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0146 ROSARY LANE - Health (2)
��tl.� +�Zasnn.1 lau1�-�aivti�o 3�Rs-p��7 --- - No. ! '� —(��/ } Fee` 5 0. 0 0 THE COMMONWEALTH OF MASSACHUSETTS Entered in computer: Yes PUBLIC HEALTH DIVISION -TOWN OF BARNSTABLE, MASSACHUSETTS 01pplication for 30igool *pgtem Conztrurtion Permit Application for a Permit to Construct( )Repair(4X)Upgrade( )Abandon( ) ❑Complete System ❑Individual Components Location Address or Lot No.14 6 Ro s a r y L a ne Owner's Name,Address and Tel.NoRo B e r t Clark Mannis Mass. 02601 1'46 Rosary Lane Hyannis,Mass ssor's Map/,parcel 02601 3 �oi� Installer's Name,Address,and Tel.No. 5 0 8—7 7 5—3 3 3 8 Designer's Name,Address and Tel.No. 0 8—2 7 3—0 3 7 7 J.P.Macomber « Son Inc. JC Engineering 5 Roundhill BLVD Boo 66 Centerville,Mass. 02632 jEast Wareham,Mass. 02538 Type of Building: DwellingXX No.of Bedrooms 2 Lot Size sq.ft. Garbage Grinder( ) Other Type of Building No.of Persons Showers( ) Cafeteria( ) Other Fixtures Design Flow 226. 8 G P D gallons per day. Calculated daily flow 2 X 1 1 0=2 2 0 G P D gallons. Plan Date Number of sheets Revision Date Title Size of Septic Tank Type of S.A.S. Description of Soil Nature of Repairs or Alterations(Answer when applicable) Om i t t i n g c s®pool. Installing 2$500 gallon leaching chambers. 21 'X8. 9 'X2 ' 1 -1500 gallon septic tank and. 1 —distribution box. Date last inspected: Agreement: The undersigned agrees to ensure the construction and maintenance of the afore described on-site sewage disposal system in accordance with the provisions of Title 5 of the Environmental Code and not to place the system in operation until a Certifi- cate of Compliance has been issue by this Bof ealth. Signed Date 2. 3/03 Application Approved by Date 2 28 03 Application Disapproved r the following reasons Permit No. 6 3 ®8`7 Date Issued z 2 tl o ��3 bY� �- tt A " ` C) N ' ;r .__° %5 0.0 0 0 �lM. Fee. `q THE COMMONWEALTH OF MASSACHUSETTS � Entered in computer: 1. Yes --PUBLIC HEALTH DIVISION TOWN OF BARNSTABLE, MASSACHUSETTS x 2pplication for 30i!5p60a1 *pgtem Conotruction Permit Application for a Permit to Construct( . )Repair(K,K).Upgrade( )Abandon( ) ❑Complete System ❑Individual Components Location Address or Lot No.14 6 Rosary Lane Owner's Name,Address and Tel.NoRobe r t Clark Hyannis.mass.O 601 1;46 Rosary Lane Hyannis,Mass + �! Assessors Map/Parcel 02601 `a Installer's Name,Address,and Tel.No. 5 0 8—7 7 5—3 3 3 8 Designer's Name,Address and Tel.No.5 0 8—2 7 3—0 3 7 7 J.P.Macomber & Son Inc. JC, Engineering 5 Roundhill BLVD Boi 66 Centerville Mass 26 2 F W ' m ass 2 38 .0 3 ast area M .0 5 Type of Building: - ` DwellingXX No.of Bedrooms 2 Lot Size sq.ft. ` Garbage Grinder( ) Other Type of Building No.of Persons Showers(' ') Cafeteria( ) Other Fixtures Design Flow 2 2 6.8 GPD gallons per day. Calculated daily flow-4X 10=2 2 0 GPD gallons.f Plan Date + Number of sheets Revision Date Title l., Size of Septic.,Tank Type of S.A.S. Description of Soil . M f Omitting Nature of Repairs or Alterations(Answer'when applicable) g c��l�pool. Installing 2#500 gallon leaching chambers. 21 'X8.9 'X2' 1-1500 gallon septic tank and 1-distribution box. Date last inspected- --Agreement: v i { The undersigned agrees to ensure the construction and maintenance of the afore described on-site sewage disposal system in accordance with the provisions of Title 5 of the Environmental Code and not to place the system in operation until a Certifi- cate of Compliance has been issued by this B a;�of ealth. j Signed , 1" Date 2/3/0 3 Application Approved by Date 2 2 g 0 3 A•" Xpplication Disapproved f r the following reasons k -� Permit No.. 2a'o3- OW-7 Date Issued 2 F o3 'f THE COMMONWEALTH OF MASSACHUSETTS BARNSTABLE;}MASSACHUSETTS " ACertif Irate of`Co,m hance THIS IS TO CERTIFY, that the On-site Sewage Disposal System Constructed( )Repaired ( )Upgraded7(XV-X Abandoned( )by J.P.Macostber & Son Inc. #� at 146 Rosary Lane Hvannis,Mass. �� a has been'�constructsd in accordance with the provisions of Title 5 and the for Disposal System Construction Permit No. 2003-0 Fri dated 21 2tS/C Installer J.P.Macomber & Son Inc. DesignerJC Enclinewrincr _ 1 The issuance of t9is permit shall not be construed as a guarantee that the system w'rfu,n/cfi as d si:•n ti Date I's�D Inspector — 2GD3- Fee 5 -- ———— ---- —-- ----------- -- THE COMMONWEALTH OF MASSACHUSETTS PUBLIC HEALTH DIVISION - BARNSTABLE, MASSACHUSETTS Mi0po0ar *pgtem Construction Permit Permission is hereby granted to Construct( )Repair(KXTUpgradegX�YAbandon( ) Systemlocatedat 146 Rosary Lane .Hyannis,Mass. - and as described in the above Application for Disposal System Construction Permit.The applicant recognizes his/her duty to comply with Title 5 and the following/local provisions or special conditions. e Provided: Construction Inust be completed within three years of the date of this pe u Date: 7-11% Approved by r 1 � FEB-26-2003 02 :42 P_,M JC INEERING 508 0367- P. 01 ai - - FACSIMILE COVER SHEET JC Engineering, Inc. Civil&Environmental Services Telephone:508.273-0377 5 Roundhill Blvd. Facsimile:508-273-0367 East Wareham, MA 02538 TO: Skip Macomber FAX#: 508-790-1578 FROM: Teel Hatch DATE: February 26,2003 PAGES(including Cover): 5 RF,: Deed Restriction for 146 Rosary lane Dear Skip, Attached for your use is the deed restriction prepared and recorded by Mr. Clarks Attorney for 146 Rosary Lane,Hyannis. Thank you, Ted )CE*331 I This mestlege Is Itetentled only for the use or the individual ry contihr to vAkh it Is address-W.Bred nwy eontaln Ittfwmotloe the Is PfMWQed, confidential and owmpt from disclosure,Winer applicable low. K the reader of this mewsege is not the intended recipient,or the omployeo or aged respw*bls W delivering the messspa to the Intended recipient,Vnu are hereby notriiecl that dissemination,dSstAM41011 or oopyiny of This communication is strictly prohwhed. if you have roeytved this communioativn in error,please notify o lrnmediatety bytolsphorm.and return the odgWi massage to us at tho oboes address via the U.S.Postal Service. I� FEB-26-2003 02 :42 PM JC'E NEERING 508 260367 , P. 02 V- LETTER OF TRANSMITTAL X Engineering Inc. Civil a EriviammgnW.scrvices 5 Rotindhill Blvd Telephone:509-273.0377 E,Warchstri,MA 02533 Facsimile,. 508-213-0367 TO: Mr.Sk!&&SoMb!r DATE: 26-Feb.03 JOB NO, 333 poa Office Box 66 RK- Deed Restriction .......... ............ .. ......... .......................... WE ARE SIA[)ING yoti: X Enelmmul — Undmieppratecovcr via x the foIWwjnX Ripon Prinis —nrochuref '.ihup Drawings Specifications copy-tr Letter Change.Order Cnntraci Owilments hoar 5kio, Attached fvr Yoty use Ploax I'M a cum of the Dctd Rtgriction for 146 Rosary EAne,flyannis,MA which has been relcordod iis of this date(2126/03)M the Ilarrutabic County Ruistu or ntws by MT.Clark's AftomlcX -- This should allow ynu to go furwaird with the ptest. Anv gumians,please call,Thinks -7 Tod Riftch TWISF,ARE TRANSNMTTFr)&q chinked ticlow: For A0VMvGj Rctubmil Copics fbr Approval For Your Use Appmved as Noted Copies for nistrilmfloo As Roquitsted Relumed Approvod as Subminad Returned ror Review and Comment For Your Information K—LVARKS COPY TO, Fill/dicrit -SIGNIM- r FEB-26-2003 02 :43 PM JC GINEERING 508 2 0367, P. 03 cli cr-cu0 !nu Ud J/ AM (QRp O'COh'NOR FAX h01 i 50 4169 R 01 J. Ford O'C.onnor attorney at law 6 MacArthur Boulevard Alexander M. Jam, Aaeoctate Bourne, Maa6achu8ett9 02532 (506) 7159.4070 FAX(108) 759.41eA FAX `t'RARBNITTXL BNEFT Number of Pagoo ti Date: racsimile Number Please hand sliver the f0110wing faeeimiles to: Reoipient'S Telephone Number IF THERE IS A PROBLEM WITH THIS TRANSf!I.55ION, OR IF YOU DID NOT RECEIVE ALL PAGES, PLZASE CALL (5081, 'J55-4070; 759-4080 A8 SOON AS POSSIBLE. MESSAGE: i FROM t aTATLHI NI' Or GGNFIDUTTALITY The documents included with this facain.ile transmittal shout contain informations from the Law office of a. Ford o'connor, which is confidential and/or. pr.ivil.agnd. This information is • iatendsd to be far the use of the addreasee named on this tsummittal sheet. if you are not the addressee, note that any disclosure, ph4toaapyingp diatributior, or use of the contents of t>ais Zaxea information is prohibited. if you have' received this facsimile in error, please notify us by telephone (calleat) ilalntediately ao that ire can arrange for. -`he retrieval of the original documents at no coat to you. r FEB-26-2003 02 :43 PM Jtr NGINEERING 508 2 0367, P. 04 +-� c cuu'D I nu J[ 1 t tY FORD 0'CONNOR FAX 1r0, 1 509 4169 P. 02 FEB-22-2003 SAT 02 i 30 AM ATTY FORD 0'CONNOR FAX NO, 1 508 75e 4169 V l.1 • sk les�63 Ps1piD i22731 02-26-2003 a 01e22a ��2l3i:,,9lftl�IL� Whereas, Robert Clark a/Va Robertj,Clark,Adm,nistrator of the Estate of Meivtre Edith Clark, Samstabie County Probate No,02-P1471-Af)1,-of Upper Marlboro, MD Is the owner of property at 14e-Rosary Lane, Hyannis, Barnstable County, Mussachueetts (hereinafter referred to as the "Property"); Whereas, Robert. Claris,Administrator sf the Estate of Melvlra Edith Clark, as the owner of said of has agreed with the Town of BantstabJd to a restriction as to the number of bedrooms which can be included in any hors built on said lot as a Preconditn to obtaining 4 disposal works coristruction permit in eomptienpe with 310 CM 16.000 State Environmental Code, Title V, Minimum Rsqulraments for the Subsurface Disposal of Sanitary Sewage: Whereas,the Town of t3arrstable Board of Health.ss a precondition to granting a disposal works construction permit for a Septic system in-compliance with-10 CMR 15.200 State Environmental Code, Titre V, N'.nimum Requirernents for the SUD"i'face Disposal of Sanitary Sewage, and authorizing the issuance of a building permit for the construction of a single fam,iy home on this property, is requiring that th8 agr©omont for the restriction on the number of bednjoms In any house constructed or the lot be put on recorded with the Barnstable county Registry of Dseas by recording this document. Now, 7herefore, Robert Clark,Administrator of the Estate of r/lelvire Edith Clark, dooa hereby pies"the fallowing restriction c the propc3rt/in accordance, with his Agreement with the Town of Barnstable &coat of Health, whoa • restriction shall run w,th the land and be binding upon all successors'n title: 140 Rosary Lane, Hyannis, MA may have construction up a the lot a house containing no more than two(2)beCnwrns. Roteit Clark, Administrator of the Estate of Meivlrs Edith Clark, agrees at this shall o© a permanent restriction affecting 146 Rosar, Lane, Hyannis, NA,further described as follows, Said land located in the nartheasterty part of the Town of Ramstable, beginning at a stake at the northeasterly co•ier of the premises in the Southwesterly line of an old wood road: Thence in a Southwesterly dirWicir, North thirty-one degrres East(311E.), one hundred feet(100)to a stake: Thence in a Southeastoidy direction and bounded by other land of or formerly of Jacob Alves fifty feet (50)to a s*ke; r FEB-26-2003 02 :44 FM JC INEERING 508 0367 • P. 05 rcn-c -cuus I.ttU J�: 1 ( H11 FORD O'CONNUi? FAX NO, l F08 , 4189 F. 03 FEB-22-2003 SAT 02:30 hill AT Y FORD 0'CONNOR FAX NO, ! 6�8 i 68 4159 1 , fJ Thence in a Northeasterly dkwtlon and bounded by other land of or formerly of Jacob Alves,are hurvirod feet(100)to a stake in the southwesterly lime of on-aid wood road; Thence In the 6vuthwesterly line of an V!wood road: Thence in a northwesterly Oc.ctlan South hventy.-aight deore6s"-five minutes Last(25945"E.)M feet(50) Iri a strslght fine to polm of beginning. For tiUe reference see deed trorn Charles Maeda, dated.June 't 5, 1954, r000rded with Barnstable County Registry of Aeeds in Book L'77,pago 221F. see also Estate of Robert L. Clark, Barnstable County Probate No. 54548, and h1792 for Robert L. Clark, recorded with said Deeds in Book 2489, pne 3U7. Sae also Estate of Melvira Edith Clark, E3amstable County Probate No.02P•1471-Ap1. Wres a mh nd and seo! day cf February,2003, Rowa R dc Bert Cl"CI ar Robert S. CIa Administrator of the EsW of Melvira EVII Clark CC:rMMONVVFX,..TH OF MASS,hCHUSET"3 BARNSTABL E.SS, Fat iaiy.�' , 200: Then personally appeared the above-iamed Rocvt Clark alk1.) Matert S. Clark Administrator of the Estate of Melvira Edlth Cla& end acknowledged the for@going instrument to be his free act one deed, me Notary Public My Commission Expires.:. / ALMA A.CHALirTZKY Nvpary Pak JAX Ge�aJufon Exdna Ibbruary 18,2003 r TOWN OF BARNSTABLE LOCATION /� 4 A& SEWAGE # of U 02 P 4 VII.LAGE ��,4.r��0i�' ASSESSOR'S MAP & LOT 34S-0(1 i INSTALLER'S.NAME&PHONE NO. 3' Al d C 0Af 610", 50A1 SEPTIC TANK CAPACITY •�-o I I LEACHING FACILITY: (type) R Y UJ e-1L5 (size) �2 NO.OF BEDROOMS BUILDER OR OWNER PERMIT DATE:, b-3 COMPLIANCE DATE: 31,5 03 Separation Distance Between the: Maximum Adjusted Groundwater Table to the Bottom of Leaching Facility Feet Private Water Supply Well and Leaching Facility (If any wells exist on site or within 200 feet of leaching facility) Feet Edge of Wetland and Leaching Facility(If any wetlands exist within 300 feet of leaching facility) Feet Furnished by s y�tHa:Teti Town of Barnstable # ti ,xaRxsrae ` ; Board of Health � i4tASS. �A 2002 Main Street,Hyannis MA 02601 Office: 508-8624644 -( Susan G.Rask,R.S. FAX: 508-790-6304 111111"' Sumner Kaufman,MSPH Wayne Miller,M.D. _ U U June 23, 2004 Mr. John Morgan ,,\ " 93 Evergreen Drive 1" Marstons Mills, MA 02648 RE: Pinky's, 146 Rosary Lane, Hyannis, MA 02601, Grease Trap Variance and Toilet Facilities Variance Dear Mr. Morgan, You are granted a conditional variance from the Board of Health Regulation, PART II SECTION 1.00, which requires minimum 1,000 gallon capacity grease traps at all food establishments. This variance will allow you to operate a food establishment at Pinky's, 146 Rosary Lane, Hyannis with the following conditions: (1) No foods may be cooked on the premises. The menu is strictly restricted to a limited menu submitted. No other food items are authorized to be prepared or served. (2) Hot-dogs and other foods may be heated and/or re-heated within disposable containers only. The heating and serving of menu items shall be within disposable containers. (3) Seating for patrons is strictly prohibited due to the lack of restroom facilities onsite and due to the State Environmental Code Nitrogen Loading Limitation Regulation, 310 CMR 15.214. (4) An in-line grease interceptor shall be maintained in accordance with the State Plumbing Code. (5) A person in charge shall be onsite all times the store is open for business. This person shall be properly trained and certified in food sanitation and safety (e.g. ServSafe certified). Pinkys (6) An alternate person-in-charge shall be available and onsite anytime the primary person-in-charge is not available. The alternate person shall be properly trained and certified in food sanitation (e.g. ServSafe certified). (7) These variances are not transferable to another owner or lessee of this establishment. (8) These variance may be revoked anytime the operator fails to comply with a condition of these variances or anytime unsanitary conditions are observed. These variances are granted because the applicant stated that this will be a drive through food establishment and the menu is primarily steamed hot-dogs. With the exception of pizza, the application appeared to comply with the Board's grease trap variance guide. In regards to the restroom, the applicant stated that there will be only two employees onsite and there won't be any seating provided for patrons. Sin c rely yo s, 'yn Miler, M.D. hair an I Pinkys u Y: IME r Town of Barnstable + BARNS'rABL6. M039.AC. Board of Health ArfO µp'�A 2002 Main Street, Hyannis MA 02601 Office: 508-862-4644 Susan G.Rask,R.S. FAX: 508-790-6304 Sumner Kaufman,MSPH Wayne Miller,M.D. September 29, 2006 Ms. JoAnne Johnson-Damon PO Box 231 Mashpee, MA 02649 RE: Hot Dog Shop (Pinky's), 146 Rosary Lane, Hyannis, MA 02601, Grease Trap Variance and Toilet Facilities Variance Dear Ms. Johnson: Your original request to cook foods with a new menu which included meatball sandwiches, Stuffed quahogs, pizza, chicken parmesan, etc., without a grease recovery devise or an in-ground grease trap is not granted. The Board will approve the menu once a mechanical grease recovery device (GRD) is installed by a licensed plumber. However, you are granted a conditional variance from Section 322-3 of the Town of Barnstable Code, to serve only those foods listed on the prior owner's menu dated April 1, 2003. This section of the code requires minimum 1,000 gallon capacity grease traps at all food establishments. You are also granted a variance from Section 322-4 to operate a food establishment with only one toilet facility. These variances will allow you to operate a food establishment at the Hot Dog Shop (Pinky's), 146 Rosary Lane, Hyannis with the following conditions: (1) Cooking of food(s) is not authorized at this site. Only pre-cooked, pre- packaged foods may be heated with the use of disposable containers. (2) The cooking or heating of breakfast sandwiches, chili, macaroni and cheese, and any other food is prohibited unless the applicant is able to provide a method of cooking and serving these menu items within disposable containers. (3) The menu is restricted to steamed hot-dogs and only those food items listed on the proposed menu submitted by prior owner on April 1, 2003. A Wp/Pinkys2006 1 of 2 change from this menu is not approved of at this time. No other food items are authorized to be prepared or served. (4) Seating for patrons is not allowed due to the lack of restroom facilities onsite. (5) An in-line grease interceptor shall be installed in accordance with the State Plumbing Code. (6) A person in charge shall be onsite all times the store is open for business. This person shall be properly trained and certified in food sanitation and safety (e.g. ServSafe certified). (7) Furthermore, an alternate shall be available and onsite anytime the primary person-in-charge is not available. The alternate person shall be properly trained and certified in food sanitation (e.g. ServSafe certified). (8) These variances are not transferable to another owner or lessee of this establishment. (9) These variance may be revoked anytime the operator fails to comply with a condition of these variances or anytime unsanitary conditions are observed. (10) This variance decision letter shall be posted on a wall adjacent to your food service permit in an easily accessible location for viewing by a health inspector during inspections. These variances are granted because the applicant stated that this will be a drive through food establishment and the menu is primarily steamed hot-dogs. With the exception of chili and macaroni and cheese, the application appeared to comply with the Board's grease trap variance guide. In regards to the restroom, the applicant stated that there will be only two to three employees onsite and there won't be any seating provided for patrons. Sincerely yours, Wayne Miller, M.D. Chairman Wp/Pinkys2006 2 of 2 y Town f Barnstable o s MAM A, Board of Health 2002 Main Street,Hyannis MA 02601 Office: 508-862-4644 Susan G.Rask,R.S. FAX: 508-790-6304 Sumner Kaufman,MSPH Wayne Miller,M.D. October 29, 2004 Mr. Michael Croteau 279 Monomoy Circle Centerville, MA 02632 I, RE; Variance Decision/ P,rnky's, 146 RosaryLane Hyannis, MA 02601 Dear Mr. Croteau, Your request for a variance from Section 310 CMR 15.214, State Environmental Code, Title 5, in order to install seating at Pinky's located at 146 Rosary Lane Hyannis, is not granted. It was determined by our Health Agent that the sewage flow is restricted to 220 gallons per day at this parcel. This determination was made based upon the fact that this parcel contained a two bedroom dwelling for many years prior to the adoption of the revised Code. The existing food establishment was estimated to discharge 150 gallons per day based upon the estimate table contained within Title 5. You testified that the actual water meter readings reflect a much lower average sewage flow of only 16.6 gallons per day. Septic systems must be designed to handle the maximum flow encountered, not the average daily flow. You are however granted permission to utilize one of the existing bedrooms located in second floor of the building for the purpose of living space (i.e. for an apartment). This permission to utilize one of the bedrooms is granted with the following conditions: (1) The occupants of the dwelling unit shall not enter and/or utilize the food preparation area. Pinkys (2) The occupants of the dwelling unit shall not be allowed to enter any areas of the licensed food preparation area for the purposes of passage to and from the dwelling unit or for any other reason. Sinc ely yiMD—. ayn Mill , Chair an Pinkys L I r DATE: T0� aR ,, 6 + BARN3CABLE Al DIASS. 3 E P 17 F €; t C�. BY Town of Barnstable SCHSD. DATE: Board of Health�y �!�s o 200 Main Street,Hyannis MA 02601 Office: 508-862-4644 Susan G.Rask,R.S. FAX: 508-790-6304 Sumner Kaufman,M.S.P.H. Wayne A.Miller,M.D. VARIANCE REQUEST FORM LOCATION Property Address: ( �O l�VARY LA 14L � 14 AIJ" 13 MA U�L Assessor's Map and Parcel Number: 3 L/5 d 1-7 Size of Lot: • II ACRC Wetlands Within 300 Ft. Yes Business Name: pw k l , S No t/_ Subdivision Name: -- APPLICANT'S NAME:' rnICNAiEL CROTEAU Phone XYT- 1810 Did the owner of the property authorize you to represent him or her? Yes jL No PROPERTY OWNER'S NAME CONTACT PERSON Name: M t c NA 8 L e--Ro T"y Name: -r.4)%4 6, Address: 9--79 movemd GiRGLC c Lig— Address: Phone: $ 8 .�3,1— f�9 o Phone: VARIANCE FROM REGULATION(List Reg.) REASON FOR VARIANCE(May attach if more space needed) ReOucAT toy,! GQ<<S Eog ►So GABS, .t La ayQl> UDC£- To WE MY ACIVAL W�rrEk JSC PER Mil 69 UWE, r�RcJ. ki.SiaRY T® AAb 4 SEA�"S HIV �1:�i4UP�@/y7 AA/l� A oNE BE-bkaom AFr UP,S i�4►�S. X USE NATURE OF WORK: House Addition 1100000 House Renovation ❑ Repair of Failed Septic System 13 Checklist (to be completed by office staff-person receiving variance request application) Please submit copies in 4 separate completed sets Four(4)copies of the completed variance request form Four(4)copies of engineered plan submitted(e.g.septic system plans) Four(4)copies of labeled dimensional floor plans submitted(e.g.house plans or restaurant kitchen plans) _ Signed letter stating that the property owner authorized you to represent him/her for this request _ Applicant understands that the abutters must be notified by certified mail at least ten days prior to meeting date at applicant's expense (for Title V and/or local sewage regulation variances only) . _ Full menu submitted(for grease trap variance requests only) _ Variance request application fee collected (no fee for lifeguard modification renewals, grease trap variance renewals [same owner/leasee only], outside dining variance renewals [same owner/leasee only], and variances to repair failed sewage disposal systems (only if no expansion to the building proposed]) Variance request submitted at least 15 days prior to meeting date VARIANCE APPROVED Wayne A Miller,M.D.Chairman NOT APPROVED Sumner Kaufman,M.S.P.H. REASON FOR DISAPPROVAL Susan G.Rask,R.S. Q:\HEALTH\Application Forme\VARIREQ.DOC 19230 Ke,te,r, Aead,ing, Aev,iew, , Batch Number 0 From Date. . . CroteaWichael G Status . . . . Serial* Number. Service Address . 10782.2 146 Rosary Ln Meter Position 1 f Account ID Work Order Y 0 Read Mtr Meter UM R R E S Account P Date Pos Reading Consumption CS S T R T ID _ 08 09 04 1 405 200 FC 1 N 1 00156596 _ 05/10/04 1 403 200 FC 1 N 1 00156596 02/09/04 1 401 200 FC 1 N 1 00156596 _ 11/10/03 1 399 200 FC 1 N 1 00156596 08/14/03 1 397 300 FC 1 N 1 00156596 _ 05/12/03 1 394 0 FC 1 N 1 00156596 02/24/03 1 394 100 FC 1 N 1 00156596 01/16/03 1 393 300 FC 5 N 1 00156596 11/18/02 1 390 1,500 FC 1 N 1 00156596 _ 08/20/02 1 375 1,700 FC 1 N 1 00156596 _ 05/17/02 1 358 1,800 FC 1 N 1 00156596 _ 02/11/02 1 340 2,000 FC 1 N 1 00156596 Op,t:, , 1=Reads, , ,6,=Text , ,F,4=p,tl,s, , 8=p,ate, Seq , ,F,12=p,ispl,ay, To,gg,l,e, , F24=Kgre, , a60 x 7S � vs 1.Sv a G a � 3 Vq^'n"`�S 50 7D Tld U qU 6 a S u � U COMMONWEALTH OF MASSACHUSETTS z EXECUTIVE OFFICE OF ENVIRONMENTAL AFFAIRS r ci DEPARTMENT OF ENVIRONMENTAL PROTECTION e� 350 MAIN STREET WEST YARMOUTH,MA �Co 508-775-2800 TITLE 5 OFFICIAL INSPECTION FORM—NOT FOR VOLUNTARY ASSESSMENTS SUBSURFACE SEWAGE DISPOSAL SYSTEM FORM PART A CERTIFICATION 2� MAP 345—PARC 018 Property Address: 146 ROSARY LANE HY',NNIS,MA 02601 Oamer'sName: CR,:?TEAU,MICHAEL Owner's Address: 279 MONOMOY CIRCLE CEdTERVILLE,MA 02632 Date of Inspection SEPT EMBER 27,2005 Name of Inspector:(please print) JAMES D.SEARS Company Name: A&,B Caney Mailing Address: 350 Main Street Wes.'Yarmouth,MA 02673 Telephone Number: 508-775-2800 CERTIFICATION STATEMENT I certify that I have personally inspected the sewage disposal system at this address and that the information reported below is true,accurate and complete as of the time of the inspection. The inspection was performed based on my training and experience in the p oper function and maintenance of on site sewage disposal systems. I am a DEP approved system inspector pursuant to Section 15.340 of Title 5(310 CNIR 1 ..000). The system: Passes _ Conditionally Passes Needs Further Evaluation by the Local Approving Authority Fails q Inspector's Signature: Date: The system inspector shall submit a copy of this inspection report to the Approving Authority(Board of Health or DEP)vnthin 30 days of completing this inspection. If the system is a shared system or has a design flow of 10,000 gpd or greater,the inspector and the ,snem owner shall submit the report to the approp-•iate regional office of the DEP. The original should be sent to the system owner and copies sent tot he buyer,if applicable,and the approving authority. Notes and Conmlents "* •This report only describe!,conditions at the time of inspection and under the conditions of use at that time. This inspection does not address how the system will perform in the future under the same or different conditions of use. A Title 5 Inspection Forni 6/1 '2000 1 I Page 2 of 11 OFFICIAL INSPECTION FORM—NOT FOR VOLUNTARY ASSESSMENTS SUBSURFACE SEWAGE DISPOSAL SYSTEM INSPECTION FORM PART A CERTIFICATION (continued) Property Address: 146 ROSARY LANE HYANNIS,MA 02601 Owner: CROTEAU,UICHAEL Date of Inspection: SEPTEMBER 27,2005 Inspection Summary: Check A,B,C,D or E/ALWAYS complete all of Section D A. System Passes: ( I have not found any information which indicates that any of the failure criteria described in 310 CUR 15.303 or in 310 CMR 15.304 exist. Any failure criteria not evaluated are indicated below. Comments: B. System Conditionally Passes: N/A One or more system components as described in the"Conditional Pass"section need to be replaced or repaired. The system,upon completion of the replacement or repair,as approved by the Board of Health,will pass. Answer yes,no or not determined(Y,N,ND)in the for the following statements. If"not determined" please explain. _ The septic tank is metal and over 20 years old*or the septic tank(whether metal or not)is structurally unsound, exhibits substantial infiltration or exfiltration or tank failure is murrinent. System will pass inspection if the existing tank is replaced with complying septic tank as approved by the Board of Health. *A metal septic tank will pass inspection if it is structurally sound,not leaking and if a Certificate of Compliance indicating that the tank is less than 20 years old is available. ND explain: Observation of sewage backup or break out or high static water level in the distribution box due to broken or obstructed pipe(s)or due to a broken,settled or uneven distribution box. System will pass inspection if(with approval of Board of Health): broken pipe(s)are replaced obstruction is removed distribution box is leveled or replaced ND explain: The system required pumping more than 4 times a year due to broken or obstructed pipe(s). The system will pass inspection if(with approval of the Board of Health)" broken pipe(s)are replaced obstruction is removed ND explain: Title 5 Inspection Form 6/15/2000 2 Page 3 of 11 OFFICIAL INSPECTION FORM—NOT FOR VOLUNTARY ASSESSMENTS SUBSURFACE SEWAGE DISPOSAL SYSTEM INSPECTION FORM PART A CERTIFICATION(CONTINUED) Property Address: 146 ROSARY LANE HYANNIS,MA 02601 Owner: CROTEAU,MICHAEL Date of Inspection: SEPTEMBER 27,2005 C. Further Evaluation is Required by the Board of Health:N/A Conditions exist which require further evaluation by the Board of Health in order to determine if the system is failing to protect public health,safety,or the environment. 1. System will pass unless Board of Health determines in accordance with 310 CMR 15.303(1)(b)that the system is not functioning in a manner which will protect public health safety and the environment: ` Cesspool or privy is within 50 feet of a surface water Cesspool or privy is within 50 feet of a bordering vegetated wetland or salt marsh 2. System will fail unless the Board of Health(and Public Water Supplier,if any)determines that the svitem is functioning in a manner that protects the public health,safety and environment: The system has a septic tank and soil absorption system(SAS)and the SAS is within 100 feet of a surface water supply or tributary to a surface water supply. The system has a septic tank and SAS and the SAS is within a Zone 1 of public water supply. The system has a septic tank and SAS and the SAS is within 50 feet of a private water supply well. The system has a septic tank and SAS and the SAS is less than 100 feet but 50 feet or more from a private water supply well". Method used to detenmine distance �" This system passes if the well water analysis,performed at a DEP certified laboratory,for coliform bacteria and volatile organic compounds indicates that the well is free from pollution from that facility and the presence of ammonia nitrogen and nitrate nitrogen is equal to.or less than 5 ppm,provided that no other failure criteria are triggered. A copy of the analysis must be attached to this form. 3. Other: Title 5 Inspection Form 6/15/2000 3 Page 4 of I I OFFICIAL INSPECTION FORM—NOT FOR VOLUNTARY ASSESSMENTS SUBSURFACE SEWAGE DISPOSAL SYSTEM INSPECTION FORM PART A CERTIFICATION(CONTINUED) Property Address: 146 ROSARY LANE HYANNIS,MA 02601 Owner: CROTEAU,MICHAEL Date of Inspection: SEPTEMBER 27,2005 D. System Failure Criteria applicable to all systems: N/A You must indicate"yes"or"no"to each of the following for all inspections: Yes No ✓ Backup of sewage into facility or system component due to overloaded or clogged SAS or cesspool �— Discharge or ponding of effluent to the surface of the ground or surface waters due to an overloaded or clogged SAS or cesspool ✓ Static liquid level in the distribution box above outlet invert due to an overloaded or clogged SAS or cesspool ✓ Liquid depth.in pit is less than 6"below invert or available volume is less than%z day flow Required piunping more than 4 times in the last year NOT due to clogged or obstructed pipe(s). Number of times pumped ✓ Any portion of the SAS,cesspool or privy is below high ground water elevation N/A Any portion of cesspool or privy is within 100 feet of a surface water supply or tributary to a surface water supply N/A Any portion of a cesspool or privy is within a Zone 1 of a public well N/A Any portion of a cesspool or privy is within 50 feet of a private water supply well N/A Any portion of a cesspool or privy is less than 100 feet but greater than 50 feet from a private water supply well with no acceptable water quality analysis. (This system passes if the well water analysis performed at a DEP certified laboratory,for conform bacteria and volatile organic compounds indicates that the well is free from pollution from that facility and the presence of ammonia nitrogen and nitrate nitrogen is equal or less than 5 ppm,provided that no other failure criteria are triggered. A copy of the analysis must be attached to this form.) NO (Yes/No)The system fails. I have determined that one or more of the above failure criteria exist as described in 310 CMR 15.303,therefore the system fails. The system owner should contact the Board of Health to determine what will be necessary to correct the failure. E. Large Systems: N/A To be considered a large system the system must service a facility with a design flow of 10,000 gpd to 15,000 gpd. You must indicate either"yes"or"no to each of the following: (The following criteria apply to large systems in addition to the criteria above) Yes No the system is within 400 feet of a surface drinking water supply, the system is within 200 feet of a tributary to a surface drinking water supply the system is located in a nitrogen sensitive area(Interim Wellhead Protection Area—1WPA)or a mapped Zone 11 of a public water supply well. If you have answered"yes"to any question in Section E the system is considered a significant threat,or answered "yes"in Section D above the lam ae system is failed. The owner or operator of any large system considered a significant threat under Section E or failed under Section D shall upgrade the system in accordance with 310 CMR 15.304. The system owner should contact tht:appropriate regional office of the Department. Title 5 Inspection Form 6/15;2000 4 Page 5 of 11 OFFICIAL INSPECTION FORM—NOT FOR VOLUNTARY ASSESSMENTS SUBSURFACE SEWAGE DISPOSAL SYSTEM INSPECTION FORM PART B CHECKLIST Property Address: 146 ROSARY LANE HYANNIS,MA 02601 Owner: CROTEAU,MICHAEL Date of Inspection: SEPTEMBER 27,2005 Check if the following have been done. You must indicate"yes" or"no"as to each of the following Yes No ✓ Pumping information was provided by the owner,occupant,or Board of Health ✓ Were any of the system components pumped out in the previous two weeks? ✓ Has the system.received normal flows in the previous two week period? if Have large volumes of water been introduced to the system recently or as part of this inspection? ✓ Were as built plans of the system obtained and examined?(If they were not available note as N/A) ✓ Was the facility or dwelling inspected for signs of sewage back up? ✓ Was the site inspected for signs of break out? ✓ Were all system components,including the SAS,located on site? ✓ Were the septic tank manholes uncovered,opened,and the interior of the tank inspected for the condition of the baffles or tees,material of construction,dimensions,depth of liquid,depth of sludge and depth of scum ✓ Was the facility owner(and occupants if different from owner)provided with information on the proper maintenance of subsurface sewage disposal systems? The size and location of the Soil Absorption System(SAS)has been determined based on: Yes No ✓ Existing infonuation. For example,a plan at the Board of Health. ✓ Determined in the field(if any of the failure criteria related to Part C is at issue approximation of distance is unacceptable)[310 C.NM 15.302(3xb)] Title 5 Inspection Form 6/13/2000 5 Page 6 of 11 OFFICIAL INSPECTION FORM—NOT FOR VOLUNTARY ASSESSMENTS SUBSURFACE SEWAGE DISPOSAL SYSTEM INSPECTION FORM PART C SYSTEM INFORMATION Property Address: 146 ROSARY LANE HYANNIS,MA 02601 Owner: CROTEAU,MICHAEL Date of Inspection: SEPTEMBER 27,2005 FLOW CONDITIONS RESIDENTIAL✓ Number of Bedrooms(design): 1 Number of bedrooms(actual): 1 DESIGN flow based on 310 CMR 15.203(for example: 110 gpd x#of bedrooms: 110 Number of current residents: 1 Does residence have a garbage grinder(yes or no): NO Is laundry on a separate sewage system(yes or no): NO [if yes separate inspection required] Laundry system inspected(yes or no): NO Seasonal use(yes or no): NO Water meter readings,if available(last 2 years usage(gpd)): N/A Sump pump(yes or no) No Last date of occupancy: UNKNOWN COMMERCIALANDUSTRIAL✓ Type of establishment: TAKE OUT Design flow(based on 310 CMR 15.203): N/A Basis of design flow(seats/persons/sqft,etc.): N/A Grease trap present(yes or no): NO Industrial waste holding tank present(yes or no): NO Non-sanitary waste discharged to the Title 5 system(yes or no): NO Water meter readings,if available: UNKNOWN Last date of occupancy/use: OTHER(describe): GENERAL INFORMATION Pumping Records Source of information: N/A Was system pumped as part of the inspection(yes or no): NO If yes,volume pumped: gallons—How was quantity pumped determined? Reason for pumping: TYPE OF SYSTEM Septic tank,distribution box,soil absorption system Single cesspool Overflow cesspool Privy Shared system(yes or no)(if yes,attach previous inspection records,if any) Innovative/Alternative technology. Attach a copy of the current operation and maintenance contract(to be obtained from system owner) Tight tank Attach copy of the DEP approval Other(describe): Approximate age of all components,date installed(if known)and source of information: 2003—PERMIT#2003-083 Were sewage odors detected when arriving at the site(yes or no): NO Tit le -�Inspection Forni 6/15/2000 6 OFFICIAL INSPECTION FORM—NOT FOR VOLUNTARY ASSESSMENTS SUBSURFACE SEWAGE DISPOSAL SYSTEM INSPECTION FORM PART C SYSTEM INFORMATION(continued) Property Address: 146 ROSARY LANE HYANNIS,MA 02601 Owner: CROTEAU,MICHAEL _ Date of Inspection: SEPTEMBER 27,2005 BUILDING SEWER(locate on site plan): ✓ Depth below grade: 6" Materials of construction: Cast iron ✓ 40 PVC _ other(explain) Distance'from private water supply well or suction line: Continents(on condition of joints,venting,evidence of leakage,etc.): SEPTIC TANK(locate onsito plan): ✓ Depth below grade: 6" Material of construction: concrete metal fiberglass polyethylene _ other(explain) If tank is metal list age: Is age continued by a Certificate of Compliance(yes or no): (attach a copy of certificate) Dimensions: 1500-GALLON PRE CAST Sludge depth: 2" Distance from top of sludge to the bottom of outlet tee or baffle: 28" Scum thickness: 0" Distance from top of scum to top of outlet tee or baffle: 8" Distance from bottom of scum to bottom of outlet tee or baffle: 18" How were dimensions determined: ASBUILT&TAPE Comments(on pumping recommendations,inlet and outlet tee or baffle condition,structural integrity,liquid levels as related to outlet invert,evidence of leakage,etc.): TANK AT WORKING LEVEL,TANK&COVERS AT 6".INLET TEE—OUTLET TEE. NO SIGN OF OVER LOADING OR LEAKAGE. GREASE TRAP(located on site plan) N/A Depth below grade: Material of construction: concrete metal fiberglass _ polyethylene other (explain): Dimensions: _ Scum thickness: Distance from top of scum to top of outlet tee or baffle: Distance from bottom of scum to bottom of outlet tee or baffle: Date of last pumping: Comments(on pumping recommendations,inlet and outlet tee or baffle condition,structural integrity,liquid levels as related to outlet invert,evidence of leakage,etc.): Title 5 Inspection Form 6/15,.�000 7 Page 8 of 11 OFFICIAL INSPECTION FORM—NOT FOR VOLUNTARY ASSESSMENTS SUBSURFACE SEWAGE DISPOSAL SYSTEM INSPECTION FORM PART C SYSTEM INFORMATION(continued) Property Address: 146 ROSARY LANE HYANNIS,MA 02601 Owner: CROTEAU,MICHAEL Date of Inspection: SEPTEMBER 27,2005 TIGHT or HOLDING TANK: N/A (tank must be pumped at time of inspection)(locate on site plan) Depth below grade: Material of construction: concrete metal fiberglass polyethylene other(explain) Dimensions: Capacity: gallons Design Flow: ;allons/day Alarm present(yes or no) _ Alarm level: Alarw in working order(yes or no): Date of last pumping Comments(condition of alarm and float switches,etc.): DISTRIBUTION BOX: ✓ (if present must be opened)(locate on site plan) Depth of liquid level above outlet invert: 0 Continents(note if box is level and distribution to outlets equal,any evidence of solids carryover,any evidence of leakage into or out of box,etc.,): D-BOX IS 22"X 22"—12"BELOW GRADE,ONE LINE IN—ONE LINE OUT.BOX IS CLEAN&SOLID. NO SIGN OF OVER LOADING OR SOLID CARRY OVER. PUMP CHAMBER: N/A (locate on site plan) Pumps in working order(yes or no): Alarms in working order(yes or no): Comments(note condition of primp chamber,condition of pumps and appurtenances,etc.): Title 5 Inspection Form 6/15/2000 8 Page 9 of 11 OFFICIAL INSPECTION FORM—NOT FOR VOLUNTARY ASSESSMENTS SUBSURFACE SEWAGE DISPOSAL SYSTEM INSPECTION FORM PART C SYSTEM INFORMATION(continued) Property Address: 146 ROSARY LANE HYANNIS,MA 02601 Owner: CROTEAU,MICHAEL Date of Inspection: SEPTEMBER 27,2005 SOIL ABSORPTION SYSTEM(SAS): ✓ (locate on site plan,excavation not required) If SAS not located explain why: Type leaching pits,number: T leaching chambers,number: 2 leaching galleries,number leaching trenches,number,length leaching fields,number, dimensions: overflow cesspool,number: innovative/alternative system Typeiname of technology: Comments(note condition of soil,signs of hydraulic failure,level of ponding,damp soil,condition of vegetation,etc.) LEACHING IS TWO 500-GALLON DRY WELLS,LEACHING&COVER AT 22". LEACHING IS WET,NO HIGH STAIN LINE. NO SIGN OF OVER LOADING OR SOLID CARRY OVER. CESSPOOLS: N/A (cesspool must be pumped as part of inspectionX locate on site plan) Number and configuration: _ Depth—top of liquid to inlet invert Depth of solids layer: Depth of scum layer: Dimensions of cesspool: Materials of construction: Indication of groundwater inflow(yes or no): Comments(note condition of soil,signs of hydraulic failure,level of ponding,crmdition of vegetation etc.): PRIVY: N/A (locate on site plan) Materials of Construction: _ Dimensions: Depth of solids: Comments(note condition of soil,signs of hydraulic failure,level of ponding,condition of vegetation,etc.) Title 5 Inspection Form 6/15/2000 9 • Page 10 of 11 OFFICIAL INSPECTION FORM—NOT FOR VOLUNTARY ASSESSMENTS SUBSURFACE SEWAGE DISPOSAL SYSTEM INSPECTION FORM PART C SYSTEM INFORMATION(continued) Property Address: 146 ROSARY LANE HYANNIS,MA 02601 Owner: CROTEAU,MICHAEL Date of Inspection: SEPTEMBER 27,2005 SKETCH OF SEWAGE DISPOSAL SYSTEM Provide a sketch of the sewage disposal system including ties to at least two permanent reference landmarks or benchmarks. Locate all wells within 100 feet. Locate where public water supply enters the building. 38. �C �s Title 5 Inspection Form 6/15/2000 10 Page 1 I of 11 OFFICIAL INSPECTION FORM—NOT FOR VOLUNTARY ASSESSMENTS SUBSURFACE SEWAGE DISPOSAL SYSTEM INSPECTION FORM PART C SYSTEM INFORMATION(continued) Property Address: 146 ROSARY LANE HYANNIS,MA 02601 Owner: CROTEAU,MICHAEL Date of Inspection: SEPTEMBER 27,2005 SITE EXAM Slope Surface water Check cellar Shallow wells Estimated depth to no groundwater 12 feet Please indicate(check)all methods used to determine the high ground water elevation: Obtained from system design plans on record-If checked,date of design plan reviewed: —� Observation site(abutting property/observation hole within 150 feet of SAS) Checked with local Board of Health-explain: Checked with local excavators,installers-(attach documentation Accessed USGS database-explain: You must describe how you established the high ground water elevation: TEST HOLE AT 12'NO WATER. TEST HOLE 6' BELOW BOTTOM OF LEACHING. BOTTOM OF LEACHING AT 6'BELOW GRADE. a aTT.`c N Tide 5 Inspection Form 6/15/2000 11 I Town of Barnstable « iARN�'1'ABLE. • Board of Health 2002 Main Street, Hyannis MA 02601 Office: 508-862-4644 v ` _ Susan G.Rask,R.S. FAX: 508-790-6304 Sumner Kaufman,MSPH Wayne Miller,M.D. June 2, 2005 Mr. Ryan agle 94 Ple ant Street Boston, MA 01612 RE: Pinky's, 146 Rosary Lane, Hyannis, MA 02601, Grease Trap Variance and Toilet Facilities Variance Dear Mr. Smeagle, You are granted a conditional variance from the Board of Health Regulation, PART II SECTION 1.00, which requires minimum 1,000 gallon capacity grease traps at all food establishments. This variance will allow you to operate a food establishment at Pinky's, 146 Rosary Lane, Hyannis with the following conditions: (1) Cooking of food(s) is not authorized at this site. Only pre-cooked, pre- packaged foods may be heated with'the use of disposable containers. (2) The cooking or heating of breakfast sandwiches, chili, macaroni and cheese, and any other food is prohibited unless the applicant is able to provide a method of cooking and serving these menu items within disposable containers. (3) The menu is restricted to steamed hot-dogs and only those food items listed on the proposed menu submitted by you on May 10, 2005. No other food items are authorized to be prepared or served. (4) Seating for patrons is not allowed due to the lack of restroom facilities onsite. (4) An in-line grease interceptor shall be installed in accordance with the State Plumbing Code. Pinkys 7 ' (5) A person in charge shall be onsite all times the store is open for business. This person shall be properly trained and certified in food sanitation and safety (e.g. ServSafe certified). (6) Furthermore, an alternate shall be available and onsite anytime the primary person-in-charge is not available. The alternate person shall be properly trained and certified in food sanitation (e.g. ServSafe certified). (7) These variances are not transferable to another owner or lessee of this establishment. (8) These variance may be revoked anytime the operator fails to comply with a condition of these variances or anytime unsanitary conditions are observed. These variances are granted because the applicant stated that this will be a drive through food establishment and the menu is primarily steamed hot-dogs. With the exception of chili and macaroni and cheese, the application appeared to comply with the Board's grease trap variance guide. In regards to the restroom, the applicant stated that there will be only two employees onsite and there won't be any seating provided for patrons. Sin rely yours, rely Way Miller, M.D. Chai an i DRAINAGE CALCULATIONS ' & SUPPLEMENTAL INFORMATION Pinky's ' 146 Rosary Lane Hyannis, Massachusetts 1 March 21, 2003 1 Prepared for: ' Mike Croteau ' Prepared by: JC ENGINEERING, Inc. ttA°F , . °� JOHN Civil & Environmental Engineering o CHURCh1ILL U 5 Roundhill Blvd. CML East Wareham, Massachusetts 02538 No. 41807 } Ph. 508-273-0377—Fax 508-273-0367 8 � TE PLA EcEIVED ' 2 6 2003 MAR 2 4 2003 T �OF BARNSTABLE REVIEW BUILDING DIV. DRAINAGE CALCULATIONS & ' SUPPLEMENTAL INFORMATION Pinkv's 1 146 Rosary Lane Hyannis, Massachusetts 1 1 Prepared for: ' Mike Croteau ' Prepared by: ' JC Engineering, Inc. 5 Roundhill Blvd. 1 East Wareham, MA 02538 March 21, 2003 1 1 f 1 1 1 Pink 's TABLE OF CONTENTS Page 1. Project Overview .............................................. 1 2. Stormwater Managnement Methodology .................................................. 1 Existing Conditions ............................................. 2 Results of Stormwater Management Analysis ............... 3 Proposed Stormwater Management System 4 and Mitigation .......................................... 3. Supplemental Information and Calculations 1 Leaching Pit Storage Capacity Calculations for 25-Year Storm Event 1 Groundwater Recharge Requirement Calculations and Time To Drain Leaching Area Existing Conditions Drainage Calculations 1 2-year Storm 10-year Storm 100-year Storm Proposed Conditions Drainage Calculations 2-year Storm 10-year Storm 100-year Storm DEP Stormwater Management Forms Stormwater Operations and Maintenance Plan TSS Removal Calculations Pipe Sizing Calculations ' References Drainage Area Plans ' 1. Project Overview The project is located at 146 Rosary Lane in Hyannis, Massachusetts, on parcel 017 of ' Assessors map 345, consisting of a total area of approximately 5,201± square feet. The site is located in Business District B and in a Well Protection Overlay District. On the site, situated in the middle of newly constructed commercial buildings, exists a 2- bedroom dwelling with a small concrete driveway and deck. The remaining part of the lot is covered in either grass or brush, with only one significantly sized tree. Access to the lot is directly off of Rosary Lane, a private road partly paved and partly glavel. The proposed re-development involves converting the dwelling into a drive-thru iot dog stand, called Pinky's, while giving the property a complete overhaul. This includes adding drainage structures to collect runoff from the site, repaving a portion of the lot, irenovation and beautification of existing building and surrounding areas, and plantings in front of the existing building. ' Traffic and Pedestrian There will not be an adverse impact on the traffic and pedestrian movement o the surrounding area. Access to Pinky's will be directly off of Rosary Lane thr ugh a one- way drive. All customers will drive around the building to a drive-thru wim ow to place and pick-up their order. Two parking spots are available for the employees in an area that will not impede traffic around the dwelling or down Rosary Lane. Water and Sewer The existing dwelling will use the existing water and sewer services. Thep 'vate septic system was recently upgraded and now conforms to 310 CMR 15, Title V. The system i was sized appropriately to handle the average daily water consumption of similar establishments with the same features as Pinky's. 1 2. Stormwater Management ' Methodology Stormwater runoff was evaluated for the 2-year, 10-year, and 100-year, T e III, 24-hour ' storm for both pre-development and post-development conditions. The st rmwater runoff for the 25-year storm event was also evaluated for post-development conditions, as required by the Town of Barnstable Zoning Ordinance, in order to size the leaching structures. Pre-development and post-development conditions were modeled using HydroCAD software, which combines USDA Soil Conservation Service hydrology and ' hydraulic techniques (commonly known as SCS TR-55 and TR-20) to generate hydrographs (calculations are provided in the supplemental section of this report). The rainfall amounts used for calculating runoff for the 2-year, 10-year, 25-year and 100-year ' storm events were obtained from the HydroCAD Manual. Page 1 The drainage calculations, contained at the end of this report, identify on-site and off-site analysis points for both existing and proposed conditions. Table 1 describes the analysis points used for both existing and proposed conditions. Table 2 compares the pre- development and post-development peak runoff rates and volumes for the 2-year, 10-year and 100-year storm events at each analysis point. Design Point 1(DP-1) shows the peak rate of runoff leaving the site for existing conditions. As one can see, there will be no ' offsite runoff for the proposed conditions. The Leaching Pit was sized to handle all runoff up to and including a 100-year storm event. Design Point 2(DP-2) shows the peak rate off runoff entering the Drainage System. Table 1 Design Point Designations Design Design Existing Proposed Design Calculation Calculation ' Drainage Drainage Point Model Area Model Area Area Area Destination Existing Proposed DA 1 Offsite 1 sub. 1 sub 1 DA 1 Drainage Structures 2 sub. 1 pond 1 Table 2 Stormwater Flows and Volumes 2-Year Storm Event 10-Year Storm Event 100-Year Storm Event Existing Proposed Existing I Proposed Existing Proposed Flow Vol. Flow Vol. Flow Vol. Flow Vol. Flow Vol. Flow Vol. cfs) (af.) (cfs) (af.) cfs) (af.) (cfs) (af.) (cfs) (af. (cfs) (af.) DP-1 0.01 0.00 0.00 0.00 0.04 0.01 j 0.00 0.00 0.21 0.02 0.00 0.00 DP-2 0.12 .01 0.25 .02 0.50 0.03 Existing Conditions General Soils Information Existing soil classifications and hydrologic soil groups for the site were obtained from the USDA Soil Conservation Service, Soil Survey of Plymouth County, Massachusetts, Southern Part (1969). The soil type found within the project site is classified as Carver i Loamy Coarse Sand(CcA). Carver Loamy Coarse Sand is usually found in broad areas on the outwash plain. This soil is excessively-drained and has a high permeability rate. Carver Loamy Coarse Sand, classified as Hydrologic Group A, is the dominant soil type ' found within the site. Page 2 � i ExistingDrainage rainage Areas The existing watershed drainage areas were delineated based on topography, and are shown along with time of concentration pathways on EXISTING DRAINAGE AREA plan. Table 3 lists the existing drainage area with cover type and land used areas. ' Table 3 Existing Drainage Areas Rainfall Curve Number(CN) 1 2 yr 3.40 in 10 yr 4.70 in Impervious 98 25 yr 5.40 in Woodland 30 100 yr 7.00 in Grass 39 Impervious Total Area Surface Woodland Grass (Sq. Ft.) (Sq. Ft.) (Sq. Ft.) (Sq. Ft.) Drainage Area 1 5,401 1,078 629 3,694 Results of Stormwater Management Analysis The analysis and design of the stormwater management system was based on minimizing the effects of post-development stormwater peak rates of runoff and runoff volume to off- site areas. Each stormwater runoff design point was carefully selected to ensure off-site runoff would not be adversely affected. A design point is the location at which the peak rates of runoff and runoff volume are used for comparison between pre-development and post-development conditions: As shown on EXISTING DRAINAGE AREA and PROPOSED DRAINAGE AREA plans, the final destination of the time of concentration flow path is normally the design point. Post-development drainage areas, time of 1 concentration flow paths and stormwater design points are shown on the PROPOSED DRAINAGE AREA. Table 4 lists the proposed drainage areas with cover type and land use areas. Page 3 1 i 1 Table 4 Proposed Drainage Areas Rainfall Curve Number(CN) i 2 yr 3.4 in Impervious 98 10 yr 4.7 in Woodland 30 25 yr 5.4 in Grass 39 i100 yr 7.0 in Impervious Total Area Surface Woodland Grass (Sq. Ft.) (Sq. Ft.) (Sq.Ft.) (Sq. Ft.) Drainage Area 1 5,401 2,799 629 1,973 To determine whether erosion, sedimentation and off-site flooding would occur during post-development conditions, an analysis was done to ensure that the peak rate of runoff would not increase, when compared to pre-development conditions for the same design point. The calculations indicate that there will be no increase in post-development peak rate of runoff or runoff volume off-site for the 2-year, 10-year, and 100-year storm events when compared to pre-development conditions. In summary, the results of the analysis indicate that controlling the peak rate of runoff and runoff volume is attainable for post-development conditions. In addition to controlling the peak rate of runoff and runoff volume for post-development conditions, ' the calculations indicate that there will be no increase in peak rate of runoff for the 2- year, 10-year and 100-year storm events. Therefore, upon development of the Proposed ' site there will be no increase in off-site flooding impacts during a 2-year, 10-year or 100- year storm event. Proposed Stormwater Management System and Mitigation The purpose of the proposed stormwater management system is to remove a minimum of 80% total of the suspended solids, while preventing off-site flooding and adverse environmental impacts from the 2-year, 10-year and 100-year storm events. Additionally, a goal of a site's stormwater management plan also includes the j improvement of water quality through the design and implementation of best management practices (BMPs) for the site. BMPs can include physical features, such as infiltration structures, detention basins and swales, as well as maintenance procedures and other management techniques. Several regulatory standards or policies are applicable for the proposed site:, including the Town of Barnstable Zoning Ordinances. ' Design criteria for the management of stormwater runoff is designed in accordance with the applicable criteria for drainage design of the Barnstable Zoning Ordinances and Subdivision Rules and Regulations and Department of Environmental Protection (DEP) ' Stormwater Management Policy. Page 4 I ' Proposed stormwater runoff from the site will be handled by a combination of BMPs. The drainage system will be designed to treat the"first flush" of stormwater runoff(first half inch of runoff), to address water quality and recharge volume as required by the Massachusetts Stormwater Policy Act. In addition, drainage facilities will be designed to prevent an increase in the rate of runoff off-site. Design of the drainage systems will also mitigate stormwater quality impacts to groundwater quality. ' The design for stormwater management is as follows: The roadway will be cleaned by street sweeping each year in the early spring. The stormwater runoff will be captured by a deep sump catch basin. From this catch basin, stormwater will be directed to the leaching pit. The leaching pit is sized to handle runoff from a 100-yr storm event. The design of the stormwater management system seeks to maintain existing groundwater recharge patterns and improve the quality of stormwater runoff from the proposed impervious surfaces. Consistent with the DEP stormwater management policy, the post-development runoff rates will be at or below pre-development rates, will retain recharge on site, and will treat stormwater prior to discharging to the leaching pit. r Page 5 LEACHING PIT STORAGE CAPACITY 1 1 I ' 1 1 1 1 1 f 1 1 i t STORAGE CAPACITY Pinky's 146 Rosary Lane Hyannis, Massachusetts ' DRAINAGE CALCULATIONS DRAINAGE AREA 1 Determination of volume per unit depth of storage in Leachiny,Pits Outside Diameter of Leaching Area 12 feet Number of Leaching Pits 1 unit Inside Diameter of Leaching Pit 5.5 feet Outside Diameter of Leaching Pit 6 feet Depth of Leaching Pits 6.0 feet per unit Overall Volume of Leaching System = 3.14xR^2*H 678 c.f. Outside Volume of Leaching Structures 170 c.f per unit Inside Volume of Leaching Structures 142 c.f per unit ' Total Outside Volume of Leaching Structures= 170 c.f. Total Inside Volume of Leaching Structures= 142 c.f. Volume w/in stone = (Overall Vol.-Outside Vol.)(A) 203 c.f. ' (assume 40% void space in stone) Total storage volume = 346 c.f of storage ' `✓olume per unit foot= 58 c.f. per foot Page 1 of 2 Calculations by JC Engingeering, Inc. i . Proposed Subsurface Infiltration System Use 1-1000 Gallon LeachingPit surrounded b 3' of stone Y Find Leaching Capacity Per Depth Per Unit ' From actual infiltration rates 2 min/inch Which is 0.5 inches per min. = 0.000694 cfs/s.f, ' Use total exposed area at a certain depth to find leaching capacity for a 2 min/in infiltration rate Bottom area= 3.14xR^2 = 113 s.f. Sidewall area is = 3.14*Dia. = 37.7 s.f. x depth Leaching Depth Bottom Sidewall Total Capacity 0 113 s.f. 0 113 s.f. 0.08 cfs 1 113 s.f, 38 s.f. 151 s.f. 0.10 cfs r2 113 s.f. 75 s.f. 188 s.f. 0.13 cfs 3 113 s.f. 113 s.f. 226 s.f. 0.16 as ' 4 113 s.f. 151 s.f. 264 s.f. 0.18 cfs 5 113 s.f. 188 s.f. 301 s.f. 0.21 cfs 6 113 s.f. 226 sT 339 s.f. 0.24 cfs Page 2 of 2 Calculations by JC Engingeering, Inc. 1 1 CALCULATIONS FOR 25-YEAR STORM EVENT I ' t i , I ' 1 I � ' Data for 146 Rosary Lane Proposed Conditions Page 1 TYPE III 24-HOUR RAINFALL= 5.40 IN 20 Mar 03 ' Prepared by JC Engineering, Inc. HydroCAD 5 11 001445 (c) 1986-1999 Applied Microcomputer Systems - ' WATERSHED ROUTING 1 1 1 1 1 1 OSUBCATCHMENT REACH Q POND LINK ' SUBCATCHMENT 1 = Drainage Area -> POND 1 POND 1 = 1-1000 Gallon Leaching Pit -' 1 1 I 1 Data for 146 Rosary Lane Proposed Conditions Page 2 TYPE III 24-HOUR RAINFALL= 5.40 IN 20 Mar 03 ' Prepared by JC Engineering, Inc. HydroCAD 5.11 001445 (c) 1986-1999 Applied Microcomputer Systems ' RUNOFF BY SCS TR-20 METHOD: TYPE III 24-HOUR RAINFALL= 5.40 IN, SCS U.H. RUNOFF SPAN = 10-20 HRS, dt= .10 HRS, 101 POINTS ' VOL SUBCAT AREA Tc WGT' D PEAK Tpeak NUMBER (ACRE) (MIN) GROUND COVERS (%CN)-- CN C (CFS) (HRS) (AF) ' 1 .12 .8 52%98 37%39 12%30 69 - .32 11.99 .02 ' Page 3 Data for 146 Rosary Lane Proposed Conditions 9 TYPE III 24-HOUR RAINFALL= 5.40 IN Prepared by JC Engineering, Inc. 20 Mar 03 HvdroCAD 5 11 001445 (c) 1986-1999 Applied Microcomputer Systems ' POND ROUTING BY STOR-IND METHOD POND START FLOOD PEAK PEAK ------ PEAK FLOW ------- ---Qout--- NO. ELEV. ELEV. ELEV. STORAGE Qin Qout Qpri Qsec ATTEN. LAG (FT) (FT) (FT) (AF) (CFS) (CFS) (CFS) (CFS) (%) (MIN ' 1 0.0 6.0 2.5 0.00 .32 .14 55 12.1 III II' t 1 Data for 146 Rosary Lane Proposed Conditions Page 4 TYPE III 24-HOUR RAINFALL= 5.40 IN ' Prepared by JC Engineering, Inca 20 Mar 03 HvdroCAD 5.11 001445 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 1 Drainage Area ' PEAK= .32 CFS @ 11.99 HRS, VOLUME= .02 AF SO-FT CN SCS TR-20 METHOD 2799.00 98 Impervious TYPE III 24-HOUR ' 1973.00 39 Grass RAINFALL= 5.40 IN 629.00 30 Woodland SPAN= 10-20 HRS, dt=.l HRS 5401.00 69 tMethod Comment Tc (min) TR-55 SHEET FLOW Segment A-B .7 Smooth surfaces n=.011 L=40' P2=3.4 in s=.0125 ' SHALLOW CONCENTRATED/UPLAND FLOW Segment B-C .1 Paved Kv=20.3282 L=36' s=.042 ' / ' V=4. 17 fps ' Total Length= 76 ft Total Tc= .8 SUBCATCHMENT 1 RUNOFF Drainage Area .32 .30 AREA= 5401 SF ' ,28 Tc= .8 MIN .26 CN= 69 .24 r, 22 SCS TR-20 METHOD ' 20 TYPE III 24-HOUR 4- U . 18 RAINFALL= 5.40 IN . t6 3 14 PEAK= .32 CFS O . 12 8 •11 .99 HRS . -j , 10 UOLUME= .02 AF � 08 .06 .04 02 e,eem TIME (hours) Data for 146 Rosary Lane Proposed Conditions Page 5 TYPE III 24-HOUR RAINFALL= 5.40 IN ' Prepared by JC Engineering, Inc. 20 Mar 03 HydroCAD 5. 11 001445 (c) 1986-1999 Applied Microcom utp er Systems ' POND 1 1-1000 Gallon Leaching Pit Qin = .32 CFS @ 11.99 HRS, VOLUME= .02 AF Qout= . 14 CFS @ 12.19 HRS, VOLUME= .02 AF, ATTEN= 55%, LAG= 12. 1 MIN ELEVATION INC.STOR CUM.STOR STOR-IND METHOD ' (FT) (CF) (CF) PEAK STORAGE = 143 CF 0.0 0 0 PEAK ELEVATION= 2.5 FT 1.0 58 58 FLOOD ELEVATION= 6.0 FT ' 2.0 58 116 START ELEVATION= 0.0 FT 3.0 58 174 SPAN= 10-20 HRS, dt=.1 HRS 4.0 58 232 Tdet= 6.8 MIN ( .02 AF) 5.0 58 290 6.0 58 348 # ROUTE INVERT OUTLET DEVICES ' 1 P 0.0' Leaching Based on 2 Min./in. ELEV(FT) DISCH(CFS) 0.0 0.00 .1 .08 t 1.0 .10 2.0 . 13 3.0 .16 ' 4.0 .18 5.0 .21 6.0 .24 POND 1 DISCHARGE 1 -1000 Gallon Leaching Pit 5.5 5.0 i� 4.5 �� z 3.5 �� 0 3.0 �- 2.5 Q 2.0 J 1 .5 W 1 .0 // .5 _ _ eachin Bas d o 2 in. In. m I ' 0,O N ~ %D m m N V kn OD m N v- m m m m m N N N m DISCHARGE (cf5) GROUNDWATER RECHARGE REQUIREMENT CALCULATIONS AND TIME TO DRAIN LEACHING AREA � 1 1 1 1 1 1 GROUNDWATER RECHARGE REQUIREMENT CALCULATIONS AND TIME TO DRAIN LEACHING PITS Pinky's HYANNIS, MASSACHUSETTS Impervious Area • Proposed Impervious Area= 2,799 s.f. • 2,799 s.f. in A-Soils Recharge Factors Groundwater Recharge Factor(A-Soils) = .4 inches/s.f. of impervious area Groundwater Recharge Volume Required ' 2,799 s.f. x (A inches x 1/12) =93.3 cubic feet required Groundwater Recharge Volume Provided The effective storage volume is 346 c.f. (refer to LEACHING PIT STORAGE CAPACITY) Conclusion: Proposed recharge volume of 346 cubic feet provided is much greater than 93.3 cubic feet required. ' Also find time to drain leaching pits Recharge volume below invert/ infiltration rate of soil =time required Recharge volume below overflow outlet invert from above = 346 c.f. Infiltration rate based on bottom area only= 0.08 cfs 346 c.f. / 0.08 cfs = 4,325 seconds or 72.1 minutes or 1.2 hours to drain EXISTING CONDITIONS DRAINAGE CALCULATIONS i 1 1 1 , 1 1 i 1 1 1 1 Data for 146 Rosary Lane Existing Conditions Page 1 TYPE III 24-HOUR RAINFALL= 3.40 IN Prepared by JC Engineering, Inc. 20 Mar 03 HydroCAD 5.11 001445 (c) 1986-1999 Applied Microcomputer Systems WATERSHED ROUTING 1 ( )SUBCATCHMENT REACH Q PDND LINK ' SUBCATCHMENT 1 = Drainage Area -> 1 1 Data for 146 Rosary Lane Existing Conditions Page 2 TYPE III 24-HOUR RAINFALL= 3.40 IN Prepared by JC Engineering, Inc. 20 Mar 03 HYdroCAD 5.11 001445 (c) 1986-1999 Applied Microcomputer Systems RUNOFF BY SCS TR-20 METHOD: TYPE III 24-HOUR RAINFALL= 3.40 IN, SCS U.H. RUNOFF SPAN = 10-20 HRS, dt= .10 HRS, 101 POINTS SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS (%CN)-- CN C (CFS) (HRS) (AF) 1 .12 3.3 68%39 12%30 20%98 50 - .01 12.33 0.00 ' Data for 146 Rosary Lane Existing Conditions Page 3 TYPE III 24-HOUR RAINFALL= 3.40 IN Prepared by JC Engineering, Inc. 20 Mar 03 HvdroCAD 5 11 001445 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 1 Drainage Area PEAK= .01 CFS @ 12.33 HRS, VOLUME= 0.00 AF I � SO-FT CN SCS TR-20 METHOD 3694.00 39 Grass TYPE III 24-HOUR 629.00 30 Woodland RAINFALL= 3.40 IN 1078.00 98 Impervious SPAN= 10-20 HRS, dt=.l HRS 5401.00 50 Method Comment Tc (min) TR-55 SHEET FLOW Segment A-B 2.7 Grass: Short n=.15 L=26' P2=3.4 in s=.031 SHALLOW CONCENTRATED/UPLAND FLOW Segnent B-C .6 Short Grass Pasture Kv=7 L=50' s=.04 '/' V=1.4 fps Total Length= 76 ft Total Tc= 3.3 SUBCATCHMENT 1 RUNOFF Drainage Area .0055 AREA= 5401 SF .0050 Tc= 3.3 MIN I � .0045 CN= 50 .0040 SCS TR-20 METHOD 4- 0035 TYPE III 24-HOUR u RAINFALL= 3.40 IN ,0030 3 .0025 PEAK= .01 CFS C 12.33 HRS I � 0020 UOLUME= 0.00 AF L 0015 .001e 1 .0005 e.eeee TIME (hours) Data for 146 Rosary Lane Existing Conditions Page 1 TYPE III 24-HOUR RAINFALL= 4.70 IN Prepared by JC Engineering, Inc. 20 Mar 03 HydroCAD 5.11 001445 (c) 1986-1 99 Applied Microcomputer Systems WATERSHED ROUTING 1 D i � 1 i ' O SUBCATCHMENT REACH Q POND LINK SUBCATCHMENT 1 = Drainage Area -> 1 Data for 146 Rosary Lane Existing Conditions Page 2 TYPE III 24-HOUR RAINFALL= 4.70 IN 1 Prepared by JC Engineering, Inc. 20 Mar 03 HydroCAD 5 11 001445 (c) 1986-1999 Applied Microcomputer Systems RUNOFF BY SCS TR-20 METHOD: TYPE III 24-HOUR RAINFALL= 4.70 IN, SCS U.H. RUNOFF SPAN = 10-20 HRS, dt= .10 HRS, 101 POINTS SUBCAT AREA Tc WGT' D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS (%CN)-- CN C (CFS) (HRS) (AF) ' 1 .12 3.3 68%39 12%30 20%98 50 - .04 12.09 .01 I � 1 i I 1 1 � 1 � 1 1 �i I hi Data for 146 Rosary Lane Existing Conditions Page 3 TYPE III 24-HOUR RAINFALL= 4.70 IN 1 Prepared by JC Engineering, Inc. 20 Mar 03 HydroCAD 5 11 001445 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 1 Drainage Area PEAK= .04 CFS @ 12.09 HRS, VOLUME= .01 AF SO-FT CN SCS TR-20 METHOD 3694.00 39 Grass TYPE III 24-HOUR 629.00 30 Woodland RAINFALL= 4.70 IN 1078.00 98 Impervious SPAN= 10-20 HRS, dt=.l HRS 5401.00 50 Method Comment Tc (min) TR-55 SHEET FLOW Segment A-B 2.7 Grass: Short n=.15 L=26' P2=3.4 in s=.031 SHALLOW CONCENTRATED/UPLAND FLOW Segment B-C .6 Short Grass Pasture Kv=7 L=50' s=.04 ' /' V=1.4 fps Total Length= 76 ft Total Tc= 3.3 I ' SUBCATCHMENT 1 RUNOFF Drainage Area .040 AREA= 5401 SF .035 C TN 3.3 MIN N= 50 r, .030 SCS TR-20 METHOD L 025 TYPE III 24—HDUR u RAINFALL= 4.70 IN `J .020 PEAK= .04 CFS 3 e 12,09 HRS CD .015 UOLUME= ,01 AF I � LL .010 .005 m v r� v n o r ao m N ' TIME (hours) i 1 1 1 Data for 146 Rosary Lane Existing Conditions Page 1 TYPE III 24-HOUR RAINFALL= 5.40 IN 1 Prepared by JC Engineering, Inc. 20 Mar 03 HydroCAD 5 11 001445 (c) 1986-1999 Applied MicrocomQuter Systems rWATERSHED ROUTING 1 t ' O SUBCATCHMENT REACH Q POND LINK SUBCATCHMENT 1 = Drainage Area -> 1 1 ' Data for 146 Rosary Lane Existing Conditions Page 2 TYPE III 24-HOUR RAINFALL= 5.40 IN Prepared by JC Engineering, Inc. 20 Mar 03 HydroCAD 5.11 001445 (c) 1986-1999 Applied Microcomputer Systems RUNOFF BY SCS TR-20 METHOD: TYPE III 24-HOUR RAINFALL= 5.40 IN, SCS U.H. RUNOFF SPAN = 10-20 HRS, dt= _10 HRS, 101 POINTS SUBCAT AREA Tc WGT'D PEAK Tpeak VOL .NUMBER A R (MIN (AF) 1 .12 3.3 68°639 12%30 20%98 50 - .09 12.03 .01 I, 1 II II ' Data for 146 Rosary Lane Existing Conditions Page 3 TYPE III 24-HOUR RAINFALL= 5.40 IN ' Prepared by JC Engineering, Inc. 20 Mar 03 HydroCAD 5.11 001445 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 Drainage Area PEAK= .09 CFS @ 12.03 HRS, VOLUME= .01 AF SO-FT CN SCS TR-20 METHOD 3694.00 39 Grass TYPE III 24-HOUR ' 629.00 30 Woodland RAINFALL= 5.40 IN 1078.00 98 Impervious SPAN= 10-20 HRS, dt=.l HRS 5401.00 50 Method Comment Tc (min) TR-55 SHEET FLOW Segment A-B 2.7 Grass: Short n=.15 L=26' P2=3.4 in s=.031 ' SHALLOW CONCENTRATED/UPLAND FLOW Segment B-C .6 Short Grass Pasture Kv=7 L=50' s=.04 ' /' V=1.4 fps ' Total Length= 76 ft Total Tc= 3.3 SUBCATCHMENT 1 RUNOFF Drainage Area i ' .085 .080 AREA= 5401 SF ' .075 Tc= 3.3 MIN .070 CN= 50 .065 r .060 SCS TR-20 METHOD 055 TYPE III 24-HOUR 050 RAINFALL= 5.40 IN �. 045L .040 PEAK= .09 CFS 30 .035 C 12,03 HRS ' J 030 VOLUME= .e1 AF LL .025 .020 .015 .010 .005^ 0.00 TIME (hours) ' Data for 146 Rosary Lane Existing Conditions Page 1 TYPE III 24-HOUR RAINFALL= 7.00 IN ' Prepared by JC Engineering, Inc. 20 Mar 03 HydroCAD 5.11 001445 (c) 1986-1999 Applied Microcomputer Systems WATERSHED ROUTING 1 D f 1 ' 1 i 0 SUBCATCHMENT REACH Q POND LINK ' SUBCATCHMENT 1 = Drainage Area -> I ' Data for 146 Rosary Lane Existing Conditions Page 2 TYPE III 24-HOUR RAINFALL= 7.00 IN Prepared by JC Engineering, Inc. 20 Mar 03 HydroCAD 5.11 001445 (c) 1986-1999 Applied Microcomputer Systems ' RUNOFF BY SCS TR-20 METHOD: TYPE III 24-HOUR RAINFALL= 7.00 IN, SCS U.H. RUNOFF SPAN = 10-20 HRS, dt= .10 HRS, 101 POINTS SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NlMM (A R ') (MIN) --GROUND COVERS (%L -- CN C (CFS) (HRS) (AF) ' 1 .12 3.3 68%39 12%30 20%98 50 - .21 12.02 .02 t ' Data for 146 Rosary Lane Existing Conditions Page 3 TYPE III 24-HOUR RAINFALL= 7.00 IN Prepared by JC Engineering, Inc. 20 Mar 03 HydroCAD 5 11 001445 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 1 Drainage Area PEAK= .21 CFS @ 12.02 HRS, VOLUME= .02 AF SO-FT CN SCS TR-20 METHOD 3694.00 39 Grass TYPE III 24-HOUR 629.00 30 Woodland RAINFALL= 7.00 IN 1078.00 98 Impervious SPAN= 10-20 HRS, dt=. 1 HRS 5401.00 50 ' Method Comment Tc (min) TR-55 SHEET FLOW Segment A-B 2.7 Grass: Short n=.15 L=26' P2=3.4 in s=.031 ' SHALLOW CONCENTRATED/UPLAND FLOW Segment B-C .6 Short Grass Pasture Kv=7 L=50' s=.04 ' /' V=1.4 fps Total Length= 76 ft Total Tc= 3.3 SUBCATCHMENT 1 RUNOFF Drainage Area .20 AREA= 5401 SF ' 18 Tc 3.3 MIN 16 CN= 50 14 SCS TR-20 METHOD TYPE III 24-HOUR u . 12 RAINFALL= 7.00 IN v 10 PEAK= .21 CFS p .08 e 12.02 HRS LLi .06 UOLUME= ,02 AF .04 0.00m w rn m — — N ' TIME (hours) 1 1 1 PROPOSED CONDITIONS DRAINAGE CALCULATIONS 11 11 1 1 1 1 1 'L Data for 146 Rosary Lane Proposed Conditions Page 1 TYPE III 24-HOUR RAINFALL= 3.40 IN Prepared by JC Engineering, Inc. 20 Mar 03 HydroCAD 5.11 001445 (c) 1986-1999 Applied Microcomputer Systems WATERSHED ROUTING 1 1 1 � 1 1 ' O SUBCATCHMENT REACH Q POND I I LINK ' SUBCATCHMENT 1 = Drainage Area -> POND 1 POND 1 = 1-1000 Gallon Leaching Pit -> 1 1 1 Data for 146 Rosary Lane Proposed Conditions Page 2 TYPE III 24-HOUR RAINFALL= 3.40 IN Prepared by JC Engineering, Inc. 20 Mar 03 HydroCAD 5.11 001445 (c) 1986-1999 Applied Microcomputer Systems RUNOFF BY SCS TR-20 METHOD: TYPE III 24-HOUR RAINFALL= 3.40 IN, SCS U.H. RUNOFF SPAN = 10-20 HRS, dt= .10 HRS, 101 POINTS ' SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS (%CN)-- CN C (CFS) (HRS) (AF) 1 .12 .8 52%98 37%39 12%30 69 - .12 12.00 .01 i , 1 1 Data for 146 Rosary Lane Proposed Conditions Page 3 TYPE III 24-HOUR RAINFALL= 3.40 IN Prepared by JC Engineering, Inc. 20 Mar 03 HydroCAD 5.11 001445 (c) 1986-1999 Applied Microcomputer Systems POND ROUTING BY STOR-IND METHOD 1 POND START FLOOD PEAK PEAK ------ PEAK FLOW ------- ---Qout--- NO. ELEV. ELEV. ELEV. STORAGE Qin Qout Qpri Qsec ATTEN. LAG (FT) (FT) (FT) (AF) (CFS) (CFS) (CFS) (CFS) (%) (MIN) ' 1 0.0 6.0 .3 0.00 .12 .08 30 5.3 1 i 1 1 1 1 1 t i 1 Data for 146 Rosary Lane Proposed Conditions Page 4 TYPE III 24-HOUR RAINFALL= 3.40 IN Prepared by JC Engineering, Inc. 20 Mar 03 HydroCAD 5 11 001445 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 Drainage Area PEAK= .12 CFS @ 12.00 HRS, VOLUME= .01 AF rSO-FT CN SCS TR-20 METHOD 2799.00 98 Impervious TYPE III 24-HOUR ' 1973.00 39 Grass RAINFALL= 3.40 IN 629.00 30 Woodland SPAN= 10-20 HRS, dt=.l HRS 5401.00 69 Method Comment Tc (min) TR-55 SHEET FLOW Segment A-B .7 Smooth surfaces n=.011 L=40' P2=3.4 in s=.0125 SHALLOW CONCENTRATED/UPLAND FLOW Segment B-C l Paved Kv=20.3282 L=36' s=.042 '/' V=4.17 fps Total Length= 76 ft Total Tc= .8 r SUBCATCHMENT 1 RUNOFF Drainage Area , 12 . 11 AREA:: 5401 SF 10 Tc= .8 MIN CN= 69 .09 SCS TR-20 METHOD 08 TYPE III 24-HOUR •07 RAINFALL= 3.40 IN .06 3 .05 PEAK= . 12 CFS C 12 HRS 04 VOLUME= .01 OF 6 03 .02 _ _ _ _ _ _ 0.00m N � v in � it ao rn m ' TIME (hours) 1 r ' Data for 146 Rosary Lane Proposed Conditions Page 5 TYPE III 24-HOUR RAINFALL= 3.40 IN Prepared by JC Engineering, Inc. 20 Mar 03 ydroCAD 5.11 001445 (c) 1986-1999 Applied Microcomputer Systems POND 1 1-1000 Gallon Leaching Pit Qin = .12 CFS @ 12.00 HRS, VOLUME= .01 AF lQout= .08 CFS @ 12.09 HRS, VOLUME= .01 AF, ATTEN= 30%, LAG= 5.3 MIN ELEVATION INC.STOR CUM.STOR STOR-IND METHOD ' (FT) (CF) (CF) PEAK STORAGE = 17 CF 0.0 0 0 PEAK ELEVATION= .3 FT 1.0 58 58 FLOOD ELEVATION= 6.0 FT 2.0 58 116 START ELEVATION= 0.0 FT 3.0 58 174 SPAN= 10-20 HRS, dt=.1 HRS 4.0 58 232 Tdet= 1.6 MIN ( .01 AF) 5.0 58 290 6.0 58 348 # ROUTE INVERT OUTLET DEVICES r 1 P 0.0' Leaching Based on 2 Min./in. ELEV(FT) DISCH(CFS) 0.0 0.00 .1 .08 1.0 .10 2.0 . 13 3.0 .16 4.0 .18 5.0 .21 6.0 .24 POND 1 DISCHARGE 1 -1000 Gallon Leaching Pit 1 6.0 5.5 i� 5.0 i 4.5 z 3.5 �i ' O 3.0 � H � i- 2.5 2.0 W � J 1 .5 �i W I .0 - .5 - i� each in Bas d op 2 in. in. e 00 N ~a~ w m m N V ko 00 0 N CD CD CDm CS) 7 7 7 N N N m DISCHARGE (cfs) rData for 146 Rosary Lane Proposed Conditions Page 1 TYPE III 24-HOUR RAINFALL= 4.70 IN Prepared by JC Engineering, Inc. 20 Mar 03 HydroCAD 5.11 001445 (c) 1986-1999 Applied Microcomputer Systems WATERSHED ROUTING r r 1 r ' O SUBCATCHMENT REACH Q POND ' I LINK SUBCATCHMENT 1 = Drainage Area -> POND 1 POND 1 = 1-1000 Gallon Leaching Pit -> r �I i 1 1 1 rData for 146 RosaryLane Proposed Conditions P Page 2 TYPE III 24-HOUR RAINFALL= 4.70 IN ' Prepared by JC Engineering, Inc. 20 Mar 03 HydroCAD 5.11 001445 ( ) 1986-1999 Applied Microcomputer Systems ' RUNOFF BY SCS TR-20 METHOD: TYPE III 24-HOUR RAINFALL= 4.70 IN, SCS U.H. RUNOFF SPAN = 10-20 HRS, dt= .10 HRS, 101 POINTS SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS (%CN)-- CN C (CFS) (HRS) (AF) r1 .12 .8 52%98 37%39 12%30 69 - .25 11.99 .02 r r ' r � r � r � r r r r r r r Data for 146 Rosary Lane Proposed Conditions Page 3 TYPE III 24-HOUR RAINFALL= 4.70 IN Prepared by JC Engineering, Inc. 20 Mar 03 HydroCAD 5.11 001445 (c) 1986-1999 Applied Microcomputer Systems POND ROUTING BY STOR-IND METHOD I POND START FLOOD PEAK PEAK ------ PEAK FLOW ------- ---Qout--- NO. ELEV. ELEV. ELEV. STORAGE Qin Qout Qpri Qsec ATTEN. LAG (FT) (FT) (FT) (AF) (CFS) (CFS) (CFS) (CFS) W (MIN) 1 0.0 6.0 1.6 0.00 .25 .12 52 10.7 1 ' 1 1 1 1 1 i 1 1 1 1 ; 1 1 ( Data for 146 Rosary Lane Proposed Conditions Page 4 TYPE III 24-HOUR RAINFALL= 4.70 IN Prepared by JC Engineering, Inc. 20 Mar 03 ' HydroCAD 5,11 001445 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 1 Drainage Area PEAK= .25 CFS @ 11.99 HRS, VOLUME= .02 AF SO-FT CN SCS TR-20 METHOD 2799.00 98 Impervious TYPE III 24-HOUR 1973.00 39 Grass RAINFALL= 4.70 IN 629.00 30 Woodland SPAN= 10-20 HRS, dt=.l HRS 5401.00 69 Method Comment Tc (min) TR-55 SHEET FLOW Segment A-B .7 Smooth surfaces n=.011 L=40' P2=3.4 in s=.0125 SHALLOW CONCENTRATED/UPLAND FLOW Segment B-C l Paved Kv=20.3282 L=36' s=.042 '/' V=4.17 fps '4 Total Length= 76 ft Total Tc= .8 SUBCATCHMENT 1 RUNOFF ' .24 Drainage Area i .22 AREA= 5401 SF 20 CN= .B MIN CN= 69 . 18 16 SCS TR-20 METHOD TYPE III 24-HOUR u 14 RAINFALL= 4.70 IN . 12 3 10 PEAK= .25 CFS p e 11 ,99 HRS 1 08 VOLUME= .02 AF LL 06 .04 .02 0.eem N �, w r, 00 G) m N ' TIME (hours) 1 L � f II ' Data for 146 Rosary Lane Proposed Conditions Page 5 TYPE III 24-HOUR RAINFALL= 4.70 IN ' Prepared by JC Engineering, Inc. 20 Mar 03 1999 Applied Microcomputer Systems HydroCAD 5.11 001445 (c) 1986- POND 1 1-1000 Gallon Leaching Pit Qin = .25 CFS @ 11.99 HRS, VOLUME= .02 AF 1 Qout= .12 CFS @ 12.17 HRS, VOLUME= .02 AF, ATTEN= 52%, LAG= 10.7 MIN ELEVATION INC.STOR CUM.STOR STOR-IND METHOD (FT) (CF) (CF) PEAK STORAGE = 92 CF ' 0.0 0 0 PEAK ELEVATION= 1.6 FT 1.0 58 58 FLOOD ELEVATION= 6.0 FT 2.0 58 116 START ELEVATION= 0.0 FT ' 3.0 58 174 SPAN= 10-20 HRS, dt=.l HRS 4.0 58 232 Tdet= 5 MIN ( .02 AF) 5.0 58 290 6.0 58 348 i # ROUTE INVERT OUTLET DEVICES ' 1 P 0.0' Leaching Based on 2 Min./in. ELEV(FT) DISCH(CFS) 0.0 0.00 .1 .08 ' 1.0 .10 2.0 .13 3.0 .16 4.0 .18 5.0 .21 6.0 .24 ' POND 1 DISCHARGE 1 -1000 Gallon Leaching Pit 5.5 i� 5.0 i� i ' � 4.5 4.0 i� 3.5 i� z i ' 0 3.0 � 2.5 Q 2.0 - LA 1 W 5 eaching, Bas d or 2 in. in. e.em N0 CD m N V 0 OJ m N It m m m m m m DISCHARGE (cf5) Data for 146 Rosary Lane Proposed Conditions Page 1 TYPE III 24-HOUR RAINFALL= 7.00 IN Prepared by JC Engineering, Inc. 20 Mar 03 HydroCAD 5.11 001445 (c) 1986-1999 Applied Microcomputer Systems WATERSHED ROUTING _____________________________________________________________ 1 1 1 1 ' Q SUBCATCHNENT REACH Q POND LINK ' SUBCATCHMENT 1 = Drainage Area -> POND 1 POND 1 = 1-1000 Gallon Leaching Pit -> 1 I Data for 146 Rosary Lane Proposed Conditions Page 2 TYPE III 24-HOUR RAINFALL= 7.00 IN ' Prepared by JC Engineering, Inc. 20 Mar 03 HydroCAD 5.11 001445 (c) 1986-1999 Applied Microcomputer Systems RUNOFF BY SCS TR-20 METHOD: TYPE III 24-HOUR RAINFALL= 7.00 IN, SCS U.H. RUNOFF SPAN = 10-20 'HRS, dt= .10 HRS, 101 POINTS ' SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS (%CN)-- CN C (CFS) (HRS) (AF) 1 .12 .8 52%98 37%39 12%30 69 - .50 11.99 .03 1 I Data for 146 Rosary Lane Proposed Conditions pa TYPE III 24-HOUR RAINFALL= 7.00 IN Page 3 ' Prepared by JC Engineering, Inc. 20 Mar 03 HydroCAD 5.11 001445 (c) 1986-1999 Applied Microcomputer Systems ' POND ROUTING BY STOR-IND METHOD POND START FLOOD PEAK PEAK ------ PEAK FLOW ------- ---Qout--- ' NO. ELEV. ELEV. ELEV. STORAGE Qin Qout Qpri Qsec ATTEN. LAG (FT) (FT) (FT) (AF) (CF ) (CFS) (CFS) (CFS) W (MIN) 1 0.0 6.0 4.9 .01 .50 .21 59 13.6 I 1 I, I Data for 146 Rosary Lane Proposed Conditions Page 4 TYPE III 24-HOUR RAINFALL= 7.00 IN ' Prepared by JC Engineering, Inc. 20 Mar 03 HydroCAD 5.11 001445 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 Drainage Area PEAK= .50 CFS @ 11.99 HRS, VOLUME= .03 AF SO-FT CN SCS TR-20 METHOD 2799.00 98 Impervious TYPE III 24-HOUR ' 1973.00 39 Grass RAINFALL= 7.00 IN 629.00 30 Woodland SPAN= 10-20 HRS, dt=.l HRS 5401.00 69 ' Method Comment Tc (min) TR-55 SHEET FLOW Segment A-B .7 Smooth surfaces n=.011 L=40' P2=3.4 in s=.0125 SHALLOW CONCENTRATED/UPLAND FLOW Segment B-C l Paved Kv=20.3282 L=36' s=.042 '/' V=4.17 fps Total Length= 76 ft Total Tc= .8 1 SUBCATCHMENT 1 RUNOFF Drainage Area .50 45 AREA= 5401 SF ' Tc= .S MIN 40 CN= 69 .35 SCS TR-20 METHOD c0 30 TYPE III 24—HOUR ' u RAINFALL= 7.00 IN v .25 PEAK= .50 CFS p 20 e 11 .99 HRS ' � 15 UOLUME= ,03 AF 10 ' .05 0•000 r ao M 0 TIME (hours) Data for 146 Rosary Lane Proposed Conditions Page 5 TYPE III 24-HOUR RAINFALL= 7.00 IN ' Prepared by JC Engineering, Inc. 20 Mar 03 HYdroCAD 5.11 001445 (c) 1986-1999 Applied Microcomputer Systems ' POND 1 1-1000 Gallon Leaching Pit Qin = .50 CFS @ 11.99 HRS, VOLUME= .03 AF ' Qout= .21 CFS @ 12.21 HRS, VOLUME= .03 AF, ATTEN= 59%, LAG= 13.6 MIN ELEVATION INC.STOR CUM.STOR STOR-IND METHOD (FT) (CF) (CF) PEAK STORAGE = 284 CF ' 0.0 0 0 PEAK ELEVATION= 4.9 FT 1.0 58 58 FLOOD ELEVATION= 6.0 FT 2.0 58 116 START ELEVATION= 0.0 FT ' 3.0 58 174 SPAN= 10-20 HRS, dt=.1 HRS 4.0 58 232 5.0 58 290 1 6.0 58 348 ROUTE INVERT OUTLET DEVICES ' 1 P 0.0' Leaching Based on 2 Min./in. ELEV(FT) DISCH(CFS) 0.0 0.00 .1 .08 ' 1.0 .10 2.0 .13 3.0 .16 4.0 .18 5.0 .21 6.0 .24 ' POND 1 DISCHARGE 1 -1000 Gallon Leaching Pit 6.0 i 5.5 5.0 i� i ' � 4.5 4.0 z 3.5 i� 0 3.0 � 2.5 � Q :D 2.0 J 1 .5 W eachin Bas d o 2 in. in. e 0� N d~ %D m m N It tD m m N ' m m m m m - - - - N N N m DISCHARGE (cfs) t 1 DEP STORMWATER MANAGEMENT FORMS 1 1 1 1 f Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands f Ii a .w1 WPA Appendix C - Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 U�, A. Property Information Important: When filling out 1. The proposed project is: forms on the computer, use only the tab New development ❑ Yes key to move your cursor- ® No do not use the return key. ,1a Redevelopment ® Yes ❑ No Combination ❑ Yes (If yes, distinguish redevelopment components from new development components on plans). ® No Note: ' This February 2. Stormwater runoff to be treated for water quality are based on which of the following calculations: 2000 version of the Stormwater ® 1 inch of runoff x total impervious area of post-development site for discharge to critical areas ' Management (Outstanding Resource Waters, recharge areas of public water supplies, shellfish growing areas, Form supersedes swimming beaches, cold water fisheries). earlier versions including those contained in ❑ 0.5 inches of runoff x total impervious area of post-development site for other resource areas. DEP's Stormwater 3. List all plans and documents (e.g. calculations and additional narratives) submitted with this form: Handbooks. Proposed Site Plan at 146 Rosary Lane, dated March 21, 2003 Drainage Calculations & Supplemental Information March 21, 2003 ' B. Stormwater Management Standards DEP's Stormwater Management Policy(March 1997) includes nine standards that are listed on the following pages. Check the appropriate boxes for each standard and provide documentation and ' additional information when applicable. Standard#1: Untreated stormwater ® The project is designed so that new stormwater point discharges do not discharge untreated stormwater into, or cause erosion to, wetlands and waters. WP.A Appendix C Page 1 of 5 Rev,02100 ` Massachusetts Department of Environmental Protection : v 4.. Bureau of Resource Protection - Wetlands WPA Appendix —C Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cont.) Standard#2: Post-development peak discharges rates ❑ Not applicable—project site contains waters subject to tidal action. Post-development peak discharge do not exceed pre-development rates on the site at the point of discharge or downgradient property boundary for the 2-yr and 100-yr, 24-hr storms. ❑ without stormwater controls for the 24-hr, 2- controls designed Y ® with stormwater c r, and 10-yr storms.9 ® The project's stormwater design will not increase off-site flooding impacts from the 100-yr, 24-hr storm. Standard#3: Recharge to groundwater Amount of impervious area (sq.ft.)to be infiltrated: 2,799 Volume to be recharged is based on: ® The following Natural Resources Conservation Service hydrologic soils groups (e.g. A, B, C, D, or UA) or any combination of groups: 100 A o (Hydrologic soil rou (%of impervious area) (Hydrologic soil group) (/o of impervious area) g P) o (Hydrologic soil rou (%of impervious area) (Hydrologic soil group) (/o of impervious area) group) ❑ Site specific pre-development conditions: Recharge rate Volume Describe how there calculations were determined: 1 List each BMP or nonstructural measure used to meet Standard#3. (e.g. dry well, infiltration trench). ' Street Sweeping, Deep Sump Catch Basin, and Leaching Pit The annual groundwater recharge for the post-development site approximates the annual recharge from existing site conditions. ❑ Yes ' ❑ No Page 2 of 5 JJPA Appendix C Rev.02/00 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Uk ' W WPA Appendix C — Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cont.) Standard #4: 80%TSS Removal ® The proposed stormwater management system will remove 80% of the post-development site's average annual Total Suspended Solids (TSS) load. Identify the BMP's proposed for the project and describe how the 80% TSS removal will be achieved. Street Sweeping, Deep Sump Catch Basin, and Leaching Pit If the project is redevelopment, explain how much TSS will be removed and briefly explain why 80% removal cannot be achieved. i Standard#5: Higher potential pollutant loads Does the project site contain land uses with higher potential pollutant loads (See Stormwater Policy Handbook—Vol. I, page 1-23, for land uses of high pollutant loading). ❑ Yes If yes, describe land uses: ® No Identify the BMPs selected to treat stormwater runoff. If infiltration measures are proposed, describe the pretreatment. (Note: If the area of higher potential pollutant loading is upgradient of a critical area, infiltration is not allowed. Standard #6: Protection of critical areas Will the project discharge to or affect a critical area? (See Stormwater Policy Handbook—Vol. I, page I - 25, for critical areas). ' ® Yes If yes, describe areas: Well Protection Overlay District ❑ No Identifythe BMPs selected for stormwater discharges in these areas and describe how BMPs meet 9 restrictions listed on pages 1-27 and 1-28 of the Stormwater Policy Handbook—Vol. I: Pretreatment will be provided by Deep Sump Catch Basin,, and Leaching Pit prior to infiltration. WPA Appendix C Page 3 of 5 Rev.02/00 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Appendix C — Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cont.) Note: ment projects components of Standard #7: Redevelop p 1 redevelopment ' projects which Is the proposed activity a redevelopment project? plan t:)develop previously Yes If yes, the following stormwater management standards have been met: undeveloped areas do not fall under the scope 86.5%TSS Removal ❑ No The following stormwater standards have not been met for the following reasons: ® The proposed project will reduce the annual pollutant load on the site with new or improved stormwater control. Stan dard#8: Erosion/sediment control ❑ Erosion and sediment controls are incorporated into the project design to prevent erosion, control sediments, and stabilize exposed soils during construction or land disturbance. Standard#9: Operation/maintenance plan ® An operation and maintenance plan for the post-development stormwater controls have been developed. The plan includes ownership of the stormwater BMPs, parties responsible for operation and maintenance, schedule for inspection and maintenance, routine and long-term maintenance a responsibilities, and provision for appropriate access and maintenance easements extending from a public right-of-way to the stormwater controls. Stormwater Operation and Maintanence Plan 3-21-03 Date Plant title Date Plan/Title C. Submittal Requirements DEP recommends that applicants submit this form, as well as, supporting documentation and plans,with the Notice of Intent to provide stormwater management information for Commission review consistent with the wetland regulations (310 CMR 10.05 (6)(b)) and DEP's Stormwater Management Policy(March 1997). If a particular stormwater management standard cannot be met, information should be provided to demonstrate how equivalent water quality and water quantity protection will be provided. DEP encourages engineers to use this form to certify that the project meets the stormwater management standards as well as acceptable engineering standards. For more information, consult the Stormwater Management Policy. Page 4 of 5 1 WPA Appendix C Rev.02/00 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands AM WPA Appendix C — Stormwater Management Form d ` Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 D. Signatures Applicant Date Signature Representative ' Date 1, Signature JOHN L. caw CHURCHLL �+ JR. CML No. 41807 r WPA Appendix C Page 5 of 5 Rev.02/00 1 STORMWATER OPERATIONS ' AND MAINTENANCE PLAN 1 1 1 i 1 Stormwater Operations and Maintenance Plan The project site will be owned and maintained by developer. The current site P J owner/operator will be responsible for the required inspections and maintenance of the drainage system. Reports on the drainage system shall be submitted to the Town of Barnstable on a Annual Basis. Responsible Owner and Res o Party: MIKE CROTEAU Ow p 146 ROSARY LANE HYANNIS, MA 02601 Street Sweeping Street sweeping shall occur after the spring thaw to avoid excessive accumulation of sediment into the drainage system. Deep Sump Catch Basins Catch basins shall be inspected by the owner/operator on a quarterly basis or after ' a major storm event. Catch basins sumps will be cleaned annually during the early spring or when the sediment rises to within half the available sump height of the catch basin, whichever comes first. Infiltration Structures Once the system is operational, inspections of the leaching structures should occur after every major storm event for the first few months. After the system is in operation, inspections should be every six months. Special attention should be directed towards the depth of sediment in the leaching pit. There should be no accumulation of sediment within the leaching structures. 1 1 rss REMOVAL CALCULATIONS I ' TSS REMOVAL WORKSHEET tBMP TSS REMOVAL STARTING AMOUNT REMAINING RATE TSS LOAD REMOVED LOAD STREET SWEEPING 0.10 1.000 0.100 0.900 DEEP SUMP CATCH BASIN 0.25 0.900 0.225 0.675 ' INFILTRATION STRUCTURES 0.80 0.675 0.540 0.135 TOTAL= 86.5% 1 ' Calculations by JLC, JC Engineering ' PIPE SIZING CALCULATIONS 1 1 1 1 1 1 i 1 1 1 1 DRAINAGE SYSTEM DESIGN Design for 25 Year Storm Pipe Coeff. "n"= 0.013 RUNOFF PIPE STRUCTURE ELEVATION Drainage Tributary Area Runoff Time of Rainfall Discharge Length Dia. Design Min. From Invert Invert Rim Structure Type Coeff. Flow Intensity Q=CIA Slope Slope Struct In Out of A A "C" Tc I Q No. Dest. Area Incr. Total Incr. Total (acres) (acres) (min) (in/hr) (cfs) (cfs) I (ft.) (in.) (ft/ft) (ft/ft) (feet) (feet) (feet) Drainage System Design CB 1 To Pave. 0.064 0.85 0.37 8 5.86729 0.005 93.50 96.50 LP Grass 0.045 0.10 Prop. 12 93.46 Woods 0.014 0.09 Total 0.124 0.49 10 6.2 0.37 3/21/2003 Calculations by JC ENGINEERING, INC. f REFERENCES HydroCAD. Stormwater Analysis Software, Heastead Methods, Inc. 1998. SMassachusetts Department of Environmental Protection &Massachusetts Office of Coastal Zone Management. March 1997. Stormwater Management Handbook. Volume 1 & 2. U.S. Soil Conservation Service 1993. Soil Survey of Barnstable County, Massachusetts. U.S. Soil Conservation Service. June 1986. Urban Hydrology for Small Watersheds (Technical Release 55) III 1 t DRAINAGE AREA PLANS 1 1 1 1 1 1 � K ' 1 K E I4 � / Q � / DECK / \ I -x-x-X-X-x--� X-X / X \ } / o FIGURE 1 ENGINEERING BY: EXISTING JC ENGINEERING, INC. 5 ROUNDHILL BLVD. DRAINAGE AREA �EAST o3r"r M' MA°2538 ' SCALE: 1"=20' f K K L / e0 /Q 0 o / � n s c ` O p`t l DECK /o " /` xI O / Q N 1 FIGURE 1 ENGINEERING BY: JC ENGINEERING, INC. PROPOSED 5 ROUNDHILL BLVD. Q8�� � MA 02538 DRAINAGE AREA SCALE: 1"=20' WITHIN PAVED AREAS BEYOND PAVED AREAS GENERAL NOTES "DO NOT ENTER" SIGN 1. OWNER OF RECORD: MIKE CROTEAU 6"(MIN.)LOAM AND SEED NOTES� 279 MONOMOY CIRCLE BITUMINOUS CONCRETE CENTERVILLE, MA 02632 PAVEMENT;SEE BITUMINOUS STEEL POST WITH DOME TOP I�DO NOT SCALE DETAIL. X, CONCRETE DETAIL 2.INSTALL ACCORDING TO MANUFACTURER'S SPECIFICATIONS. 3.THE STEEL BOLLARD FINISH WILL BE GREEN. 2. PROPOSED PROJECT IS LOCATED WITHIN ASSESSORS MAP: 345 PARCEL: 017 FINISH GRADE MAP 345 W. E. ZONING DISTRICT: BUSINESS DISTRICT-B B.M. PARCEL 36.001 co 8" Top of PK Nail 3. ENTIRE PROPERTY LOCATED WITHIN WELL PROTECTION OVERLAY DISTRICT: 10, N/F ANGELO GRASSO Elev. = 100.00' <3 1 1 C) COMPACTEDGRAVEL Assumed BASE COURSE 0, D+2'-IY' TOTAL LOT AREA: 5,201 S.F. - COMPACTED BACKFILL TOTAL IMPERVIOUS AREA: 2,598 S.F. CAPE COD BERM (TYP.) (6 (95%COMPACTION) TOTAL PERVIOUS AREA. 2,603 S.F. 49.95% LO PLAN VIEW TOTAL LOT COVERAGE: V_Crl BS 17 EXISTI HR U G M I �PQSRE A N C('jNNSTRlUlCTlUC"N NOTES CIL ZONE AROUND PIPE; 12'WIDE BITUMIN!bus BACKFILLWITH 1. PERIMETER PROPERTY LINE INFORMATION TAKEN FROM"DIVISION OF LAND IN BARNSTABLE, MA FOR I I ENTERLINE BANK-RUN GRAVEL-� MAP 345 CES W ADS N-1 2 DRAIN PIPE CHARLES WHITE MANAGEMENT, INC." BY SLADE ASSOCIATES, INC., MAR.28,2000(PL BK 556, PG 50). OTHER -SIDRIVE ANCIENT WAY CONCRETE AC CONCRETE FOOTING PLAN REFERENCES INCLUDE PL BK 19, PIS 65; PL BK 18,'PG 21;AND PL BK 40, PG 43. PARCEL 024 op S. Pj -A IA .7, Al- 8"IN ROCK 41 IN EART 12" OR BENCHMARK LOCATIONS. N/F MARCIA FINE y -Alp ?0 2. ALL ELEVATIONS ARE BASED ON ASSUMED DATUM. SEE PLAN F INE 3. UNLESS OTHERWISE SPECIFIED,ALL THE WORK TO BE PERFORMED,AND MATERIALS SHALL CONFORM ARTH IN ROCK STEEL BOLLARD TO THE TOWN OF BARNSTABLE DPWSTANDARDS. DETAIL NOT TO SCALE TRENCH 4. LOCATIONS OF EXISTING UTILITIES ARE APPROXIMATE ONLY AND ARE TO BE VERIFIED IN THE FIELD BY NOT TO SCALE THE CONTRACTOR AT THE TIME OF CONSTRUCTION. ALL UNDERGROUND UTILITIES SHOWN WERE EITHER XISTING 6'HIGH LOCATED BY A FIELD SURVEY OR WERE COMPILED ACCORDING TO AVAILABLE RECORD PLANS FROM THE STOCKADE FENCE t VARIOUS UTILITY COMPANIES AND PUBLIC AGENCIES AND ARE APPROXIMATE ONLY. THE OWNER ASSUMES EXISTING 20'WIDE L41 4k,,' NO RESPONSIBILITY FOR DAMAGES INCURRED AS A RESULT OF UTILITIES OMITTED OR INACCURATELY Cq BIT. CONC.ROAD SHOWN. TO BE EXTENDED AND REALIGNED 0 5. THE CONTRACTOR SHALL COORDINATE WORK WITH RESPECTIVE UTILITY COMPANIES ALLOWING AMPLE CIO TIME FOR OTHERS TO INSTALL THEIR PROPOSED WORK. PROTECT ALL UTILITIES DURING THE COURSE OF 4 4/ .Is: CONSTRUCTION. THE CONTRACTOR SHALL NOTIFY DIG SAFE 1-888-DIG-SAFE AND ALL PUBLIC UTILITIES 4U/ yj RYLANE THAT CONTRACTOR IS MAKING AN ENTRY, IN ACCORDANCE WITH CHAPTER 370,ACTS OF 1963. 146ROSA uwj 05 Lul C9 0� OLLARD gyp.) CENTERLINE 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ADEQUATE RECORDS OF THE LOCATION EXISTING DWELLING TRUNK WRAPPING MATERIAL HOSE CHAFING GUARD AT FIRST BRANCH Lij CV ll�e-�ANCIENT WAY AND ELEVATION OF ALL WORK INSTALLED. 0' ff 1- TO BE CONVERTED TO TRUNK FLARE JUNCTION TURNBUCKLES ON ALL GUYS CL DRIVE-THRU HOT DOG STAND PLANT T'T(O 2"ABOVE EXISTING GRADE FLAG 7. ALL AREAS DISTURBED BY THE CONTRACTOR SHALL BE RESTORED TO EQUAL OR BETTER CONDITION. 105 GPD-AVERAGE WATER USE ffyp,) 2"T(O 4'LAYER OF BARK PROPOSED ROAD TO BE hl MULLCH. KEEP AWAY FROM TRUNK lij f GUY WIRES,3 PER TREE BASE IN CONFORMANCE WITH C9 ft EXIESTING GRADE 8. ALL UNDERGROUND UTILITIES SHALL BE TESTED AND APPROVED PRIOR TO INSTALLATION OF TOWN OF BARNSTABLE 00 S.F. OF PAVEMENT COURSE(S)AND PAVEMENT. TO BE ADDED ON SUBDIVISION RULES bb NIEGHBORING LOT AND REGULATIONS CO 9. ALL FINISHED SURFACES SHALL BE GRADED SMOOTHLY AND EVENLY, Cj i�,T�A TO BE WITHIN EASEMENT LOAM.,AND 10. AT THE COMPLETION OF HIS OPERATIONS, THE CONTRACTOR SHALL BE RESPONSIBLE FOR CLEANING Y,,_ BACKFILL MITH'TOPSOIL THE SITE, INCLUDING ALL DRAINAGE STRUCTURES, OF ANY CONSTRUCTION RELATED DEBRIS. SEEDED BURY DEADMAN BELOW GRADE FROM HOLE= BURLAP,ROPE AND WIRE ROOTBALL P L A N T I ING 1`410 T E zS EXISTING CUT AWAY FROMWISIBLE WIDTH OF HOLE TO BE 3 TIMES AS WIDE AS ROOTBALL 'SHOULD SIT DIRECTLY ON UNDWLURBED SOIL BAL12' WITH SLOPED SIDES 1. PLANT MATERIAL SHALL BE FURNISHED AND INSTALLED AS INDICATED; INCLUDING ALL LABOR, CONCRETE DRIVEWAY MATERIALS, PLANTS, EQUIPMENT, INCIDENTALS AND CLEAN-UP. X16TING 6'HIGH TO BE REMOVED ATCH BASIN CHAIN LINK FENCE x 96x9 2.THE CONTRACTOR SHALL BE RESPONSIBLE FOR PLANTING AT CORRECT GRADES AND ALIGNMENT CAPE COD BERM (TYP.) RIM EL.=96.5' TREE PLANTING ACCORDING TO THE APPROVED LAYOUT OF THE OWNER. -if INV. EL.=93.5' NOT TO SCALE PROPOSED DUMPSTER 3. PLANTS SHALL BE TYPICAL OF THEIR SPECIES AND VARIETY- HAVE NORMAL GROWTH HABITS;WELL Nx. 2"ADS N-12 DRAIN PIPE IN FENCED ENCLOSURE DEVELOPED BRANCHES AND DENSELY FOLIATED. iv? 4 L 8', SLOPE 0.5% FINISH COURSE 1.01-4 li it 4. CONTRAC PROPOSED 20'V\ADE TOR SHALL REPORT ANY SOIL OR DRAINAGE CONDITIONS CONSIDERED DETRIMENTAL TO THE >< BIT. CONC. ROAD, \-/ 1000 GALLON H-20 LEACHING PIT Z'BINDER COURSE PAVED AREAS GRASSED AREA. GROWTH OF PLANT MATERIAL. 3"BIT.CONC.PAVEMENT (MDPVV SPEC TYPE 1-1 PLACED SLOPE 1.4% WITH 3' OF STONE AROUND, j IN TWO LAYERS I"FINISH,Z' 6t co -�RAME AND COVER TO GRADE t BINDER) 5.ALL PLANT MATERIAL SHALL BE GUARANTEED BY THE CONTRACTOR TO BE IN VIGOROUS GROWING INV. EL.=93.46' k 6"PROCESSED GRAVEL,MDPW SPEC.M1.03.01 CONDITION. PROVISIONS SHALL BE MADE FOR GROWTH GUARANTEE OF AT LEAST ONE YEAR FROM DATE 6"GRAVEL BORROW MDPVV SPEC.M1.03.0 TYPE 41 BIT.CONC. OF ACCEPTANCE FOR TREES AND SHRUBS. REPLACEMENTS SHALL BE MADE AT THE BEGINNING FTHE BERM PLANTING SEASON, ALL REPLACEMENTS SHALL HAVE A GUARANTEE EQUAL TO THE STATED ABOVE. UTbRE ACCESS AND UTILITY EASEM�NT CV) TO B G -DELI ------ ................ "PLANT:VAT-ERIAL SHALL BE PLANTLD OI4-THE0AY*OF VERY INSOFARAS Is%PRACTlCA8LIH.,THE 1�\OBTAINEDTROM NEI HBOR .......... 7- -------------- ----- --------- 't- ...... ............. ....... ..................... 'CONTRACTOR SHALL:PRC)TE�aT'STOCK'NOT PLtx�JED. PLANTSSHALINOTFZ��INUN LA TIED40F?. ............. ..... ..... .. .............. ........................ .......... P N MORE THAN A THREE DAY PERIOD AFTER DELIVERY.ANY PLANTS NOT INSTALLED DURING THIS PERIOD it f 0 C, WILL BE REJECTED. C=1 4 zl. . i EXISTING EARTH .1 -11 z 93 10 Q:� 7. QUALITY AND SIZE OF PLANTS, SPREAD OF ROOT$, AND SIZE OF BALLS SHALL BE IN ACCORDANCE WITH 6"PROCESSED GRAVEL M1.03.1 00 0 ANSI 260(REV. 1980)"AMERICAN STANDARD FOR NURSERY STOCK AS PUBLISHED BY THE AMERICAN 0.0, GRAVEL BORROW M1.03.0 TYPE B .0 43 ASSOCIATION OF NURSERYMEN,INC. OPP leD it 6" _TR OP. n) XISTIN.G-APPLE I A %, 1 . 1 N PA 8.ALL PLANTS SHALL BE PLANTED IN AMENDED TOP SOIL THAT IS THOROUGHLY WATERED AND TAMPED AS -KEMAIN EXI&IN Lij �_TO BACK FILLING PROGRESSES. LARGE PLANTING AREAS TO INCORPORATE FERTILIZER AND SOIL 0 --MAP 345 C�ATCPf- 1 CONDITIONERS AS STATED IN PLANTING SPECIFICATIONS, 13 ASz I N PAVEMENT SECTION PARCEI�018 PROPOSED - ' . f A_ rl _ , 9. PLANTS SHALL NOT BE BOUND WITH WIRE OR ROPE AT ANY TIME SO AS TO DAMAGE THE BARK OR BREAK V N/F MERLESENA RED MAPLE TREE APE COD BERM (TYP.) CAPE COD BERM BRANCHES. PLANTS SHALL HANDLED FROM THE BOTTOM OF THE BALL ONLY. OR APPROVED OTHER, / I REALTY CORP' NOT TO SCALE 3"MIN. CALIPER(TYP.) Tit 10. NO PLANT EXCEPT GROUND COVERS SHALL BE PLANTED LESS THAN TWO FEET FROM EXISTING XISTiNG SEPTIC SYSTEM MAP 345 A STRUCTURESAND SIDEWALKS. 9 CAPABLE OF H-20 LOADING PARCELI AND 220 GDP FLOW RATE, REALIGN 317 611, P 6 OR I x8 R.S.CEDAR 11. SET ALL PLANTS PLUMB AND STRAIGHT, SET AT SUCH LEVEL THAT A NORMAL OR NATURAL PROVIDE PITCHED GRAVEL ROAD S.F. VENT TO BE INSTALLED FENCE B.D-PAINTED RELATIONSHIP TO THE CROWN OF THE PLANT WITH THE GROUND SURFACE WILL BE ESTABLISHED. TO MEET PROP. SMOOTH CONCRETE TYPE LOCATE PLANT IN CENTER OF THE PIT. P.T.4X4,TYPICAL PAVEMENT 4"PVC VENT FINISH 0 TO BE ADDED 12, ALL PLANTING BEDS SHALL BE MULCHED V\ATH A 3" LAYER OF DOUBLE SHREDDED HARDWOOD BARK 7.9 tjoi I DF cDGt: - Ill MULCH. 01 1 X6 OR 1 X8 CEDAR NG LU PAINT BOARD 11-- XISTING 61HIGH FENCE BOARD WITH UJI t W P/1 Z"ERWIN-V\ALLIAMS CHAIN LINK FENCE 1 8. 112"SPACE EA.SIDE SAFETY RED :z z END PAINTED 0 LEG 0 130 ROSARY LANE b 10 00, c6 10 0 4X4 PRESSURE EXISTING CONTOURS -,-x-x7---X----X--- PROPOSEDFENCE ro lu_ PRECAST CONCRETE U_ TREATED POSTS co 0 ku 40 i W WHEEL STOP SECURE W SITE PLAN EXISTING 2,400 S.F. BUILDING U-.2 I ow W/2 STEEL DOWELS EA 0 EXISTING WATER PROPOSED PARKING SPACE EXISTING PAVEMENT OW H > 0 - W WITHIN LOT TO BE REMOVED W LINE OF SCALE: V 10' < 0 CL 0 FINISH FITA'. EXISTING UTILITY PROPOSED TRAFFIC DIRECTION F W GRADE j Ul A 6.63 5A�3 '03 D'A TA W-1, A _�N, vl, HIGH H-20 MANHOLE EXISTING GAS PROPOSED CATCH BASIN GRATE TEST PITD FRAME&COVER(SEE SITE PLAN) EXPANS31( SO]L EVALUATOR: Samuel Philos Jensen -----X.... EXISTING FENCE SCHEDULE40 FINISH GRADE 0 PROPOSED LEACHING PIT 0 ZSCHEOULE 40 STEEL DATE: November 27,2002 STEEL BOLLARD BOLLARD FILLED W/CONC, PROPOSED CONTOURS FILLED W CONC. V-16"ABOVE AND Z-6' PROPOSED DRAINAGE PIPES -A SECTION A DROP IN TEST PIT#: 2--0"DIA. BELOW GRADE EACH SIDE. I COURSE OF BRICK(MIN.) DIUMPSTER DETAIL DE ELEV TOP 96.92' FILTER FABRIC,MIRAFI A A A Fl 00 PROPOSED SPOT GRA PROPOSED TREE NOT TO SCALE lie zo 114UN OR EQUAL ge! 00 ELEV WATER >10' BGS 0000 Ol� Too g 0 0 17-1 M M CM Im C3 =3 1=1 Im 17-1 PERC RATE <2 Min/In PROVIDE"V'OPENINGS 24" 1 4/30/03 BMB JLC EXTENSION OF PAVEMENT 0 OPEN SIZE EQUALS ED ED C-1 E=3 E-1 C-1 C3 C=l =1 Nip DIAM. OF PIPE+7' 3Y APP'D. DESCRIPTION 12"x I T'RING OF CONCRETE,FLUSH DEPTH OF PERC 36-54" (MINIMUM IZ") WITH TOP OF BINDER COURSE,FOR ALL 00 C3 E3 r-3 C=l In C=l EM n, IrM 1722-7 MANHOLES WITHIN PAVED SURFACE 0 0,0 "M PINKY'S FRAME&GRATE TEXTURAL CLASS: Nill. 24' dow LEBARON FRAME AND COVER, ADJUST TO REQUIRED GRADE PROPOSED SITE PLAN 17-1 E3 17-1 E3 r-1 r___1 =1 1=1 (COVER) 3/4'TO 1 1/21'WASHED MODEL LC-248 OR APPROVED EQUAL 96.92' WIM IN.2 OR MAX.4 BRICK "RJ!1NE, C WSHED STONE SECTION A-A COURSES OR EQUIVALENT FRAME TO BE SET IN PREPARED FOR: DIMENSION WITH REINFORCED FULL BED OF MORTAR r r E3 El =1 ALL AROUND Sandy Loam A CONCRETE COLLARS- MIKE CROTEAU 1 OYR 3/1 0-C-10 1z) C=l =1 C:) C-3 EZI r 0 STANDARD MANHOLE FRAME & COVER(H20) co MIN 0 12 IN STEEL PER 8" 96.25' .980 ocs VERTICAL MOT,PLACED LOCATED AT NOT TO SCALE ACCORDING TO AASHTO 214*1-DIA. t",2 0 00 C&A) 4, a O� LEBARON FRAME AND DESIGNATION M199 UNDISTURBED (TYP.EA.SECTION) GRATE,MODEL LF-244 Mi A W 146 ROSA B 1 OYR 5/6 r `� -- RY LANE SUB-GRADE OR APPROVED EQUAL Sandy Loam /0-lle�711 0 12"MIN- 3"MIN. 29" OUTSIDE OF PIPE T.0" 5'-V'DIA. T'CLEAR HYANNIS, MA +7CLEARANCE 94,58' 41 6-6' DIAMETER CALE: 1 INCH 10 FT. BUTYL RUBBER "_�PROVIDE'V"OPENINGS 000000 �3 S DATE: MARCH 21,2003 93.91' 0013 000 z AT JOINITS ----,VARIES'IDEPENDING 0 5 10 20 40 FEET F '1� ON DIAM.OF PIPE OF Ell 0 0 0 0 0 36" 5"MIN. 28" (L PIPE DIA.OR MINIMUM 12) 000000 92.41' ALL STRUCTURES PROPOSED UNDER TRAVELED WAYS SHALL MEET AASHTO HS 2044 REQUIREMENTS. JX0 54" 000000 Nl__�OUTLET TFE PREPARED BY: CHU C 'p` 0 0 0 0 0 0 4�' N ILL CML JC ENGINEERING, INC. C NV I MIN.MONOLITHIC No. 4 1807 F-M-C Sand PRE-CAST CONCRETE 1000 GALLON H-20 LEACHING PIT SECTION 1-1 PLAN 4'-U'MIIN.OR 4 TIMES PIPE DIAMETE 5 ROUNDHILL BLVD. I'STONE BEDDING EAST WAREHAM, MA 02538 2.5Y 5/6 LOCUS PLAN NOT TO SCALE H-20 CATCH BASIN FRAME & GRATE PRECAST CONCRETE CATCH BASIN (H20) NOT TO SCAI F 508.273.0377 No Groundwater or NOT TO SCALE JOB No.356 _T SCALE: 1".= 1000' Designed8y: BMB Weeping Observed Drawn By: BMB Checked By: JLC 120" 86.9Z Le -A I j 1 FINISH GRADE OVER CHAMBERS = 96,5'-97.0' GENERAL - ° • ES 5" DIA. OUTLET(S) ; REMOVABLE COVER SLOPE @ 2% MIN. OVER SYSTEM ( FINISH GRADE OVER D-BOX= 96.5� 4" SCHEDULE 40 PVC MIN SLOPE 1°l0 3/4"TO 1-1/2" DOUBLE WASHED STONE TO CROWN OF PIPE FINISH GRADE OVER TANK EL.- 1. UNLESS OTHERWISE NOTED ALL SYSTEM COMPONENTS AND CONSTRUCTION I; FINISH GRADE @ FND. EL.= 98.3� _ 97.5�, 2" OF 1/8" TO 1/2" DOUBLE WASHED STONE METHODS SHALL BE IN ACCORDANCE WITH TITLE 5 OF THE STATE ENVIRONMENTAL CODE AND ANY APPLICABLE LOCAL RULES. PROPOSED 4" 20" MIN. ACCESS COVER _ , PLACE RISERS ON ALL CHAMBERS (TYPICAL FOR 3} 36"MAX. TOP OF SAS - 95.23 TO 6" OF FINISHED GRADE PVC PIPE 9" MIN. 2. ANY CHANGES TO THIS PLAN MUST BE APPROVED BY THE BOARD 94.4 36 MAX. BREAKOUT EL = 94.9, OF HEALTH AND THE DESIGN ENGINEER. 3. 4"SCHEDULE 40 PVC PIPE WITH WATER TIGHT JOINTS SHALL 6" 3' 2" DROP MIN. PROVIDE WATERTIGHT 3"DROP MAX. 3 JOINTS (TYP.) BE USED IN DISPOSAL SYSTEM UNLESS OTHERWISE NOTED. o 4" PVC IN FROM Q 0 0 0 0 0 0 op oo�ro� 0 op EXISTING 4 94.7 SEPTIC TANK 4" PVC OUT TO p 4. TO PREVENT BREAKOUT, THE PROPOSED FINISH GRADE SHALL NOT BE LESS THAN T 14" o ppo pp pp ELEVATION = 94.9' FOR A DISTANCE OF 15'AROUND THE PERIMETER OF THE SAS. UNLESS A C.I. PIPE fi LEACHING FACILITY op o 0 40 MIL GEOMEMBRANE LINER IS PLACE AT LEAST FIVE FEET FROM S.A.S. AND THE TOP OF 95.09' T12" oQ THE LINER IS NOT LESS THAN THE BREAKOUT ELEVATION. 48" OUTLET TEE 94.6' MIN. 94.43' 2 o� 0 0 o� 5. SLOPE ALL SOLID PIPE AT 1.0% MINIMUM. 0 0 6" CRUSHED STONE O pp o� - o0 6. THIS SYSTEM IS NOT DESIGNED FOR A GARBAGE DISPOSAL. 94.95} -GAS BAFFLE ON OVER MECHANICALLY o 0 BOTTOM COMPACTED BASE 2' 2' 2' 7. LOCAL BOARD OF HEALTH TO BE NOTIFIED 24.6 8.5 2' PRIOR TO BACK FILLING WHEN SYSTEM IS NEARLY COMPLETE AND 5 OUTLET DISTRIBUTION BOX 21.0' �P) READY FOR INSPECTION. SYSTEM IS NOT TO BE BACK FILLED TO BE INSTALLED ON A LEVEL STABLE < 86 92+ 8 9, WITHOUT FIRST OBTAINING APPROVAL FROM BOARD OF HEALTH. BASE. FIRST TWO FEET OF OUTLET 92 4' GROUND WATER ELEV.= PROPOSED 1500 GALLON CONCRETE SEPTIC TANK PIPES TO BE LAID LEVEL. 2 500 GAL. CHAMBERS 5'MIN. LENGTH 10'6" WIDTH 5'8 DEPTH 5,7„ CROSS SECTION VIEW 8. ELEVATIONS BASED ON ASSUMED DATUM OF 97.7'MSL OBTAINED FROM TOP OF STAKE/TACK AS SHOWN ON PLAN. PROFILESEPTIC TANK DISTRIBUTION TYPICAL CHAMBER PROFILE DETAILSCHAMBER CHAMBER END VIEW 9. CONTRACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION NOT TO SCALE NOT TO SCALE NOT TO SCALE THROUGH DIG-SAFE AT LEAST 72 HOURS PRIOR TO COMMENCING WORK ON SITE AT 1-888-DIG-SAFE AND ANY OTHER APPLICABLE AGENCIES. REPORT ANY p} DISCREPANCIES TO THE DESIGN ENGINEER. Ml�SYs '.:a .k� :3E• +, �`k5 '� a�'`a ?z 5 ,,,,{9 3' `$ °n `td 1 '` TEST 5 T � t ate , x 10._ ALL JOINTS WHERE PIPE ENTERS AND EXITS CONCRETE STRUCTURES SHALL BE MADE WATERTIGHT. INSPECTOR. - yK SOIL EVALUATOR: Samuel Philos Jensen 11. NO DETERMINATION'HAS BEEN MADE AS TO COMPLIANCE WITH DEEDED OR s x ' «< DATE._ November 27,2002 ZONING REGULATIONS. OWNER/APPLICANT IS TO OBTAIN y SUCH DETERMINATION FROM APPROPRIATE AUTHORITY. TEST PIT#: 1 .., 12. ALL SEPTIC SYSTEM COMPONENTS SHALL WITHSTAND H-10 LOADING UNLESS ELEV TOP= 96.92' LOCATED UNDER PAVEMENT, DRIVES OR TRAVELED WAYS IN WHICH ! !` APPROXIMATE LOCATION " s` � � „ sy; _ , ..��� ;� � � ��� � 'ELEV WATER- >10 BGS CASE THEY SHALL WITHSTAND H-20 LOADING. j r OF DWELLING ' , PERC RATE = < 2 Min/In 13. DOUBLE WASHED CRUSHED STONE SHALL BE FREE OF ALL DIRT, DUST AND il,'h. � c.,si `4T y n"`� ' N �. w e tts'7' '' h s .,,xi?s`� '7 a?t t�„iv ,� �.. �:.� E� �� , , �a� ,, ���� �,� ,�,. FINES. " h DEPTH OF PERC= 36'-54 �" r 14. WHERE REQUIRED, CONTRACTOR SHALL REMOVE ALL LOAM, SUBSOIL AND a ' , ass w� ' Z, 3' TEXT '. zg 'k r URAL CLASS: 1 co � � � ��: ,�,4 " � gq �����,ti�,� �� >ik� �-,�� UNSUITABLE MATERIAL IN AREA BENEATH AND FOR 5 FT. ON ALL SIDES 'jC; y `�z p� OF LEACHING FACILITY. REPLACE ALL UNSUITABLE MATERIAL WITH CLEAN O 4 ` �Y COARSE SAND FREE FROM CLAY, FINES OR OTHER UNSUITABLE MATERIAL IN J / m ACCORDANCE WITH 310 CMR 15.255(3). :k � � �� hi+'iF i� �'Q�s1 MAP 3455 _ 0 96.92 z , !f -.'r' , ' ` v,:` Q x. M _ � � n >� h 7� s? Sand Loam s. J / Cj PARCEL 36.00 1 �T . A Y 15. CONTRACTOR SHALL NOTIFY DESIGN ENGINEER OF ANY DISCREPANCIES 10YR 3/1 FOUND IN SITE CONDITIONS FROM THOSE SHOWN PRIOR TO CONTINUATION OF WORK. C? ! tP z� , ' s 8" 96.25' � 4 a �y1 S , „� aF z-C airs .�"#.. �4+ §e 3 z ,4 S 16. PROPOSED PROJECT IS LOCATED WITHIN: / 'CF 41ty'l.` 31 E`r i FSFl S'. xM Y. o cs n x4 Sand Loam f o 4 �� s $ ���� ,si, ;' B ASSESSORS MAP 345 PARCEL 017 10YR 5/6 10 Y'f' 17. OWNER OF RECORD: ROBERT CLARK �� /f / , n ; f L E ' + 4 " '� 28" 94.58' / V✓ / a a „ ADDRESS: 14146 REVEREND RANSFORD COURT ! MAP 4 f �, 36 93.91' ! 35 � � � b E x. � 5 ,+r.=a �i� h,� �; UPPER MARLBORO, MD 20772 PARCEL 017 r . �. 4 300 S.F. _ _ ry. ,. ,� � , EXISTING SHED ,� ! 146 ROSARY LANE s , �.. s . P - TO BE RELOCATED, f ry i � 18. PLAN REFERENCE: BOOK 18 PAGE 21 NEW LOCATION TO BE t f o i � .� .. H x ,, . . �z� F-M-C Sand FIELD VERIFIED m EXI ST,NG / 2.5 6 f boo op 2-BEDROOM DWELLING `' #` x T' 19. ALL DISTURB A EAS SHALL BE RESTORED TO ORIGINAL CONDITION. No Groundwater or d (� © (�� Weeping Observed 20. PROPERTY LINE INFORMATION IS ONLY APPROXIMATE. THIS PLAN IS TO BE USED ONLY !' f` LOCUS PLAN V 120" 86 92' FOR SEPTIC SYSTEM UPGRADE. JC ENGINEERING WILL NOT ASSUME ANY LIABILITY FOR USES OF THIS PLAN OTHER THAN ITS INTENDED PURPOSE. , SCALE: 1" = 1000' ! DECK `3 DESIGNDATA , !' CONCRETE �. B.M. �� P, DRIVE AY 1 LEGEND f � � 5 EXISTING SPOT GRADES Top of Stk/Tk � �'� X � X X--�._,..v Elev. = 97.70' f 96x92 , ,. "" a EXISTING CONTOUR Assumed ! f X X�X 50 PROPOSED SPOT GRADES NUMBER OF BEDROOMS 2 DESIGN FLOW 110 GAUDAY/BEDROOM �� PROPOSED CONTOUR T. �t'* N / TOTAL DESIGN FLOW 220 GAUDAY J / j _ TEST PIT LOCATION f f> CESS ' DESIGN FLOW X 200 % 440 GAUDAY USE PROPOSED 1500-GALLON SEPTIC TANK Q (' 1500 GALLON SEPTIC TANK (PROPERTY WILL BE DEED RESTRICTED TO TWO BEDROOMS L✓ � 4"SOLID SCHEDULE 4�0 PVC PIPE -MAX FLOW OF 220 GALLONS/PER/DAY) y - ❑ DISTRIBUTION BOX 'f �N�K ..•__=::� •� -_: o. EXISTING CESSPOOL AND INSTALL 2- 500 GAL. CHAMBERS SHED SURROUND STONE TO _ C) 500 GAL. LE BE PUMPED AND FILLED # ` ACHING CHAMBER � • . I` � SIDEWALL CAPACITY , WITH CLEAN SAND -EXISTING SHED TO BE RELOCATED,. (LENGTH + WIDTH) (2) (2' HIGH) (.74 GPD/S.F.) = GAUDAY NEW LOCATION TO BE FIELD VERIFIED (21.0' +8.9') (2) (2') (0.74 GPD/S.F.)= 88.5 GAUDAY C� 6' BOTTOM CAPACITY 7p 1500 GALLON SEPTIC TANK (LENGTH x WIDTH) (.74 GPD/S.F.) = GAUDAY 21.0'x8.9' O { ) (.74 GPD/S.F.) = 138.3 GAUDAY s REV. DATE BY APP'D. DESCRIPTION 1STRIBUTION BOX i � �x- � • PROPOSED SEPTIC SYSTEM UPGRADE TOTALS' PREPARED FOR: 2-500 GALLON LEACHING CHAMFERS ROBERT CLARK ' TOTAL NUMBER OF CHAMBERS: 2 TOTAL LEACHING AREA: 306.5 SQ.FT. LOCATED AT TOTAL LEACHING CAPACITY: 226.8 GAL./DAY 146 ROSARY LANE HYANNIS, MA 02601 MAP 345 SCALE: 1 INCH = 10 FT. DATE: DECEMBER 31,2002 PARCEL 018 0 5 10 20 40 FEET 0.50 AC± o��Fptrr+of �c JOHN L. sa PREPARED BY: $ CHURCHILL CIVIL w JC ENGINEERING, INC. "° 41807 5 ROUNDHILL BLVD. *PROJECT IS LOCATED IN A DEP APPROVED ZONE II � EAST WAREHAM MA 02538 SITE PLAN 508.273.0377 SCALE: 1°= 10' Drawn By: BMB Designed By: BMB Checked By: JLC JOB No.333 ---,- --1 - --- -- - ---- ---- - --- -... Rom._ iJ fj f� N. WITHIN PAVED AREAS BEYOND PAVED AREAS (3)ENERtAL NOTES "DO NOT ENTER"SIGN 1. OWNER OF RECORD: MIKE CROTEAU I f i BITUMINOUS CONCRETE 6"(MIN.}LOAM AND SEED NOTES: 279 MONOMOY CIRCLE , ) r PAVEMENT;SEE BITUMINOUS I. Q STEEL POST WITH DOME TOP 1.DO NOT SCALE DETAIL, CENTERVILLE, MA 02632 i t S(aj CONCRETE DETAIL 2.INSTALL ACCORDING TO MANUFACTURER'S tt C `, r c�j �st� F: i SPECIFICATIONS. 2. PROPOSED PROJECT IS LOCATED WITHIN 3.THE STEEL BOLLARD FINISH WILL BE GREEN. ASSESSORS MAP: 345 PARCEL: 017 { FINISH GRADE MAP 345 W. E. _ ZONIN bISTRICT: BUSINESS DISTRICT-B B.M. _ _k - { ,' PARCEL 36.001 Top of PK Nail �. ' :;3== ='~: ° N/F ANGELO GRASSO -- '_-` '` '' 3. ENTIRE PROPERTY LOCATED WITHIN WELL PROTECTION OVERLAY DISTRICT: Elev. = 100.00' i � p COMPACTED GRAVEL ; Assumed �� N j BASE COURSE D+2'O" �> �.00 � TOTAL LOT AREA: 5,201 S.F. COMPACTED BACKFILL 77 TOTAL IMPERVIOUS AREA: 2,598 S.F. (95%COMPACTION) �/ j CAPE COD BERM (TYP.) TOTAL PERVIOUS AREA: 2,603 S.F. LO f TOTAL LOT COVERAGE: 49.95% 1'-0" PLAN VIEW "NSES EXISTING SHRUBS Y � : ' f TO REMAIN r; ~., 'A a j ZONE AROUND PIPE; a h = sr _ 1 U 4b1 0 ON NO 1 12'WIDE BITUMINOUS BACKFILLWITH - ,r % CENTERLINE BANK-RUN GRAVEL 1. PERIMETER PROPERTY LINE INFORMATION TAKEN FROM "DIVISION OF LAND IN BARNSTABLE, MA. FOR MAP 345 t CONCRETE ACCESS'DRIVE ADS N-12 DRAIN PIPE L BK 555 , G 5 ) OTHER >. t Q`#' r ANCIENT WAY o CHARLES WHITE MANAGEMENT, INC" BY SLADE ASSOCIATES, INC., MAR 28, 2000(P 6 P 0 . / CONCRETE FOOTING--'S`{--- PARCEL 024 '' o o 10 �X'f� S• PLAN REFERENCES INCLUDE PL BK 19, PG 65; PL BK 18, PG 21;AND PL BK 40, PG 43. � 7r ., - 8"IN ROCK _ �{ t. ` 4"IN EAR 12' N/F MARCIA FINE ` •� •�'�if •• '��'� f� � ,�'' `,r. '� O � � 2. ALL ELEVATIONS ARE BASED ON ASSUMED DATUM. SEE PLAN FOR BENCHMARK LOCATIONS. IN EARTH IN ROCK 3. UNLESS OTHERWISE SPECIFIED, ALL THE WORK TO BE PERFORMED,AND MATERIALS SHALL CONFORM t t r ; , STEEL BOLLARD TO THE TOWN OF BARNSTABLE DPW STANDARDS. r f cis l � TRENCH DETAIL NOT TaSCALE 4. LOCATIONS OF EXISTING UTILITIES ARE APPROXIMATE ONLY AND ARE TO BE VERIFIED IN THE FIELD BY wt Q ti ,' NOT TO SCALE THE CONTRACTOR AT THE TIME OF CONSTRUCTION. ALL UNDERGROUND UTILITIES SHOWN WERE EITHER J W � 77 7r ~^ � XISTING 6' HIGH a LOCATED BY A FIELD SURVEY OR WERE COMPILED ACCORDING TO AVAILABLE RECORD PLANS FROM THE STOCKADE FENCE EXISTING 20'WIDE ` VARIOUS UTILITY COMPANIES AND PUBLIC AGENCIES AND ARE APPROXIMATE ONLY. THE OWNER ASSUMES BIT. CONC. ROAD ' tf NO RESPONSIBILITY FOR DAMAGES INCURRED AS A RESULT OF UTILITIES OMITTED OR INACCURATELY / a a4 i• f, SHOWN. TO BE EXTENDED : AND REALIGNED f/ t /Uj �'.^ o " 0 5. THE CONTRACTOR SHALL COORDINATE WORK WITH RESPECTIVE UTILITY COMPANIES ALLOVVING AMPLE CIO / TIME FOR OTHERS TO INSTALL THEIR PROPOSED WORK. PROTECT ALL UTILITIES DURING THE COURSE OF �•^., W Lr �t 141 •r'' I CONSTRUCTION. THE CONTRACTOR SHALL NOTIFY DIG SAFE 1-888-DIG-SAFE AND ALL PUBLIC UTILITIES q O146 ROSARY LANE �' / y' THAT CONTRACTOR IS MAKING AN ENTRY, IN ACCORDANCE WITH CHAPTER 370,ACTS OF 1963. aq et Ur C� h f BOLLARD (TYP.) .-^,�. EXISTING DWELLfNG / CENTERLINE `� �' 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ADEQUATE RECORDS OF THE LOCATION �' %/ ,� TO BE CONVERTED TO f / \ `s-, ANCIENT WAY TRUNK WRAPPING MATERIAL HOSE CHAFING GUARD AT FIRST BRANCH AND ELEVATION OF ALL WORK INSTALLED. (Z / C�'( \J I TRUNK FLARE:JUNCTION Q Q 1 DRIVE-THRU HOT DOG STAND TURNBUCKLES ON ALL GUYS PLANT 1 TO 22 ABOVE EXISTING GRADE PROPOSED ROAD TO BE p ti ;` 105 GPD-AVERAGE WATER USE �6+ 1b �1'P,} .. FLAG �\ 7. ALL AREAS DISTURBED BY THE CONTRACTOR SHALL BE RESTORED TO EQUAL OR BETTER CONDITION. 2"TO 41"LAYER OF BARK IN CONFORMANCE WITH � J � / MULCH'. KEEP AWAY FROM TRUNK ill 2,4'+ GUY WIRES,3 PER TREE TOWN OF BARNSTABLE i (,C r 200 S.F. ±OF PAVEMENT ExISTIwG GRADE 8. ALL UNDERGROUND UTILITIES SHALL BE TESTED AND APPROVED PRIOR TO INSTALLATION OF BASE SUBDIVISION RULES C� }% r` _ TO BE ADDED ON COURSE(S)AND PAVEMENT. { /o NIEGHBORING LOT ` AND REGULATIONS U� 'A ,' ,� � ,'- i 9. ALL FINISHED SURFACES SHALL BE GRADED SMOOTHLY AND EVENLY. ARfA TO BE :t.. r /n WITHIN EASEMENT O . ''- "`' 10. AT THE COMPLETION OF HIS OPERATIONS, THE CONTRACTOR SHALL BE RESPONSIBLE FOR CLEANING LOAIVI.,AND p k; Y Y f SEEDED �'� �w,j' ',w ;,--' " '' - j BURY DEADMAN BELOW GRADE BACKFILL WITH TOPSOIL THE SITE, INCLUDING ALL DRAINAGE STRUCTURES, OF ANY CONSTRUCTION RELATED DEBRIS. / :t > FROM HOLE J' EXISTING " W�` / I J• BURLAP,ROPE AND WIRE ROOTBALL SWOULD SIT DIRECTLY r WING NOTES f f a i ,. r :'� -'s• j 5 CUT AWAY FROM"VISIBLE WIDTH OF HOLE TO BE 3 TIMES AS WIDE AS ROOTBALL CONCRETE DRIVEWAY ' ,, .'y ON UNDISTURBED SOIL BALL" WITH SLOPED SIDES 1. PLANT MATERIAL SHALL BE FURNISHED AND INSTALLED AS INDICATED; INCLUDING ALL LABOR, TO BE REMOVED t o ~':TP j / EXITING 6'HIGH MATERIALS, PLANTS, EQUIPMENT, INCIDENTALS AND CLEAN-UP. :.� ,,' •^•, LINK FENCE �,�M ;a, , 96x9 / /• CATCH BASIN CHAIN CAPE COD BERM (TYP.) I " -.w _-_ -- -^~, co h- , ; a 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PLANTING AT CORRECT GRADES AND ALIGNMENT t 'a 2 / RIM EL.- 96.5 I 3 TREE PLANTING ,? PROPOSED DUMPSTER - INV. EL.=93.5' t ACCORDING TO THE APPROVED LAYOUT OF THE OWNER. NOT TO SCALE ' ` 3. PLANTS SHALL BE TYPICAL OF THEIR SPECIES AND VARIETY; HAVE NORMAL GROWTH HABITS;WELL u, , ., 1 w. / r t 12 ADS N-12 DRAIN PIPE DEVELOPED BRANCHES AND DENSELY FOLIATED. IN FENCED ENCLOSURE �,`§ ' `-i r � ' �_ �' f �° " Cf ( j�� ..... f L = 8' SLOPE= 0.5% �.0 LF# 7r r 1"FINISH COURSE PROPOSED 20'WIDE ' «� ( I / v r t BIT. CONC. ROAD, f.t ,' A ' ' l w' 1 � N f � 4. CONTRACTOR SHALL REPORT ANY SOIL OR DRAINAGE CONDITIONS CONSIDERED DETRIMENTAL TO THE r r LO)J wt , "'' 1 QQQ GALLON H-20 LEACHING PIT 4 2"BINDER COURSE PAVED AREAS GRASSED AREA GROWTH OF PLANT MATERIAL. SLOPE = 1.4% ,r 3 BPVU SPEC TYPEIT.CONC. M1 PT ' t } �- : 1 / d :. WITH 3" OF STONE AROUND, , (MD LACED / FRAME AND COVER TO GRADE q1- n\ IN TWO LAYERS 1"FINISH,2" co f ,` 1,o„ 5. ALL PLANT MATERIAL SHALL BE GUARANTEED BY THE CONTRACTOR TO BE IN VIGOROUS GROWING �, BINDER} ;r <w 1 f II�IV. EL.= 93.46" _ 6"PROCESSED GRAVEL,MDPW SPEC.M1.03.01 CONDITION. PROVISIONS SHALL BE MADE FOR GROWTH GUARANTEE OF AT LEAST ONE YEAR FROM DATE w r` / r , w BIT.CONC. 6"GRAVEL BORROW,MDPW SPEC.M1.03.0TYPE OF ACCEPTANCE FOR TREES AND SHRUBS. REPLACEMENTS SHALL BE MADE AT THE BEGINNING OF THE -•v BERM PLANT[NG SEASON, ALL REPLACEMENTS SHALL HAVE A GUARANTEE EQUAL TO THE STATED ABOVE. FUT'ORE ACCESS AND UTILITY EASEMENT ` -•w h TO BE OBTAINED FROM NEIGHBOR .. ,,,... - .- ..-. r r ti- r -:.-„.. ,, _. a rs-;r, , r r.... .. r r v- � r n r, �_ _..:,- - p ... _..,.., -..�. - co ................... .... _-.....-•-----... �++"" :f"•. I� .9:41T,..1") t .. 1 _f::t -.. .-: I... r l....n f.,.,.1. .C,r.. .. C,. T{:r // � # _ 4 ,_ � _� -h._ _, � ,u.. , ,C�.. . �'a-_ ,� _ F'F?J`,_..�,C�.E�E TF'r❑� f ) ... r w"• jr -----:...........:.......... :: :::.::_.::::....:... CONTRACTOR SHALL PROTECT STOCK NOT PLANTED. PLANTS SHALL NOT REMAIN UNPLANTED FOR 1# f �•'_ / r" - - o a o o MORE THAN A THREE DAY PERIOD AFTER DELIVERY. ANY PLANTS NOT INSTALLED DURING THIS PERIOD / Illlll�,l�l,-rill op op oop p Q VVILLBE REJECTED. NT ° t. 1 Q oo EXISTING EARTH _ da C]a Q - 7 �n / e o STING °Ca 2p 0, f' ,, / 01 6°PROCESSED GRAVEL M1.03.1 o p p 7. QUALITY AND SIZE OF PLANTS, SPREAD OF ROOTS, AND SIZE OF BALLS SHALL BE IN ACCORDANCE WITH 6"GRAVEL BORROW M1.03.0 TYPE B o o - ° [' r� a a ANSI 260(REV. 1980)"AMERICAN STANDARD FOR NURSERY STOCK,"AS PUBLISHED BY THE AMERICAN III ENS OP / 2p 0, qw f ,f _.� \'' �o ®o ASSOCIATION OF NURSERYMEN, INC. , ;:. PROP F� XISTING APPLE-TREE �. �':� o o o -I AV `' o I I 8. ALL PLANTS SHALL BE PLANTED IN AMENDED TOP SOIL THAT IS THOROUGHLY WATERED AND TAMPED AS EMENT ! \ ;����, ,,� '`'',,, �..�TO�F2EMAIN [�ryC�;� -MAP 345 BACK FILLING PROGRESSES. LARGE PLANTING AREAS TO INCORPORATE FERTILIZER AND SOIL I j 5_ ll CONDITIONERS AS STATED IN PLANTING SPECIFICATIONS. �I PROPOSED PAVEMENT SECTION` ;t /`' PARC018 C7t ` > i ^t �N. f N/F MERLESEI�JA NOT TO SCALE 9. PLANTS SHALL NOT BE BOUND WITH WIRE OR ROPE AT ANY TIME SO AS TO DAMAGE THE BARK OR BREAK O/ RED MAPLE TREE REALTY RP BRANCHES PLANTS ALL HANDLED FROM THE BOTTOM OF BALL ONLY r CAPE COD BERM (TYP.) CAPE COD BERM OR APPROVED OTHER r f NOT TO SCALE 3"'MIN. CALIPER(TYP.) �r �t _. � .�'• j `�, r SHALL THE Wit , `mm "\ r, M% P 345 XISTING SEPTIC SYSTEM I 10. NO PLANT EXCEPT GROUND COVERS SHALL BE PLANTED LESS THAN TWO FEET FROM EXISTING t tf \ CAPABLE OF H-20 LOADING A STRUCTURES AND SIDEWALKS. p REALIGN ti s�so 4_ PARCEL 017 AND 220 GDP FLOW RATE, 1 i GRAVEL ROAD ,' 7r ;, ± / VENT TO BE INSTALLED ! 1x6 OR 1xs R.S.CEDAR 11. SET ALL PLANTS PLUMB AND STRAIGHT, SET AT SUCH LEVEL THAT A NORMAL OR NATURAL a qI A, S \ 5,201 S.F. ; j VE PROVIDE PITCHED FENCE B.D-PAINTED RELATIONSHIP TO THE CROWN OF THE PLANT WITH THE GROUND SURFACE WILL BE ESTABLISHED. TO MEET PROP. f �` �S%/ # ` SMOOTH CONCRETE 8.0' / C7 of ' ,TYPE fr /i - , r{ P.T.4X4,TYPICAL LOCATE PLANT IN CENTER OF THE PIT. t ' PAVEMENT �' --�`5 1.";,'-?`� r> • 4" PVC VENT FINISH 6'-0" O # TO BE ADDED tw~ ~ ~` _~ .\ ' �- s' 12. ALL PLANTING BEDS SHALL BE MULCHED WITH A 3" LAYER OF DOUBLE SHREDDED HARDWOOD BARK fF jai 1X6 OR 1X8 CEDAR w MULCH. ,� '' • W �; 1� n , XISTING 6' HIGH PAINT BOARD FENCE BOARD WITH w w O' f # CHAIN LINK FENCE 1,9 saFEnNRWDILLIAMs 8 1/2"SPACE ACE EA.SIDE z z LEGEND / # r , # 130 ROSARY LANE o O 0 t 4X4 PRESSURE r„ EXISTING CONTOURS -X-X X-X- PROPOSED FENCE z O TREATED POSTS SITE PLAN �W o PRECAST CONCRETE 0 t ' I EXISTING 2,400 S.F. BUILDING WHEEL STOP SECURE - EXISTING PAVEMENT Ow cw7 W/2 STEEL DOWELS EA H 0 x EXISTING WATER¢ PROPOSED PARKING SPACE '; ` t WITHIN LOT TO BE REMOVED _ Uja , LINE OF t SCALE: 1"- 10' / # 0 11 FINISH N ® ' EXISTING UTILITY PROPOSED TRAFFIC DIRECTION 4i w 1 r. � � • . ;-_ •• GRADE TEST { DATA EXISTING GAS NG PROPOSED CATCH BA GRATE ,. � � , � '�, � '�,,� �a��� ��, ��, 8"HIGH H-20 MANHOLE ..�-r.,� -:� ,, SIN O `_' EX RO FRAME&COVER SEE SITE PLAN ensen � ���� •' ,�, 3���� ���� ti � ���� FINISH GRADE ( ) ` _ _- "• : EXPANSION JOINT : x: SOIL EVALUATOR: Samuel Philos J ,; s ;SM SCHEDULE 40 STEEL ` sCHEDULE4o --h' o'i-�- EXISTING FENCE C+ PROPOSED LEACHING PIT DATE: November 27.2002 z ' is STEEL BOLLARD • BOLLARD FILLED W/CONC. TEST PIT#: 1 '' � 2 �; � � FILLED W/CONC. SECTION A-A 3'-6"ABOVE AND 2'6" 100 PROPOSED CONTOURS PROPOSED DRAINAGE PIPES - � DROP PIN 2'-0"DIA. ,� � �z R{ BELOW GRADE EACH SIDE. ELEV TOP= 96.92' x" ' �y3` 1 COURSE of BRICK(MIN.) A A DUMPSTER DETAIL A 100 PROPOSED SPOT GRADE PROPOSED TREE FILTER FABRIC,MIRAFI ELEV WATER= >10' BGS 00 ~�140N OR EQUAL NOT TO SCALE 00 0000 - ; � r ° T0 0$ o 0 0 0 0 0 0 0 0 0 PERC RATE _ < 2 Min/In k �` ' � � ''. yam` S 4�' PROVIDE"V"OPENINGS � s r a 00 00 OPEN SIZE EQUALS 24" °0 DIAM. OF PIPE+2" 1 4/30/03 BMB JLC EXTENSION OF PAVEMENT DEPTH OF PERC= 36"-54" at z z< a� � t t4�- ;� � (MINIMUM 12") 8„ 12"X 12"RING OF CONCRETE,FLUSH I REV. DATE BY APP'D. DESCRIPTION A y ; ', ,. .� y�,jw. T - WITH TOP OF BINDER COURSE,FOR ALL d� a La. � ` � w ry.. OO O mar? O O O O O O OO TEXTURAL CLASS: 1 � a �a r ', 00 24" I-- 22 --{ MANHOLES WITHIN PAVED SURFACE FRAME&GRATE PINKY'S 5 �� +.' \�N Y "' ��: 08 O COVER LEBARON FRAME AND COVER, ADJUST TO REQUIRED GRADE Q 96.92' 0 O O O 0 C7 O O 3/4 TO 1 1/2 WASHED " yw o ( } MODEL LC-248 OR APPROVED EQUAL 5s I W/MIN 2QR MAX.4BRICK _ PROPOSED SITE PLAN ,s} ?� r CRUSHED STONE 34" SECTION A-A COURSES OR EQUIVALENT FRAME TO BESET IN PREPARED FOR: DIMENSION WITH REINFORCED Sand Loam ' � ,'`� fi ; '�, P , 's t 1 j O O O O O O O ALL AROUND! FULL BED OF MORTAR A Yl $ x r , �� u,t , asv �r i 3 10YR 3/1 �' ���� :, � � 0W ,c @@ O O O O O O O O O O O Opp CONCRETE COLLARS. MIKE CROTEA ' 1R ry ,v . u.F��s �'�,4 .. �,.�>„" -a W� a 'w O _O O 8" 96.25' d� sgo 08 � oo°o oO STANDARD MANHOLE FRAME & COVER(H20) MIN.o.12IN.sTEELPER VERTICAL FOOT,PLACED LOCATED AT z NOT TO SCALE 2'-0"+/-DIA Sandy Loa "a a LEBARON FRAME AND„ _ DESIGNATIONM199 . �, _3"MIN. UNDISTURBED GRATE,MODELLF-244 ACCORDING EA, SECTION) TO B 10YR 5/6 .` W (TYP.EA.SECTION) Q a z: w : y n SUB-GRADE OR APPROVED EQUAL p 12"MIN. 2003 146 ROSARY L ��1AY ® � z®� ,w .,j4�!g�, t s�'t,�'*'t''� � 3'-0" 5'-6"DIA 3�_0„ 29 0 . . tr4'� .•ics&, n ��'s' r' ; � � - n + o 02 C IEA ANCIPE S'' ® �O�gA� 28" 94.58' ba� 1„CLEAR I HYAN N '# a o DIAMETER PROVIDE"V"OPENINGS CIA 1 INCH = 10 FT. DATE: A C-H 21, 003 ❑ ❑ ❑ ❑ ❑❑ 1 BUTYL RUBEBER 5'_s„ ' ' 93.91 � ktix� u r,w.,.H.,....:, , � Lr � � ar 4t , �' F AT JOINTS 36 ,.< � t ' '` s ( 000 ❑ ❑❑ o VARIES DEPENDING 5 10 20 40 FEET ❑ ❑ ❑ ❑ ❑❑ r ON DIAM.OF PIPE � ,,, �>N � 5"MIN'. m L=PIPE DIA OR MINIMUM 12" tH of :`G 92.41" I ° " #-,1 � k,, ' 3 { u ` ., ALL STRUCTURES PROPOSED UNDER TRAVELED WAYS SHALL MEET AASHTO HS 20-44 REQUIREMENTS. ❑ ❑ ❑ ❑ ❑❑ ( ) 54 i P 4C S ik 4 P 5 S OU a yi ` TLET TEE e� ❑ ❑ ❑ ❑ ❑❑ a JOHN L 4" criun >iiu JC ENGINEERING, INC. I � PREPARED B F-M-CSand I PRE-CAST CONCRETE 1000 GALLON H-20 LEACHING PIT SECTION PLAN 4'-0"MIN.ODR4TIMESPIPE�DIAMF�rER��\ MIN.MONOLITHIC CML 16No. 41BC7 5 ROUNDHILL BLVD. 2.5Y 5 1'STONE BEDDING T LOCUS PLAN - 4 NOT TO SCALE H-20 CATCH BASIN FRAME & GRATE PRECAST CONCRETE CATCH BASIN (H20 EAST WAREHAM, MA 02538 No Groundwater or NOT To SCALE NOT TO SCALE �� 08.273.0377 SCALE: 1" = 1000' Weeping Observed Drawn By: BM[ Designed By: -,MB Checked R• JOB No.356 120" 86.92' T