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HomeMy WebLinkAboutCorrespondence - 980 OSGOOD STREET 5/3/1995 MERRIMACK ENGINEERING SERVICES, INC. PROFESSIONAL ENGINEERS 0 LAND SURVEYORS 0 PLANNERS 66 PARK STREET d ANDOVER, MASSACHUSETTS 01810 0 TEL.(508)475-3555, 373-5721 FAX(508)475-1448 February 2, 1996 Ms. Kathleen Bradley Colwell Town of North Andover Division of Planning and Community Development 120 Main Street North Andover, MA 01845 RE: North Andover Texaco John Ferreira, Owner Dear Ms. Colwell: Enclosed herein please find nine(9) copies of a revised Site Plan for the subject property showing the changes which reflect the concerns and comments presented by the Planning Department, the consulting engineer and the concerns of the DPW relative to primarily drainage. Please contact me should you have any questions or comments upon your review of these revised plans. Very truly yours, MERRIMACK ENGINEERING SERVICES Robert C. Daley Civil Engineer cd Enclosure cc: Mr. John Ferreira Town of North Andover NORTH OFFICE OF oyt r`" ",HO p COMMUNITY DEVELOPMENT AND SERVICES 146 Main Street North Andover, Massachusetts 01845 WMLAM J. SCOTT 9SSAC HUSE� Director August 23, 1996 Mr. John Ferreira North Andover Texaco 980 Osgood Street North Andover, MA 01845 Re: Site Plan Review Special Permit - Proposed Duncan Donuts Dear Mr. Ferreira, Our drainage consultant, John Chessia, has approved the drainage design for the proposed Dunkin Donuts located at 980 Osgood Street with the condition that the catch basins must be inspected once a year, in the spring, to check for sediment accumulation in the sump and for oil and gas floating at the surface. Prior to cornmencing any work on the site the following items, as required by your decision, must be completed: 1. The final site plans must be presented to the Planning Board for signature. If you would like, I can schedule this for the September 3 meeting. I will need the mylars from Merrimack Engineering to bring into the Planning Board for their signature. The plans do not need to be recorded. Please let me know if you would like to be on this agenda. If so, I will need the mylars in my office by noon on August 291h 2. A bond in the amount of$5,000 must be posted. A FORM G bond agreement must be filed and signed by you along with a check made out to the Town of North Andover. 3. A construction schedule must be submitted to the Planning Office, 4. All erosion control measures must be installed and reviewed by the Town Planner. BOARD OF APPEALS 688-9541 BUILDING 688-9545 CONSERVATION 688-9530 HEALTH 688-9540 PLkNN12NG 638-9535 MERRIMACK ENGINEERING SERVICES, INC. PROFESSIONAL ENGINEERS • LAND SURVEYORS • PLANNERS 66 PARK STREET • ANDOVER, MASSACHUSETTS 01810 • TEL (508)475-3555, 373-5721 FAX(508)475-1448 March 2, 1995 b Town of North Andover Planning Boardi��6�rtdl� �► � Town Hall - 120 Main Street North Andover, MA 01845 RE: Special Permit Watershed and Site Plan North Andover Texaco/Ferreira North Andover, Massachusetts Members of the Board: Regarding the subject project, the Conservation Commission on March 1, 1995 issued a Notice of Non-Significance since the storm drainage run-off from the site is directed into a detention area on the adjacent property which flows down Rte. 125 and into a wetland across from the Butcher Boy Meat Market and then towards the Merrimack River. The storm drainage does not flow as a tributary into Lake Cochichewick. I hope the above information is useful to you in your deliberations of this project. Very truly yours, N ERING SERVICES Step n to i s , R.L.S. Pro' di a r cd cc: Mr. John Ferreira Mr. Bill Arcieri and C your name and addr It Of article Moos of the gummed a ~ URN Fr�CEIA� tiorized agent of 310 CtvtR: D$PAF:'CMEIrIT OF ENVIRONMENTAL.PROTECTION HRCLi4f L thaadd. ' JOYCE BRADSHA rn the front TOWN CLERK Formsontof, NORTH ANDOVER 10.99: continued MAR 3 � �� PP t�b 1 DEP lrlc No. a Form 6 (To he pronded t y DEP) G:y,t North Andover Applimm John Ferreira commonwealth of maasachuaetts 980 Osgood Street Massachusetts Wetlands Protection Act, G.L. c« 131, S40 From: North Andover Conservation Commission issuing Authority John Ferreira Same Toe Name of Property Owner) (Name of Applicant) ( p y Address 980 Osgood Street Address Same I This notification is issued and delivered as follows: by hand delivery to applicant or representative on (date) UX by certified mail, return receipt requested on S — 'J- (date) 980 Osgood Street The project is located at: The property is recorded at the Registry of N/A per NACC 3-1-95 Book Page Certificate(if registered) The Notice of Intent for this project was filed on Feb. 17. 1QQ 5 (date) The public hearing was closed on March 1, 1995 (date) The plans describing the project are titled and dated: SITE PLAN OF LAND IN NORTH ANDOVER, MA drwan for John Ferreira dated Sept. Findings 10, 1°94 The ?ACC has reviewed the above-referenced Notice of intent and plans and has held a public hearing on the project. Based on the inform available to I CC at this time, the nA� has determined that the area on which the proposed work is to be done is not significant to any interest identified in the Act. Therefore, no order of conditions will be issued. I The reasons for this determination are as follows: 1 © � ° ' r''' � ............................... V,U (Leave space Blank) -- I 11/20/92 310 CMR - 280.45 0 a m c 310 C! DEPARTMENT OF ENVIRONMENTAL PRr"TECTION Q o .fL D N K ' 8 ���m~m V Q ' E� m c � 10.99: continued a Q (Reasons for determination continued) (The above section must explain in detail what resource area is involved in the Notice of intent and why the presumption of significance or non-significance set forth in the regulations for this resource area is not valid in this use). 1. The Notification does not relieve the applicant of the necessity of complying with all other applicable federal, state or local statutes ordinances, by-laws or regulations. 2. No work shall be undertaken until sit sdministrative appeal periods from this Notification have elapsed or, if such an appeal has been filed, until all proceedings before the Department have been completed. 3. No work shall be undertaken until the final Notification has been recorded in the Registry of Deeds or the lard Court for the District in which the land is located within the chain of title of the affected property. 4. A sign shalt be displayed at the site not less than two square feet or more then three square feet in size bearing the words, "Massachusetts Department of Envirormentsl Protection, File Number S. This Notification shall be valid for three years from the date of issuances Issued By I// 1�Signetur ) � \ / When issued by the Conservation Commission the Notification gust be signed by a majority of its members. On this 1st wy of March 19 95 before me personally appeared George Reich__. to me known to be the person described in and who executed the foregoing instrument and acknowledged that he/she executed the same as his/her free act and deed. Notary Public My commission expires '........... A copy of this Notification shall be sent to the appropriate regional office of the Department of Envirormental Protection. The applicant, the owner, arty person aggrieved by this Order, any owner of land abutting the lard upon which the proposed work is to be done, or any ten residents of the city or town in which such land is located, are hereby notified of their right to request the Department of Envirormentai Protection to issue a Superseding order, providing the request is made by certified mail or hand delivery to the Department with the appropriate filing fee and Fee Transmittal Form as provided in 310 CMR 10.03(7) within ten days from the date of issuance of this Oroer. A copy of the request shall ■t the same time be sent by certified mail or hard delivery to the Conservation Commission and the applicant. Detach an dotted line and submit to the prior to eoaeneaaent of wort. .................................................................................................. Issuing Authority To Please be advised that the notification of non-significance for the project at File Number has been recorded at the Registry of and has been noted in the chain of title of the affected property on 19 If recorded land, the instrument rxnber which identifies this transaction is if registered lard the docurent number which identifies this transaction is Se Applicant ignatur 11/20/92 310 CMR- 280:46 MERRIMACK ENGINEERING SERVICES, INC. PROFESSIONAL ENGINEERS ® LAND SURVEYORS • PLANNERS 66 PARK STREET • ANDOVER, MASSACHUSETTS 01810 • TEL. (508)475-3555, 373-5721 o FAX(508)475-1448 July 15, 1996 Mr. John Chessia ti Coler and Colantonio 101 Accord Park Drive - Suite One d J Norwell, MA 02061-1685 w RE: North Andover Texaco Dear Mr. Chessia: Relative to the subject project, and in response to your most recent letter to the North Andover Planning Board, dated May 13, 1996, this letter is written to address the items of concern. At this time, the Massachusetts Highway Department has recently issued a permit to Mr. Ferreira to perform work in the State R.O.W. (Route 125) associated with this proposed site expansion, including water service, drainage and traffic control. The following responses are in order of the numbering sequence consistent with previous correspondence; 4. Groundwater elevations were found to be at 27" and 47" as observed in two separate monitoring wells, as shown on the enclosed plan, The validity of assuming these depths to water, as measured, to be the actual water table is questionable. In our opinion, the subsurface detention facility as proposed would function adequately, as designed, without the stipulation that it needs to be"sealed"to prevent groundwater from being drained away into the MHD drainage system, These soils, being relatively impervious and compact at optimal moisture content, are virtually not susceptible to either infiltration or exfiltration. T The design of the drainage pipes with fittings to allow for three(3) discharge points into the subsurface drainage system is to provide an equal distribution of runoff water, without the need for direct access at each fitting. Any maintenance, when needed, could be achieved from the catch basin by removing the gas trap, or from the access manholes near each fitting, Inside the catch basin, a 3' sump is required, which will collect any sediment, thereby preventing any buildup of sediment within the pipes. The 6" outlet control pipe from this facility shall be set at invert El= 142,0 at the leaching pit, E1 = 141.70 at the drain manhole, which will have a 12"outlet pipe,El= 141.60, thereby allowing for a continuous downward gradient (pitch) of flow from the site toward the M1-1D drainage system. No impedance of flow will occur. The detention facility will retain water below El= 142 (see detail on sheet 2 of 2). It should be noted that this particular drain manhole will have a sump, thereby not requiring an invert channel. Mr. John Chessia July 15, 1996 Page 2 10. Since the design of this system includes gas traps and sumps, to prevent any need for regular maintenance, our only recommendation is that the catch basin be inspected once per year, in the spring months, to check for sediment accumulation in the sump, and for oil and gas floating at the surface. 12. Site drainage, into CB, 1.69 CFS for 10 year storm, 2.57 CFS for 100 year storm, through proposed 12" ductile iron pipe, with 0.01 111 (full flow capacity is 3.56 CFS), d10= 0.5', d100=0.63', V10 =4.5FPS, V100=4.9FPS 'The 3 - 6 "pipes will each handle 0.56 CFS (full flow, V= 2.86 FPS for 10 year storm) and 0.86 CFS (under 1.5" surcharge for the 100 year storm where 2.57 CFS being equally divided among the 3 - 6" pipes, into the detention facility V=4.39 FPS. Refer to the accompanying charts, based on Haestad Methods program, for computer output data pertaining to the above flow values. 15. The proposed 144 contour, at the catch basin, ties the existing 144 contour together, due to the slight fill requirements at that location. 16. The pitch across the parking and pavement areas is at least 0.75 per cent. The pitch along the gutter line and retaining wall toward the proposed catch basin is only 0.7%. Although at minimum slope these areas will drain positively and adequately. In instances where grading has been restricted for various reasons, similar to those encountered on this site, a '/z%minimum slope has been achieved, although not specifically recommended, particularly in large pavement areas. 18. Mr. Ferreira will be addressing this proposed retaining wall construction easement and the necessary work associated, including a pavement patch on the abutter's property to eliminate a potential ponding condition adjacent to the wall, on the;butter's property. 20. The bottom of the detention facility is supposed to be level, as it will serve as a storage "compartment". Only the inlet pipes(3 - 6" pipe @ inv= 143.2) and the outlet pipe(6" @ inv= 142.0) are the variables, particularly when performing drainage calculations and pond design. Within the analysis, the invert of the 6" outlet pipe (inv= 140.9) is incorrect, as noted. The correct elevation of the pipe is inv= 142.0, whereas the bottom of the detention facility is at elevation 140.9. This correction is made in the revised calculations, enclosed herewith. No allowance for infiltration of the volume of stored water between 142.0 and 140.9 has been taken. An assumption has been made that only 1 cubic foot of storage volume is available prior to the storm event. MERRIMACK ENGINEERING SERVICES,INC. • 66 PARK STREET o ANDOVER,MASSACHUSETTS 01810 Mr. John Chessia July 15, 1996 Page 3 Given all of the above, please contact me should you have any questions or comments. Very truly yours, MERRIMACK ENGINEERING SERVICES rtC. Daley, P.E. Civil Engineer cd Enclosure cc: Mr. John Ferreira North Andover Planning Board MERRIMACK ENGINEERING SERVICES.INC. 66 PARK STREET • ANDOVER,MASSACHUSETTS 01810 7x50 p ¢7,tQr 47 5p� 7r5 f a a������� ��N .'J.V!' ,QFi•pit. �IAIO� � ��b �A� b r � '`� ..,p ' 4711 U – - 4'1 "."w ve Al IIN'J=1 F3. '(/A/,� r;4ro �* '? 143.1 lif --Gw� !'ND --r� I /'/VI= Oc '17 � - J��� 4i ,.�� r• ,vcs.f ..� �1 Q I'� •q fr` /r ,v 7-4 �— / 1-641'�L ✓,GPI'° `,•;F':. R. — : ; ,U1UL,_H �-�- a e,,r r/ Py' i Ph�JEG7"BENC°'/ti/.4.�•C r P'ROPS±z c - ' 12 =.let---- --- ---�--_---- -- '�-----r-----._ �,LE �--`�G,'� All I55+52.03 . lye KF1LL 044 — r op ¢AFi 1Q� Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow Worksheet Name : Prop .CB Peak Inflow Comment : 12 " RCP Outlet Pipe to Detention Facility Solve For Full Flow Capacity Given Input Data: Diameter. . . . . . . . . . 1 . 00 ft Slope . . . . . . . . . . . . . 0 . 0100 ft/ft Manning' s n. . . . . . . 0 . 013 Discharge . . . . . . . . . 3 .56 cfs Computed Results : Full Flow Capacity. . . . . 3 .56 cfs Full Flow Depth. . . . . . . . 1 . 00 ft Velocity. . . . . . . . . . 4 . 54 fps Flow Area . . . . . . . . . 0 . 79 sf Critical Depth. . . . 0 . 81 ft Critical Slope . . . . 0 . 0103 ft/ft Percent Full . . . . . . 100 .00 Full Capacity. . . . . 3 .56 cfs QMAX @. 94D. . . . . . . . 3 . 83 cfs Froude Number. . . . . FULL VARIABLE COMPUTED COMPUTED COMPUTED Diameter Channel Mannings Discharge Depth Velocity Capacity ft Slope 'n' cfs ft fps Full ft/ft _ _ _ _ _ 1 . 00 0 0100 0 . 013 0 05 0 08 1 61 3 .56 1•C�I ' ' 1 . 00 0 . 0100 0 . 013 0 . 25 0 . 18 2 .�-OL -3 C� = ®•�3�1} �° 1 . 00 0 . 0100 0 . 013 0 .45 0 .24 3 . V 1 . 00 0 . 0100 0 . 013 0 . 65 0 . 2.9 1 . 00 0 . 0100 0 . 013 -0 . 85 -0: 33 3 . 72 3 .56 �• � 1 . 00 0 . 0100 0 . 013 1 . ,.Q ,37 3 . 95 3 .56 d .. 1 . 00 0 . 0100 0 . 013 1 . 25 0 .4 1 . 00 0 . 0100 0 . 013 1 .45 =Q: 44 4 .30 3 .56 1 . 00 0 . 0100 0 . 013 1 . 65, „ 0 . 48 4 .45 3 .56 1 . 00 0 . 0100 0 . 013 1 . 85 0 . 51 4 . 58 3 . 56 1 . 00 0 . 0100 0 . 013 2 . 05 "54 4 . 69 56 ' F 1 . 00 0 . 0100 0 . 013 2 .25 , 8 4 . 80 3 .56 r 4: 1 1 . 00 0 . 0100 0 . 013 2 .45 .•0 . 61 4 . 89 3 .56 1 .00 0 . 0100 0 . 013 2 . 65 0 . 64 4 .97 3 . 56 1 . 00 0 . 0100 0 . 013 2 . 85 0 . 68 5 . 04 3 . 56 1 . 00 0 . 0100 0 . 013 3 . 05 0 . 71 5 . 10 3 . 56 1 .00 0 .0100 0 . 013 3 . 25 0 . 75 5 . 14 3 .56 1 . 00 0 . 0100 0 . 013 3 .45 0 . 79 5 .17 3 .56 1 . 00 0 . 0100 0 . 013 3 . 65 0 . 84 5 . 16 3 . 56 Unable to compute this instance . Page 1 of 2 Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow Worksheet Name : PIPE FLOW INTO POND Description: SUBSURFACE DETENTION FACILITY AJ'4 Od -TEXACO , Solve For Actual Depth Given Constant Data; o- 71P. FOP- Diameter. . . . . . . . . . . 0 . 50 �t�! 'iQ Slope . . . . . . . . . . . . . . 0 . 0100 Mannings n. . . . . . . . . 0 . 013 Variable Input Data Minimum Maximum Increment By Discharge 0 . 02 0 . 60 0 . 02 VARIABLE COMPUTED COMPUTED COMPUTED Diameter Channel Mannings Discharge Depth Velocity Capacity ft Slope 'n' cfs ft fps Full ft/ft cfs 0 . 50 0 . 0100 0 . 013 0 . 02 0 . 06 1 . 35 0 .56 0 . 50 0 . 0100 0 . 013 0 . 04 0 . 09 1 . 65 0 .56 0 . 50 0 . 0100 0 . 013 0 . 06 0 . 11 1 . 86 0 .56 9 0 . 50 0 . 0100 0 . 013 0 . 08 0 . 13 2 . 03 0 .56 0 . 50 0 . 0100 0 . 013 0 . 10 0 .14 2 . 16 0 .56 I. 07 <If5 - 0 . 50 0 . 0100 0 . 013 0 . 12 0 . 16 2 . 27 0 .56 < 0 e- 0 . 50 0 . 0100 0 . 013 0 . 14 0 .17 2 . 37 -- 0 . 50 0 . 0100 0 . 013 0 . 16 0 . 18 2 .46 0 . 56 0 . 50 0 . 0100 0 . 013 0 . 18 0 . 19 2 . 5 0 . 56 0 . 50 0 . 0100 0 . 013 0 . 20 0 . 21 2 .,92 0 .56 0 . 50 0 . 0100 0 . 013 0 . 22 0 . 22 268 0 . 56 0 . 50 0 . 0100 0 . 013 0 .24 0 . 23 , 2 . 75 0 .56 0 . 50 0 . 0100 0 . 013 0 . 26 0-.24 2 . 80 0 .56 U r 0 . 50 0 . 0100 0 . 013 0 . 28 0 .25j 2 . 86 0 .56 `j IFS j 0 . 50 0 . 0100 0 . 013 0 . 30 0 . 26 2 . 91 0 . 56 C, C fS 0 . 50 0 . 0100 0 . 013 0 . 32 0 /27 2 . 95 q-@. ��- --- 0 . 50 0 . 0100 0 . 013 0 . 34 . 28 2 . 99 0 . 56 0 . 50 0 . 0100 0 . 013 0 . 36 0 .29 3 . 03 0 . 56 0 . 50 0 . 0100 0 . 013 0 . 38 0 . 30 3 . 07 0 . 56 0 .50 0 . 0100 0 . 013 0 .40 0 . 31 3 . 10 0 . 56 0 . 50 0 . 0100 0 . 013 0 .42 0 . 32 3 . 13 , 0 . 56 0 . 50 0 . 0100 0 . 013 0 .44 0 . 33 3 . 16 0 . 56 c 0 0 .50 0 . 0100 0 . 013 0 . 46 0 . 34 3 . 19 0 . 56 fS 0 . 50 0 . 0100 0 . 013 0 .48 0 . 36 3 . 21 0 . 56 = S Cf S 0 .50 0 . 0100 0 .013 0 . 50 0 . 37 3 . 23 0 . 56 ,7� s ,i- 0 . 50 0 . 0100 0 . 013 0 . 52 0 . 38 3 . 0 . 56 0 .50 0 . 0100 0 . 013 0 . 54 0 . 39 3 . 25 0 . 56 2- 0 .50 0 . 0100 0 . 013 0 . 5 1 3 . 26 0 . 56 0 . 50 0 . 0100 0 . 013 0 . 58 0 .43 3 . 25 0 . 56 0 . 50 0 . 0100 0 . 013 0 . 60 0 .45 3 . 20 0 . 56a � i7 Page 2 of 2 COMPUTED VARIABLE ========= ========= Elev. Pressure Elev. Pressure Discharge Diameter Length Hazen-V C @ @} I @ 2 @ % gpnz in ft ft poi ft psi 143 . 55 0 .11 143 .45 0 . 11 251 . 00 /i�//\ 6 . 00 I0 . 00 I00 . 00 I43 ' 55 0 ' Il 143 .45 0 .1I 256 . 00 ' 6 . 00 10 . 00 100 . 00 I43 ' S5 O ' II 143 .45 0 . 11 26I . 00 6 . 00 10 . 00 100 . 00 I43 ''55 O ''1I 143 .45 0 . 11 266 . 00 6 . 00 10 . 00 I00 . 00 6 OO 27I \ OO IO 0O IO0 00 143 . 55 0 . Il I43 .45 O . II . , . . ' ......55 0 '1I l43 143 .45 0 . 11 276 . 00 6 . 00 10 . 00 100 . 00 I43 ' 55 0 . I2 143 .45 0 . 11 28I . 00 6 . 00 I0 . 00 100 . 00 I43 ' 55 0 .12 143 .45 0 . 11 286 . 00 ~*- 6 . 00 10 . 00 I00 . 00 I43 ' 55 0 . 12 143 .45 0 .11 291 . 00 6 . 00 10 . 00 I00 . 00 I43 ' 55 0 .12 143 .45 0 . 11 296 . 00 6 . 00 I0 . 00 100 . 00 I43 ' 55 0 .12 143 .45 0 . 1I 30I . 00 6 . 00 I0 . 00 I00 . 00 I43 ' 55 0 .I2 143 .45 0 . 11 306 . 00 6 . 00 I0 . 00 I00 . 00 143 ' 55 0 . 13 143 .45 0 . 11 31I . 00 6 . 00 I0 . 00 100 . 00 I43 ' 55 0 'I3 143 .45 0 . 1I 316 . 00 6 . 00 I0 . 00 I00 . 00 I43 ' 55 0 . I3 143 .45 0 . 11 321 . 00 6 . 00 I0 . 00 100 . 00 I43 ' 55 0 . I3 143 .45 0 . 11 326 . 00 6 . 00 I0 . 00 I00 . 00 l43 ' 55 0 .13 143 .45 0 . 11 33I . 00 6 . 00 I0 . 00 I00 . 00 I43 ' 55 0 . 14 I43 .45 0 . 11 336 . 00 6 . 00 10 . 00 I00 ' 00 l43 '' 5S 0 . 14 I43 '45 0 . 1I 34I' 00 6 . 00 I0 . 00 I00 . 00 � 6 . 00 10 ' 00 100 . 00 I43 ' 55 0 ' I� I43 '45 0 . I1 346 . 00 w 6 . O0 I0 . OO I00 . 00 I43 . 55 0 .I4 143 '45 0 . 11 351 . 00 143 . 55 0 .14 143 .45 0 . 11 356 . 00 6 . 00 I0 . 00 I0O . 00 I43 ' 55 0 . 15 143 .45 0 . 11 3�I . 00 6 ' 00 10 . 00 I00 . 00 143 . 55 0 .15 143 .45 0 . 11 366 . UO 6 . 00 I0 . 00 I00 . 00 143 . 55 0 . 15 143 .45 0 . 11 37I . 00 6 ' 00 I0 . 00 I00 . 00 I43 . 55 0 . 15 I43 .45 0 . 11 376 . 00 'L 6 . 00 I0 . 00 100 . 00 143 . 55 0 . I5 143 .45 0 . 11 38I . 00 v 6 . 00 IO ' OO I00 . 00 143 .55 0 . I6 w-A 143 .45 0 . II 386 6 . 00 IO ' UO I00 . 00 I43 ' 55 143 .45 0 . 11 ---� . 00 6 . 00 10 . 00 I00 . 00 143 . 55 0 '15 143 .45 0 . 1I 396 . 00 6 . 00 IO ' OO I00 . 00 143 '55 0 . I6 143 .45 0 . 11 40I' 00 6 . 00 I0 . 00 100 . 00 c7 / {7 ��� ' Y3 ` �����'�e �~� J � �� / � '� - {�' � , /9 ~ -' ' -��r � ' - Open Channel Flow Module, Version 3 . 16 (o) B eotad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 Data for JOHN FERREIRA-DRAINAGE REVISIONS Page 5 2 YR STORM, 24 HR RAINFALL= 3.1 IN. 16 Jul 96 Prepared by Merrimack Engineering Services , Inc. HYdroCAD 4 51 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 1 POST DEVEL. INFLOW TO CB PEAK= 1 .07 CFS @ 12.05 HRS, VOLUME= .07 AF PERCENT CN SCS TR-20 METHOD 66.00 98 PAVEMENT TYPE III 24-HOUR 18.00 79 LAWNS RAINFALL= 3. 1 IN 16.00 73 WOODS SPAN= 10-20 HRS, dt=.05 HRS 100 .00 91 TOTAL AREA = .42 AC Method Comment Tr (min> DIRECT ENTRY ALLOW FOR MINIMUM TIME 5.0 SUBCATCHMENT 1 RUNOFF POST DEUEL INFLOW TO CB 1 AREA= . 42 AC 9 Tc= 5 MIN CN= 91 . 8 SCS TR-20 METHOD LO TYPE III 24-HOUR �+— RAINFALL= _3 , 1 IN u . 5 PEAK= 1 , 07 CFS 4 e 12 , 05 HRS UOLUME= 07 AF LL . 3 , 2 , 1 0 0ED T m d Ln �D r M 0-) TIME (hours ) Data for JOHN FERREIRA-DRAINAGE REVISIONS Page 6 2 YR STORM, 24 HR RAINFALL= 3.1 IN. Prepared by Merrimack Engineering Services , Inc. 16 Jul 96 HydroCAD 4 51 000899 (c) 1986-1996 Applied Microcomputer Systems POND 1 POST-DEVEL. INFLOW FROM CB Qin = 1.07 CFS @ 12.05 HRS, VOLUME= .07 AF Qout= .42 CFS @ 12.27 HRS, VOLUME= .05 AF, ATTEN= 60%, LAG= 13.2 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 1187 CF 140.9 1 0 0 PEAK ELEVATION= 142.5 FT 141 .4 1 1 1 FLOOD ELEVATION= 145.2 FT 142.0 1500 450 451 START ELEVATION= 140.9 FT 143.7 1550 2592 3043 SPAN= 10-20 HRS, dt=.05 HRS 145.2 50 1200 4243 Tdet= 99.8 MIN ( .05 AF) # ROUTE INVERT OUTLET DEVICES 1 P 142.0' 6" CULVERT n=.013 L=15' S=.02' / ' Ke=.6 Cc=.9 Cd=.56 POND 1 INFLOW & OUTFLOW POST-DEVEL , INFLOW FROM CB STOR—IND METHOD PEAK STOR= 1187 CF PEAK ELEU= 142 , 5 FT . 8 Q1n= 1 , 0 CFS 7 Qout- . 42 CFS `'— 6 LAG= 13 . 2 MIN U . 5 C 4 lL . 3 + 2 r t � ` em N M b- Ln �D TIME (hours ) Data for JOHN FERREIRA-DkAINAGE REVISIONS Page 3 10 YR STORM, 24 HR RAINFALL= 4.5 IN. Prepared by Merrimack Engineering Services , Inc. 16 Jul 96 HydroCAD 4 51 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 1 POST DEVEL. INFLOW TO CB PEAK= 1.69 CFS @ 12.05 HRS, VOLUME= . 11 AF PERCENT CN SCS TR-20 METHOD 66.00 98 PAVEMENT TYPE III 24-HOUR 18.00 79 LAWNS RAINFALL= 4.5 IN 16.00 73 WOODS SPAN= 10-20 HRS, dt=.05 HRS 100.00 91 TOTAL AREA = .42 AC Method Comment Tc (min) DIRECT ENTRY ALLOW FOR MINIMUM TIME 5. 0 SUBCATCHMENT 1 RUNOFF POST DEUEL , INFLOW TO CB 1 . 6 AREA-- 42 AC . 4 Tc= 5 MIN 1 1 , 3 CN= 91 1 . 2 SCS TR-20 METHOD 1 . �0 TYPE III 24-HOUR U RAINFALL- 4 , 5 IN 7 PEAK= 1 . 69 CFS @ 12 , 05 HRS o . 5 VOLUME= . 11 AF LL . 4 . O , 2 . 1 0 , 0 T N M d- D �D r-- as M m TIME (hour5 ) Data for JOHN FERREIRA-DkHINAGE REVISIONS Page 4 10 YR STORM, 24 HR RAINFALL= 4.5 IN. Prepared by Merrimack Engineering Services , Inc. 16 Jul 96 HydroCAD 4.51 000899 (c) 1986-1996 Applied Microcomputer Systems POND 1 POST-DEVEL. INFLOW FROM CB Qin = 1.69 CFS @ 12.05 HRS, VOLUME= . 11 AF Qout= .67 CFS @ 12.26 HRS, VOLUME= .09 AF, ATTEN= 60%, LAG= 12.7 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 1716 CF 140.9 1 0 0 PEAK ELEVATION= 142.8 FT 141.4 1 1 1 FLOOD ELEVATION= 145.2 FT 142.0 1500 450 451 START ELEVATION= 140 .9 FT 143.7 1550 2592 3043 SPAN= 10-20 HRS, dt=. 05 HRS 145.2 50 1200 4243 Tdet= 79 MIN ( .09 AF) # ROUTE INVERT OUTLET DEVICES 1 P 142.0' 6" CULVERT n=.013 L=15' S=.02'/ ' Ke=.6 Cc=.9 Cd=.56 POND 1 INFLOW & OUTFLOW POST-DEUEL , INFLOW FROM CD 1 . 5 STOR—INQ METHOD 1 , 5 PEAK STOR= 1716 CF 1 . 4 1 . 3 - PEAK ELEU= 142 , 8 FT 1 . 2 Din= 1 , 69 CFS Qout- 67 CFS U LAG- 12 . 7 MIN . 8 , 7 0 5 r{ LL 5 t A 1 �m — c1 M sr Ln as a} m TIME (hours ) Data for JOHN FERREIRA-DKAINAGE REVISIONS Page 1 100 YR STORM, 24 HR RAINFALL= 6.5 IN. Prepared by Merrimack Engineering Services , Inc. 16 Jul 96 HydroCAD 4.51 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 1 POST DEVEL. INFLOW TO CB PEAK= 2.57 CFS @ 12.05 HRS, VOLUME= . 16 AF PERCENT CN SCS TR-20 METHOD 66.00 98 PAVEMENT TYPE III 24-HOUR 18.00 79 LAWNS RAINFALL= 6.5 IN 16 .00 73 WOODS SPAN= 10-20 HRS, dt=.05 HRS 100 .00 91 TOTAL AREA = .42 AC Method Comment Tc (min) DIRECT ENTRY ALLOW FOR MINIMUM TIME 5.0 SUBCATCHMENT 1 RUNOFF POST DEUEL , INFLOW TO CB 2 . 4 AREA= . 42 AC 2 . 2 Tc= 5 MIN 2 , 0 CN= 91 1 . S SCS TR-20 METHOD 1 , 6 TYPE III 24-HOUR u 1 . 4 RAINFALL= 6 . 5 IN 1 . 2 PEAK= 2 , 57 CFS 0 1 , 0 @ 12 , 05 HRS --J UDLUME- 16 AF 6 . 4 . 2 0 Om ►- TIME (hour 5 ) Data for JOHN FERREIRA-D�-,INAGE REVISIONS Page 2 100 YR STORM, 24 HR RAINFALL= 6.5 IN. Prepared by Merrimack Engineering Services , Inc. 16 Jul 96 HydroCAD 4.51 000899 (c) 1986-1996 Applied Microcomputer Systems POND 1 POST-DEVEL. INFLOW FROM CB Qin = 2.57 CFS @ 12.05 HRS, VOLUME= . 16 AF Qout= .92 CFS @ 12.29 HRS, VOLUME= .15 AF, ATTEN= 64%, LAG= 14.7 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 2500 CF 140.9 1 0 0 PEAK ELEVATION= 143.3 FT 141.4 1 1 1 FLOOD ELEVATION= 145.2 FT 142.0 1500 450 451 START ELEVATION= 140.9 FT 143.7 1550 2592 3043 SPAN= 10-20 HRS, dt=.05 HRS 145.2 50 1200 4243 Tdet= 66.5 MIN ( . 15 AF) # ROUTE INVERT OUTLET DEVICES 1 P 142.0' 6" CULVERT n=.013 L=15' S=.02'/ ' Ke=.6 Cc=.9 Cd=.56 POND 1 INFLOW & OUTFLOW POST-DEUEL , INFLOW FROM CB 2 . 4 STOR-IND METHOD 2 . 2 PEAK STOR= 2500 CF 2 , 0 PEAK ELEU= 143 . 3 FT ,-� 1 . 8 Qin= 2 , 57 CFS 1 , 6 Qout= 92 CFS U 1 . 4 LAG- 14 . 7 MIN 1 . 2 0 1 . 0 LL � t , 6 1 t � 1 Xj M L 1 W I M V i ly TIME (hours ) MASS William F. Weld Argeo Paul Cellucci James J. Kerasiotes Laurinda T. Bedingfield Governor Lieutenant Governor Secretary Commissioner Permit No. 496-0308 PERMIT - NORTH ANDOVER Subject to all the terms, conditions, and restrictions printed or written below, and on th_ reverse side h- --�of, permission is hereby granted to John Ferreira/North Andover 7zxaco to enter upon the State Highwi- known as Route 125 / Osgood Street for the purpose of connecting ---fisting and proposed on-site drainage systems to the State Drainage :system on the northerly side of the roadway as indicated on plans submitted, dated January 31, 1996 . The Grantee shall forward all copies of correspondence between Departments and Parties with respect to the approval of the intended discharge location of drainage flow from the subject site to the MHD District Four Environmental Engineer. WORK HOURS: 9 : 00 A.M. thru 3 : 00 P.M. Monday thru Friday Provisions shall be made for the safety and protection of Pedestrian Traffic during the construction period. The work will be performed as per plans on file at the Massachusetts Highway Department District Four Permits Office. The Grantee shall notify the District Permits Engineer at (617) 648-6100, two (2) days prior to the start of work. The Grantee shall make contact with the Area Contract Specialist III via Pager Telephone Number #617--644-3604 , forty-eight hours prior to start of work. No work shall be authorized without said notification. Massachusetts Highway Department• District 4 -519 Appleton St., Arlington, MA 02174 - (617) 648-6100 15:31 $`603 172 7052 NORHANDEAU. . WJ0U'L-00-3 Normandeau Associates ®RMANDEAU ASS®CGATES 25 Nashua Road Bedford, NH 03110-5500 (603)472.5191 (603)472.7052(Fax) March 7 , 1995 Mr. John Ferreira North Andover Texaco 980 Osgood Street North Andover, MA 01845 RE: Lake cochichewick Watershed Protection District; Proposed Lot Development at 980 Osgood Street Water Quanity and Quality Evaluation Dear Mr, Ferreira, This letter -report represents a Water Quality and Quantity Evaluation associated with the above-referenced project consistent with the Special Permit requirements for proposed developments within the Town's Watershed Protection District. The purpose of this Evaluation was to assess whether the proposed action would have a significant negative effect on the water quality of Lake Cochichewick. In performing this evaluation, Normandeau Associates reviewed the proposed site plans, conducted a site visit, evaluated existing Route 125 drainage plans on file at North Andover DPW, and reviewed the provisions of the revised Watershed Protection Bylaw(oct. 24, 1994) as well as the Lake Cochichewick Watershed Plan(IEP, 1987) . The proposed action consists of constructing a 1. 5 story, two- unit commercial building at 980 Osgood Street on the same lot containing and owned by the North Andover Texaco Station(Parcel 5, Tax Map 74) . As shown on the site map, this permanent structure would provide 2560 square feet of interior space along with 18 parking spaces and related driveway. This development would occur on an approximately 0. 4 acre portion of the existing lot which is currently used to store landscaping vehicles and equipment. The proposed action does not require changes to the existing facility except to relocate a propane tank behind the existing building to allow for a new vehicle access point to. the proposed development. In addition, a new sewer pump chamber will be constructed to tie in the new building into the existing sewer main. No new curb cuts will be required for this development. The proposed action will be outside the Non-Disturbance and Non-Discharge Buffer Zones as defined for existing lots registered prior to October 24 , 1994 • The designated use for one of the building units is a Dunkin Donuts which is a permitted use as a commercial kitchen on public sewer subject to Special Permit approval. Although the proposed development is physically located within the boundaries of the Watershed District(based on the IEP, Inc 1987 . Map) , runoff from approximately 90 percent of the new development CorporatelNortheast RMC Environmental Services Southeast and California Bedford, NH Middleboro, MA Spring City, PA New Ellenton, SC Hampton, NH Peekskill, NY Drumore, PA Greenville, SC Yarmouth, ME Lakewood, NJ Brattleboro, VT Richmond, CA division of Thermo Procoss Systems Inc„a Thermo E!eciron wrnpeiry ,i-95 15:31 V603 "2 7052. NORMANDEAU. . 005i003 page 2 will drain into a detention area on adjacent property which outlets to the Route 125 storm drain network and eventually outlets into the wetland area across from the Butcher Boy Meat Market which ends up in the Merrimack River watershed. Consistent with this finding, the conservation Commission issued a Notice of Non-Significance on March 1, 1995 since site drainage will be conveyed outside of the 10atershed District. Given that the proposed facility will be connected to the municipal sewer and essentially all the runoff from this development will eventually discharge outside of the watershed District, no adverse impacts would be expected to Lake Cochichewick. If you have'-any questions, please bo not hesitate to call me. Sincerely, NORMANDEAU ASSOCIATES tff-z� �z 4,e' , William R. Arcieri Senior Water Quality Sientist cc: Steve Stapinski, Merrimack Engineering