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Consultant Review - 10 COMMERCE WAY 2/10/2003
HANCOCK Engineering Associates 235 Newbury Street Danvers,MA 01923 (978)777-3050 Fax (978)774-7816 Bolton, MA (978)779-6767 '0 #9425 Boston,MA (617)350-7906 February 10, 2003 Town of North Andover Division of Public Works 384 Osgood St. F F B 0 2 03) N. Andover, MA 01845 RE: Vincent Grasso ',`J'41'MENT Proposed Car Wash 10 Commerce Way To whom it may concern: On behalf of our client, Vincent Grasso, we offer the following responses to the Bob Beshara letter dated 9/03/02 (the reason for a delayed response was that this office did not receive this comment letter until 1/21/03). Responses are listed in the same sequence as the above mentioned comment letter: 1. & 2. Based on the traffic Report generated by D.J.K. Associates, dated 2/6/03,we have estimated average daily sewer flow of 2,199 gal/day (see attached calculation). Based on this result, please provide input on the existing capacity of the Butcher Boy Pump Station. 3. Enclosed please find vendor information relating to the water reuse system. 4. To be provided by the Applicant. 5. As a result of the current Operation and maintenance plan submitted to the Town of N. Andover, the Applicant is prepared to commit to operating and maintaining the proposed on=site drainage system. 6. Done. 7. Done, 8. A Street Opening Permit will be secured by the site contractor prior to commencement of work, The Planning Board Public Hearing for this project is Still open as of the date of this letter. Division of Hancock Survey Associates,Inc. N. Andover Conservation Commission February 10,2003 Page 2 If you or any other individuals have any questions or require additional information, do not hesitate to call nee. Sincerely, �;z(2- ce_'� James R. Comeau,P.E. Senior Civil Engineer G:\9423\ENGINEERING\dpwresp.doc Hancock Engineering Associates JOB CA4 235 Newbury Street, Route One North SHEET NO. OF Danvers, MA 01923 (978) 777-3050 (781) 662-9659 CALCULATED BY DATE (978) 352-7590 (978) 283-2200 CHECKED BY DATE SCALE ............. ............. .......... .............. ........... ...........— .......... .......... ............ .......... ............ .......... ..........F- ................................. .............. ........... ........... ........... ............................ .......... ............................... ......... .......... ....................... ............ ............. .......................— ............ ........... ...................... . ....... ............ ............ ........ ........................ .. ..............- .............. .......... ................ ............ ........... ............- .............. .............. . ......... ix ........... . ......... ............ ............I...........-..........- .............. ...... ......... ................ ............ .................. ............ ............................. ............ ........... ...................... ............. ................... .............. ...... . ....... ............. ................................... .......... ............ .............. .......... ..................... .............. .............. ......... --- ----- ......... .... ............ .......................... ............... -J............................i ............ --------------....................-.......... ............ .......................... ........... ........................ .......... ........ .... .............................................. ............. .......................... .......... ............. ...........- ................ ---- ....... ............ .......... ..............---------- ------------- -------------- ....... ......................... ............. ............. ............... ........... ............. ---------- ----------- -------------.......... ----------—-------------- --- ----- --- ....... ..................- -----------..... ............. ... .......... ...........- .. ....................... ................. .......... .............. ....................................... ------------------ ........... .............. ............- ............. .......... ....... ............ .......- ----- ................ .......... ............-.................. ................... ............... ........... .......... ............................. ---------.......... ........... i .......................... ........... ....... ....................: ----------- .......... ............ .............. ............ ......... ..... -------- ---------------------------- ---------- ----------- ...... .............. .............. ............. .......... -- ----------- .............. .......... .. .............. ........................ ..........- ............. ........... ................... ....................... ................. ............... .............al- ....... -------- - ----- --------- .......... .............. ........... .............I.......... ----------- ............ ........... ...............--------- ......... --- .......... .......... ....... -----------............... ...................... ............. ............................ . .............. .......... .......... ............ ..........-------- ............... ........... ..............---------------- ........... .. ....... .............. ............. .......... ........................ ........... .......... .... ....... .............. ...........- ........... ........... - ------- .......... .......... ............ ........... ........... .............. .............. ................. ............. ........... ............... ............... ............ .............................. ..........- ........... ........... PRODUCT 204-1(Single Sheets)205-1(Padded), Irl"ANCOCK Engineering Associates 235 Newbury Street Danvers,MA 01923 (978)777-3050 Fax (978)774-7816 Bolton, MA (978)779-6767 e 449A25 Boston,MA (617)350-7906 February 10, 2003 Andrew W. Ogilvie, P.F., Senior Project Manager Vanasse uangen Brustlin, Inc. 101 Walnut St. RECEIV r.O. Box 9151 Watertown, MA 02471 RE Vincent Grasso NOATH ANDO °,K Proposed Car Wash PLANNIKA DEPAw,,--f,jr 10 Conn:nerce Waxy Dear Mr.Qgilvie: On behalf of our client, Vincent Grasso, we offer the following response-.to your letter of 9/04/02: Section 8.3 Site Tian Review Section 8.3.5 Information Required Comment ix: See attached. Response ix: A colorized elevation view of the front facade plan is included. Comment xi: See attached. Response xi: A Notice of Intent was filed with the North Andover Conservation Commission on 7/31/03. Coin ment xii: See attached. Response xii: Stone landscape retaining wall detail provided. Division of Hancock Survey Associates,Inc. And-rew W. Ogilvie February lo,2po�— Page 2 The proposed freestanding sign has been relocated 40' from the Osgood St. right=of=way line. This proposed 100 s.f., 20' high freestanding sign will be externally illuminated and will consist of an aluminum sign panel face, double sided. As of this date, actually sign lettering has not been devised. Comment xv: See attached. Response xv: Vegetated areas on this site consist of a heavily vegetated second growth of closed tree overstories with very dense shrubs. Examples of saplings on site are poplars, birches, black cherry and northern red oak. Since none of these trees have matured and due to the thickness of vegetative cover, we feel that a detail survey of 12"trees for this particular site is not required. Comment xix: See attached. Response xix: Refer to attached Traffic Impact&Access Study prepared by DJK Assoc. Comment xxii: See attached. Response xxii:Water reuse system shall be Hanna System 120. Lased on a peak daily traffic of 354 vehicles/day, water flows discharged into the municipal sewer system is anticipated to be 2,199 gal/day(refer to attached estimate of peak sewage flows). Comment xxiii: See attached. Response xxiii: A colorized elevation view of the front facade plan is included. Section 8.3.6:iv) Traffic/Parking Comment a. See attached. Response a. Traffic circulation patterns now shown on the site plan. Also, the applicant requires the 130' wide existing pavement opening along the property frontage to remain unobstructed by traffic islands in order to provide a means of stacking automobiles awaiting detailed cleaning. For vehicles leaving the car wash bay, employees will operate and/or direct vehicles in this area, as well as at the entranceway to the car wash bay. A stop sign with a painted stop line will be implemented at the street line. Andrew W. Ogilvie February 10,2003 Page 3 Comment b. See attached. Response b. See above. Drainage Revi-m-- Comment 1. See attached. Response 1. Done. Comment 2. See attached. Response 2. Done. All hydrocad outlets have been routed to a central "phantom"pond in order to determine the combined hydrograph. The existing pond to the west was not combined into our drainage model since it is not required to determine the difference in peak storm water flows associated with this project. Comment 3. See attached. Response 3. Soil testing was not performed in the area of the building trench drains due to evidence of high groundwater based on wetland flag elevations in the vicinity of the existing building. Their purpose is to provide a means to slow down the peak post development stormwater flows. Therefore, vie did not take an infiltration credit for the trench drains along the side of the building. Even though these trench drains are at capacity for the 2-year storm, they are required to slow down runoff from the roof surface in order to provide a reduction in post=development peak flows. Soil testing(data shown on Sheet 1)was conducted within the footprint of the proposed diffusors to analyze their infiltration potential. Results for the 10=year Hydrocad stormwater model indicated the diffusor system will be emptied (at a percolation rate of 7 min/in) after 15 hours. Comment 4. See attached. Response a. The 90' of sheet flow referenced as the critical time of concentration for proposed condition subcatchment 3 is located along the proposed grass area at the intersection of Osgood St. and Commerce Way. Andrew W. Ogilvie February 10,2003 Page 4 Comment 5. See attached. Response 5. Done. Comment 6. See attached. Response 5. Due to evidence of high groundwater based on wetland flag elevations in the vicinity of the existing building, soil testing was not performed in this area. Soil testing was performed in the area of the proposed flow diffusors,results being indicated on Sheet I. If you or any other individuals have any questions or require additional information, do not hesitate to call me. Sincerely, James R. Comeau,P.E. Senior Civil Engineer G:14425\ENTGINEERING\vhbresponse.doc Transportation } Land Development , Environmental S e r v i C e B 101 Walnut Street Post Office Box 9151 Vanam Watertown Massachusetts 02471 617 9241770 FAX 617929 2286 FAX TrahSMitta0 Del►verTo, Clay Mitchell Prom: Andrew Ogilvie Company: Town of North Andover VHS Project No.: 06716,60 Telephone No.: FAX No.: 978-688-9542 Original of Telecopy: Will be sent in mail Date and Time: September 5,2002 Total Number of Pages(Including Transmittal Form): 4 RE: 10 Commerce Way Please find enclosed the zeview report for the Carwash Facility at 10 Commerce Way. Please call me if you have any questions or require additional information. Thanks Andy Cc:Hancock Fn&eering Associates �p ( u0, L)78° 774° 76/(� T\0671659\do[e\TTnnsmi Hale\fex•rtd ockeel t-09.5-02.da TOWN OF NORTH ANDOVER PLANNING BOARD SITE PLAN REVIEW FOR CONFORMANCE WITH THE TOWN OF NORTH ANDOVER ZONING IIYLA.W&STANDARD ENGINEERING PRACTICE Location: 10 Commerce Way VHS No.: 06714.60 Owner: Vincent Crrassso Applicant: Vincent Grassso Applicant's Engineer: Hancock P-ngineering Associates,235 Newbury Street,Danvers,MA 01923 Plan Date: 07-30-02 Review Date: 09-04-02 The Applicant submitted a plan dated July 30,2002 along with the following information:cover letter,site plan application form,fiscal impact statement,community impact statement,certified list of abutters and a drainage report. The Site Plan Review was reviewed for conformance to the appropriate sections of the 1972 Town of North Andover Zoning Bylaw as amended May 2001 and standard engineering practice. The following comments note non-conformance with specific sections and questions/comtnents.on the proposed design. VHB offers the following comments: Section 8.3 Site Plan ReyieSY Section 8.3.5.Warm ation Required. ix The Applicant has not submitted an elevation view of the proposed building as required by this - section. VHB recommends that the Applicant provide this plan. xi This section requires that the Applicant file a Notice of Intent with the North Andover Conservation Commission to be reviewed concurrently. VBB requests that the Applicant verify that a Notice of Intent has been filed or will be filed in the near future. a The Applicant has shown a proposed landscape retaining wall. No information about the height of the wall or the materials used is provided. VHB recommends that the Applicant provide a construction detail of the wall showing the dimensions of the wall and all materials used. The Applicant is also proposing a sign at the corner of Osgood Street(Route 125)and Commerce Way. The plans do not provide any information regarding the materials to be used or the type of sigh proposed. The location shown on the plan is approximately 25 feet from the Osgood Street property line and 30 feet from the Commerce Way property line. The Zoning Bylaw requires that all signs be a minimum of 40 feet from all property lines. VHB recommends that the Applicant revise the location of the sign on the plans or request a special permit. V$B also recommends that the Applicant provide a construction detail showing the materials to be used. xv The proposed landscape retaining will shown on the site plans is not shown an the Landscape Plan. Please clarify. The Applicant has not shown any existing trees on the site. This section requires that all existing trees over 12-inch diameter at breast height are to be shown on the site plan. VHB requests that the Applicant confirm that there are no existing trees greater than 12-inch on site or revise the plans to include this information. 1 7:\0671639\dots\ap0et9\CaM86h Review 9-4-02.doc ndx The Applicant has not provided a Traffic Impact Study. The Applicant states that the current use generates 211 trips and that the proposed use as a carwash would add 131 daily trips,making a negligible impact to traffic operations. VM requests that the Applicant submit backup calcs showing the Land use code from the Institute for Traffic Engineers —Trip Generation that was used to calculate the total trips.VHB also recommends that the Applicant provide a Traffic Impact Study detailing the impacts of Rhe proposed carwash.,At a minimum the Applicant should discuss . the impact of queuing on Commerce Way during peak hours both weekday and weekend. xxff The Applicant has stated that there would be no increase in demand for public services. The plans state that the carwash will utilize a water re-use system and discharge to public sewer will be provided as an overflow from this system. VHB recommends that the Applicant provide an estimate of the proposed water usage and sewer discharge from the development, to verify the impacts to Town resources. xxiii The Applicant states that the existing structure will be "upgraded in appearance". VHB requests that the Applicant provide further detail regarding the proposed architecture of the site. Section 8.3.6.iv)Traffic/Parldng a)The driveway entrance to the site is 130 feet wide and the proposed circulation within the site is not shown. VHB recommends that the Applicant clarify the proposed circulation with respect to entrance and exit from the site. The Applicant should evaluate the need for an exclusive entrance and exit curb cut. At a minimum VHB recommends that the Applicant provide a much narrower driveway opening to limit possible conflicting vehicle movements. e)The internal circulation is not shown on the plans. VHB is unable to evaluate the circulation in any way because the plans do not indicate the location of the entrance or exit from the carwash facility. VHB recommends that the Applicant provide detailed plans of the building layout and proposed circulation within the site. Arainaee Review 1. The Stormwater Management Standards allow for a 70% credit for the use of Water Quality Inlets when calculating the Total Suspended Solids (TSS) Removal. The Applicant has taken an 80% credit. VHB recommends that he Applicant revise the calculations. 2. The HydroCAD stormwater model submitted by the Applicant is not accurate. The supplementary calculations show that the designer has added the peak flows from the two existing sub-catchments to get a total peak flow from the site, This is not a proper method for determining peak discharge. The hydrographs from the two sub-catchments must be routed together to create a single hydiograph, which can then be used to determine the peak now rate. The designer has performed the same type of analysis under proposed conditions as well. VHB recommends that the Applicant revise the stormwater model to include a single hydrograph describing the peak flow under existing and proposed conditions respectively. The existing pond to the west of the site could be added to the model,and the various design elements routed to the single pond so that the analysis points are the same under existing and proposed. S. The HlydroCAD analysis of the infiltrative drainage is not accurate. The routing procedure has not accounted for any infiltration. The designer has modeled the system to overflow under the 2-year storm frequency. VHB recommends that the model be revised to include the affect of infiltration based upon percolation testy conducted in the existing sub-grade on site. 4. The designer has used a flow path of 90 feet of sheet flow from the grass buffer strip. The Time of Concentration should be recalculated with a distance equal to the width of the grass buffer strip used as the sheet flow length. 2 Tt\0671639\don\.peccd\Carw"h Pcvl�9i-02.dee 5. The Applicant has not provided any calculations to support the design of the Vortechnies units. VHB recommends that the Applicant submit the backup calculations from Vortechnics to verify the suitibility of the proposed structure_ & The Applicant has stated in the Stormwater Management Form, that recharge calculations have been waived because type `D" soil is present on site and is considered unsuitable for recharge. However, the Applicant has gho%6 a proposed flow diffuser unit to be installed for recharge of stormwater and is proposing to infiltrate all rooftop runoff. VM recommends that he Applicant provide test pits and percolation rates for the proposed locations of infiltrative drainage to insure that these systems will function as designed. It is recommended that the Applicant provide WRITTEN MPONSES to the issues and comments contained herein. Reviewed by: I'V, ®o U Date: 9 Z' Andrew W.Ogilvie,P.E. Senior Project Engineer-highway and Municipal Engineering Checked by: Timothy B.McIntosh,P.E. Project Manager—Highway and Municipal Engineering 3 V\0671689\d6m1,mPcme\Camae1%Review 9. 7 doc Hancock Engineering Associates JOB 235 Newbury Street, Route One North SHEET NO. OF Danvers, MA 01923 CALCULATED BY DATE (978) 777-3050 (781) 662-9659 (978) 352-7590 (978) 283-2200 CHECKED BY DATE SCALE .............. .............................. ............................ .......... ..... ............ &6A) 5 ............ ........................... .............. ......................... .....A .............. .............. .... ................. ......... ... ......................-.............. ................... ....... ........................ .......... ..................................... ..... ....... .............. ..................................:............. ........................... .......... ....... ....... ........................... ........................ ...................................................................... .................................. ............. .................................................................. . ....... ...................... ........................... x ....................... .......... ........................................ 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I............. -------- ..............- -----------------------------------I................ ........... ......................... ...............-....................... ............. ............ ...... ......... ....................... ........................... ........... ..................................... ........................ .......................... ........... ............................................................ ...............--------------------------- ............. ................. .......................... ...........- ............ ----------- .....................------------- .......................................... .............---------------------------............................................................................. ....................................... ............ ............. ........................ ............ ................................. .......................... ........................- ............;................................... .................................. ............ -- ----- .... ........................................................... .....................................................................I..............- ---------------------------------------........................... ........................ ........... ............ .......... ............. ..... ..... .............. .................................. --------------- ............. ........ ........................................................... ................... ......................... .............. ...... ..................................... ........... .................................. .................................................................................................................................................... .......... .............. .......................................�;......... . . ......... ............. ........... ----------- ....................... ..................... .............. .............. ............................... ...................... .............. ........... ............. ................- ----------- .......... ..........---- ------------------ .................................... ........... .............. ................. ............ ............ ............. .......... . .......... ........................... _4.............I............. .......... .......... ...............I........................................ -.1........... ........................... ................................. .... ................. .................... ............. ....... ............., ........- ...................... ..................... ........-............ ...... .............. .......... ...............I.......................... ........... .............- .................................... .............- ............ ............ ...... .................... ............ ....... ......-........ ........... ............ ............................. ........... ........................ ........... .............. .......... .......................... ................... ...... .. .......... ........................ .................. ........................ ................ .......... .............. ................. ....... ....................................................................... ....................... PRODUCT 204-1(St*Shb%)205-1(PWA n VV M•7n ® n. ■ ■ n own® I'm ® owl In WW NWM- WATER MANAGEMENT HANNA WASH PROCESS 1 �rri'� !, SOLUTIONS ARE `/' AND EASY TO REPROCESS- – Hanna System 120 equipped w;th wash-water reclaim and the optional Reclaim III prefinal rinse unit, here is a summary of city water consumption and sewer discharge rates. The figures are based on 40 PSI water pressure and a conveyor speed of 90r cars per hour. CALCULATION AT 90 CPH Car Length: 16' (+7' space) = 23' in 40 Sec. Rinse Flow Rate = 20 Gal/Min Rinse On Time 28 Sec (16' Car Length) Water Consumed Per Car = 9 Gal (20 Gal/Min) Water Evaporated & Carried OL)t = 3 Gat Water Discharged to Sewer = 6 Gal Even though a car wash uses up to 100 gallons of water a minute to wash a car, it actually uses only 20 gallons of fresh water a minute (9 gallons per car) — for the same job that would require 50 gallons if done by a conscientous individual. -- Re-use final rinse water as pre-final rinse or for the component prior to the final rinse. — Use carbon filtered water for a portion of the final rinse. — The final rinse water can be metered to show the city the minimum amount required to rinse "washed" cars, — Employees and customers use restrooms wherever they are. — We are entitled to operate considering the amount of water wasted for use to flush toilets. Why reclaim all the car wash w-titer and provide city water for restroom. Consider the water requirements of 3 to 30 employes, 100 to 600 cars per day, and 2 people per car washed. -- Hanna patent #4226006, provider the 2nd use-of water to bereclairrr wash water for toilets. First water use is to rinse cars. — Hanna patent #4029114 enables car washes to use all water to rinse cars and reclaim water, 2nd use water to flush toilets, -- Color reclaim water to flush toPets. — The wash water reclaim pump can also supply water to flush toilets, saving city water for the final rinse. — A high-pressure pump will provide final rinse with less city water. Use care that final rinse water is not reduced to less than 6 GPM or dirty water will seep from trim when car returns home. Hanna Cone Boosters a•1 idditi,:nal aid tr, pot free drying. BOOSTER u Patent a OSC)LLATING EXTENDED 3.903.562 SIN-GLE CnNE GpNL. GONE BOOSTER BOOSTER BOOSTS�� Copyright 1989 HANNA Car Wash International • Hanna r)rive, Portland. OR 97222 t� y 1-800-54.7-T910 a FAX: (503) F �-Of)1 Feb 26 03 01 : 37p Eggleston Environmental 9784439262 p. 2 EGGLESTON EAWRONMENTAL February 26, 2003 Mr, Scott Masse, Chairman North Andover Conservation-Commission 27 Charles Street North Andover, MA 01845 RE Stormwater Management Review 10 Commerce VJay Dear Mr. Masse and Commission Members: I am submitting this letter in follow-up to my previous letters of November 20,"2002 and January 24, 2002 regarding the stormwater management review of the above-referenced, project. This review is based on the following additional correspondence that I have received and reviewed: • February 3-,2093 letter from James R. Comeau,-P.'E. 6fHancodk Engineering responding to my previous comments. • Permit Site Plans for Proposed Car Wash Facility,* 10 Commerce Way, 5 sheets prepared for'Vimeent Grasso by'Hancock Engineering Associates, dated 7/30/02 and revised through 1/29/03. • Operation& Maintenance Plan,'Proposed Car*Wwh Facility, 1 0-Commeree,Way by Hancock Enginepring Associates, revised through January 29,2003, 1 have also had several telephone conversations With the project engineer to discuss the project. At this point, all of the issues raised in my previous comment letters have been satisfactorily addressed in the revised plans and calculations submitted by Hancock Engineering and-add-itional -requested-information-has been.-provided. My comments are summarized below. Recharge The site is mapped as having Type-D soils, therefore the requirement for onsite recharge of storrnwater can be waived. The test pit and percolation test data included in the previous submittal indicate that the soils in the vicinity of the proposed leacMmg system may be more permeable than is indicated by the mapping, however the high groundwater table on the site (< Z feet below the infiltration system)-linits the recharge that can be achieved. It is my opinion that the project as currently designed maximizes the project's 55 OLD COACHROAD SUDBURYAIIA 01776 TU,�FAX978,443.9262 Feb 26 03 01 : 37p Eggleston Environmental 9784439262 p. 3 10 Commerce Way, `cclrnical ReviO\; rebruaiA, 26, '00; recharge potential to the extent practicable. Vortechnics units The design parameters for the Vortechnics units have been added to the design details and specifications on Sheet 4 of 6. Unit sizing is appropriate. Drainage Hydraulics Several modifications to the design of the drainage system serving the proposed car vacuum area have been made in this most recent submittal. Specifically, the surface. grades in the-.vicinity of the catchbasin and the Vortechnics unit, and the structures themselves, have been_raised-by-about..one foot. The rim of the Vortechnics unit is at grade. In addition,the invert-elevations--from-the special.manhole to the diffusers and the swale-have been-lowered-by -0.2 feet -and 0.6 feet, respectively.-As_a_-result_of these modifications, the--drainagehydraulics.-through the proposed- system..are- significantly improved and should not be subject to submerged-flow-conditions-except under extreme storm conditions. In response to my previous comments, the design detail for the special manhole has been revised to correctly show the inlet and outlet configuration. Based on discussion with the design engineer, I am irr agreement that pipe-manifold-or. distribution box system would not be beneficial to the overall design of the diffuser system. O&MPlan The 4 & M Plan has been revised to include visual inspections of the drainage structures after each 2-inch rainfall during the first 6 months of operation, and replacement of the diffuser system if it is determined that backflow is occurring on a regular basis. Since a 2- inch rainfall is_.a..relatively_infrequent event, I would suggest that this be modified to include inspection--of the_system-after every 1-inch rainstorm for the first six months. (In this area, -a -inch rainstorm--oc-curs-on average-approximately 10 Aimes.-per year.) The frequency-of bacl�ow-that-would-be indicative of system-failure--should also be better defined. In addition, provision should be made for reporting the findings of the inspections anj any recommended actions to the Commission. Finally, given that the tight conditions on this site allow very Trttle leeway in the drainage system design, it is important that the system be constructed in strict adherence to the approved plan. I would suggest that the Commission include in their conditions for this project a-certification..by-a-registered -professional engineer and land surveyor that the work has- been- constructed according- to- the approved- plan. Thin should include the submittal of a stamped and signed as-built plan of the drainage system. Once again, I appreciate the opport�nity to assist the North Andover Conservation Feb 26 03 01 : 37p Eggleston Environmental 9784439262 p. 4 ` i eC111UC&I RevIe1V 10 Commerce VN"ay, Vebruan 26. 2001) Commission with the review of this project: Please feel free to contact me if you have any questions regarding the issues addressed herein. Sincerely, EGGLESTON ENvnzoNWNTAL Lisa D. Eggleston, P.E. C: James Comeau, Hancock Engineering Associates Engineering Associates 235 Newbury Street Danvers, MA 01923 (978)777-3050 Fax (978)774-7816 Bolton, MA April 3, 2003 AP () 7 (978)7 79-6767 R 0 Boston,MA f"! j\1 i E I i (617)350-7906 117\l t Planning Board W E NT N. Andover Town Offices 27 Charles St. N. Andover,MA 01845 RE: Proposed Car Wash Facility 10 Commerce Way Dear Board Members: On behalf of our client, Vincent Grasso,we would like to update the Planning Board regarding our efforts to finalize the above referenced site plan application package based on the specific requests and comments by the Town of N. Andover Planning Board, as well as the Planning Board's reviewing consultant, Vanasse Hangen&Brustlin. Dennis Bedrosian, Town of N. Andover Wastewater Treatment Plant Superintendent, has informed Mr. Grasso that his obligation to conduct sewer flow testing at the Butcher Boy pump station is no longer necessary. (we are awaiting a follow-through confirmation letter by Mr. Bedrosian). At the request of both Dennis Bedrosian and Tim Willett, they requested if we could release sewer flows from an on-site holding tank during nightime hours. The car wash vendor is currently working on the internal mechanics of the recycling car wash system to accommodate this revision. In addition, the traffic engineer for the project (DJK Assoc.)is still finalizing the traffic management plan, as well as traffic related responses to VUB comments. For these reasons, and at the request of Justin Woods,N. Andover Planning Board Administrator,we are requesting a 60-day time extension to June 30, 2003. It is my understanding that the Planning Board agenda for April 22, 2003 is currently full. Therefore,we are requesting a continuance to either May 6, 2003 or May 20, 2003. If you or any other individuals have any questions relating to this request, do not hesitate to call me. Very truly yours, James R. Comeau, P.E. Senior Project Manager K:\9425\eiigineering\extension6.doe Division of Hancock Survey Associates,Inc. HANCOCK Engineering Associates 235 Newbury Street Danvers,MA 01923 (978)777-3050 Fax (978)774-7816 April 14, 2003 Bolton, MA (978)779-6767 m Andrew W. Ogilvie, P.E., Senior Project Manager Boston,MA Vanasse Hangen Brustlin, Inc. (617)350-7906 101 Walnut St. P.O. Box 9151 % , Gym:;,K 7 9 Watertown, MA 02471 RE: Vincent Grasso Proposed Oar Wash 10 Commerce Way PLAIw Dear Mr.Ogilvie: On behalf of our client, Vincent Grasso, we offer the following responses to your letter of 3/04/03: Section 8.3,5 Site Plan Review Comment 1: See attached. Response 1: Proposed and existing tree lines are now shown on the site plan. Comment 2: gee attached. Response 2: Estimated sewage flow calculations submitted to N. Andover Department of Public Works on 2/10/03 requesting information on the capacity of the receiving Butcher Boy sanitary lift station situated immediately across Osgood Street. Dennis Bedrosian, Town of N. Andover Wastewater Treatment Plant Superintendent, has informed Mr. Grasso that his obligation to conduct sewer flaw testing at the Butcher Bay pump station is no longer necessary. (see attached letter). At the request of both Dennis Bedrosian and Tim Willett, Town of N. Andover Water& Sewer Superintendent,they requested if we could release sewer flows from an on-site holding tank during nightime hours. The car wash vendor is currently working on the internal mechanics of situating an internal 5,000 gal. holding tank within the building to accommodate this request. Ejector pumps for bath the 5,000 gal. holding tank, as well as for sanitary bathroom waste will also be situated within the building. Division of Hancock Survey Associates,Inc. Andrew W. Oeilvie.P.E. April 14,2003 Page 2 Drainage Review Comment 1: See attached. Response 1: Due to the rehabilitation of the existing building area,we are categorizing this project as a"redevelopment project", according to the 1996 Massachusetts Department of Environmental Protection(MDEP) Stormwater Management Guidelines. Please note that we are attempting to meet the MDEP stormwater management standards to the maximum extent practicable. As a result of the relatively high groundwater elevation of this site and the project intent to rehabilitate the existing slab-on-grade structure, raising the parking lot 2'-0"to attain a 2'-0" separation from bottom of diffusors to groundwater is not possible since an abrupt 2'-0"rise at the proposed parking lot entrance would be required. The separation to groundwater was also commented on by the review consultant for the Town of N. Andover Conservation Commission,Lisa D. Eggleston,P.E., of Eggleston Environmental, with an acknowledgement that the installation of the proposed diffusers, as designed,with less than a 2'0" separation, maximizes the site's recharge potential to the maximum extent practicable (see attached). Section 8.3.6IV Traffic/Parking The Existing Built Environment & Traffic Operations Analysis Enclosed please find a weekday evening Level of Service(LOS) capacity analysis. The LOS analysis for Commerce Way southbound approach to the intersection would operate at a LOS D up through 2008 since during the evening peak, the car wash would operate at 25%of it's peak Saturday midday peak hour. In addition, the Massachusetts Highway Department accident data was researched for Commerce Way with only one accident found over the last three years. The actual accident data is reproduced in the appendix of this letter. Andrew W. Ogilvie.P.E. Apri114,2003 Page 3 Future Traffic Volume Conditions & Site Plan Review Enclosed please find two Circulation Plans dated March 28, 2003,which show the potential queuing capacity for the proposed Commerce Way Car Wash. The Peak Day plan shows a total of 15 vehicles queuing on site along the north side of the car wash building. The Peak Peak Day Plan shows a total of 31 vehicles on site with vehicles queued along both the north and south side of the building. Concerning larger size vehicles negotiating the turn into the car wash bay, on-site staff will operate and/or direct all vehicles into the entranceway to the car wash bay, especially during high volume hours. If you or have any questions or require additional information, do not hesitate to call me. Sincerely, James R. Comeau,P.E. Senior Civil Engineer K:D425\ENGINEERING\vhb-resp2.doe Feb 26 03 01 : 37p Eggleston Environmental 9784439262 p. 2 EGGLESTON ENvIRONMENTAL February 26,2003 Mr. Scott Masse, Chairman North Andover Conservation-Commission 27 Charles Street North Andover,MA 01845 RE: Stormwater Management Review 10 Commerce May Dear Mr.Masse and Commission Members: i am submitting this letter in follow-up to my previous"letters of November'20;2002 and January 24, 2002 regarding the stormwater management review of"thi above-referenced. project. This---re*w is based on the following additional correspondence that I have received and reviev�ed: • February-3-j-2013 letter from James'R.'Comeau;T:E. ofHancock Engineering responding to ray previous comments. ■ Permit Site Plans for Proposed Car Wash Facility; 10 Commerce Way, 5 sheets prepared fbf'Vmcent�Grasso'by-Hmcock"Engineering Associates,dated 7/30102 and revised through 1/29/03. • Operation&Maintenance Plan;"Proposed Car Wd§hFacility�'10--Corn= ce Way by Hancock Engineering Associates, revised through January 29,2003. I have also had several telephone conversations with the project engineer to discuss the project. At this..point, all of the issues raised in my previous comment letters have been satisfactorily addressed in the revised plans and calculations submitted by Hancock Engineering-and additional-requested.information..has.been-provided, My comments are summarized below. Recharge The site is mapped as having Type D soils, therefore the requirement for onsite.recharge of stormwater can be waived. The test pit and percolation test data included in the previous submittal indicate that the soils in the vicinity of the proposed leaching system may be more.permeable than is indicated by the mapping, however the high groundwater table on the site (< 2-feet-below the infltratim-system)-limits' the-recharge that can be achieved. It is my opinion that the project as currently designed maximizes the project's 55 OLDCOACHRO,QD SUDBURYMA 01776 TE W978.443.92d2 Feb 26 03 01 : 37p Eggleston Environmental 9784439262 p. 3 I 0 Commerce Vx aY, Tech?heal Revie:\w t ebrua�� 26, 200' potential to the extent practicable. Vortechnics units The design parameters-for-the Vortechnics units have been added to the design details and specifications on Sheet 4 of 6. Unit sizing is appropriate, Drainage Hydraulics Several modifications to the design of the drainage.system serving t-he proposed car vacuum area have been made in this most recent submittal. Specifically, the surface. grades in the.-vicinity of the catchbasin and the Vortechnics unit, and the structures themselves, have been-raised-by-ahout..one.foot. The rim of the Vortechnics unit is at grade. In addition; the kwewelevations--fmm-the-special manhole to the diffusers and-the Swale--have been--lowered-by-4:2 feet -and 0:6 feet,--respectively.. As-a._r�sult_.s�f these modifications,--the--drainage--hydraulics--through- the. proposed- system-.are- significantly improved and should not be subject to sub-merged-fl-ow conditions-except under extreme storm conditions. In response to my previous comments, the design detail for the special manhole has been revised to correctly show the inlet and outlet configuration. Based on discussion with the design engineer, I-am irragreementthat a-pipe-rnanifold-er distribution box system would not be beneficial to the overall design of the diffuser system.' O&MPlan The O & M Plan has been revised to include visual inspections of the drainage structures after each 2-inch rainfall during the first 6 months of operation, and replacement of the dif User system if it is determined that backflow is occurring on a regular basis. Since a 2- inch rainfall-is...a.-zelatively--infrequent event, I would suggest that this be modified to include inspection--afthe-.system.afler every 1-inch rainstorm for the first six months. (In this area,--a-I-inch r-ainstoran--eccurs n average-approximately-10-times.-per year.) The frequency--of-backflow-that--would-be indicative of-systerifailure--should also be better defined. In addition, pro)&§ion. should. be made for reporting the findings of the inspections an j any recommended actions to the Commission. Finally, given that the tight conditions on this site allow veryTrt&l leeway in the drainage system design, it is important that the system be constructed in strict adherence to the. approved plan. I would suggest that the Commission include in their conditions for this project a..certi ication...by-a--registered professional engineer and land surveyor that the work has- been--constmeted--According-to- the approved--plan, This) should include the submittal of a stamped and signed as-built plan of the drainage system. Once again,I appreciate the opportunity to assist the North Andover Conservation Feb 2G 03 01 : 37p Eggleston Environmental 97944392G2 p. 4 10 Crn1u1lerce Way, Technical Revie:v Q ebrua ry 26. 2003) Commission with the review of this project;-Please feel free to contact me if you have any questions regarding the issues addressed herein. Sincerely, EGGLESTON ENVIRONMENTAL Lisa D.Eggleston, P.E. C: James Comeau, Hancock Engineering Associates Apr 09 03 03: 08p NORTH ANDOVER 9786883542 p. 2 TOWN OF NORTH ANDOVER, MASSACHUSETTS Water Treatment Plant 420 Great Pond Rd.01845 tennis L. Bedrosian Superintendent Tel- 978-688-957 4 Fax:978-688-9575 n i V Cmu To: Mr. Justin Woods,Town Planner From: Dennis Bedrosian, Drh*ing WTP Superintendent Subject: Proposed car wash at 10 Commerce Way Date: 3-20-03 My main job function is in drinking water but proper operation and maintenance of Town owned sewer pump stations are part of nay job as well. I am concerned about Town owned Sewer Pump Stations(SPS)that may not be capable of handling additional flow from new development, so I requested Tim Willett to require flow or wet well test studies to be performed by private developers, prior to approval, in order to calculate if hydraulic overload to our SPS's during peak times will be a problem. It has been brought to my attention that the proposed car wash for 14 Commerce Way is to connect its waste line to the Butcher Boy SPS. I have spoken to Vincent Grasso in regards to his proposed car wash and I find that he may be excused of the Q test work if he accounts to the Town, in writing, his plans pertaining to the wastewater pumping routine and max capacity in gallons per minute (gpm)expected to release to Butcher Boy SPS. He agreed to put in writing that the car wash wastewater pump to be utilized would only discharge 4 to 6 gpm wastewater and only pump during the hours between l Ipm—7 am(off peak hours). I have consulted with Bill Hmurciak and Tim Willett of this arrangement and they agree. If you would like to speak to me my telephone#is 978 688 9574. Cc:Bill I$nurciak, DPW Director Tim Willett,Water&Sewer Superintendent 'Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DJK Intersection Osgood Street at Agency/Co. DJK Associates, Inc. Commerce Wa Date Performed 3131103 Jurisdiction North Andover, MA Analysis Time Period Weekday Evening Peak Analysis Year 2003 Existing Hour Project Description 610 Grasso, North Andover East/West Street: Osgood Street North/South Street: Commerce Way Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 27 1053 0 0 576 9 Peak-Hour Factor, PHF 0.83 0.83 1.00 1.00 0.85 0.85 Hourly Flow Rate, HFR 32 1265 0 0 1 680 1 10 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 194 2 101 13 0 31 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.57 1.00 0:57 Hourly Flow Rate, HFR 194 1 2 101 22 0 54 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N y Storage 0 1 RT Channelized 0 0 Lanes 1 1 0 0 0 0 Configuration L TR LR Delay, Queue Len th, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L TR LR (vph) 32 194 103 76 C (m) (vph) 914 57 380 263 lc 0.04 3.40 0.27 0.29 95% queue length 0.11 20.65 1.08 1.16 Control Delay 9.1 18.0 28.2 LOS A F C D pproach Delay -- -- 811.5 28.2 pproach LOS -- -- F D HCS2000TM Copyright 0 2000 University of Florida,All Rights Reserved Version 4.1c '-Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DJK Intersection Osgood Street at Agency/Co. DJK Associates, Inc. Commerce Wa Date Performed 3131103 Jurisdiction North Andover, MA Analysis Time Period Weekday Evening Peak Analysis Year 2008 No Build Hour Project Description 610 Grasso, North Andover EastfWest Street: Osgood Street INo rth/South Street: Intersection Orientation: East-West jStud y Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 27 1163 0 0 636 9 Peak-Hour Factor,PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 30 1 1292 0 0 706 1 10 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Signal 0 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 194 2 101 13 0 31 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 215 2 1 112 14 1 0 1 34 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N Y Storage 0 1 RT Channelized 0 0 Lanes 1 1 0 0 0 0 Configuration L TR LR Delay, Queue Len th, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L TR LR (vph) 30 215 114 48 C (m) (vph) 894 55 374 237 lc 0.03 3.91 0.30 0.20 95%queue length 0.10 23.44 1.27 0.74 Control Delay 9.2 18.8 28.1 LOS A F C D Approach Delay -- -- 962.1 28.1 Approach LOS -- -- F D HCS2000TM Copyright 0 2000 University of Florida,All Rights Reserved Version 4.1c "Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DJK Intersection Osgood Street at Agency/Co. DJKAssociates, Inc. Commerce Wa Date Performed 3131103 Jurisdiction North Andover, MA Analysis Time Period Weekday Evening Peak Analysis Year 2008 Build Hour Project Description 610 Grasso, North Andover East/West Street: Osgood Street North/South Street: Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 33 1163 0 0 636 13 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 36 1292 0 0 706 14 Percent Heavy Vehicles Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR U stream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 194 2 101 17 0 37 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 215 2 1 112 18 0 41 Percent Heavy Vehicles 0 0 A 0 0 0 Percent Grade (%) 0 0 Flared Approach N y Storage 0 1 RT Channelized 0 0 Lanes 1 1 0 0 0 0 Configuration L TR LR Delay, Queue Len th, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L TR LP, (vph) 36 215 114 59 C (m) (vph) 891 54 373 216 lc 0.04 3.98 0.31 0.27 95% queue length 0.13 23.55 1.27 1.07 Control Delay 9.2 18.8 31.7 LOS A F C D pproach Delay -- -- 984.9 31.7 pproach LOS -- -- F D HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c Carnmerce Way Accidents 2000®1998 M-- a e 20-Dec-00 07 AM Accident e: 1 1 0 W UNKNOWN jqffffffpf�IX UTILPOLE 1 r-eV;1 nee �ro COMMERCE Daylight SNOW WAY OSGOOD ST 100 E Source: MassHighway Department Transportation ry Land Development am Environmental S e r v i c e s W)RT11 tonagination innovatelon energy Creating results for our clients and benefits fclpV i (a April 28,2003 Ref: 06716.60 J.Justin Woods Planning Director Town of North Andover Community Development&Services 27 Charles Street North Andover,MA 01845 Re: 10 Commerce Way—Car Wash North Andover,MA Dear Justin, Vanasse Hangen Brustlin,Inc. (VHB)has received revised plans and documents that respond to our follow up review dated March 4,2003. It appears that all of VHB's comments have been adequately addressed and VHB's concerns in this matter have been satisfied. No further engineering review is required at this time. Very truly yours, VANASSE HANGEN BRUSTLIN,INC. 0 Andrew W.Ogilvie,P.E. Senior Project Engineer-Highway&Municipal Engineering cc:Timothy B.McIntosh,VHB 101 Walnut Street Post Office Box 9151 Watertown, Massachusetts 02471-9151 T:\0671660\docs\letters\let-CommerceWay4-2s-03.doc 617.924.1770 a FAX 61Z924.2286 email: info@vhb.coni www.vhb.com Land Development w � EnvironmeataK * w so , vicr , (V Imagination|^nmovat^ool|energy Creating results for our'ieots and benefits for our communities � March 4,2003 Ref 0671660 � � T.Justin Woods � Planning Director Town of North Andover Community Development&Services 27 Charles Street | North Andover,MAO1845 Re: IOCoznouerueVVmy-CarVVaah North Andover,MA Dear Justin, Vanasse Hangen Brustlin,Inc. (VHB)has received revised plans and documents that respond to our original revlevvdotedSe9tember4,2OO2.IoReuerol,8zeAoplizunt6ae addressed our comments and concerns.VHB offers the following comments: SECTION 8.3.5 SITE PLAN REVIEW 1. xv)The location oF the existing and proposed tree line ia not clear. VHB recommends that the Applicant clarify the area tobecleared. 2. xzU)The Applicant has submitted sewer usage calculations for review. VIfBzecon000emda that the Applicant verify that the existing Town sewer has the capacity to handle the additional flow and get a written approval for any connection tuthe Town water and sewer services. '------~-�~-~ DRAINAGE REVIEW 1. The test pit conducted io the area nf the flow diffusers indicates aeuoonalbig6 groundwater to be approximately 52-inches below existing surface or at an elevation of approximately 128.7 feet. The proposed flow diffusers are shown on the plans to be installed at an elevation ofl28.7feet. The Applicant has not provided the required two-foot clearance to seasonal high groundwater and therefore Uze d. 101 Walnut Street Post Office Box vlxl Watertown, Massachusetts 02471-9151 \\\0671660\docs\1etters\1et Commerce vm'2-14-03.a= 61 Z924.1770 " FxX 617.924.2286 emai|: inf000"hb.com ~ww^xb.onm J. Justin Woods Project No.: 06716.60 March 4, 200 Page SECTION 8.3.6 IV)TRAFFIC/PARKING VHB has performed oprofessional and independent technical review of the Traffic Impact and Access Study prepared by Dermot J.Kelly Associates,Inc. (DJK)for the conversion of a office building into o car wash to6e located oo Commerce Way iu North Andover,Massachusetts. This review of the transportation study focuses on the technical io[orozadunprcsexhudoodo thorough review of the recommendations.In addition,VHB offers findings and suggestions to the Town ua the process moves forward. Submission Materials As part o6 the technical analysis,VBB reviewed the following reports and plans submitted mz � behalf*f the Applicant: � Proposed lU(�oozozeroe\�ev.I�ortb � ^ ^ --��.'' '. � Andover,MA;Prepared 6vHancock Engineering Associates;Tolv3l2UOZ m Traffic Impact and Access Study,Proposed Car Wash Development Project,North Andover, � MA;Prepared by Dermot 1.Kelly Associates,Ioc.;February 6,2003. This information has been considered in the preparation of this review and other various sources of information were also referenced,as needed,and are footnoted in the review. Overview In general,the traffic report has been prepared in a professional manner generally consistent with transportation industry otundurde ��ovvever,fioz�mbooaportm6on�erape«�b/e,Hbe � . � impact analysis has a few areas of concern: � m 1]zestudy assumes that the peak condition will occur during u Saturday Midday, however,off-site traffic volumes are significantly higher 059 percent)during the Friday Evening peak hour; Accident data was not obtained or reviewed in the traffic report and does not ' evaluate the current safety of drivers entering and exiting the site;and " The turning radius*f vehicles eoteziugHzetumuelnuaybeconsbeioedandfurtber information should be provided in the form of an AutoTurn@ assessment,for example. \0671649m~=u"nerut-c"m"erce W"r2-'an,aoc � J. Justin Woods Project No.: 06716.60 March 4, 208 Page The following provides specific comments on the traffic study and provides traffic comments uo the site plan submitted along with the study. � Traffic Impact and Access Study Review In general,Hzeetudvbaeheenpzeparedtu�odoatgretaodardouein��600naduuaod � ' ' � methods suitable for atraffic impact and ucceusetndv. The Existing Built Environmen The description of the study area and methodology was presented in a � standard manner and � appears to be accurate.The study notes traffic volumes were collected both manually and mechanically during December 2002 for the weekday evening and Saturday midday peaks. All traffic count locations appear to be reasonable given the amount of traffic likely to be generated 6v��d . � ' ^ � However,it should be noted that only the Saturday midday volumes were illustrated and ! analyzed iu this report. Traffic volumes during the evening peak hour are approximately 59 �btb� � ^ ~ ' �to the traffic generation for the site may�b el-e Saturday midday period,the ability of drivers to exit the site driveway during the weekday evening peak period may be difficult if traffic volumes are too intense to let a driver exit the roadway).The automatic traffic recorder data collected,when compared to MassHighway There is no indication that accident data for this area was collected or discussed. It would be | helpful aatety��mnea ex�tatt�ee�e'ad6vevvayatbconcbu � ^ __-_�" ' _ review of this data. Spnmnvurj-Ibe analysis of the existing conditions as presented in the Iza6Gc Impact and Access Study appears tobe reasonable and accurate,even though the true peak conditions were not analyzed,and follows general industry guidelines for the preparation of traffic impact study. becmzakered when evub/otbnr the potential traffic wct�of� edeveiopentot tb es tudyazeu intersection.These include: • Crash data statistics along the Route l25 corridor at the site driveways and along the site frontage should beprovided. • An analysis of the weekday evening peak hour traffic conditions should be provided. ww,mmuoc°\uv°=ua»"m.ce W*v^^»e.aoc � J. Justin Woods Project No,: O6716.60 March 4' 20U3 Page Future Traffic Volume Conditions The study reviews the future 2008 No-Build and 2008 Build scenarios,which is an acceptable time frame for this type of development.It is noted that the proponent contacted the � Planning Office for the Town of North Andover and a background growth rate of 2.0 percent was used to account for general~buckgz000d'growth;this appears tn6ea conservative and acceptable estimate. The site generated traffic for this site appears to be conservative,however,it should benoted that the ITE Journal article where this information was gathered is only based on two observations of this type of full-service car wash.The range of traffic projected fnrtheoe � developments during the peak hour were estimated at 27 to 35 vehicles per hour. However, � the queue length for these observations ranged from 9to26vehicles. � / It appears that the north side nf the building does have the room to safely accommodate 15 vehicles queued as indicated on the site plans.Should queues extend for more than 15 vehicles the study indicates that the south side of the building will be used for additional storage providing access to the car wash entrance,Iheatndyreconomoendoatraffic established should the queues exceed the capacity uf one or both side u{ the building.\/ffB agrees that this plan should be considered and presented to the Town for consideration and approval. For this type of development,highly dependent on the volume and direction of the adjacent � street traffic,the trip distribution appears to be estimated correctly and is acceptable. Suinmary-The analysis of the future conditions as presented in the Traffic Impact and � � Access Study appears tobe reasonable and follows general industry guidelines for the preparation ofmtraffic impact study.f{ovvever,dhe proponent should develop and present ' the traffic S4nag�qLepj&aELto the Town that id the actions that would be i.mpl building. The clear goal ' �deoo -ogeuendpluowooldbeto keep queued vehicles from � impacting Commerce Way traffic flow. Traffic Operations Analysis The following is a summary of the results for the capacity analysis at Route 125(Osgood StreetuudCouooexceVVay).-Accwrdiog to the analysis presented io the traffic study,the southbound Commerce Way approach ia projected,dnriogtbe20OQBn@dCundidm\to operate at Level o/Service 0[(}S\C during the Saturday midday peak;this appears hmbe accurate.However,the evening peak hour may be the worst-case scenario and should also be analyzed and presented. \0671w9u=x"mrs/"`Co=m",°Way 2-12-03aoc | J. Justin Woods Project No.: O8716.80 March 4, 2003 Page Summary—The traffic study used the appropriate analysis software and methods to analyze the intersections and roadways within the study area.The analysis ie based uothe most recent version of the Highway Capacity Software(HCS) and ismn approved and widely recognized analysis tool for traffic operations analysis. IThe Aop�cuniahooldprovideunuomnaryo{Uzevvaekdayevcn��8peakbourcoudhiooe. Site Plan Review Applicant both sides o6 the building before the impacting Uzeou-obeDorkingazeaaod/orexteodiug into Commerce Way.Ae noted previously,this should be adequate to store the majority o{ the vehicles waiting to enter the carwash(the Applicant should provide a management plan / tn the event that traffic queues extend beyond these storage ereas). The turning radius from the north side o{the building into the car wash appears tobetight and some larger vehicles may not be able to make this turn should vehicles be entering from \ � both sides nf the buildi . I�e�o�Uc�dnbnold�rovideomneb�ozuzadonuou8ro��`�tbat —� ` | adequate turning radius ia available for larger SlJV vehicles tornaneuveriototheboznel. / ^� | Conclusions and Recommendations It appears that the Applicant has made a commitment to provide on-site improvements to minimize off-site queuing.VBB recommends to the Town that the following issues be clarified: • The evening peak hour appears twbe the worst-case traffic scenario. Au analysis of the intersection of Osgood Street/Commerce Way should beconsidered. Should vehicle delays be significant during this time period,the Applicant should consider measures hm mitigate 8zcdelayeor8odakerombveroutesvvidhintbeo1he. • A traffic management plan should be implemented toodoimieou-oodoff-sitc queuing. | � � � � � � J. Justin Woods Project No.: 06716.60 March 4, 2003 Page 6 It is recommended that the Applicant provide WRITTEN RESPONSES to the issues and comments contained herein. VHB recommends that the Applicant provide written responses to the above comments. Very truly yours, VANASSE HANGEN BRUSTLIN,INC. aj wi�' �v ' Andrew W.Ogilvie,P.E. Senior Project Engineer-Highway&Municipal Engineering cc:Timothy B.McIntosh,VHB (D \0671644\dots\letterslet-Commerce Way 2-12-03.doc