREA. 5.CONTRACTOR TO COMPACT SUBGRADE AROUND POLE BASE PER EARTHWORK SPECIFICATIONS/GEOTECH REPORT. 17.ELECTRICIAN AND INSTALLATION OF WALL MOUNTED FIXTURES SHALL BE COORDINATED WITH THE ARCHITECTURAL, 5.THE INFORMATION ILLUSTRATED IN THE LIGHT POLE FOUNDATION DETAIL HAS BEEN PROVIDED FOR GENERAL REFERENCE AND PRELIMINARY COST ESTIMATE PURPOSES.LIGHT POLE FOUNDATIONS SHOULD BE DESIGNED STRUCTURAL,AND SITE DRAWINGS FOR SAFETY AND TO PROVEN EXPOSED WIRING. - - AND DETAILED BY A LICENSED STRUCTURAL ENGINEER BASED ON EXISTING SOIL CONDITIONS,LOCAL DESIGN .s�G.a°. 18.LIGHTING SUBSTITUTION REQUIREMENTS: STANDARDS AND MANUFACTURERS RECOMMENDATIONS. ALL LIGHTING SUBSTITUTIONS MUST BE MADE WITHIN 14 DAYS PRIOR TO THE BID DATE TO PROVIDE AMPLE TIME FOR s.,<"•"""«�-•' o=^^^^•^_•^�_^^ axes.«.,a"^•"• r --> ^_•^_^__^^ REVIEW AND TO ISSUE AN ADDENDUM INCORPORATING THE SUBSTITUTION WITH THE FOLLOWING REQUIREMENTS: " - A.ANY SUBSTITUTION TO LIGHTING FIXTURES,POLES,ETC.MUST BE APPROVED BY THE OWNER,ENGINEER AND TENANTS. �"1 o=s_,5sz� ANY COST ASSOCIATED WITH REVIEW AND/DR APPROVAL OF THE SUBSTITUTIONS SHALL BE ENTIRELY BORNE BY THE C CONTRACTOR B.COMPUTER PREPARED PHOTOMETRIC LAYOUT OF THE PROPOSED LIGHTED AREA WHICH INDICATES,BY ISOFOOTCANDLE, THE SYSTEM'S PERFORMANCE. C.A PHOTOMETRIC REPORT FROM A NATIONAL INDEPENDENT TESTING LABORATORY WITH REPORT NUMBER,DATE,FIXTURE CATALOG NUMBER,LUMINAIRE AND LAMP SPECIFICATIONS;IES CALCULATIONS,CANDLEPOWER TABULATIONS,ZONE LUMEN SUMMARY,ISOLUX PLOT,AND CATALOGUE CUTS.CATALOGUE CUTS MUST IDENTIFY,BUT NOT LIMITED POLE-MOUNTED FIXTURE FOOTING LIGHTING FIXTURE C OPTICS,LAMP TYPE,DISTRIBUTION TYPE,REFLECTOR,LENS,BALLASTS,WATTAGE,VOLTAGE,FINISH AND HOUSING A DESCRIPTION. 1 1 D.POLE MANUFACTURER AASHTO CALCULATIONS INDICATING THE POLE AND ANCHOR BOLTS BEING SUBMITTED ARE NTS NTS CAPABLE OF SUPPORTING THE POLE AND FIXTURE SYSTEMS BEING UTILIZED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. E.THE UNDERWRITERS LABORATORY LISTING AND FILE NUMBER FOR THE SPECIFIC FIXTURE(S)TO BE UTILIZED. F. A COLOR PHOTOGRAPH THAT CLEARLY SHOWS THE REPLACEMENT FIXTURE POLE MOUNTED,THE FIXTURE'S COLOR, FINISH,AND PHYSICAL CHARACTERISTICS. Dote Description No. Revisions ®. seLUX r • era et: 11M TYP< -. --. �n,x<"rffi ire - � m A •G� D Ouray 'Q:tl -.1-LED Farkis99...g., woman, .R .�^ IPtftS41 LANGAI NIKON 1 NI-80501 s Langan Engineering and ora«co- --.1 -__ ---_ ----. _- ---- --------. o.aer+neguide 3111_ _TIFF.« 111 Environmental Services,Inc. 100 C 1310 s<.k ape2ax Day t )170 Cambridge Street Sui te Ite ea ' sa _ _ Boston,MA 02114 " e - - _ n LSY i =' R�._ R4... ec -_.w.mm,. as 120 `-5-35-`i6' �266�_., >= .617.824.9100 F.617.824.9101 www.langan.com a ate. m= Project Ace essories ro as --- -_ m --- ,,. ., ca - .r - 149 MAIN STREET, -T NORTH ANDOVER M<,c-& ,D E - <- °'H BK BL---B Sv So <oncRti[eox _. NORTH ANDOVER ESSEXCOUNTY MASSACHUSETTS LeV-.--tz0• zaa;_-_z1;^ 3ar_ ea0 ----. ---- --. ---_ .c.:....e.�..<. ....".�-.. .�.:,..:_.,...�a. ° Drawing Title oFc;2�x Du= rs F-0 HLSo- m° GO TLI LIGHTING DETAILS Project No. Drawing No. 3 LIGHTING FIXTURE A 4 LIGHTING FIXTURE B 5 LIGHTING FIXTURE D 6 LIGHTING FIXTURE E 151028501 Date 11-21-2022 L L 5 0 1 NTS NTS NTS NTS Drawn By F SH Checked By MH a Date:11/18/2022 Time:16:03 User:akennedy Style Table:Langan.stb Layout:LL501 Document Code:151028501-0301-LL501-0101 1 2 3 4 5 6 7 8 s e A 7j, z CL �. 1 B z � _ Q©OOn�OQ c 198 PVS f. GRAVEL STRIP x • ZI t O 4'X8'TREE PIT 10 CPEN = 4• - q— �. C 2 AR � � s .� 9 CPEN.. a, \ 2 END e e 4 JV Date Description No. Revisions 97 PVS \ 1 PLO t �1�F 7,ffi _ Out < '4 \ _ ONQ ST - ' SEC REET LANGAN AR - „ Langan Engineering an d Environmental Services,Inc. _ 4'X8'TREE PIT 100 C 1310 Cambridge Street,Suite Boston,MA 02114 T.. www.langan.com 617.824.9100 F.617.824.9101 www.l g ........ m z 1 Pro ect 149 MAIN STREET, - NORTH ANDOVER E e �. NORTH ANDOVER ESSEX COUNTY MASSACHUSETTS PLANT SCHEDULE TOWN OF NORTH ANDOVER-ZONING BYLAW REGULATIONS COMPLIANCE CHART Drawing Title KEY I QTY. BOTANICAL NAME COMMON NAME SIZE ROOT REMARKS REGULATION SECTION REQUIRED/PERMfRED PROVIDED/PROPOSED COAAPLVWCE SHADE TREE(S) AR 5 ACER RUBRUM RED MAPLE 2 1/2-3"CAL. B+B — LARGE PARKING AREAS(E.G.GREATER THAN 20 PLANTING PLAN PLO 1 PLATANUS OCCIDENTALIS AMERICAN SYCAMORE 2 1/2-3°CAL. B+B — PARKING SPACES)SHALL BE SEPARATED BY LANDSCAPED ISLANDS OF AT LEAST EIGHT FEET ORNAMENTAL TREE(S) IN WIDTH,OR IN THE ALTERNATIVE SHALL DEVOTE 22 PARKING SPACES/6=3.66 TREES. BND 2 BETULA NIGRA'DURA HEAT' DURA HEAT RIVER BIRCH 10-12' B+B — 195-18.5.D.2 AT LEAST 5%OF THE INTERIOR OF THE PARKING 4 TREES REQUIRED.7 TREES PROVIDED COMPLIES LOT TO LANDSCAPING.IN ADDITION,A MINIMUM EVERGREEN TREE(S) OF ONE TREE SHALL BE PLANTED OR EVERY SIX JV 14 JUNIPERUS VIRGINIANA JEASTERN RED CEDAR 8-10' B+B — PARKING SPACES REQUIRED OR BUILT,WITHIN APPROPRIATE LOCATIONS ON THE LOT. Project No. Drawing No. ORNAMENTAL GRASS(ES) CPEN�19 CAREX PENSYLVANICA SEDGE 2 GAL. CONTAINER spaced®18"o.c. A MINIMUM OF ONE SHADE TREE SHALL BE PLANTED OR EVERY 40 FEET OF STREET 151028501 PVS 289 PANICUM VIRGATUM'SHENANDOAH' SHENANDOAH SWITCH GRASS 2 GAL. CONTAINER spaced 0 18"o.c. FRONTAGE OR FRACTION THEREOF.TREES MAY BE 4 SHADE TREES ARE PROVIDED PER THE COMPLIES 20 0 10 20 Date 195-18.5.1).3 CLUSTERED AND SHOULD BE LOCATED BETWEEN DISTANCE OF MAIN STREET FRONTAGE. SSCO 21 SCHIZACHYRIUM SCOPARIUM LITTLE BLUESTEM 2 GAL. CONTAINER spaced®18"o.c. THE SIDEWALK AND THE CURB OR IN TREE WELLS L P 1 0 1 NOTE:IF ANY DISCREPANCIES OCCUR BETWEEN AMOUNTS SHOWN IN THE PLAN AND THE PLANT LIST,THE PLAN SHALL DICTATE. INSTALLED IN THE SIDEWALK. SCALE IN FEET 11-21-2022 Drawn By F AS Checked By MH Sheet 0 of 1 Date:11/18/2022 Time:15:59 User:akennedy Style Table:Langan.sib Layout:LP101 Document Code:151028501-0301-LP101-0101 2 3 4 5 6 7 8 GENERAL LANDSCAPE PLANTING NOTES LANDSCAPE MAINTENANCE NOTES PLANTING SOIL SPECIFICATIONS(CONTINUED) 1. NAMES OF PLANTS AS DESCRIBED ON THIS PLAN CONFORM TO THOSE GIVEN IN"STANDARDIZED PLANT 1. MAINTENANCE OPERATIONS BEFORE APPROVAL: 4.SOIL AMENDMENT FOR PLANT MATERIAL: NAMES.,1942 EDITION PREPARED BY THE AMERICAN JOINT COMMIT-FEE ON HORTICULTURAL NOMENCLATURE. IF SOIL ORGANIC CONTENT IS INADEQUATE,SOIL SHALL BE AMENDED WITH COMPOST OR ACCEPTABLE,WEED FREE,ORGANIC NAMES OF PLANT VARIETIES NOT INCLUDED THEREIN CONFORM TO NAMES GENERALLY ACCEPTED IN A.PLANT CARE SHALL BEGIN IMMEDIATELY AFTER EACH PLANT IS SATISFACTORILY INSTALLED AND SHALL MATTER.ORGANIC AMENDMENT SHALL BE WELL COMPOSTED,PH RANGE OF 6-8;MOISTURE CONTENT 35-55%BY WEIGHT NURSERY TRADE. CONTINUE THROUGHOUT THE LIFE OF THE CONTRACT UNTIL FINAL ACCEPTANCE OF THE PROJECT. 100%PASSING THROUGH 1"SIEVE;SOLUBLE SALT CONTENT LESS THAN 0.5 MM HOS/CM;MEETING ALL APPLICABLE ENVIRONMENTAL CRITERIA FOR CLEAN FILL. 2.ALL EXPOSED GROUND SURFACES THAT ARE NOT PAVED WITHIN THE CONTRACT LIMIT LINE,AND THAT ARE B.CARE SHALL INCLUDE,BUT NOT BE LIMITED TO,REPLACING MULCH THAT HAS BEEN DISPLACED BY NOT COVERED BY LANDSCAPE PLANTING OR SEEDING AS SPECIFIED,SHALL BE COVERED BY A NATURAL EROSION OR OTHER MEANS,REPAIRING AND RESHAPING WATER RINGS OR SAUCERS,MAINTAINING STAKES A.ORGANIC MATTER AS A SOIL AMENDMENT:LEAF MOLD WITH 60-90%ORGANIC CONTENT BY WEIGHT.SHREDDED LEAF MULCH THAT WILL PREVENT SOIL EROSION AND THE EMANATION OF DUST. AND GUYS AS ORIGINALLY INSTALLED,WATERING WHEN NEEDED OR DIRECTED,AND PERFORMING ANY LITTER,COMPOSTED FOR A MINIMUM OF 1 YR. SHOULD BE FREE OF DEBRIS,STONES OVER 1/2",WOOD CHIPS OVER 1". A OTHER WORK REQUIRED TO KEEP THE PLANTS IN A HEALTHY CONDITION. 3.NO PLANT SHALL BE PUT INTO THE GROUND BEFORE ROUGH GRADING HAS BEEN COMPLETED AND APPROVED BY THE PROJECT LANDSCAPE ARCHITECT OR PROJECT ENGINEER. C.CONTRACTOR SHALL REMOVE AND REPLACE ALL DEAD,DEFECTIVE AND/OR REJECTED PLANTS AS B.SOIL IN BEDS AND PLANTING ISLANDS OTHER THAN BACKFILL MATERIAL AND TOPSOIL,SHOULD BE FRIABLE,WELL 4.STANDARDS FOR TYPE,SPREAD,HEIGHT,ROOT BALL AND QUALITY OF NEW PLANT MATERIAL SHALL BE IN REQUIRED BEFORE FINAL ACCEPTANCE. DRAINED,AND FREE OF DEBRIS,INCLUDING STONES AND TRASH. ACCORDANCE WITH GUIDELINES AS SET FORTH IN THE"AMERICAN STANDARD FOR NURSERY STOCK", 2.MAINTENANCE DURING CONSTRUCTION: C.AMENDMENTS FOR BACK FILL IN TREE AND SHRUB PITS: PUBLISHED BY THE AMERICAN ASSOCIATION OF NURSERYMEN. PLANT MATERIAL SHALL HAVE NORMAL HABIT GROUND LIMESTONE(WITH A MIN.OF 813%OF CALCIUM AND MAGNESIUM CARBONATES)USED PENDING RESULTS OF OF GROWTH AND BE HEALTHY,VIGOROUS,AND FREE FROM DISEASES AND INSECT INFESTATION- A.MAINTENANCE SHALL BEGIN IMMEDIATELY AFTER PLANTING. PLANTS SHALL BE WATERED,MULCHED, SOIL ANALYSIS. 5.NEW PLANT MATERIAL SHALL BE NURSERY GROWN UNLESS SPECIFIED OTHERWISE.ALL PLANTS SHALL BE WEEDED,PRUNED,SPRAYED,FERTILIZED,CULTIVATED,AND OTHERWISE MAINTAINED AND PROTECTED UNTIL -BRING PH LEVELS TO 5.5 MIN.TO 6.5 FOR NON-ERICACEOUS PLANTS PROVISIONAL ACCEPTANCE.SETTLED PLANTS SHALL BE RESET TO PROPER GRADE AND POSITION, -BRING PH LEVELS TO 4.5 MIN.TO 5.5 FOR ERICACEDUS PLANTS SET PLUMB AND SHALL BEAR THE SAME RELATIONSHIP TO FINISHED GRADE As THE PLANT's ORIGINAL PLANTING SAUCER RESTORED AND DEAD MATERIAL REMOVED- STAKES AND WIRES SHALL BE TIGHTENED GRADE BEFORE DIGGING.PLANT MATERIAL OF THE SAME SPECIES AND SPECIFIED AS THE SAME SIZE SHOULD b.TERRA-SORB BY'PLANT HEALTH CARE'800-421-9051(SEE MANUFACTURER RECOMMENDATIONS)USED IN AND REPAIRED. DEFECTIVE WORK SHALL BE CORRECTED AS SOON AS POSSIBLE AFTER IT BECOMES Ln BE SIMILAR IN SHAPE,COLOR AND HABIT.THE LANDSCAPE ARCHITECT HAS THE RIGHT To REJECT PLANT APPARENT AND WEATHER AND SEASON PERMIT. PLANTER BACKFILL MIXTURE WITH TREES AND SHRUBS. MATERIAL THAT DOES NOT CONFORM TO THE TYPICAL OR SPECIFIED HABIT OF THAT SPECIES. c.MYCOR-ROOT SAVER BY'PLANT HEALTH CARE'800-421-9051(SEE MANUFACTURER RECOMMENDATIONS)USED IN B.IF A SUBSTANTIAL NUMBER OF PLANTS ARE SICKLY OR DEAD AT THE TIME OF INSPECTION,ACCEPTANCE BACKFILL MIXTURE WITH TREES. z 6.THE CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING UNDERGROUND UTILITY AND SEWER LINES SHALL NOT BE GRANTED AND THE CONTRACTOR'S RESPONSIBILITY FOR MAINTENANCE OF ALL PLANTS PRIOR TO THE START OF EXCAVATION ACTIVITIES.NOTIFY THE PROJECT ENGINEER AND OWNER IMMEDIATELY SHALL BE EXTENDED FROM THE TIME REPLACEMENTS ARE MADE OR EXISTING PLANTS ARE DEEMED OF ANY CONFLICTS WITH PROPOSED PLANTING LOCATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ACCEPTABLE BY THE LANDSCAPE ARCHITECT. 5.WHERE PLANTING AREAS ARE PROPOSED FOR FORMER PAVED OR GRAVEL AREAS.BEDS SHALL BE EXCAVATED TO A 2 ANY DAMAGE. MINIMUM 30"DEPTH AND,AT A MINIMUM,BE BACKFILLED WITH BOTTOM LAYER OF SANDY LOAM(ORGANIC CONTENT LESS fL C.ALL REPLACEMENTS SHALL BE PLANTS OF THE SAME KIND AND SIZE SPECIFIED ON THE PLANT LIST OR THAN 27)OVER WHICH TOPSOIL AND PLANTING SOILS WILL BE PLACED AT DEPTHS INDICATED IN PLANS,DETAILS AND 7.THE CONTRACTOR SHALL NOT MAKE SUBSTITUTIONS. IF THE SPECIFIED LANDSCAPE MATERIAL IS NOT THAT WHICH WAS TO REMAIN OR BE RELOCATED.THEY SHALL BE FURNISHED AND PLANTED AS SPECIFIED. NOTES. OBTAINABLE,THE CONTRACTOR SHALL SUBMIT PROOF OF NON-AVAILABILITY TO THE LANDSCAPE ARCHITECT THE COST SHALL BE BORNE BY THE CONTRACTOR.REPLACEMENTS RESULTING FROM REMOVAL,LOSS,OR AND OWNER,TOGETHER WITH A WRITTEN PROPOSAL FOR USE OF AN EQUIVALENT MATERIAL. DAMAGE DUE TO OCCUPANCY OF THE PROJECT IN ANY PART,VANDALISM,PHYSICAL DAMAGE BY ANIMALS, 6.CLEAN SOIL FILL IN LANDSCAPE AREAS: , 8.LANDSCAPE CONTRACTOR TO STAKE OUT PLANTING LOCATIONS,FOR REVIEW AND APPROVAL BY THE APPROVED AN VEHICLES,ETC.D PAID FOR BY THE OWNER.AND LOSSES DUE TO CURTAILMENT OF WATER BY LOCAL AUTHORITIES SHALL BE LANDSCAPE FILL MATERIAL,BELOW PLANTING SOILS,SHALL HAVE THE PHYSICAL PROPERTIES OF A SANDY LOAM WITH AN LANDSCAPE ARCHITECT AND/OR OWNER BEFORE PLANTING WORK BEGINS. THE LANDSCAPE ARCHITECT ORGANIC CONTENT OF LESS THAN 2%AND A PH BETWEEN 5-7. AND/OR OWNER SHALL DIRECT THE CONTRACTOR IN THE FINAL PLACEMENT OF ALL PLANT MATERIAL AND D.PLANTS SHALL BE GUARANTEED FOR A PERIOD OF ONE YEAR AFTER INSPECTION AND PROVISIONAL LOCATION OF PLANTING BEDS TO ENSURE COMPLIANCE WITH DESIGN INTENT UNLESS OTHERWISE INSTRUCTED. ACCEPTANCE. 7.SOIL PLACEMENT: CONTRACTOR TO PROVIDE SIX INCHES(6")MINIMUM DEPTH PLANTING SOIL LAYER IN LAWN AREAS,TWELVE INCHES(12") 9.THE LANDSCAPE ARCHITECT MAY REVIEW PLANT MATERIALS AT THE SITE,BEFORE PLANTING,FOR E.AT THE END OF THE ESTABLISHMENT PERIOD,INSPECTION SHALL BE MADE AGAIN. ANY PLANT REQUIRED A.MINIMUM DEPTH PLANTING SOIL LAYER IN GROUNDCOVER AND PERENNIAL AREAS,EIGHTEEN INCHES(18")MINIMUM DEPTH TH REQUIREMENTS FOR GENUS,SPECIES,VARIETY,SIZE,AND QUALITY. THE LANDSCAPE UNDER THIS CONTRACT THAT IS DEAD OR UNSATISFACTORY TO THE LANDSCAPE ARCHITECT OR OWNER ARCHITECT RETAINS THE RIGHT TO FURTHER REVIEW PLANT MATERIALS FOR SIZE AND CONDITION OF BALLS SHALL BE REMOVED FROM THE SITE AND REPLACED DURING THE NORMAL PLANTING SEASON. PLANTING SOIL LAYER IN SHRUB AREAS,AND THIRTY-SIX INCHES(36")MINIMUM DEPTH PLANTING SOIL LAYER IN TREE AND ROOT SYSTEM,INSECTS,INJURIES,AND LATENT DEFECTS,AND TO REJECT UNSATISFACTORY OR PLANTING AREAS. DEFECTIVE MATERIAL AT ANY TIME DURING PROGRESS OF WORK. THE CONTRACTOR SHALL REMOVE 3.LAWN MAINTENANCE: REJECTED PLANT MATERIALS IMMEDIATELY FROM PROJECT SITE AS DIRECTED BY THE LANDSCAPE ARCHITECT B.SCARIFY AND/OR TILL COMPACTED SUBSOILS TO A MINIMUM DEPTH OF 6 INCHES.THOROUGHLY MIX A 6 INCH DEPTH OR OWNER. A.BEGIN MAINTENANCE IMMEDIATELY AFTER EACH PORTION OF LAWN IS PLANTED AND CONTINUE FOR 8 LAYER OF PLANTING SOIL INTO THE SUBSOIL PRIOR TO PLACING PLANTING SOIL AT THE DEPTHS INDICATED ABOVE. WEEKS AFTER ALL LAWN PLANTING IS COMPLETED- PLANTING SOIL SHALL BE PLACED IN 12-18"LIFTS AND WATER THOROUGHLY BEFORE INSTALLING NEXT LIFT.REPEAT 10.DELIVERY,STORAGE,AND HANDLING UNTIL DEPTHS AND FINISH GRADES HAVE BEEN ACHIEVED.NO SOILS SHALL BE PLACED IN A FROZEN OR MUDDY A.PACKAGED MATERIALS: PACKAGED MATERIALS SHALL BE DELIVERED IN CONTAINERS SHOWING WEIGHT, B.WATER TO KEEP SURFACE SOIL MOIST,REPAIR WASHED OUT AREAS BY FILLING WITH TOPSOIL,LIMING, CONDITION. ANALYSIS,AND NAME OF MANUFACTURER.MATERIALS SHALL BE PROTECTED FROM DETERIORATION FERTILIZING AND RE-SEEDING;MOW TO 2 1/2-3 INCHES AFTER GRASS REACHES 3 1/2 INCHES IN DURING DELIVERY,AND WHILE STORED AT SITE. HEIGHT,AND MOW FREQUENTLY ENOUGH TO KEEP GRASS FROM EXCEEDING 3 1/2 INCHES-WEED BY C.PLANTING SOIL PRESENT AT THE SITE,IF ANY,MAY BE USED TO SUPPLEMENT TOTAL AMOUNT REQUIRED.CONTRACTOR B.TREES AND SHRUBS: THE CONTRACTOR SHALL PROVIDE TREES AND SHRUBS DUG FOR THE GROWING LOCAL SPOT APPLICATION OF SELECTIVE HERBICIDE ONLY AFTER GRASS IS WELL-ESTABLISHED. TO FURNISH AN ANALYSIS OF ON-SITE PLANTING SOIL UTILIZED IN ALL PLANTING AREAS. SEASON FOR WHICH THEY WILL BE PLANTED. DO NOT PRUNE PRIOR TO DELIVERY UNLESS OTHERWISE DIRECTED BY THE LANDSCAPE ARCHITECT, DO NOT BEND OR BIND-TIE TREES OR SHRUBS IN SUCH A MANNER AS TO DAMAGE BARK,BREAK BRANCHES,OR DESTROY NATURAL SHAPE. PROVIDE PROTECTIVE B. SOIL CONDITIONING' COVERING DURING TRANSIT.DO NOT DROP BALLED AND BURLAPPED STOCK DURING DELIVERY OR A.ADJUST PH AND NUTRIENT LEVELS AS REQUIRED TO ENSURE AN ACCEPTABLE GROWING MEDIUM-LOWER PH USING HANDLING. ELEMENTAL SULFUR ONLY.PEAT MOSS DR COPPER SULFATE MAY NOT BE USED.GROUND LIMESTONE As A SOIL C.ALL PLANTS SHALL BE BALLED AND BURLAPPED OR CONTAINER GROWN AS SPECIFIED. NO CONTAINER AMENDMENT MATERIAL WILL ONLY BE USED PENDING RESULTS OF SOIL ANALYSIS-PROVIDE WITH MINIMUM 85%CALCIUM GROWN STOCK WILL BE ACCEPTED IF IT IS ROOT BOUND. ALL ROOTBALL WRAPPING AND BINDING AND MAGNESIUM CARBONATES AND SHALL HAVE TOTAL 100%PASSING THE 10 MESH SIEVE,MINIMUM 90%PASSING 20 MATERIAL MADE OF SYNTHETICS DR PLASTICS SHALL BE REMOVED FROM THE TOP OF THE BALL AT PLANTING SOIL SPECIFICATIONS MESH SIEVE,AND MINIMUM 60%PASSING 10D MESH SIEVE. THE TIME OF PLANTING. IF THE PLANT IS SHIPPED WITH A WIRE BASKET AROUND THE ROOT BALL,THE WIRE BASKET SHALL BE CUT AND FOLDED DOWN 8 INCHES INTO THE PLANTING HOLE. WITH CONTAINER B.ALL DEBRIS EXPOSED FROM EXCAVATION AND CULTIVATION SHALL BE DISPOSED OF AT THE CONTRACTOR'S EXPENSE. GROWN STOCK,THE CONTAINER SHALL BE REMOVED AND THE ROOT BALL SHALL BE CUT THROUGH THE 1.PLANTING SOIL,ALTERNATELY MAY BE REFERRED TO AS TOPSOIL,SHOULD BE FRIABLE,FERTILE,WELL SURFACE IN TWO LOCATIONS. DRAINED,FREE OF DEBRIS,TOXINS,TRASH AND STONES OVER 1/2"DIA.,IT SHOULD HAVE A HIGH ORGANIC C.SOIL MODIFICATIONS(PENDING RESULTS OF SOIL ANALYM D.THE CONTRACTOR SHALL HAVE TREES AND SHRUBS DELIVERED TO SITE AFTER PREPARATIONS FOR CONTENT SUITABLE TO SUSTAIN HEALTHY PLANT GROWTH AND SHOULD LOOK AESTHETICALLY PLEASING PLANTING HAVE BEEN COMPLETED AND PLANT IMMEDIATELY.IF PLANTING IS DELAYED MORE THAN 6 HAVING NO NOXIOUS ODORS. a.THOROUGHLY TILL ORGANIC MATTER(LEAF COMPOST)INTO THE TOP 6 TO 12 IN.OF MOST PLANTING SOILS TO HOURS AFTER DELIVERY,THE CONTRACTOR SHALL SET TREES AND SHRUBS IN SHADE,PROTECT FROM IMPROVE THE SOIL'S ABILITY TO RETAIN WATER AND NUTRIENTS.ALL PRODUCTS SHOULD BE COMPOSTED TO A WEATHER AND MECHANICAL DAMAGE AND KEEP ROOTS MOIST BY COVERING WITH MULCH,BURLAP OR 2.PLANTING SOIL COLOR AND BE FREE OF PIECES WITH IDENTIFIABLE LEAF OR WOOD STRUCTURE.AVOID MATERIAL WITH A pH OTHER ACCEPTABLE MEANS OF RETAINING MOISTURE. HIGHER THAN 7.0.PEAT MOSS MAY NOT BE USED AS ORGANIC MATTER AMENDMENT. REUSE SURFACE SOILS STOCKPILED ON SITE,VERIFYING COMPLIANCE WITH PLANTING SOIL AND TOPSOIL C 11.ALL LANDSCAPED AREAS TO BE CLEARED OF ROCKS, STUMPS,TRASH AND OTHER UNSIGHTLY DEBRIS.ALL CRITERIA IN THIS SPECIFICATION THROUGH TESTING.CLEAN SURFACE SOIL OF ALL ROOTS,PLANTS,SOD,AND b.MODIFY HEAVY CLAY OR SILT(MORE THAN 40%CLAY OR SILT)BY ADDING COMPOSTED PINE BARK(UP TO 30%BY FINE GRADED AREAS SHOULD BE HAND RAKED SMOOTH ELIMINATING ANY CLUMPS AND AND UNEVEN GRAVEL OVER 1"IN DIAMETER AND DELETERIOUS MATERIALS.IF ON-SITE SOILS ARE TO BE USED FOR VOLUME)AND/OR GYPSUM.COARSE SAND MAY BE USED IF ENOUGH IS ADDED TO BRING THE SAND CONTENT TO SURFACES PRIOR TO PLANTING OR MULCHING. PROPOSED PLANTING,THE CONTRACTOR SHALL DEMONSTRATE,THROUGH SOIL TESTING,THAT ON-SITE SOILS MORE THAN 60%OF THE TOTAL MIX.IMPROVE DRAINAGE IN HEAVY SOILS BY PLANTING ON RAISED MOUNDS OR 12.ALL PLANT MATERIAL SHALL BE INSTALLED AS PER DETAILS,NOTES AND CONTRACT SPECIFICATIONS. THE MEET THE SAME CRITERIA AS INDICATED IN NOTES PLANS AND SPECIFICATIONS. BEDS AND INCLUDING SUBSURFACE DRAINAGE LINES. LANDSCAPE ARCHITECT MAY REVIEW INSTALLATION AND MAINTENANCE PROCEDURES. SUPPLEMENT WITH IMPORTED OR MANUFACTURED TOPSOIL FROM OFF SITE SOURCES WHEN TOPSOIL AND PLANTING SOIL QUANTITIES ARE INSUFFICIENT.OBTAIN SOIL DISPLACED FROM NATURALLY WELL-DRAINED c.MODIFY EXTREMELY SANDY SOILS(MORE THAN 85%SAND)BY ADDING ORGANIC MATTER AND/OR DRY,SHREDDED 13.NEW PLANT MATERIAL SHALL BE GUARANTEED TO BE ALIVE AND IN VIGOROUS GROWING CONDITION FORA CLAY LOAM UP TO 30%OF THE TOTAL MIX. PERIOD OF ONE YEAR FOLLOWING ACCEPTANCE BY THE OWNER. PLANT MATERIAL FOUND TO BE SITES WHERE TOPSOIL OCCURS AT LEAST 4"DEEP.DO NOT OBTAIN FROM AGRICULTURAL LAND.BOGS. UNHEALTHY,DYING OR DEAD DURING THIS PERIOD,SHALL BE REMOVED AND REPLACED IN KIND BY THE MARSHES OR CONTAMINATED SITES. CONTRACTOR AT NO EXPENSE TO THE OWNER. CONTRACTOR SHALL TEST SOILS AND FURNISH SAMPLES UPON REQUEST.PACKAGED MATERIALS SHALL BE 14.THE CONTRACTOR SHALL KEEP AREA CLEAN DURING DELIVERY AND INSTALLATION OF PLANT MATERIALS. UNOPENED BAGS OR CONTAINERS,EACH BEARING A NAME,GUARANTEE,AND TRADEMARK OF THE PRODUCER, REMOVE AND DISPOSE OF OFF-SITE ANY ACCUMULATED DEBRIS OR UNUSED MATERIALS.REPAIR DAMAGE TO MATERIAL COMPOSITION,MANUFACTURER'S CERTIFIED ANALYSIS,AND THE WEIGHT OF THE MATERIALS.SOIL OR ADJACENT AREAS CAUSED BY LANDSCAPE INSTALLATION OPERATIONS. AMENDMENT MATERIALS SHALL BE STORED ON SITE TEMPORARILY IN STOCKPILES PRIOR TO PLACEMENT AND SHALL BE PROTECTED FROM INTRUSION OF CONTAMINANTS AND EROSION.AFTER MIXING,SOIL MATERIALS Date Description No. 15.ALL PLANTS SHALL BE WATERED THOROUGHLY TWICE DURING THE FIRST 24-HOUR PERIOD AFTER PLANTING. SHALL BE COVERED WITH A TARPAULIN UNTIL TIME OF ACTUAL USE. ALL PLANTS SHALL THEN BE WATERED WEEKLY OR AS REQUIRED BY SITE AND WEATHER CONDITIONS TO Revisions MAINTAIN VIGOROUS AND HEALTHY PLANT GROWTH. ALL PLANTING SOILS SHALL BE SUBMITTED FOR TESTING TO THE STATE COOPERATIVE EXTENSION SERVICE,OR APPROVED EQUAL,PRIOR TO DELIVERY TO THE SITE.CONTRACTOR SHALL FURNISH SOIL SAMPLES AND SOIL 16.THE BACKFILL MIXTURE AND SOIL MIXES TO BE INSTALLED PER THE SPECIFICATIONS. TEST RESULTS TO LANDSCAPE ARCHITECT OR OWNER AT A RATE OF ONE SAMPLE PER 500 CUBIC YARDS TO ENSURE CONSISTENCY ACROSS THE TOTAL VOLUME OF PLANTING SOIL REQUIRED.TEST RESULTS SHALL 17.AFTER PLANT IS PLACED IN TREE PIT LOCATION,ALL TWINE HOLDING ROOT BALL TOGETHER SHOULD BE EVALUATE FOR ALL CRITERIA LISTED IN THIS SPECIFICATION. IF TESTING AGENCY DETERMINES THAT THE ........ COMPLETELY REMOVED AND THE BURLAP SHOULD BE PULLED DOWN SO 113 OF THE ROOT BALL 13 SOILS ARE DEFICIENT IN ANY MANNER AND MAY BE CORRECTED BY ADDING AMENDMENTS,THE CONTRACTOR EL EXPOSED.SYNTHETIC BURLAP SHOULD BE COMPLETELY REMOVED AFTER INSTALLATION. SHALL FOLLOW STATED RECOMMENDATIONS FOR SOIL IMPROVEMENT AND FURNISH SUBMITTALS FOR ALL AMENDMENTS PRIOR TO DELIVERY OF SOIL TO THE PROJECT SITE. 18.MULCH SHOULD NOT BE PILED UP AROUND THE TRUNK OF ANY PLANT MATERIAL.NO MULCH OR TOPSOIL SHOULD BE TOUCHING THE BASE OF THE TRUNK ABOVE THE ROOT COLLAR. A.THE FOLLOWING TESTING SHOULD BE PERFORMED AND RESULTS GIVEN TO THE LANDSCAPE ARCHITECT FOR APPROVAL BEFORE INSTALLATION: 19.ALL FENCE INSTALLATION SHALL BE COMPLETED PRIOR TO COMMENCEMENT OF ANY LANDSCAPE PLANTING, a.PARTICLE SIZE ANALYSIS-LOAMY SAND:60-75%SAND,25-40%SILT,AND 5-15%CLAY. D LAWN AND GRASSES,OR IRRIGATION WORK. b.FERTILITY ANALYSIS:PH(5.5-6.5),SOLUBLE SALTS(LESS THAN 2 MMHO/CM),NITRATE, PHOSPHATE,POTASSIUM,CALCIUM AND MAGNESIUM 20.FOR ANY DISCREPANCIES BETWEEN THE PLANT SCHEDULE AND PLANTING PLAN THE GRAPHIC QUANTITY c.ORGANIC MATTER CONTENT:2.5-5%IN NATIVE SOILS;UP TO 10%IN AMENDED SOILS SHOWN SHALL GOVERN. d.TOXIC SUBSTANCE ANALYSIS a.MATERIAL DRAINAGE RATE:60%PASSING IN 2 MINUTES,40%RETAINED 21.PLANT MATERIALS SHALL NOT BE PLANTED UNTIL THE FINISHED GRADING HAS BEEN COMPLETED. f.NOT MORE THAN 1%OF MATERIAL SHALL BE RETAINED BY A#4 SIEVE V NGAI 22.ALL PLANT INSTALLATIONS SHALL BE COMPLETED EITHER BETWEEN APRIL 1-JUNE 15 OR AUGUST 15- 3.BASIN SOIL MIX: LA NOVEMBER 1,UNLESS OTHERWISE DIRECTED BY THE PROJECT LANDSCAPE ARCHITECT.SEE LAWN SEEDING DATES IN SEEDING NOTES. a.BASIN SOIL MIX IS TO BE USED IN ALL DETENTION BASINS. Langan Engineering and b.MIX TO CONSIST OF 60%COARSE SAND,40%SUBMITTED TOPSOIL/HORTICULTURAL SOIL MIX Environmental Services,Inc. ,TOPSOIL/HORTICULTURAL SOIL MIX*REFER TO SPECIFICATIONS LISTED IN SECTION ABOVE d.COARSE SAND 100 Cambridge Street,Suite 1310 1)PARTICLE SIZE ANALYSIS Boston,MA 02114 SIEVE PERCENT PASSING 3/8 INCH(9-5 MM) 100 T:617.824.9100 F:617.824.9101 www.langan.com LAWN WATERING SCHEDULE NO 4(4.75 MM) 95-100 NO 8(2.36 MM) 80-100 Project THE FOLLOWING WATERING SCHEDULE COVERS ROUGHLY 8 WEEKS TO ESTABLISH A HEALTHY STAND OF GRASS NO 16(1.16 MM) 50-85 FROM SEED.THE CONTRACTOR SHALL BE OBLIGATED TO ENSURE A HEALTHY STAND OF GRASS AT THE END NO 30(.60 MM) 25-60 OF THE MAINTENANCE/BOND PERIOD.ANY BARE OR DEAD AREAS IN THE LAWN SHALL BE PREPARED, NO 50(.30 MM) 10-30 RESEEDED AND REESTABLISHED PRIOR TO THE END OF THE MAINTENANCE/BOND PERIOD AND TO THE NO 100(.15 MM) 2-10 149 MAIN STREET, SATISFACTION OF THE PROJECT LANDSCAPE ARCHITECT AND THE OWNER. NO 200(0.75 MM 2-5 IMPORTANT ASPECTS TO ATTAINING AND SUSTAINING A HEALTHY STAND OF GRASS ARE THE INSTALLATION OF NORTH ANDOVER TOPSOIL,SEED BED PREPARATION,ATTAINING OPTIMAL PH FOR THE INTENDED PLANT SPECIES,FERTILIZING, 2)CHEMICAL ANALYSIS MULCH COVERING,AND SUFFICIENT WATERING PER THESE NOTES AND/OR PROJECT SPECIFICATIONS. PH:LOWER THAN 7.0 E TOXIC SUBSTANCE ANALYSIS 1. SEEDING SHALL BE DONE DURING THE SEASONS SPECIFIED IN THE LAWN SEED MIX NOTES AND/OR NORTH ANDOVER PROJECT SPECIFICATIONS. e.FINAL BIORETENTION MIX ESSEXCOUNW MASSACHUSETTS 2.AFTER THE SEEDBED IS PREPARED,SEED IS INSTALLED,AND MULCH IS APPLIED,WATER LIGHTLY TO KEEP Drawing Title THE TOP 2 INCHES OF SOIL CONSISTENTLY MOIST,NOT SATURATED.AT NO TIME SHOULD WATER BE 1)PARTICLE SIZE ANALYSIS APPLIED TO THE POINT OF RUNOFF OR THE DISPLACEMENT OF SEED. a)SAND-80-85% 3.DEPENDING ON SOIL TEMPERATURES,IT MAY TAKE SEVERAL WEEKS FOR GERMINATION TO OCCUR. b)SILT-10-15% DIFFERENT SPECIES WITHIN THE MIX GERMINATE AT DIFFERENT TIMES AND THEREFORE CONTRACTOR c)CLAY-2-5% SHOULD CONTINUE THE LIGHT WATERING,AS DESCRIBED ABOVE,UNTIL THERE IS AT LEAST 2 INCHES OF GROWTH THROUGHOUT. NOT MORE THAN 1%OF MATERIAL TO BE RETAINED BY A#4 SIEVE PLANTING DETAIL 1 4.AT THIS POINT,WATERING FREQUENCY MAY BE REDUCED TO EVERY 3 TO 5 DAYS. WATER SHALL BE APPLIED TO WET A 6 INCH MINIMUM SOIL DEPTH TO PROMOTE HEALTHY DEEP ROOTS. 2)CHEMICAL ANALYSIS 5-BEGIN MOWING ONCE PER WEEK AFTER THE GRASS HAS REACHED 3 INCHES HEIGHT.MOW TO A HEIGHT .)PH-55-6.5 OF NO LESS THAN 2-h INCHES-AFTER 2 TO 3 WEEKS OF MOWING,CONTINUE TO WATER TO A 6 INCH b)SOLUBLE SALTS'LESS THAN 2 MMHO/CM MINIMUM SOIL DEPTH AS NECESSARY PER WEATHER CONDITIONS,AND SOIL MOISTURE SENSORS IF APPLICABLE. 3)CONTRACTOR TO SUBMIT TOXIC SUBSTANCE ANALYSIS AND MATERIAL DRAINAGE RATE IN ADDITION Project No. Drawing No. TO INFORMATION LISTED ABOVE.DRAINAGE RATE OF MATERIAL TO EXCEED 1 INCH/HOUR 151028501 Date 11-21-2022 P501 Drawn By AS F Checked By MH Date 11/18/2022 Time 1600 User akennedy Style Table:Langan.allb Layout:LP501 Document Code:151028501-0301-LP501-0101 1 2 3 4 5 6 7 8 2 GENERAL NOTE: DUE TO GENERAL CONSTRUCTION ACTIVITIES AND ADJACENT SITE COMPACTION REQUIREMENTS,SUBGRADE SOILS WITHIN PROPOSED PLANTING AREAS TEND TO BECOME HIGHLY COMPACTED. IN ORDER TO CREATE A HEALTHY GROWTH MEDIUM TO ALLOW PROPOSED LARGE SHRUB(B&B) SMALL SHRUB(CONTAINER)_ PLANTINGS TO ESTABLISH A VIGOROUS ROOT MASS,THIS SUBGRADE SOIL MUST UNDERGO A RESTORATION PROCESS. IN ADDITION, IMPORTED OR AMENDED EXISTING SOILS SHALL BE MIXED WITH SUBGRADE SOILS WHERE THEY MEET IN ORDER TO CREATE A REMOVE ALL TWINE,ROPE AND WIRE, GRADIENT TO ALLOW FOR PROPER DRAINAGE. AND BURLAP FROM TOP HALF OF ROOT A 6"IMPORTED PLANTING SOIL(OR AMENDED BALL AND ALL NON—BIODEGRADABLE MATERIAL. EXISTING PLANTING SOIL)SHALL BE ROTO—TILLED IF PLANT IS SHIPPED WITH A WIRE BASKET INTO SUBGRADE TO A DEPTH OF 12". AROUND THE ROOT BALL,CUT THE WIRE BASKET I lu Yl�ll�lr�l .I✓pl !I I IN FOUR PLACES AND FOLD DOWN 8"INTO PLANTING HOLE. io .'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.. 3"MULCH LAYER.KEEP MULCH AWAY FROM z SHRUB BASE AND TOP OF ROOTBALL(TIP.). G 4"HIGH EARTH SAUCER BEYOND N 11 II ( I ttttt ll( EDGE OF ROOT BALL TO DIRECT w WATER INTO ROOTBALL(TYP.). 11-� rtt SUBGRADE WITHIN 2'-6"OF FINISH GRADE IN PLANTING AREAS SHALL CONSIST OF FREE DRAINING SANDY SOIL FILL 8 < REMOVE PLASTIC CONTAINER ? IIIIII-III LAWN SIDEWALK a I -EXISTING SOL STRIPPED FROM SITE CAN BE USED FOR �. PLANTING SOIL UPON APPROVAL BY THE PROJECT — I LANDSCAPE ARCHITECT. CONTRACTOR SHALL REFER TO PLANTING SOIL SPECIFICATIONS FOR REQUIRED117 SUBMITTALS. PLANTING SOIL AS SPECIFIED. PLANTING SOIL WITHIN AREAS OF CUT OR RAISED GRADE I•••) )-1-1-11-11-11I •III III -11••• TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOES NOT SHIFT(TYP.). I lu Y Ili l f l✓A) ✓ 4 II/) SET ROOT BALL ON UNEXCAVATED OR TAMPED SOIL. B EXISTING SOIL IN ALL PROPOSED PLANTING AREAS SHALL 3 TIMES ROOTBALL DIA. 3 TIMES ROOTBALL DIA. SUBGRADE BE ROTO—TILLED TO A DEPTH OF 12"(EXCLUDING TREE z PROTECTION AREAS)AND AMENDED IN ACCORDANCE WITH PLANTING SOIL SPECIFICATIONS. EXISTING SOIL WITHIN TREE PROTECTION AREAS SHALL BE LOOSENED AND N ............................ AMENDED BY NON—MECHANICAL METHODS,PROTECTING NOTES: 1.ALL SHRUBS TO BE SET PLUMB. ROOT MASS AGAINST DAMAGE. 2.REFER TO LANDSCAPE PLAN FOR SPACING OF INDIVIDUAL PLANTS. 3.REMOVE ALL WIRE,PLASTIC,TAGS OR SYNTHETIC MATERIAL FROM - PLANTS PRIOR TO PLANTING. SUBGRADE 3 SHRUB AND ORNAMENTAL GRASS PLANTING PLANTING SOIL WITHIN AREAS OF UNCHANGED GRADE NTS NOTES: 1.CONTRACTOR IS RESPONSIBLE TO SEND SAMPLES OF EXISTING SOILS INTENDED FOR USE IN PLANTING AREAS(1 PER 500 CY.)TO TESTING LABORATORY OR UNIVERSITY COOPERATIVE EXTENSION FOR TESTING.ALL TESTING COSTS ARE AT THE CONTRACTOR'S EXPENSE. 2.RECYCLED CRUSHED CONCRETE AND ASPHALT MILLINGS SHALL NOT BE PLACED WITHIN 2'-6"OF FINISH GRADE IN PROPOSED LANDSCAPE AREAS. C 3.IMPORTED FILL SHALL CONTAIN NO CONTAMINATION IN EXCEEDENCE OF THE APPLICABLE STATE ENVIRONMENTAL STANDARDS AND MEET THE ENVIRONMENTAL REQUIREMENTS FOR THE PROJECT. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION OF COMPLIANCE PRIOR TO DELIVERY OF ANY FILL TO THE SITE. 4.CONTRACTOR TO LIGHTLY COMPACT ALL PLACED PLANTING SOILS AND RAISE GRADES ACCORDINGLY TO ALLOW FOR FUTURE SETTLEMENT OF PLANTING SOILS(TYP.) 5.NO STONES,WOOD CHIPS,OR DEBRIS LARGER THAN 1/2"SHALL BE ACCEPTABLE WITHIN PLANTING AREAS. SHADE TREE,REFER TO PLANTING PLAN PLANTINGSOIL 1 CONCRETE PAVING TREE BALL,REMOVE COMPACTED �7 TOP%OF BURLAP Date Description NO. NTS AGGREGATE BASE 2"CRUSHED STONE MULCH Revisions 4 4 CURB N%kJ111111111 ty 16 N C 1 t�ffi CENTRAL LEADER SHALL NOT BE CUT OR DAMAGED '. D is �`'kGSi AzE144� c� <? 0 0 0 0 eft"`�t•tt,attt.ttdtll =I POPO p000G?c?<> <> -- II- o 0 0 0 0 0 0 o =III <> < -III-III- LANGAN T= O O O O O O O O O O O �.,�.:,;;:,;;,':,�,:,:'.,:'.,;:. ..�.:�.r�.��.�':r�.� — PLANTING SOIL G?G'> O P O <> O C> 4 —T FILTER FABRIC Langan Engineering and PLANTING SOIL AS SPECIFIED —I�—III 0 0 0 0 0 0 0 0 0 0 0 G>0 4 0 00 0 0 0 O 0 0 0 0 0 0 0 0 00 ( Environmental Services,Inc. -I 0<>0<>0<>0 0 0 0 0 <, 0 0 I III=III=III 3"MULCH LAYER OVER WEED i�=�=� III —— SAND FILER LAYER BARRIER FABRIC.DO NOT PLACE �'`��'`�`��`�`�`�`0�`�'`�Q Q Q 0 0�'O Q Q Q O`�`�`��'`�`� 100 Cambridge Street,Suite 1310 0 0 o e a o a c < c c =1 1=1 9 MULCH IN CONTACT WITH TREE -� TRUNK. �� G'�G'G'`�0 0 0�'0 0 0 0 0 0 0 0`��0��G'''�G' -—— CRUSHED STONE LAYER Boston,MA 02114 O O O O O O �? 0 O 0 0�?0 0 0 O 'III-l0c 00000<>000000000�ao<a00000000 =-III=III= P 0 P 0 0 CP O 0 P 0 P 0<>0 0 G 0 C>0 0 —III—III—III T:617.824.9100 F:617.824.9101 www.langan.com SET TOP OF ROOTBALL FLUSH TO —III === U G%G>G?G?G?U 0 0 0:?:?0 0 0 0 0 C>0 C>0 C>C>C>C>0 G% GRADE OR 25-50mm(1-2")HIGHER Q p p 0 p 0 p 0 p 0 p 0<,0 Q 0 p o g Q C>O p O IN SLOWLY DRAINING SOILS. l 0 0 0 0 p 0 0 0 0 0 0 0 0 0 0 0 0 0 0 g 0 0 0 0 0 0 — Project IT — DTI ITI TI7— COMPACTED SUBGRADE 0 O O 0 0 0 0 0 0 0 0 O<?P G? G? O O P 0 0 0— REMOVE ALL TWINE ROPE WIRE AND BURLAP — ——- -1-I - FROM TOP HALF OF ROOT BALL AND ALL ��=�= C'`�`�`�`�`��%`�`��%C'C'C'0 0 C'�`'C'C'C'NON—BIODEGRADABLE MATERIAL. —__ C' =111-II�III-III -III= 100mm(4")HIGH EARTH SAUCER =�=�-. ==��T =�=� 149 MAIN STREET, - � I- BEYONO EDGE OF ROOT BALL. - ——— ——I.:.:............................................ NORTH ANDOVER I- IF PLANT IS SHIPPED WITH A WIRE BASKET qll=lll=lll=lll .::..::.:.: AROUND THE ROOT BALL,CUT THE WIRE BASKETIII—�I- E =111�11=111=';:;:::' —111=111�11= IN FOUR PLACES AND FOLD DOWN 200mm(8")INTO -III�II�II-III -�II� PLANTING HOLE. T1-1T1-11T-11T-1T�1 1T1-1T1-11T-11T- 1T1-T1-1T-1T TAMP SOIL AROUND ROOT BALL BASE === ==== ——— — ——— — _ NORTH ANDOVER =1 I�II�1=1 1=1 1=1 1=1 III -III=1 1=1 III FIRMLY WITH FOOT PRESSURE SO THAT II-III-III-III-II-III-III-III-III-III-II-II -III-III-III= -1 1=1 1=1 I�I�1=1 1=1 1=1 1=1 I�I��I�I 1=1 1=1 I�I��I�I 1=1 1=1 I�I��I�I 1=1 1=1 1=I- ESSEX COUNTY MASSACHUSETiS IIIII IIII IIILIIILIIIIILIII-III-1 -I� ROOT BALL DOES NOT SHIFT. -III III=IIIII=III=III=III=III-III�II=II�III=III-Illli l loll-ll�lll-1 1,l ll llll�ll=ll�lll-1 11 111=II Drawing Title =„!;III;III;III I=„III;III;III;III SET ROOT BALL ON UNEXCAVATED li I� I=III=III-III=I I�I��I�I=III- - III I- OR TAMPED SOIL. I1=III-III=III=III=II I1= I I n 2.5 X BALL DIA.MIN. 1.PLANT STAKING SYSTEMS INDICATED ARE SHOWN DIAGRAMMATICALLY.CONTRACTOR IS RESPONSIBLE FOR MAINTAINING STAKING PLANTING DETAIL SYSTEM AT THEIR DISCRETION TO MAINTAIN PLANTS IN A PLUMB CONDITION. 4 STREET TREE PLANTING 11 NTS TREE PLANTING Project No. Drawing No. 2 NTS 151028501 Date 11_21_2022 L P5 02 Drawn By F AS Checked By MH a Date:11/18/2022 Time:16:00 User:akennedy Style Table:Langan.stb Layout:LP502 Document Code:151028501-0301-LP501-0102 ■ ------- B ———————————————————————or——————————————————————7——————————————————————M———————————————————————————————— DESIGN FIR Bi 7--------7--------7--------7--------7--------7--------7--------7--------7--------7--------7--------7--------7--------7--------7--------7--------7--------T Joe TheA,dhit.t,LLC ADA SPOT I ADA SPOT ADA SPOT I B B B B B B B B B B B B B B B B B043 Medford Street,Sdite 4C Somerville,MA 02145 It:+1(617)764-3593 e askjoe@joethearchitect.com 11 voArw.joetqearchitect.com CLIENT Second arid Main LLC i CONSUL NT EKED AR I —————— ———————- ————-- ———- 0 --T———— SIDEWALK IN 5'-0"OVERHANG F1 0708 F ■ B TON ASS OF El E WATER PUMP TRASH "'C L (I I LOBBY L14 1.44 1.45 1.4�6,0 BALCONY� 141 SF SF A7 148S, SEAL ABOVE 506 SF V VESTIBUL E 7 STTUL 1.42 6 S -------------------- ---I---------- ----------------------------- 4SFUL J111111111111111111111. IL --------------------T-------------------------- ----------I— up- % EL ECTRIC LECTRIC 1.43 1.47 72 S 66SFSF 2 2 BIKE ROOM 1.39 206 SF \BALCONY COMMERCIAL UNIT PROJECT INFORMATION ABOVE 1.31 6702 SF 149 Main Street UP 149 Main Street North Andover MA rr 11/20/2022 3.29.57 PM WARNING Joe The Architect, of the-h—,,d the may not b,d,p I_d used.'r d,s,h.d without the.,,.n consent of the -h t'Contractors�to useAr&--I d—q,for,t ut.C,,t-t-to check and verify A 3 D,,,n,,,,,o,Site prior[, "fi'in At Co-,-,F ab ati—Figured Dimensions take precedence over S,A,d b,,i—.d,d,.,f n,�h,d b,_d,,t,Od,hth,h—Th..pq--g,,,h,ID—ne An Od,th,Ar .Th��f dr,—,,—p,,r,pr , --han,when copied rf..d.Al work 1,—p,v,Ih I.E.G. d relevant American Standards. 2021-all rights reserved ISSUE CHART BALCONY o ABOVE N� ISSUE� DATE PROJECT NUMBER 00594 Checker CHECKED > Approver APPROVED E 1/8" 11-01, SCALE A SHEET NAME E 1 First Floor NC 1 4 w < PARKING PLAN 05 v SHEET NUMBER ■ A ■ B ■ c ■ D ■ F ■ DESIGN FIRM JtA Joe The Architect,LLC 343 Medford Street,Suite 4C Somerville,MA 02145 t:+1(617)764-3593 e:askjoe@joethearchitect.com w .joethearchitect.com CLIENT t t Second and Main LLC CONSULTANT �F ED qR ❑❑ ❑ 0708 c ca B TON 2 ASS �FqC OF tvkP55PG ❑ ❑❑ ❑ o SEAL 09 06 Li Oo00 oomo 0 0 00 00 o -TIV ° o0 o ° \\o PROJECT INFORMATION ■ i '\ ■ 149 Main Street 0cc ® moo 149 Main Street North Andover MA 00o a o �o 0 I V20/2022 3:35:05 PM o o WARNING Joe The Architect Inc..alldrawin sand written material herein mnstitute the on final and un ubish dIG 9 9 P 0 of the archi-h and lhesamemay not badupir-I sed ordis,ts t.without the writte,ko,d ntafthe 3 a o 3 architect.Contractors Louse Architecbtti F,gsfor set out.Contractorstocheck and,S,,Ial Dimensions on Site prior to ConstructloNFabncation.Ffigured Dimensions take precedence aver Scalcd Dimensions.Any discrepancies shou d be immediately referred to the Architect.The protect manager shal o benotlfied in venting of any d'rscrepandes poor to proceed,,th the work.The scale of drawingsmay hang,when copied or faxed.Al work to aompl,v,Ih I.B.C.Regulations and relevant Amenaan Standard, 0 0 ©2021.all rights reserved ISSUE CHART 00 Do 00 o� o0 N ISSUE DATE 00594 PROJECT NUMBER 1 Second Floor Checker CHECKED g A120 1/8°=V-On Approver APPROVED a E 1/8"=11-01, SCALE SHEET NAME E SECOND FLOOR WY a z aPLAN w ry 05 �I SHEET NUMBER a � All 20" 6 ■ A ■ a ■ c ■ D ■ F ■ DESIGN FIRM JtA Joe The Architect,LLC 343 Medford Street,Suite 4C Somerville,MA 02145 t:+1(617)764-3593 e:askjoe@joethearchitect.com w .joethearchitect.com CLIENT t t Second and Main LLC CONSULTANT BRED AR ❑ ❑ ❑ Q El Elo7oa ■ ■ B TO h 2 ASS �J El El El El z El FqC OF M.P`'S ❑❑ ❑ o SEAL Q Oo o � o ° IC t� � � o0 00 0 to . PROJECT INFORMATION • ` 1 v� \ �� \ 149 Main Street cc ® o 149 Main Street ' V North Andover MA 11/20/2022 3:32:02 PM WARNING Joe Th A Md ht' itt th g' dM,ku,d.,,f,A of th h-,dlh y tb d pf td d .d'b d ih tth tt t fthe hiciCtlt Ahiclldgf itCtl thkd fyl 3 Q 3 D S'1 pra t C st ct/b t Fg dD' i k p ed S ld Di A,d'ep h,b b d l ly rfrrd t,th,A h'ct Th pr j g h l o b['fi d in nt ng f ny d'p-p t pr d' ,th th k Th ca f d g y ohe ge he coped orfa ed Al-okto-pl,,Ih I.E.G.Regulal sa d ek a IA St d d ©2021-a11 nghts reserved ISSUE CHART Doo °o � o0 o° N ISSUE DATE 00594 PROJECT NUMBER Checker CHECKED > Approver APPROVED a E 1/$n_11-01t SCALE SHEET NAME E a Third Floor Plan 22 A, 1/8- THIRD FLOOR WY a z aPLAN w ry 05 �I SHEET NUMBER a � All 22" 6 ■ A ■ a ■ c ■ D ■ E ■ DESIGN FIRM JtA Joe The Architect,LLC 343 Medford Street,Suite 4C Somerville,MA 02145 t:+1(617)764-3593 e:askjoe@joethearchitect.com w .joethearchitect.com CLIENT t i Second and Main LLC CONSULTANT BRED AR cy�jO C 0708 Q -- ■ ■ B TON --------------------------- h � .:. ASS .T __:- ___._..-. .......: .........: uu a uu a u.- u. .i u •uu •u L' aP5 m mm m m m m m m mm m mm m m m m mm m� m m m mm m mmSEAL m OFti m mm m mm m m.®®m ROOF DECK DN - ELEVATOR HEAD HOUSE — — } RTU AREA .. u PROJECT INFORMATION 149 Main Street 149 Main Street North Andover MA x zy.'y �r 11/16/2022 10:16:23 AM WARNING Joe The Aroh tact Ina alltlrew 2ga and write t Ih at Lute the org nal and unpublahed»ork of the archi,and the same may nat be dupf id. d.d'baed wihout the wrtten wnaeni of the hiCCi i i AhiC Id'gf taut eaniractora to check and veriyel 3 D' S't p't C t ct/F b i Fg dG'mensans take precedence over Scaled D'i Ayd'p h qb d'ty frred toh A h' Th palest naragers hall b tfid i g f yd'p p't p d'ng+ih ih kTh kof dawgs n ma} ohange when aop'ed or faed.Al vrk to a pyj th I.B.C.Regulad sand relevant Aneraan Sta rdarda ©2021-a 11 nghts reserved ISSUE CHART f N ISSUE DATE 00594 PROJECT NUMBER Checker CHECKED j Approver APPROVED a 1 Roof Ride 1/8,=11-01, SCALE SHEET NAME E a`a a a z ROOF PLAN 05 w ry �1 SHEET NUMBER All 23 U ■ N ■ B ■ c ■ o ■ E ■ DESIGN FIRM JtA Joe The Architect,LLC 343 Medford Street,Suite 4C Somerville,MA 02145 t:+1(617)764-3593 e:askjoe@joethearchitect.com w .joethearchitect.com CLIENT t t Second and Main LLC - — — _ Roof Ridge � _ - _ ..� �ED AR J: ■ ■ B TON h ASS yJ Third Floor �FqL of FVP"o 25'-4" m I SEAL IIJ I _ — I Second Flood 14'-0" I `I a I _First Floor 11 West Elevation_1_Main St. Azoo 1:100 PROJECT INFORMATION • 149 Main Street 149 Main Street North Andover MA - — — — — — Roof Rid9e 42'-0" 11/20/2022 3:32:19 PM WARNING. Joe The Arch test lnc..all drawings and wi tten materalheren mnst Lute the arg nalanA unpubished lark 7 ...t .. i:, , „ . of ihearchtecl.and the same maynot bedupicated.useeord'scbsetl without the wr tten consent of the e ,,,,,ecL,t,praclors rouse Archieclbw,ti,,.,gstorsetaut,,n,radars to checka,,S,Ad D'mens ons on S'le ,toCh,,UbL—d,,atO V,t,dD'm A,,,h akeprecedd over Scald tii D'im n n Ac h 1=r f rr t th Ar h't Th I m n r h l d'scre ancess oud be'mmeda.ee ed o e ect.e I y p h .ro r,age s �s t. , . be nh,,e,dn rf.anyl.,rpancespyorto proceed'n,bth,3 ud k.Thescakotdraw ngs nab change when cop ed or faxed Al work to campy with I.B.C.Reguklons and rekva,l-,11Hg t,,,,rw ®Z021.all nghts reserved Third Floor ISSUE CHART 25'-4" , I �--; : ',,I .. � I . I..., ,_:,i _ , I •, I€,� :. ,is ,. t, I' ICI.. I i I LL Ili R _Second Floor a T7a 14'-0" �I ��i� — I Ij;PT_I -=— - N ISSUE DATE I� , PROJECT NUMBER — — — — 00594 i - _ _ — - --—- First Floor o"_ - — Checker CHECKED > Approver APPROVED a 1:100 SCALE SHEET NAME E South Elevation_2nd St. A2oo 1:100 w EXTERNAL z ELEVATIONS a w v � �I SHEET NUMBER a � A200 M m ti ■ N ■ a ■ c ■ o ■ E ■ DESIGN FIRM JtA Joe The Architect,LLC 343 Medford Street,Suite 4C Somerville,MA 02145 t:+1(617)764-3593 e:askjoe@joethearchitect.com wv w joethearchitect.com CLIENT t t Second and Main LLC Roof Ridge 42'-0" CONSULTANT AM BRED AR \ r Third Flood Fqc of aass ` 25-4 SEAL a Second Floor Z ; _First Floor East Elevation A201 1:100 PROJECT INFORMATION • 149 Main Street 149 Main Street North Andover MA Roof Ridge � .... 11/20/2022 3:32:40 PM WARNING: Joe The Arch test lnc.all drawn sand wi tten materalheren mnst Lute the ar'nalanA un ubished i�ork 9 9 P I I 1 of the arch tecl.and the same may not be consen dup icated.used.or d'scbsetl without the wr tten t of the \ 1 architect.Contractors to use Arch teclura dravi n star set out Contractors to check and verf a 9 mens ons nS'le pror to Consiructon/Fabncaton Fgured D'mens rece onstakepdence over Scald D' o I : : 1 : D'imensons Anyd'saepances shoud be'mmed'al=.ly referred to the Arch'tect.The protect mana3er shot ( li - n fi f n e h h rk Th f r d; '.i « _ goald'screpan-promo pr tto o (A-r St,gOr,.LLIi I � - be of ed nwnin ''. __ _.. a t ., 111 t .. t, ,. '. ` i � h n wh n rf x Al rk evih I.B.C.R n n ei Am r _`___�—,—:,: —tk ._.�.��.\ ___—____ -.. _ _ — I..... .—... -.. I r _,. ��____ case e Gov edo a ed o m�ompy t .c.eeuero sa drew t a�sta�d— - 4 25-4 ISSUE CHART __Third Floor mzaz+.li gna a ; F11 s +1 s / I I I� i 3 Second Floor ; \� 14 0 I ^^ N ISSUE DATE 00594 PROJECT NUMBER _First Floor 011 CHECKED . 2 North Elevation APPROVED a A201 1:100 1:100 SCALE SHEET NAME E w EXTERNAL z ELEVATIONS a w v � �I SHEET NUMBER a � A201 " ■ A ■ B ■ c ■ D ■ E ■ DESIGN FIRM JtA Joe The Architect,LLC 343 Medford Street,Suite 4C Somerville,MA 02145 t:+1(617)764-3593 e:askjoe@joethearchitect.com w .joethearchitect.com CLIENT t t Second and Main LLC Roof Ridge -- CONSULTANT Roof 36'-8" <�RQDAR r c L ■ 2BD2.2 2BD5.2 2BD6.2 1BD1.2 1BD2.2 • BDOUBLE HEIGHT LIGHT WELL _Third Floor 25-4" SEAL COMMON AREA 2BD_2.1 2BD 5.1 \ \ \ 2BD 6.1 \ 1BD 1.1 1BD 2.1 L I 1 1, / STAIR Second Floor 14'011 2 COMMERCIAL SPACE - - COMMERCIAL SPACE - - - - - 2 - - - - SPARKING _First Floor 0" Section at Second Street A210 1181,=1'-0" PROJECT INFORMATION ■ m 149 Main Street 149 Main Street North Andover MA 11/16/2022 10.16.30 AM WARNING: Joe The Architect,Inc.,alldrewinga and written material herein mnstitute the original and unpublshed v-k ofthe architect and the same may net be dupi_d,used.ar diccbead without the ur,,.n--t of the _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Ro_ofRldge� ar,h'eec.Centee-t,seArehuewrelerewin96mrsete,.Ccm anramcheckand�yA A2 Dimensions m Site prior to Censtm,,/Fabx,tien.Figured Dimensions take precedence aver Scaled 4 3 �_O" 3 Dimensions.Any discrepancies sh,dbe immediately referred to the Architect.The prajectmanager s hall be notified in writing of any d'rscrepandes pdor to proceedin,th thev rk.The scale of drawings may change when copied or faxed.Al work too pywith I.B.C.Regulations and relevant American StandaNs. ©2021 a 11 nghts reserved 36'-8" ISSUE CHART 2BD 1.2 2BD 2.2 2BD 3.2 Third Floor 25'-4" ■ 2BD_1.1 2BD_2.1 j 2BD_3.1 ■ N ISSUE DATE - I m Second Floor 00594 PROJECT NUMBER Checker CHECKED Approver APPROVED LOBBY COMMERCIAL SPACE E 1/8"=11-01, SCALE A SHEET NAME a - _1[ First Floor COLOR KEY 4 BUILDING a Section t Main Street w Az10 Section ❑ RESIDENTIAL SECTIONS COMMERCIAL �I SHEET NUMBER a ❑ COMMON SPACE/CIRCULATION ❑ AMENTY SPACE/LIGHT WELL A21 0 U ■ A ■ B ■ c ■ D ■ E ■ DESIGN FIRM JtA Joe The Architect,LLC 343 Medford Street,Suite 4C Somerville,MA 02145 t:+1(617)764-3593 e:askjoe@joethearchitect.com w .joethearchitect.com CLIENT t t Second and Main LLC CONSULTANT EREDAP �R'(O O�T 0708 ■ _ ■ B TON Jy� ti ASS �FqC OF MPSSPG 1BD_4 O SEAL 1 BD_3 ®\ 734 SF Q 2BD_7 PROPOSED AFFORDABLE UNIT ® 2BD-8 1192 SF 625 SF �\ 1223 SF _ ��Em I IO PROPOSED ACCESSABLE UNIT PROPOSED AFFORDABLE UNITca ® � �Cq OE O pO Op \ \\ �B SF \ \ 26D_2 1228 SF ® µ \\\ .. -°- ® 2BD-6 \ PROJECT INFORMATION ' 1078 SF UNIT TYPES LEGEND ■ • 149 Main Street 01 1BD_1 �\ 2BD 5 16D_2 149 Main Street 1256 SF North Andover MA ❑1 BD_3 ❑1BD 4 11/16Y2022 10 32 28 AM 26D I 1 WA Joe Th A ht ct Iltl g d'tt t Ih ttt ih g' dunpublched NG 3 of th h—,dth y tb d pf td d.d'b d ih tth tt t fth 26D_4 b n,[fi,d yd,P t t A h't C Id g f t t C t l t h k d fy 1 2BD2 3 D nwm ng ie yd'a,epa tEb t Eg do' tkp d s1a SI t C 1 C D A— ep h bb d ih i d h A h' Th prjct g hll 'esp,rt,pr,ceed'ng'ih the vrk.The scale of draw ngs may ,hang,when mp'ed or faxed Al v ork 1,—01 ivilh I.B.C.Regulsfons and relevant A-r',an 31a ldards 1052 SF ©2021.a 11 nghts reserved UNITTYPES LEGEND 2BD_3 ISSUE CHART Name Area ❑2BD 4 1 BD_1 739 SF Accessible Unit(Floors 2&3 1BD_2 755 SF 1 BD_3 625 SF ❑2BD_5 113D_4 734 SF Affordable Unit¢loor 2) 2BD_1 1359 SF ❑213D_6 2BD-2 1228 SF 2BD-3 1152SF 2BD_4 1052 SF ❑2BD_7 2BD-5 1256SF ■ �� 2BD-6 1078SF 2BD_7 1192 SF Affordabl=U it(Foors 2&3) ❑213D_8 ■ 2BD-8 1223 SF Accessible Unit(Floors 2&3 N ISSUE DATE 00594 PROJECT NUMBER Checker CHECKED > Approver APPROVED a E 1/8"=11-011 SCALE SHEET NAME E 4 UNIT PLAN_TYP. a (a)Third Floor FLOOR 05 w ry �1 SHEET NUMBER A003E U