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HomeMy WebLinkAbout2005-11-15 Traffic Response Comments - DHK Dermot,). Kelly Associates, Inc. DJK Traffic Erigineering/Transportation Planning 280 Main Street, Suite -04 North Reading, MA 01864-1300 Office: 978-664-2205 Fax: 978-664-2444 .1'refe,S, — File REF: 673 Via PriorityMail July 5, 2005 Mr. Matthew J. Chase, PE Mr. Robert L. Nagi, PE, PTOE necelvjtq) Vanasse Hangen Brustlin, Inc. 'JUL 101 Walnut Street Watertown, MA 02272 PLANNING DEPARi ENT Attn: Matt Chase RE: 1025 Osgood Street North Andover, MA Dear Matt: The following is the proponent's response to your Memorandum to Lincoln Daley, Town Planner, Town of North Andover, dated June 2, 2005. The June 2, 2005 Memorandum is attached to this letter to facilitate your review of this matter. Each comment is repeated below with our response following the comment. COMMENT NO. 1. Overview In general, the traffic report has been prepared in a professional manner generally consistent with transportation industry standards. However, from a transportation perspective, the impact analysis has a few areas where we believe additional information and/or clarification is necessary. VHB requests that the applicant provides the following information to the Town to support the findings outlined in the traffic study: 0 Provide traffic counts at each of the existing site driveways with Osgood Street and Great Pond Road. RESPONSE The existing site driveways were recently counted with the actual data reproduced in the appendix of this report. 687-RtC1.doc DJK Dermot J. Kelly Associates, Inc. Traffic Engineering/Transportation Pianning Mr. Chase Mr. Nagi July 5, 2005 Page 2 COMMENT NO. 2 Provide a comparison of the existing traffic counts to the future trip generation methodology used in the report. RESPONSE The existing traffic counts were compared to the ITE-based trip generation volumes as shown in Table 1. TABLE 1 VEHICLE-TRIP GENERATION COMPARISON Time Period/ Retail Floor Existing June 2005 Direction of Travel Space' Traffic Counts WEEKDAY EVENING PEAK HOUR: Entering (vph)e 17 17 Exiting (vph) 21 17 Total (vph) 38 34 a Based on the average of the Institute of Transportation Engineers(ITE)Trip Generation Rates for Specialty Retail. Center Land Use Code(LUC)814,71'Edition,2003. vph=vehicle-trips per hour. COMMENT NO. 3 Provide Intersection Sight Distance (ISD) methodology and field ineasureinents using AASHTO guidelines. Illustrate on a site plan the sight triangles for ISD at the proposed driveway intersections with Osgood Street and Great Pond Road, RESPONSE The DJK February 2005 Traffic Impact and Access Study did not recommend Intersection Sight Distance (ISD), since the standard is Stopping Sight Distance (SSD). Nevertheless, the enclosed plan does show a sight distance triangle area for the 40-mph ISD. For left-turns exiting the ISD is 470 feet [1.47 x 40 mph x (7.5 sec + 0.5 sec)]. For right-turns exiting the ISD is 382 feet[1.47 x 40 mph x 6.5 sec]. 687-RICI.doc Dermot J. Kelly Associates, Inc. Traffic Engineering/Transportation Manning Mr. Chase Mr. Nagi July 5, 2005 Page 3 COMMENT NO. 4 Provide an assessment of the turning radius for a fire truck, the largest truck operated by the North Andover Fire Department,entering and maneuvering internally on site. RESPONSE The Site Plans included a Fire Truck Access Plan, which graphically presented a truck accessing the site and circulating around the proposed building. Additionally, the proponent has met with the North Andover Fire Department and they are satisfied with access to and around the proposed project. COMMENT NO. 5 Traffic Impact and Access Study Review The following provides specific comments on the traffic study and provides traffic comments on tine site plan submitted along with the study. In general, the study has been prepared to industry standards using information and methods suitable for a traffic impact and access study. The following provides more detailed comments. • The counts were collected in January 2005 — when Treadwell's Ice Cream was closed for business. Therefore, VHB requests that manual turning movement counts be conducted at the existing site driveways when the facility is open during the weekday evening peak period. Any increase in traffic volumes should be included in the existing and no build analysis. RESPONSE Treadwell's was open during the January traffic volume inventory period, Nevertheless, recent June 2005 traffic counts were conducted at the existing driveways, which were summarized earlier in this memorandum. No additional analysis is necessary since it would not provide any useful new information. COMMENT NO. 6 There is no indication that crash data for this area was reviewed; however, VHB obtained the most recent crash database provided by MassHighway from 2001 to 2003. It appears the crashes in this area are low in comparison to the amount of traffic in this vicinity. VHB obtained data that indicated an average of 3 crashes each year froin 2001 l0 2003 at the signalized intersection of Osgood Street and Great Pond Road. The applicant should confirm this fording. 687-RECl.doc Dermot J. Kelly Associates, Inc. Traffic Engineering/Transportation Planning Mr. Chase Mr. Nagi July 5, 2005 Page 4 RESPONSE The number and frequency of accidents at the Osgood Street/Great Pond Road intersection appear to be reasonable. Confirmation of the number of accidents is not necessary since VHB and DJK use the same data source, MassHighway. COMMENT NO. 7 Trip generation for the proposed site was determined using the Institute of Transportation Engineers (ITE) Trip Generation, which is the standard transportation engineering practice. ITE Land Use Code (LUC) 814 — Specialty Retail and LUC 710 — General Office Building were used as part of this assessment. The applicant should compare the actual traffic counts to be conducted at the Treadwell's Ice Cream Shop versus the ITE Specialty Retail category to confimi that the estimates are reasonable. VHB is concerned that the methodology used in the report may underestimate the expected trip generation for this existing and expanded ice cream shop. RESPONSE As requested, additional traffic counts were conducted at Treadwell's. Those counts were summarized in Response to Comment No. 2. As shown in Table 1 the ITE-based estimated traffic generation appears to be reasonable. COMMENT NO. 8 • A site visit performed by VHB indicated that current vehicular traffic traveling northbound on Osgood Street regularly queues back past both existing site driveways during the weekday evening peak period. It appears that these queues would likely impact the proposed location of the future driveway along Osgood Street as well. VHB is concerned that this driveway may be blocked by queues on this roadway. The applicant should revisit their queue assessment during sununertime conditions to confirm that the traffic queue will not block the intersection or recommend alternative actions to minimize the impact of this queue on the driveway operations, RESPONSE A follow-up conversation with VHB revealed that only one driveway, the middle driveway, was occasionally blocked as opposed to both driveways, the middle and south driveway, being regularly blocked. No additional information has been provided by VHB that would detail the date, day, time and duration of any queuing on Osgood Street in front of the project parcel. The initial Traffic Study provides a queuing analysis in the appendix of the report. That queuing study was conducted on Tuesday, January 4, 2005 Trip Generation: Seventh Edition; Institute of Transportation Engineers, Washington, DC:2003. 687-RtCl.doc Dermot J. Kelly Associates. Inc.LDJK Traffic Engirieeri�ig,Tra€isportation Planning Mr. Chase Mr. Nagi July 5, 2005 Page 5 between 4 and 6 PM. The queuing provided the maximum queue at the end of each traffic signal cycle at the Osgood Street/Great Pond Road traffic signal. The queuing study was repeated on Wednesday, June 29, 2005 between 4 and 6 PM. The second queuing study revealed at the end of 4 of the total 43 cycles during the 4:15 to 5:15 PM peak hour the middle drive was temporarily blocked for a few seconds by a rolling queue. The southern driveway, the driveway furthest from the signal was temporarily blocked once by a rolling queue for a few seconds. We believe that this observation was an anomaly because: (1) it was the single highest queue to occur in either lane after hours of observations during the peak travel demand period of 4 to 6 PM; (2) when the 14-vehicle queue was observed the adjacent left-lane had a queue of 6 vehicles; (3) in order for the south drive to be blocked a 400 foot queue (or 18 to 20 vehicles) is required, consequently, the 14 vehicle queue demonstrates that the queue was rolling with an average of nearly 30 feet from front bumper to front bumper. The proposed driveway will be located 85 feet south of the middle driveway or 300+ feet from the northbound stopline. Based on the January and June queuing studies the proposed drive may be temporarily blocked by a rolling queue during summer conditions but not on a regular basis. This can be further substantiated by the fact that upstream traffic is metered by a traffic signal and a single travel lane further to the south and west. COMMENT NO. 9 The traffic study recornmends that ISD be provided for 360 feet minimum at the proposed site driveway. However; the mefltodology on how this was determined was not discussed in the traffic study. The applicant should determine the intersection sight distance using AASHTO for a 4-lane roadway and determine whether this distance can be achieved. Clear commitments on behalf of the applicant should be made to accommodate the maximum intersection sight distance available. This includes ensuring that signs and landscaping are not placed within the sight triangles that could obstruct the drivers' line of sight both entering and exiting from the site driveways. RESPONSE The DJK February 2005 Traffic Impact and Access Study did not recommend Intersection Sight Distance (ISD), since the standard is Stopping Sight Distance (SSD). Nevertheless, the enclosed plan does show a sight distance triangle area for the 40-mph ISD. For left-turns exiting the ISD is 470 feet [1.47 x 40 mph x (7.5 sec + 0.5 sec)]. For right-turns exiting the ISD is 382 feet [1.47 x 40 mph x 6.5 sec]. COMMENT NO. 10 Conclusions and Recommendations 687-RtC1.doc Dermot J. Kelly Associates. Inc. DJK Traffic Eiigineering/Traiisportation laianning Mr. Chase Mr. Nagi July 5, 2005 Page 6 The preceding information was prepared for the use of the Town of North Andover to assist them in their decision on the proposed mixed-use development as currently under consideration. In the review of the materials submitted by the applicant there are a few areas of concern, which the applicant should expand upon and present to the Town. 1n addition, Osgood Street(Route 125) in the vicinity of the site is a state- owned and maintained roadway. Since the project will require a permit from the Massachusetts Highway Department, a condition of the final approval for this project might require the applicant to report back to the Town with any changes to the site plan after the MassHighway review process. RESPONSE The proponent has filed for and anticipates receiving the Highway Access Permit soon. At the next planning board hearing the proponent will report this to the board. This concludes our response to your final comment. Upon your review of this response, please do not hesitate to contact me should you have any questions, comments and/or if you require any additional information. Sincerely, DJK ASSOCIATES, INC. Dermot J. Kelly, PE, PTOE President Enclosure cc: Lincoln Daley, Town Planner Eric McCarthy, Hearthstone Realty Corp. File 687-RtCI.doe APPENDIX ® VHB Memorandum to Lincoln Daley, Town Planner, Town of North Andover, dated June 2, 2005. ® Traffic Volume and Queuing Data • Site Distance Plan 687-RtC1.doc 3LI4-09-2005 15:00 FR0N:NEARTST0NE REALTY 9T04755401 T0:19706642-444 P.002/004 Jun 09 05 02:31P NORTH ANDOVER 9706869542 �, 1 < �ITranspodatian o r 1#e Land Development JX Cie Environmental S a r V I C e 5 y ! RECEIVED JUN J r L ybiWalnutSuper E � NokTH AN©OVERPL O'00ke Erne 9151 PLANNING Dt_RRR T M"7 W"e"awn Massachusetts 024n 617 924177U Monvomnelum To. Lincoln Daley,Town Harwer Date June 2;7005 Town of North Andover Prated No.: 09280.02 >ronx Matthew).Chase.P.E. Pi?-. Professional F eview Comments Robert L.Nagi,P.E.,P.T.O.E. 1025()sgood Street, l'xoposed Mixed Use Aevelopment, North Andover,Massachusetts. Vanayse Hangen brustUn,Inc.(VHB)has performed a professional and independent technical review of the Traffic Impact and Access Study-Proposed Mixed Use Development Project prepared by Dermot J.Kelly Associates,Inc.(DJK)for a projcct located on the southeast cortex of Osgood Street (Route 125)and Great Pond Road(Route 133)in North Andover,Massachusetts.When complete the development will include a newly renovated TreadweIrs Ire Cream building totaling IA87 square feet(9i)-an cxpans on of 297sf-and a separate building totaling 18,204 sf consisting of 6AM5f of first floor retail space and 12,136sf of office space on the first and second floors of a two-story building. This review of the transportation study focuses on the accuracy of the tecbmical information presented and a review of the recommendations made by the applicant.In addition,VHB offers findings and auggimtiom to the'l`own to essistin their decisions as theprooess moves forward. Submission Materials As part of the technical analysis for the Town of North Andover,VH8 reviewed'the following reports and plans submitted,by the applicant; D Site Plan for Treaduxll's Re-Demlopment,1M5 09good Street Otte 125),North Andover,MA; Preparcd by MHF Design Consultants,Inc;April 8,2005, Traffic Impaci and Access Study,Proposed Mixed Ilse DeWopmcitt Project North Andover,MA; Ftepared by OemotJ.Kelly Associates,Inc.;February 3,2005. This information bas been considered in the preparation of this nwrnorandurn and other various sources of information were also refmoced,as needed,and are footnoted in the memorandum- Additionally,VHB conducted a visit to the site on Osgood Street to observe traffic flow in and around the site during peak t7raff c conditions. Overview In general,the traffic report has been prepared in a professional manner generally consistent with transportation industry standards.However,from a tramportation perspecfive,the impact analysis has a few areas where we believe additional information and/or clarification is necessary.VM C:l4VriDOWLiIEUP�nw.fews.lFalglcP�ms2v.f�rEt,olaec JUN-09-2005 15:00 FROM:HEARTSTONE REALTY 9704755401 T0:1.9706e424444 P.003/004 Jun 09 05 02:31p hiDRTFi flttDOVER y ranooa.,�� 2 Tale: May75.2�3 rrq-tNo- 092M02 requests that the applicant provide the following information to the Town,fo support the findings outUned in the traffic study: ■ provide traffic counts at each of the existing site driveway'~with Osgood Street and Great Pond Road. R provide a comparison of the existing traffic COUOts tU ttiexut•�-e u ip generation�•�rt.n�inleV0 used in the report, o Provide Intersection Sight Distance(15D)m at tl proposed and find measurements opus ed AASHTO guideiiru� illustrate on a site plan the sight hiAnAes for ISD driveway intersections with,Osgood Street and Great Pored Road. Provide an assessmentturning of the radius for tz fire truck the largest truck operated by the North Andover Fire Department,entering and maneuvering irtWnaLly on site. Traffic Impact and Access Study Review 'I he following provides speeiffe comments on the traffic study and provides traffc:coMMents en the- site plan submitted gong with the study.h,general,the study has been prepared to industry standards using information and inethods suitable for a traffic impact and access study.The following provides more detailed comments. ■ TILe counts were collected in January 2005-when Treadwell's 14M Crea.'M was closed for business. Therefore,VHD requests that unanual turning movement counts be conducted at the existing site driveways when the facdi.ty is open during the weekday aveni_g peak period.Any increase in traffic volumes should be included in the existing and no build analysis. 1 here i5 no indication that crash,data for thus area was reviewed;howevtx,VHB n17WDOd the most recent Crash database provided by Massf4hway from 2MI to 2003.It appeatrs that thrashes in this area are low in comparisons to the amount of traffic in this vicinity.VHII obtained data that indicated an average of 3 crashes each year from 2601 to 240c3 at the signalized intersection of Osgood street and Great Pond Road. The applicant should confirm eds finding, ■ Trip generation for the proposed site was deterrai ned using the Institute of Transportation Engineers(TPA Trip =M s,which is the standard txamportation engineering practice. ITE Land Use Code(LUC)614-Specialty Retail artd'LUC 710 General Office Building were used as part of this assessmwnt; The applicant should compaae the actual traffic counts to be conducted at the TreadwelYs Ice Cream shop versus the rM Specialty Retail category t;o confirm that the estimates are reasonable. VHD is concerned that the methodology used in me report may understate the expected trip generation for this existing and expanded ice cream shop. A site visit performed by VI-1B Indicated that C1uxrPXtt vehicular traffic travclirig northbournd on Osgood Street regularly queues back past both existing site driveways during the weekday evening peak period, h appears that dtcse queues wovId likely impact the proposed location.of the future driveway along Osgood Street as well. V]iB is concerned that this driveway may be blocked by queues on this roadway. '17he applicantshould revisit their queue asommeut during summertime conditions to confirnn that the traffic queue will not black the intersection or recommend alternative actions to mitsimlze the impact of this queue on the driveway operations. • The traffic study recornrnends thatlSn be.provided fur 360 feet minimum at the-proposed site driveway.How-ever,the methodology on how this was determined was not discussed in the traffic study.The applicant should determine the intersection sight distance using AAsil10 for a 4-lane.roadway and determine whether this distance can be achieved.Clear commitments on behalf of tit--applicant should be made to accommodate,the nnaximum 1 TdP Ce_nftA Sev&M IjaM�n.MgILM of 7ranapoawjuo FngInOem;WasMfntoa.DC,2003. JkJ4709-2005 15:01 FROM;HEARTSTOHE REALTY 9784755401 TO:197e66424444 P.004/004 Jun 09 05 02:31p Ptt)RTH Hn00VER 9'Itititstla�-rC r Date: May 25,2,009 �f I'rgmt No: 09260.02 r7 interSSeCtion sight dist�+rIM available.This includes er�suri that signs and landscaping are not pkwd within the sight biangTes that could obstruct the drivers line of sight both entering and exiting form the site driveways. . Cortclu-sinr-g and Recommendations The preceding information was prepared for the use of the Town of North Andover to assist diemin their decision on the proposed mixed uge development as carrently under coxLSiderat ion.In ow review of the utateri.aL9 submitted by the applicant there are a few arras of concern which the applicant Should expand upon and}resent to the Towm In addition,Osgood Street(polite 125)in this vicinity of tht�site is a state owned and maintained Toadway.Since the project will require a permit from the Massachusetts Highway Department,a condition of the final approval for this project might require the applivant to report back to the Town with any changes to the site plats ages the Masslthway review process. G\wiKoowsvgmP\Taqwd+qtI;]lurk hwR oe%S.I.Ldot S O VHB Memorandum to Lincoln Daley, Town Planner, Town of North Andover, dated June 2, 2005. W-RtC1.doc e ® Traffic Volume and Queuing data 687-Rfc9.dor, �- r E ,[ i .`� ,,;•F ,. .� 1 .,TY :�iS I' i Y^P'- �r 1 i.. i `•...� ..�t 4.� F 3 `-. �� 7r�� � A ,.�`.:.� -_� h� ,_it[a,Xy .x �,�'f-:T�� °'4y.. V -.� r R ,- rr• F A• tT f Jr �� T � t j �'� � •� - t xr� r r i s t tq r a>r � as ;•t a - � 'I z � � a 1 @yc•�, l�-. :'� s S � S. '. i � z t �� !its 5 � s-,, 7 a ,�r �'&-r � �t � •. 'f:�^. r 'it`!' 4 "ip , - d�+` � fi �.. ti'a?• � , Sy �� ��r �,� 'i' ��fy, ? �` �`r'iV'� � '.i � a•k .� � � F��F � s ' l' . y a#� d�' ���s.',"�_ �six e• '� v 'i {s � r `i r �Y; t` ill wo , ca '"s 4 s A {: k ��J.."FM x >�i; IV 4 Y .� ���:� {��•'et���„`t - t F J! 'ray jp�if µ� �� ,,. C glyw1 7 gyf sd 3f - J Amr'. 7 - -7t, Ut 2f Treadwell's 3 Driveways at DR A k TEA File Name : 50249A Osgood Street and Great Pond Road INDusTRIEs,LLc Site Code : 687 City,State: North Andover MA P.O.Qox301 6eflin,MA 01503 Start Date : 6/29/2005 T� TJ o€ftce:508.481.3999 TNIFree8B8.734.7344 Client: DJK/D. Kelly Fax-508.481.071E Emaii:infoQpdilEccom Page No : 1 Groups Pdnfed-Cars-True -� TreadweR's North Driveway Treadwell's Midd€e Driveway Treadwell's South Drivevray From North From East From South From West E—S-1-1Time R,�1o0r RightlN Le€t Peds rz�1ou5 reaovr RightlN� LRMN qy our ten our Righ11N LeR EN Ri ht Thru LeR Peds lut.Tolai 04:00 PM 1f 0 0 6 0 0 0 1 0 3f 2 1 0 0 0 0 W 8 04:15 PM 0 0 0 0 1 0 0 0 0 1 2 0 0 0 0 0 4 04:30 PM 2 0 0 0 1 0 0 2 0 1 2 0 1 0 0 0 0 8 04:45 PM 0 0 0 0 0 1 0 0 0 2 3 1 0 0 0 0 7 Total 3 0 0 0 2 1 0 - 3 0 7 9 2 0 0 0 0 27 r 05:00 PM 2 0 0 0 2 0 1 1 0 0 4 0 0 0 0 0 10 2 05:15 PM 3 `1 0 b 0 C) 0 1 ` ... 0. l. . 0.. C 0 6 _ 1. 2 . .. ... �-_--....fl- .. ... 9 05:30 PM 1 0 0 0 0 1 0 0 0 0 3 0 0 0 0 5 ! 05:45 PM 1 0 0 0 1 0 0 0 0_ 1 1 0 0 0 0 0 4 Total 7 f D 0 0 3 1 1 2 1 2 9 1 0_... 0 0 0 28 Grand Total 10 0 0 0 6 2 1 5 1 9 18 3 0 0 0 0 55 Apprett% 100 0 0 0 42.9 14.3 7.1 35.7 3.2 29 58.1 9.7 0 0 0 0 Total% 18.2 0 0 0 10.9 3.6 1.8 9.1 1.8 16.4 32.7 5,500 0 0 _ Cars 10 0 0 0 6 2 1 4 1 8 18 3 Q 0 0 Q 53 %Cars 100 0 0 0 100 100 100 80 100 88.9 100 100 0 0 0 0 96.4 Trucks 0.. 0 0 Q 0 0 0 1 0 1 0 0 0 0 0 0 2 %Trucks 0 0 0 0 0 0 0 20 0 11.1 0 0 0 0 0 0 3.6 Treadwell's North Driveway Treadwell's Middle Driveway Treatfwell's South Driveway From North From East From South From West EStad7ime ro0he0e LeA Peds nps row R kaaur erir teRur pyp.mta ' «aovr pg 111 Leftlll rwv.Telm Slight Thru LeR Peds rwa-roa 1ntTotai Peak}lour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 2 0 0 0 2 1 0 0 2 3 0 1 2 0 3 0 0 0 0 0 8 04:45 PM 0 0 0 0 0 0 1 0 0 1 0 2 3 1 6 0 0 0 0 0 7 05:00 PM 2 0 0 0 2 2 fl 1 1 4 0 0 4 0 4 0 0 0 0 0 10 05:15 PM 3 0 0 0 3 1 0 0 1 2 1 1 1 1 4 0 0 0„ 0 0 9 Total Volume 7 Q Q 0 7 4 1 1 4 10 1 4 10 2 17 0 0 0 fl 0 34 °/App.Total 100 0 0 0 _ 40 10 10 40 _ 5.9 23.5 58.8 11.8 _ 0 0 0 0 PHt .583 .000 .Q00 .000 .583 .500 .250 .250 .500 .625 .250 .566 .625 .500 .708 .000 .000 .000 MO .000 .850 �l Treadwell's 3 Driveways at D EA I ION File Name : 50249A Osgood Street and Great fond Road INDOSTRIES,LLC Site Cade : 687 Mt1 FO.8oX39r Sedn.MA 01503 Start Date : 6/29/2005 City,State: North Andover Offioe:508.481.3999 Toff Free:888.734.7344 Client: DJK/D. Kelly Fay 50a.4s1.07r6 Email:inrn£pdillccom page No : 1 Groups Prinled-Cars m Treadwell's Nodh Driveway Treadwell's Middle Driveway Treadwell's South Driveway From North From East From South From West _ Start Time rognlour RightiN _ LeR Peds Fs19ntour fertouF RightlN LeRIN w9nsour ,Len our RighflN Left Ri Itt Thru Left Peds Itd.Tofal 04.00 PM 1 0 0 0 0 0 CF 0 Q 2 2 1 0 0 0 0 6 04:15 PM 0 0 0 0 1 0 0 0 0 1 2 0 0 0 0 0 4 04:30 PM 2 0 0 0 1 0 0 2 0 1 2 0 0 0 0 0 8 04:45 PM 0 0 0 0 0 1 0 0 0 2 3 1 0 0 0 0 7 Total 3 0 0 0 2 1 0 2 D 6 9 2 0 0 0 0 25 05:00 PM 2 0 0 0 2 0 1 1 0 0 4 0 0 0 0 0 10 05:15PM 3 0 0 0 1 0 0 1 1 1 1 1 0 0 0 0 9 05:30 PM 1 0 0 0 0 1 0 0 0 0 3 0 0 0 0 0 5 05:45 PM 1 0 0 0 1 0 0 0 _ 0 1 1 0 0 0 0 0 4 Total 7 0 0 0 4 1 1 2 1 2 9 1 4 0 0 0 28 Grand Total 10 0 0 Q 6 2 1 4 1 8 18 3 I 0 00 1)I 53 Appreh% 100 0 0 0 46.2 15.4 7.7 30.8 3.3 26.7 60 10 0 0 0 0 Total% 18.9 0 0 0 11.3 3.8 1.9 7.5 1.9 15.1 34 5.7 0 0 0 0 Treadwell's North Driveway Treadwell's Middle Driveway 7readwell's South Driveway From North From East From South m From West SiartTime o� wenur+ Left reds aaa.r�1 a our w�nrur �rtr nry rya o r.Rov nyun r�a1r� l p.FntA Right Tfim Left Peds nw- w m1_Folal Peak Hour Analysis From 04:00 PM to 05 45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 2 0 0 0 2 1 0 0 2 3 0 1 2 0 3 0 0 0 0 0 8 04:45 PM 0 0 0 0 0 0 1 0 0 1 0 2 3 1 6 0 0 0 0 0 7 05:00 PM 2 0 0 0 2 2 0 1 1 4 0 0 4 0 4 0 0 0 0 0 10 05:15 PM 3 0 0 0 3 1 0 0 1 2 1 1 1 1 4 0 0 0 0 0 9 Total volume 7 0 0 0 7 _4_1­ 1 4 10 1 4 10 2 17 0 0 0 0 0 34 as,App.Total 100 0 0 0 40 10 10 40 5.9 23.5 58.8 11.8 0 0 Q Q PHF .583 .000 .000 .000 .583 .500 .250 .250 .500 .625_ .250 .500 .625 .500 .708 .000 .000 .000 .000 .000 .850 PN Treadwell's 3 Driveways at D�A I TEA Zile Name : 5029A Osgood Street and Great fond Road INDusTRli:s,LLc Site Code : 687 NIA P.O.Box3oi eedin.M 01503 Start Date : 6/29/2005 City, State: North Andover , MA Toll free.880.734.7344 Client: DJK/D. Kelly Fdx:SOSA81,0716 Emall:InWpdillccorn Rage No : 1 Groups Printed-Trucks _ Treadw-I's North Driveway Treadwell's Middle Driveway Treadwell's South Driveway From North From East From South From West _ Start Time sa9nrour Right IN LeR Peds w tart ten our Right IN —Left IN wymaur_l r.enour RightlN Left IN R' ht Thru v LeR Peds Int.ToSal 04:00 PM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 2 04:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 4 1 0 1 0 0 0 0 0 0 2 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:A5 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 1 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 2 Apprch% 0 0 0 0 0 0 0 100( 0 100 0 0 0 0 0 0 Total% 0 0 0 0 0 0 0 50 0 50 0 0 0 0 0 0 Traadwell's North Driveway Treadweli's Middte Drveway Treadwell's—South Driveway From North From East From South From West Start-time a a�sihl Left Peds App.roW �` r.nar aynrn t�nnl ry�ru� °"` r�aovr ra�crn 1�n1r+ noa.Tar F2ighl Thru LeR Peds nov-ro1� Int.Tolal Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak t of i Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 0 0 0 0 0 0 0 1 1 0 1 0 0 1 0 0 0 0 0 2 04:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total volume 0 0 0 0 0 0 0 0 1 1 0 1 0 0 1 0 0 0 0 0 2 %App.Total 0 0 0 0 0 0 0 100 0 100 0 0 0 0 0 0 PHF 1 .000 .000 .000 .000 .000 .o00 .A00 .000 _25G .250 1 .000 .250 .000 .000 .250 .000 .000 .000 .000 .000 L.250 Treadwell's 3 Driveways at PRECISION File Name : 50249A Osgood Street and Great Pond ����Road INDUSTRIE �S,LLc Site Code : 687 P.O.Sox301 Serlin,hlA 01503 Start Date : 6/29/2005 City,State: North Andover,1Y1C1 OfFicc5os.4813lj 9 Tolirr0t;"RY34,7344 Client: DJK/D. Kelly rai:50E.4S1.0716 fmail:info`gpdiik(om page No : 1 Treaduretl's North Driveway Treadwell's Middle Driveway Treadweit's South f7riveway From North From East From South �RiqhtThru om West -.__ — Start Time Apt ur LeR Peds n�.To+�r Rwr r.evvr Rshrtn renir+ arr.Tow u.our ram,n+ Lenlr+ gyp.TarpLeft Peds pro.T.- inl.1..1 Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 2 0 0 0 2 1 0 0 2 3 0 1 2 0 3 0 0 0 0 0 8 04:45 PM 0 0 0 0 D 0 1 0 0 1 0 2 3 1 6 0 0 0 0 0 7 05:00 PM 2 0 0 0 2 2 0 1 1 4 0 0 4 0 4 0 0 0 0 0 10 05:15 PM 3 0 0 D 3 1 0.-.- 0 1 2 1 1 1 1 4 0 0 0 - 0 0 9 Total Volume 7 0 0 0 7 4 1 1 4 10 1 4 10 2 17 0 0 0 0 0 34 .9 23.5 58.8 11.8 _0 0 0 0 ApP PHF .583 000 000 .000 .583 500 .250 .250 500 .625 .250 .500 .525 .500 .708 .000 .000 .000 .000 .000 .850 Cars 7 0 0 0 7 4 1 1 4 i0 1 4 10 2 17 D 0 4 0 0 34 %Cars 100 0 0 0 i00 100 100 100 100 100 100 100 100 100 100 0 D 0 D 0 1fl0 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D 0 0 0 %Trucks 0 0 0 0 0 0 0 D 0 0 0 0 0 0 0 0 0 0 0 0 0 rea we s North Daveway Out In Total 8 7 S5 D 0 0 8 7 15 7 0 0 0 �yt [; 0 0 0 0 1 7 0 0 0 Right Right Lift Peds 0 OUT IN I L+ Peak Hour Data yam oo� toy Tti �' F J� �^A A P p m Y r o0o North peak Hour begins at 0430 PM —ter�p a U_ _N a- 00o a� Cars zA ooaLa Trucks .� O� o 0 o v m ICI 'Im_f J °' x III 'lll�JJl c `l`"rrJ. a A o a 1� Right Left Right Lett IN OUT OUT IN V41 Out In Total DJK Associates, Inc. Osgood Street (Route 125/133) @ Great Pond Road (Route 133) North Andover, MA NB lanes Queue Study *= Middle Drive temporarily blocked Wednesday 6129105 Middle and South Drive temporarily blocked Northbound Northbound Pass Lane Curb Lane Pass Lane Curb Lane 4:00 PM 5 5 5:00 PM 8* 3 3 6 2 1 4 5 6 14** 3 11* 3 1 3 13* 6 5 6 12* 5 10* 4 6 6 3 2 1 3 7 4 9* 3 4 7 9* 7 8 f l 4 4 4:15 PM 2 4 5:15 PM 8 10* 7 7 6 8 3 5 4 11* 3 3 7 12* 2 1 4 7 7 8 5 5 5 2 4 4 4 5 5 8 6 5 5 6 4 3 5 10* 3 2 11 3 6 4:30 PM 2 0 5:30 PM 6 9* 3 6 7 10* 5 6 7 4 6 9* 3 5 3 1 6 12* 6 9* 2 2 5 5 10 12* 5 3 9 9* 4 4 3 3 4 1 3 5 4 6 yl( 2 3 4:45 PM 7 5 5:45 PM 7 8 6 6 6 9 4 3 5 9* 2 4 4 11* 1 4 3 6 2 4 4 3 6 2 3 4 4 5 0 6 8 4 3 7 3 4 6 2 0 Data collected by Precision Sata Industries, LLC C:tpJK\Job Wordl687 Perkins,North Andover1667-06-30.05 email-50249PMQueue.x€s Site Distance Plan 687-RiC1.doc