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Home My WebLink AboutMiscellaneous - 1003 OSGOOD STREET 8/14/2003 i Traffic Impact & Access Study i Proposed Mixed Use Development Project 1003 Osgood Street North Andover, Massachusetts ................... j Proponent Properties, i DJKDern'tut J. Kelly Associates, Ilnc% Traffic [-rigiric ar,rirrg/fraiisportation Planning 2 in Street, 'Suite 214. North Reading, MA 0-1864-1300 978-664..2205 fax: 978-66 1.-2444 l TRAFFIC IMPACT AND ACCESS STUDY PROPOSED MIXED USE DEVELOPMENT PROJECT 1003 Osgood Street North Andover, Massachusetts Proponent Thomas Properties, LLC August 14, 2003 prepared by Dermot J. Kelly Associates, Inc. Traffic Engineering/Transportation Planning 280 Main Street, Suite 204 North Reading, MA 01864-1300 978-664-2205 Fax: 978-664-2444 580•Rpl2 Copyright(}2003 DJK.All rights reserved. TABLE OF CONTENTS � Page EXECUTIVESUMMARY ................................................................................................1 INTRODUCTION.........................................................................................................l PROPOSAL.................................................................................................................1 ALTERNATIVESTUDIES............................................................................................2 STUDYAREA..............................................................................................................2 EXISTINGCONDITIONS.............................................................................................2 SITE-GENERATED TRAFFIC VOLUK4ES ----------------------.2 TRAFFIC CAPACITY ANALYSIS..................................................................... ...........3 Osgood Street Ed the Proposed Site Drive................................................................3 Osgood Street 8t Great Pond RO8d—.......................................................................3 MITIGATIONMEASURES...........................................................................................3 � PROJECTDESCRIPTION..............................................................................................5 � PROPOSAL.................................................................................................................5 ALTERNATIVES T{] THE PROJECT.............................................................................8 EXISTINGCONDITIONS................................................................................................7 � FIELDSURVEY...........................................................................................................7 GEOk4ETR|CS ............................................................................................................7 Osgood Street � __� � TRAFFIC VOLUMES ---------.-----------------.8 � ------ | � VEHICLESPEEDS......................................................................................................g � HISTORICAL TRAFFIC VOLUMES........................................................................... 1O � FUTURE TRAFFIC VOLUME CONDITIONS................................................................ 11 � � INTRODUCTION....................................................................................................... 11 � � BACKGROUND TRAFFIC GROWTH........................................................................ 11 � VEHICLE-TRIP GENERATION.................................................................................. 12 � Residential Apartments ------------------------------ 12 � OfficeBuilding........................................................................................................ 13 TRAFFIC DISTRIBUTION/ASSIGNMENT................................................................. 14 TRAFFIC OPERATION ANALYSIS .............................................................................. 15 TRAFFIC FLOW AND OPERATION CHARACTERISTICS ....................................... 15 METHODOLOGY...................................................................................................... 16 Level DfService 18 � -------------------------.--------. � e0-Rpt2 Copyright @m03mmAll rights reserved. � 1� ��igD8|ized \Dbe[SeCbODs----------------------------_— 17 � TR/\FH(�/\NAL`/S||� F�ESULTS------.------------------_.. 17 (�SgOOd Street 81 (�reat Pond Road------------_—_—____—___ C}SgDDd Street 8tthe Proposed Site Drive.............................................................. 1O 19 |�|(�HTD|ST/\N(�E--------_-------------------_--_—_' 19 5|��HT|�|ST/\NCE--------~.---------_--____________. 21 APPENDIX. � � � � � � � � � � � � � � � � � � � � 580-n Copyright @ 2003 DJK.All rights reserved. EXECUTIVE SUMMARY _ � � � � INTRODUCTION � DSO0Ot J. Kelly / SsDCateS. Inc. (DJK) has CDDdUCt8d @ T[@ff\n | Op@Ct and ACoeSS � � Study for proposed development US� �8V��0� 8Ot p 'eCt located at 1003 O»aoOOd Street iO North /\OdqV8r' K88SS3ChUse1t;. Figure 1 graphically illustrates the project Site |qc@tiOO in relation tOthe local and r8giOD@| roadway system. AS presently planned, the project would consist Of the construction 0f four apartments and 13.ODO square feet /SF\ Of office floor space. This report identifies existing traffic operation parameters OO the adjacent F0advv8y SySt8Dl' eV@|ua<8S the anticipated traffic VV|Vn10 iDCFg@SeS as 8 result of the p[OpDSeU project, and analyzes the site-generated traffic-related impacts. PROPOSAL The proposed project as presently planned CODSi8tS Of the cODStrUCtiOD of four � aV@rtDl8OtS and 13,000 square feet (SF) of office floor space. The pnDpnS8d 8Cc8Ss to � the site VVOU|d consist of two CU[b cuts @|nOg Osgood Street. The North Site D[\V8 Vv0U|d be located 8|ODg the northern corner of the project frontage along Osgood Street. The South Site Drive VVOU|d be |nC8t8d @\ODg the southern property line. Both driveways would be two-way driveways. 1 580-Rpt2 Copyright @zo"xoJu All rights re"",~o. Figure 1: Site Location Map m � r/°/ ffi�' �N I f��I I �k� '� °'�A "N ` / -"7177, � r t�I"�.� Gfv �� k o .��} � �,}•�� ..d° ��"�� '��.'� ' �r ``. � ��;f n� �� lVii�f��,^f/�'}[pI� �`;�,...."". �L� ��e"e,;1a�� W `� ° `.s"'��!`�� '. e�'�,;�`r �.'`, �� "',� ,�'� � ,�4� �p /'0 �f„'�,j"} �,-'� P�f ,,V( ��e"4, ,,,Cu ,,� f �\V�'r�,.. 2�� r,r^""".^.,,� 1 r>,,„• '. f f p A J�1 d, �q» �y .."� .,� / rlr//✓'" / ^s"d", pp )p°y �r' ".. / f, 4 +: ♦ �✓ �� , ° .... Y �Y t `` ' `�� ' �/ .;• � � P v'}+' `� 'y "y� .o".n"µv ^y``s`y0t ", Y bit a. ;5 j / �y ry x #/ M � o d x >r // @w SO 41 r , ., \ q BM lT ° j 133 C \ J t " 46 er�ti" .... ., at.7t • "rig,�, ,,, � / // /i///// �/Jl/f/r...„" / � �y/ � � `1� � r ," � + .,�f� I%;/r� 0 lOpO 2000 �� < �r;, "'err, �' ,,1j�1 �' ✓.,. 1 r��, 1%k r �� 4 Scale in Feet r /, ",t a al f ✓ ,..M AIKDermot J. Kelly Associates, Inc. Traffic Engineering/Transportation Planning CODerlaht Ca'7 2002 8v DJK. All rights reserved. K:\560\580F1G1 ALTERNATIVE STUDIES � For the purposes of this report, the following alternatives were evaluated: a No-Build - The No-Build 8lteOl@UVS was examined to establish the 2008 b@S8|iDe 1[8ffiC-VO|UnOe COOdiUOOS. The iDCrBrneOb]l impacts of the proposed project may be � determined by [O3hiDg CO0p@riS0DS to the No-Build alternative. The No-Build alternative assumes that the project iSDOthUi|t. 0 Build - Th8 E\Ui|d alternative includes the development Ofthe proposed project. The Build alternative is evaluated in this report and is compared to the No-Build 8Da|ySiS cOOdiUODS. The Build condition represents the increase in traffic from the previous condition to the proposed CODdi[iOD (i.e.' the delta impact). The Build CORdiiiOD includes the construction Of the proposed Mixed Use development project. STUDY AREA The study area iDC}UdeS the hd>0VVDg intersections: 0 Osgood Street 8t the proposed Site Drives and 0 Osgood Street @t Great Pond Road. EXISTING CONDITIONS /\Da|ySiS Of the recent traffic COUntS indicates that 8ppnJXiOO8t8|y 28'336 Vpd kxehio|GS per day) traveled @|ODg C)SgOOd Street past the site during JUO8 2002. During the two � peak travel demand periods, which OCCU[r8d between 7:00 and 9:00 AM and between � 4:00 and 0:00 PM' approximately 1'837 and 2.643 Vph (vehicles per hour) were | observed @(OOg Osgood Street during the weekday nOO[DiDg and evening p83h hDUns' respectively. � SITE-GENERATED TRAFFIC VOLUMES � � Based OD the average [TE trip generation [@teS, it is anticipated that the proposed d8v8iOpDl8Dt project VVOUld generate an average Of 8pp[OXnA@tak/ 172 vehicle-trips per day. This daily VOlU00e VVOU|d be split evenly with 86 vehicle-trips entering and 86 � vehicle-trips exiting the site over the course oJ the entire 24-hour day. � More importantly, during the weekday morning peak hDU[' the entire deVe|Dpnle01 project VV0U|d generate OO average 8 total Of 22 vehicle-trips with 18 vehicle-trips entering and 4N8hiC(8-thps exiting the project site. Si[Di|8r|y, during the evening peak hnU[, it is anticipated that on average 22 vehicle-trips would be generated. The 22 vehicle-trips VVOV|d consist of 5 vehicle-trips entering and 17 vehicle-trips exiting the development during the peak 60-minute period. The remaining vehicle-trips would occur over the course Of the day. a80-Rvu Copyright @ 2003 WK All rights reserved. TRAFFIC CAPACITY ANALYSIS UOmigD8Uzed iDbarS8CUOO C@p8dt« analysis was performed for the study area iDhS[s8CtiODs. The capacity analysis iS summarized below hvlocation. Osgood,Street at the Proposed Site Drive The SOU1hbOUOd |8ft- U[OS entering the Proposed Site Drive are projected to operate at Level of Service /L[)S\ Aduring the U0O[D\ng peak hour and LOS (} during the evening peak hour. The left- and right-turns exiting the Proposed Site Drive are projected to operate at LOS C (25.0 seconds Of delay) during the DlO[niDg peak hour and LOS F /71.7 S8oODdS Of delay) during the evening peak hour. It should be noted that the LOS analysis 8aoUOles 3 [aDdOOn 8[[iv@\ of V8hiC\eS @|DDg Osgood Street. Great Pond Road/Osgood Street traffic SigD8\ is located 3pp[OXinO3te|y 500 feet north Of the Proposed Site Drive and it operates with two phases per cycle. Each cycle is @ppFOXi[nat8\y 80 seconds/ This traffic SigD8| creates gaps in the (}SgO0d Street traffic � Str8@DO. which will reduce the projected delay to |eSS than 71.7 SeCOOdS for the 7 left- turning vehicles leaving the site during the evening peak hour. � Osqood Street at Great Pond Road This intersection currently operates 8t LOS Bduring both the morning and evening peak � hOUnS. Under both the 2008 No Build and Build COOdi1iODs this intersection VVOU|d remain @tLOS B. � MITIGATION MEASURES � The final phase of the @D8|ySiS process is to identify the mitigation measures necessary to minimize the impact of the project on the transportation system. The proponent has made @ commitment to implement all mitigation O?8@SUres listed below: � TO enhance the DVg[@U sight distances at the iDb8rSeCtiDOS of the Proposed [)riVeVV@yS, it is [8cODl[DeDd8d that FO8U3id8 vegetation and topographic ground � e|8Va[iOOS adjacent to the access/egress driveways he maintained such that | SUffiCigDt safety Sight lines are provided in both directions thFOUQhOUt the life of the project. This 1[iongU|@r area should eXi8Dd 14.4 feet (4.4 meters) to 17.8 feet (54 meters) back from the 8X\SUDQ edge Of the POmdVVay (representing an existing � vehicle) and extend to a Dl@xiOnU[n pOSSib|8 \OC8tiOO (305 feet [OiDiOlU[D) in each direction G|OOg DSgOOd Street representing an 8ppn38ohiDq vehicle. � � ° The Proposed Site dhVgVV8yS are suggested to consist of a [niDiOOUrA 24-foot wide � � C[OSS sBCUoO with one 12-foot wide lane for entering traffic and one 12-foot wide � |aDg for exiting traffic. |nteFS8c1iOO CO[Der radii are suggested to be 5- b3 30-font � radius. 580-Rpt2 Copyright @ 2003 DJK.All rights reserved. The Proposed Site Driveways should be placed under STOP sign control with a painted stop line. A painted crosswalk and an overhead streetlight should be considered at these locations. 580-Rpt2 Copyright @ 2003 DJK.All rights reserved. PROJECT DESCRIPTION PROPOSAL The proposed project as presently planned consists of the construction of four apartments and 13,000 square feet (SF) of office floor space. The proposed access to the site would consist of two curb cuts along Osgood Street. The North Site Drive would be located along the northern corner of the project frontage along Osgood Street. The South Site Drive would be located along the southern property line. Both driveways would be two-way driveways. 580-RpL2 Copyright @ 2003 DJK,All rights reserved. ALTERNATIVES TO THE PROJECT For the purposes of this report, the following alternatives were evaluated: a No-Build - The No-Build alternative was examined to establish the 2008 baseline traffic-volume conditions. The incremental impacts of the proposed project may be determined by making comparisons to the No-Build alternative. The No-Build alternative assumes that the project is not built. ® Build - The Build alternative includes the development of the proposed project. The Build alternative is evaluated in this report and is compared to the No-Build analysis condition. The Build condition represents the increase in traffic from the previous condition to the proposed condition (i.e., the delta impact). The Build condition includes the construction of the four apartments and 13,000 square feet of office floor space. 6 580-Rpt2 Copyright @ 2003 DJK All rights reserved. EXISTING CONDITIONS FIELD SURVEY A comprehensive field inventory of the adjacent roadway system was conducted during June 2002. The field inventory included collection of existing roadway geometrics, traffic volumes, vehicle speeds, and safety data for the roadways in the vicinity of the site. Traffic volumes were measured by means of automatic traffic recorder (ATR) counts and substantiated by manual intersection turning-movement and vehicle-classification counts (TIVIC). Safety inventories included vehicle speed observations and a detailed evaluation of the safety sight lines at the proposed driveways located along Osgood Street (Route 125/133). GEOMETRICS Osgood Street Osgood Street adjacent to the site is generally a four-lane roadway with two through lanes for each direction of travel. Traffic flow along Osgood Street is controlled by traffic signals with one traffic signal located northeast of the site at the intersection of Osgood Street and Great Pond Road. A second traffic signal is located south of the site at the intersection of Osgood Street and Sutton Street. Osgood Street provides access/egress to numerous adjacent highway commercial/retail and residential land uses along its entire length. Osgood Street consists of bituminous concrete pavement in fair condition with no major pavement break-up of edge raveling noted during the field inventory period. Horizontal and vertical alignments are fair along Osgood Street with the roadway passing the site over a relatively level slope and over a large radius curve. The roadway is marked with a double yellow centerline, broken white lane lines, and solid edge lines along the curb line. 7 580-Rpt2 Copyright @ 2003 WK All rights reserved. TRAFFIC VOLUMES Existing traffic volumes were recorded mechanically by@n automatic traffic recorder � (AJ-F) and were substantiated by 8CtU8| manual intersection turning movement and 'vehicle C\aSSUiC8tiDO counts [TK4C). These traffic VO\UrD8s were r8Vi8VV8d to determine � average daily and peak-hour traffic VOlU0eS on the study area FO8dVV@ys. Table 1 summarizes the /TR traffic VD|Unle data Co||8Ct8d )Ong Osgood Street. Figure 2 graphically presents the results Ofthe Ol8Du8l iDt8[SeOt(On turning movement counts. An @D8|ySiS of the recent traffic COuDtG indicates that approximately 29.230 Vpd (vehicles per day) t[@V8(8d along Osgood Street past the Site during j4De 2003. During the two peak travel d8rn@Od periods, which occurred between 7:00 and 8:DOAMand between 4:00 and 0:00 PM. @pp[oXinO8t8|V 1'837 and 2.043 Vph (vehicles per hour) were observed along {}SgnOd Street during the weekday nlO[DiOg and 8V8DiDg peak hOU[S. [eSp8CUVe|y. � � TABLE � EXISTING TRAFFIC VOLUME SUMMARY � Daily Traffic Peak-Hour � � Location/ (24 hour) Peak TrafficVn|unm K Time Period (vpd)a Hour u Factorc Osgood Stmaadjmcento the Proposed Site Drives: � Thursday — — — — � June 27.20O2 4:45-5:45 PM 21014 -- Friday 29.236 8:00-9:00 AM 1.837 6.3% June 28.20O2 4:30'5:30 pyN 2.643 91% � Average 29.238 Morning Peak 1.837 8.3% Weekday Evening Peak 2,628 9.0% � ---- . ' »Vehid a per houc cPomen\o[daily traffic occurring during the peak hour. 580-Rptz Copyright @aovomx.All rights reserved. Figure 2: 2003 Existing Peak Hour Traffic Volumes WEEKDAY MORNING PEAK HOUR OJ 4 65 a---D 7 413 GREAT POND ROAD 7 (ROUTE 133) 7�� h � OOa O�S p� /hh er WEEKDAY EVENING PEAK HOUR oJ� O 24& GREAT POND ROAD 0 (ROUTE 113 3) 0`� 00p "t; L 1� g Schematic DJKDermot J. Kelly Associates, Inc. Traffic Engineering/Transportation Planning Copyright 9 2003 By DJK, All rights reserved. 580\DWG\580NTi VEHICLE SPEEDS Speed measurements were taken by a standard traffic engineering procedure called the "lOO8tng car method." Vehicle speeds were measured hv means of8D observation car traveling through the study area at 8 Speed consistent with the flow Df traffic OD the rO3Ovv@y. A limited number of these observations were made over the field inventory period along Osgood Street ' to the Pn]pOS8d Site Drives. The limited DUnlbeFofspeed observations VV8[oobtained to g@\O a 08aD(Dgfu} value of an @V8[agB and h/piC@| V8hiC|8 traveling through the area. The [eSU|(s of the speed [De@SUP8Dl8OtS are SuDlDl@[iZ9d in l-8b|8 Z. As ShOVVn. the average Speed varied @|nOg C>SOODd Street with speeds � F8CDnjed in the range Of 35 0] 40 mph in both the DOdhhOUnd and southbound directions. The posted Speed limit is 40 mph along Osgood Street with @ speed limit Sign noted On Osgood Street south of the Proposed Site C}[iVeS facing DOhhbOUDd traffic. T&BLE2 OBSERVED ROADWAY SPEED SUMMARY � Location/ Posted Observed � Direction Speed Travel � of Travel Limit Osgood Street adjacent � bo the Project Site Drive: � Northbound 40 35h)40 � Southbound 40 35hm40 � � mph=miles per hour. � � � � � � � 9 580-Rpt2 Copyright @ 2003 DJK.All rights reserved. HISTORICAL TRAFFIC VOLUMES Annual average daily traffic (AADT) data available from the Massachusetts Highway Department (MHD) permanent traffic count station located on Route 114/125 in North Andover indicates that the Annual Average Daily Traffic (AADT) from 1990 through 2000 has actually increased by a total of 12.0 percent or an average 1.2 percent per year. Table 3 summarizes the annual average daily traffic data and the resulting growth rate for MHD Permanent Traffic Count Station No. 502 located on Route 114/125 in North Andover. TABLE 3 HISTORICAL TRAFFIC VOLUME SUMMARYa Annual Cumulative Average Growth Growth Growth Time (From Compared Rate from Period AADTb Year to Year) to 1990 1989 1990 37,177 --- --- --- 1991 36,042 -3.1% -3.1% -3.1% 1992 35,958 -0.2% -3.3% -1.6% 1993 33,476 -6.9% -10.0% -3.3% 1994 33,842 +1.1% -9.0% -2.2% 1995 35,691 +5.5% -4.0% -0.8% 1996 39,938 +11.9% +7.4% +1.2% 1997 40,507 +1.4% +9.0% +1.3% 1998 41,496 +2.4% +11.6% +1.5% 1999 41,837 +0.8% +12.5% +1.4% 2000 41,651 -0.4% +12.0% +1.2% Source: Massachusetts Highway Department Permanent Traffic Count Station No. 502, Route 114 and 125, North of the Andover By-Pass,North Andover. bAnnual average daily traffic, 10 580-Rpt2 Copyright @ 2003 DJK.All rights reserved. FUTURE TRAFFIC VOLUME CONDITIONS INTRODUCTION � � This section Of the n8DDd det8rnlDHS the future traffic VOlUOOe levels @k]D0 the shxk/ area roadways and intersections. To determine the impact of site-generated traffic VO|UDO8S OO the n]3dYV3y network under future CODdiUoOS. the existing t[8KiC vD|UOneS in the study area were projected to the year 2008. at which time the proposed ! development isexpected to be CO[Up|et8d and fully occupied. Traffic volumes DO the � roadway network @t that time would include all 8XiS\iOg traffic, background traffic growth, � � and the site-generated traffic volumes. � BACKGROUND TRAFFIC GROWTH � � -[r3ffiC growth OO area roadways is 8 fUOCtiOO of the expected |3Dd deV8|OpOleDt in the � immediate area as well as the surrounding region. Several methods can be used to � estimate this growth. /\ procedure frequently employed is to identify the location and � v of OeVV developments planned tO occur during the designated planning hO[iZ8D. � StiOn@te the traffic to be generated and 8SSigD it to the area roadway DebwO[k. This � method usually produces @realistic estimate Of growth for local traffic. | The Planning Office of the Town Of North Andover was consulted during the preparation � of this study to identify existing and projected dgV8|OpD8Ot p.^x ec{S anticipated to occur � by 2008. Based DD this iOfoOO@boD and Odle[ b@CkOn3VDd iOfOrO8tiOD' the existing traffic VD|UrOes were iOCmB@Sed by 1.2% per year for six years /O[ 7.4% b)t@|\ to 8CCOVDt for background traffic growth up through 2008 No Build traffic volume conditions. RQUne 3 graphically pn8SeO1S the NO Build traffic VO|UnOg CODdih0OS for the vv8ehdGy DlD[niDg and evening peak hours. Copyright @ 2003 DJK.All rights reserved. � 11 Figure 3: 2008 No Build Peak Hour Traffic Volumes WEEKDAY MORNING PEAK HOUR 4- lb 'b 70 4--0 GREAT POND ROAD (ROUTE 133) o � a°° 1�� C, SITE WEEKDAY EVENING PEAK HOUR ,31 (3 a� �2- O q�tx �ti t—84 4--0 0 1—266 GREAT POND ROAD 0 -A (ROUTE 133) m q bb D� 11p` �Qd tid �ICP SITE Schematic DJKDermot J. Kelly Associates, Inc. Traffic Engineering/Transportation Planning Copyright Q 2003 By DJK. All rights reserved. 580\DWG\580NTt / VEHICLE-TRIP GENERATION Residential Apartments Traffic VO|Vnles generated by reSkj8Dhal developments normally follow well-established patterns with [GSp8Ct to magnitude and temporal distribution. Me8SVreD)HDtS Of nU[neFOUS such dGV8|Op[neDtS published by the Institute of Transportation Engineers (|7E) have established trip g8O8r@tiOM [ateS. which have been standardized for analysis purposes. The F8L8s at which residential projects g8Oe[@tg vehicle-trips depend OD the type O f residential project; i.8., single-family units V8nSUs COndODiDiUOs' Accordingly, the |TE Trip GeU/ [@tiOD MaDU@| was researched with the appropriate vehicle-trip generation characteristics applied to the proposed project. � Based OO the average |TE trip gan8n@tiDD [@t8S' it is anticipated that the residential portion of the pn]pOS8d development project VVDU|d generate an average Of approximately 28 vehicle-trips per day. This daily VO{Unle VVOU|d be split evenly with 14 vehicle-trips entering and 14 vehicle-trips exiting the site over the course of the entire 24-hour day. More i[DpOrt@OUV' during the weekday morning peak hour, the residential portion of the proposed development project would g8De[ate OD average B tOi@\ of vehicle-trips with O vehicle-trips entering and 2 vehicle-trips exiting the project Site. SirOi|8dV, during the evening peak hour, it is anticipated that on average 3VRh(de-t[ipS VVOU|d be ggO8F8[ed. The 3 vehicle-trips would consist Of2vehicle-trips entering and 1 vehicle-trips exiting the development during the peak 00-rOiOV{8 period. The F8VlGiOiDg vehicle-trips would occur over the cOU[Se of the day. Table 4 sVrn[03rizBS the peak-hour and daily proj 8Ct-geO8r8t8d traffic VO\UOleS for the proposed residential development project. TABLE VEH\CLE'TR|PGENEBAT\ON SUMMARY Time Period/ 4Apartrnent Direction of Travel Dwelling Units WEEKDAY Morning Peak Hour. Entering (vph)o » Exiting------� Total (vph) 2 Evening Peak Hour. Entering (v h) 2 --1' Daily T�� Entering /vpd\b 14 Exiting-------p Total (vpd) 28 avph=vehicle-trips per hour. bvpd=vehicle-trips per day. 12 580-Rpt2 Copyright @xouomXm/rights reserved. Office Building Traffic volumes generated by the office building portion of this proposed development project normally follow well-established patterns with respect to magnitude and temporal distribution. Measurements of numerous such developments published by the Institute of Transportation Engineers (ITE) have established trip generation rates, which have been standardized for analysis purposes. The rates at which office buildings generate vehicle-trips depend on the type of office and size. Accordingly, the ITE Trip Generation Manual was researched with the appropriate vehicle-trip generation characteristics applied to the proposed project. Based on the average ITE trip generation rates, it is anticipated that the office building portion of the proposed development project would generate an average of approximately 144 vehicle-trips per day. This daily volume would be split evenly with 72 vehicle-trips entering and 72 vehicle-trips exiting the site over the course of the entire 24-hour day. More importantly, during the weekday morning peak hour, the office building would generate on average a total of 20 vehicle-trips with 18 vehicle-trips entering and 2 vehicle-trips exiting the project site. Similarly, during the evening peak hour, it is anticipated that on average 19 vehicle-trips would be generated. The 19 vehicle-trips would consist of 3 vehicle-trips entering and 16 vehicle-trips exiting the development during the peak 60-minute period. The remaining vehicle-trips would occur over the course of the day. Table 5 summarizes the peak-hour and daily project-generated traffic volumes for the proposed office development project. TABLE 5 VEHICLE-TRIP GENERATION SUMMARY Time Period/ 13,000 Square Foot Direction of Travel Office Building WEEKDAY Morning Peak Hour. Entering (vph)a 18 Exiting (v 2 Total (vph) 20 Evening Peak Hour. Entering (vph) 3 Exiting (vph) 16 Total (vph) 19 Daily Traffic: Entering (vpd)b 72 Exiting 72 Total (vpd) 144 avph=vehicle-trips per hour. bvpd=vehicle-trips per day. 13 580-RP[2 Copyright @ 2003 DJK.All rights reserved. Directional distribution Of generated trips to and from the proposed development is expected to follow eXSbOg traffic p@tb3DlS which, in bJ[O, is a fUOcUOD Of pOpU)88OD deOSiiiHS. shopping opportunities, 3[883 of eDlp|OyrD8Dt and [eCP88t\OO@l activities. /\ccO[diDg\y, the directional split Of the new trips originating frOnD' OF destined h3' the development was based on existing traffic patterns as observed for this study. � The site-generated traffic volumes were GUpehDlpDSed OOtO the 2008 NO Build traffic � VO|U08 D8bwO[k3 creating the 2008 Build traffic volume networks. Figure graphically presents the 2008 Build weekday OOOrDiOg and evening peak-hour traffic VO|Urne networks. � � � � � � � � � � � � � � 14 580-Rp12 Copyright @ 2003 DJK All rights reserved. Figure 4: 2008 Build Peak Hour Traffic Volumes WEEKDAY MORNING PEAK HOUR C7� 4 70 / 4--0 t° 446 (2) GREAT POND ROAD (ROUTE 133) o�oJ� o �- w �A �hc�-�'-4 SITE In (18 Out (4 Total (22) WEEKDAY EVENING PEAK HOUR 84 O 7A d—266 GREAT POND ROAD O (ROUTE 133) 1°` /-A �5 N C OCp�� h lr �OJ g> SITE In Out ((5 Legend: Total (22) xx Total Vehicle Trips (xx) Site Generated Trips Only Schematic DJKDermot J. Kelly Associates, Inc, Traffic Engineering/Transportation Planning Copyright Q 2003 By DJK. All rights reserved. 580\DWG\580NT1 TRAFFIC OPERATION ANALYSIS Previous sections of this report have summarized existing traffic patterns, future peak- hour traffic-volume levels, expected traffic generation, and expected trip distribution and assignment for the proposed development project under weekday morning and evening peak-hour traffic-volume conditions. The next step in the study is to determine the impact the proposed development project will have on the adjacent roadway system. The analysis assumes no roadway improvements in the study area except for the construction of the proposed access driveways located along Osgood Street. TRAFFIC FLOW AND OPERATION CHARACTERISTICS Traffic flow and operating characteristics are measured in terms of level of service both without and with the proposed development project. The without development traffic volumes were developed from the traffic-volume data collected specifically for this study. Traffic-volume data collected during June 2002 were summarized to produce a composite picture of the existing peak-hour traffic-volume conditions. The existing 2002 traffic volumes along Osgood Street and Great Pond Road were increased by +1.2 percent per year for six years (or 7.4% total) to account for background traffic growth that may occur up through 2008 (project filing year plus 5 years). The Build, with-development, traffic volumes include the existing peak-hour traffic volumes, plus background traffic growth, plus the site-generated peak-hour traffic volumes. 15 580-Rpt2 Copyright @ 2003 DJK.M rights reserved. Level of Service The primary raSUU Of capacity analysis is the assignment Of level of service to 8 traffic facilities under various iDVV conditions.1 The concept of level Of service iSdefined as @ qualitative nleBSWF8 describing operational conditions within 3 traffic stream and their perception bv DlOtOhSt8and/or passengers. /\ \8Ve}-o�3erVic8dS�nitioO provides 8D index to quality O' tF8ffiCf|OYV in {e[rDS Of such factors as speed, travel ti[De, freedom to maneuver, traffic interruptions, comfort, safety, and convenience. Six |ev8|S Of service are defined for each type Of facility. They are given letter designations from /\ b} F' with level-of-service (LOS) /\ representing the best operating � conditions and LOS F the worst. Since the level Of service of traffic f@Ci\ih/ is a function of the traffic flows placed Upon it, such @ facility may operate atG wide range Of levels Of service, depending oO the time Of day, day of week, D[ period Ofyear. Sicinalized Intersections Levels of service for signalized intersections are :8|CU|8ted using the 0pe[aUODa| � 8Da|VSiS methodology of the 2000 ffkzhN/ay Cap8citvM8nU8i2 This method @SSeSSeS � the effects of signal type, bOiOg' phasing, progression, and delay. Level-of-service designations are based solely on the criterion Of c@|CU[81ed COOt[o| delay per vehicle sin delay is @ measure D[ driver discomfort and frustration, fuel CODsUnDti]D' and increased travel time. Table O summarizes the relationship between level Cf service and � delay. The tabulated delay criterion may be applied in assigning level-of-service � � -esigO8iiOns to iDdiY\dUo| |@De groups, to individual iOt8[a8CtioD approaches V[ tOentire iOte[S8CtiDDS. TABLE 6 � � LEVEL-OF-SERVICE CRITERIA FOR SIGNALIZED |NTERSECT|ONSa ! Level Control Delay � � of Per Vehicle Service (Seconds/vehicle) A <1O B >10to20 � C >20hm35 � D >35hm55 E >55to8O F >DO � aSource: Highway Capacity manual,HCM 2000:Transportation Research Board,Washington,DC,2000. � � 1 Highway Capacity Manual(HCM2u0O):Transportation Research Board,Washington,DC,2ooO. 2Mighwmy Capacity Manual(HCM2ODO):Transportation Research Board,Washington,DC,2V08. 16 Copyright @ 2003 DJK All rights reserved. � The levels of service for unsignalized intersections are determined by application of a procedure described in the 2000 Highway Capacity Manual.3 The procedure accounts for lane configuration on both the minor and major approaches, conflicting traffic stream volumes, and type of intersection control (STOP versus YIELD). First, theoretical maximum or capacity flow of vehicles for each minor approach lane is calculated based on a gap analysis procedure. The capacities are then compared to the demand at the respective minor approaches. The delay is then calculated based on the relationship between the service rate and the degree of saturation. Table 7 summarizes the relationship between level-of-service and expected delay to minor street traffic. TABLE LEVEL-OF-SERVICE CRITERIA FOR TWO-WAY STOP-CONTROLLED INTERSECTIONSa Level Average of Control Delay Service (Second s[Ve h 1cle) A <10 B >10 to 15 C >15 to 25 D >25 to 35 E >35 to 50 F >50 aSource: Highway Capacity manual, H M 2000:Transportation Research Board, Washington,DC,2000. TRAFFIC ANALYSIS RESULTS Capacity analyses have been conducted at the study area intersections. Results of these analyses are summarized below by intersection and are tabulated in Tables 8 and 9. Osgood Street at great Pond Road This intersection currently operates at LOS B during both the morning and evening peak hours. Under both the 2008 No Build and Build conditions this intersection would remain at LOS B. 3Highway Capacity Manual(HCM 2000):Transportation Research Board,Washington,DC,2000, 17 580-Rpt2 Copyright @ 2003 DJK All rights reserved. TABLE SIGNALIZED INTERSECTION LEVEL-OF-SERVICE ANALYSIS 2003 Existing 2008 No-Build 2008 Build Location/Peak Hour/ LOSa CDb LOS CD LOS CD Turning Movement Osgood Street at Great Pond Road: Weekday Morning Peak Hour B 13.4 B 13.9 B 13.9 Weekday Evening Peak Hour C 15.4 B 17.5 B 17.7 aLevel of service. bControl Delay(second s/vehicle). Osgood Street at the Proposed Site Drive The southbound left-turns entering the Proposed Site Drive are projected to operate at Level of Service (LOS) A during the morning peak hour and LOS C during the evening peak hour. The left- and right-turns exiting the Proposed Site Drive are projected to operate at LOS C (25.0 seconds of delay) during the morning peak hour and LOS F (71.7 seconds of delay) during the evening peak hour. It should be noted that the LOS analysis assumes a random arrival of vehicles along Osgood Street. Great Pond Road/Osgood Street traffic signal is located approximately 500 feet north of the Proposed Site Drive and it operates with two phases per cycle. Each cycle is approximately 80 seconds. This traffic signal creates gaps in the Osgood Street traffic stream, which will reduce the projected delay to less than 71.7 seconds for the 7 left- turning vehicles leaving the site during the evening peak hour. TABLE UNSIGNALIZED INTERSECTION LEVEL-OF-SERVICE SUMMARY 2003 Existing 2008 No-Build 2008 Build Location/Peak Hour/ LOSa ACDb Demand LOS ACD Demand LOS ACD Demand Turning Movement _ Osgood Street at the Proposed Site Drives:c Weekday Morning Peak Hour Westbound Left&Right Turns Exiting - C 25.0 4 Southbound Left Turns Entering - A 9.6 11 Weekday Evening Peak Hour Westbound Left&Right Turns Exiting - F 71.7 17 Southbound Left Turns Entering - C 15.5 3 aLevel of service. bAverage Control Delay(seconds/vehicle). cThe Proposed Site Drives were conservatively analyzed as a single driveway. Calculated delays will be less with two driveways. 18 580-Rpt2 Copyright @ 2003 DJK All rights reserved. SIGHT DISTANCE SIGHT DISTANCE In the vicinity of the proposed project site, Osgood Street approaches the Proposed Site Drive over a generally level alignment over a large radius curve. Detailed Sight Distance measurements were conducted with respect to the Osgood Street approaches to the proposed intersection to identify any potential mitigation measures, which would enhance the available Sight Distance. Sight Distance considerations are basically divided into two criteria: (1) Stopping Sight Distance (SSD) and (2) Intersection Sight Distance (ISD). Stopping Sight Distance (SSD) SSD is the distance required for an approaching vehicle to perceive and react accordingly to an exiting or entering vehicle. The values are based upon a perception and reaction time of 2.5 seconds and a braking distance calculated for wet level pavement. When the roadway is either on an upgrade or downgrade, grade correction factors are applied. Intersection Sight Distance flgDl ISD is based upon a perception and reaction time and the time required to complete a desired exiting maneuver after the decision to do so has been made. Values for ISD represent the time required to: (1) turn left or right and to accelerate to the operating speed of the street without causing approaching vehicles to reduce speed by more than 70% of the initial speed and (2) upon turning left, or crossing the major roadway, to clear the roadway without conflicting with vehicles approaching from the left. When a grade exists in the roadway or when larger speed reduction values are acceptable, correction factors are applied. 19 580-Rpt2 Copyright @ 2003 DJK.All rights reserved. SSD \Sfar more i � � � �� ni0u0d�� Ui� � ��Dg. VvhU8 the |SD criteria is based only UpOR acceptable speed FedUCboOS to the approaching traffic stream. Table 10 c000p8FBS the [Oe8SU[ed SSD with the On\ninOU0 S8[} requirements for both the observed V8h\de Speeds as well as the posted speed limit along Osgood Street in the vicinity of the site. AS can be seen in Table 10. the @V3i\ab|S S@[} exceeds the r0ini[nVrD S8D reqUi[e[n8O1a for the posted speed limit Of 40 mph as well as the observed speed Ofup1D4Dmph. TABLE 10 SUMMARY [3F STOPPING SIGHT DISTANCE ANALYSIS Posted SSDRaquirements Speed Observed Measured (feet)for Location/ Limit Speed b Design Speed Conditionc � Osgood Street at the Proposed North Site Drive: North of the North Site Drive � Vehicle-- - Approaching 4U 354O +30� 205 305 Looking South � Vehicle AExiting Looking North 40 3540 +305 250 305 South of the North Site Drive | ``^'~-''--~ 40 354O +38� 250 305 Looking South � Vehicle BApproaching | Looking North 40 35-40 +305 250 305 � Osgood Street at the � Proposed South Site Drive: � North of the South Site Drive Vehicle-Approaching Looking South 48 3540 +505 250 305 Vehicle AExiting � Looking North 40 35'40 +305 250 305 � South of the South Site Driv � `~'--A--~ Looking South 48 35-40 +305 250 305 � � Vehicle Approaching eBAp � Looking North 40 3540 +305 250 305 aMiles per hour. bSSD measurements occurred on February 18, 2002 and assumes the recommendations contained in this report are implemented, SSD measurements were conducted with the driver's eye 14.4 feet back from the existing edge of the pavement along Osgood Street. cSource: A Policy on Geometric Design of Highways and Streets, American Association of State Highway and Transportation Officials(AASHTO):4 lh Edition,2001. 20 m0-R* Copyright @env3wu All rights reserved. APPENDIX A. TRAFFIC VOLUME DATA B. INTERSECTION CAPACITY ANALYSIS 21 5e0-Rpt2 Copyright Q 2003 DjK.All rights reserved. TDC- Transportation Data Corporation 12 Walnut Street,#9 Natick,MA 01760 1/S: Osgood Street (Route 125) Office:508-651-1610 Fax:508-651-1229 File Name 020671 E/W: Great Pond Road/Construction lot Site Code : 00000580 '-ity, State: North Andover, MA Start Date : 06/27/2002 'licnt: DJK/D.Kelly Page No : 1 Groups Gars-Trucks (Route 125/133) Construction lot Osgood (Route 125) Great Pond Road(Route'133) Osgood street From North From East From South From West ::�Aqqjh---fi-LL f Th ru Left Peds Right I Thru -�Left - Start Time ht Peds Right Thru Lett Int.Total _qZ _ I -- - 07:00 AM 0 197 6 0 12 0 28 0 39 94 0 0 0 0 0 0 376 07:15 AM 0 209 5 0 11 0 41 0 49 100 0 0 1 0 0 0 416 07:30 AM 0 243 5 0 17 0 67 0 53 87 0 0 0 0 0 0 472 07:45 AM 0 255 15 0 13 0 92 0 41 121 0 0 0 0 0 0 537 - Total 0 904 31 53 0 228 -1 ff 402 0 0 1 6 6 6 1801 08:00 AM 0 228 13 0 16 0 80 0 56 109 0 0 1 0 0 0 503 08:15 AM 0 208 18 0 12 0 97 0 78 146 0 0 0 0 1 0 560 08:30 AM 0 166 13 0 22 0 122 0 61 110 1 0 0 0 0 0 495 08:45 AM 0 176 19 0 15 0 114 0 83 156 0 0 0 -- 1 0 0 564 Total-- 778 63 0 -----�78 521 1 0 1 1 1 0 2122 --------- 0 - #5 0 41 - Grand Total 0 1682 94 0 � 0. 0. 0, 118 0 641 0 460 923 1 0 2 1 1 0 3923 Apprch% 0.0 94.7 5.3 0.0 15.5 0.0 84.5 0 33.2 66.7 1 0 50.0 25.0 25.0 0.0 Total% 0.0 42.9 2.4 0.0 3.0 0.0 16.3 0.0 11.7 23.5 0.0 0.0 0.1 0.0 0.0 0.0 T Osgood Street(Route 125) Great Pond Osgood Street(Route 125/133) Construction lot 'S "or From N04 -h L ft Pe r T From North From East From South From West -T App, App- Start Time Right Thru Left Peds :�Right Thru L eft Peds App' Th- L� Pedr. Right Thru Left Peds Total 0 Total Total- Total 'eak Hour From 07:00 AM to 08:45 AM-Peak I of 1 Intersectio 08:00 AM n Volume 0 778 63 0 841 65 0 413 0 478 278 521 1 0 800 1 1 1 0 3 2122 Percent 0-0 92.5 7.5 0.0 13.6 0.0 86.4 0.0 34.8 65.1 0.1 0.0 33.3 33.3 33.3 0.0 08:45 0 176 19 0 195 15 0 114 0 129 83 156 0 0 239 0 1 0 0 1 564 Volume Peak 0.941 Factor High Int. 08:00 AM 08:30 AM 08:45 AM 08:00 AM Volume 0 228 13 0 241 22 0 122 0 144 83 156 0 0 239 1 Peak Factor 0.872 0.830 0.837 0.750 � A ~ Y�� [Y Transportation Data Corporation '2 ~=""^"~~ ~~ ^~'~^~~~`''- j/S' ` *g""" Street (Route 125) omc�auo�s/ m�o Fax:508-651-1229 �B� �u_� O20 67\ Site Code . 80OU058U F�/\37 Great Pond . ' --' ''� �----' �tuc I)uto � O6/�7/2OV2 '�t, �t�* I�o�U��uzdo�c� 2�/l . � -�' -- Page No � 1 J�u� y��n _ �" Groups Printed-Cars __f___ Ot Osgood Street(Route 125) Gre—at Pond 133) Osgood Street(Route From East __ From South From West t Q` Peds ight ru ed T 0 0 07:30 AM 0 238 4 OY15 0 66 0 49 86 0 0 0 0 0 0 458 s FR-.ghf ;ft::[— 0 Grand Total U 1856 82 O | 105 o 622 U 439 802 1 U 2 1 0.0 uo u | 3810 Ap�� 6 0/0 95.3 4J 0.0 144 0.0 85.6 O 32J O72 U1 U 66.7 333 o Total 0.0 43.5 22 UD 28 0.0 18.3 0.01 11.5 23.7 0.0 0.0 0.1 u�o 0-0 vu Osgood Street(Route 1215/133) __Gonsti,�m�_o lot n es Osgood Street�Routee 125) GreaUt i�ond R,:x ad(R oote From South From t App. Int. \ | / __.-- � � Hour From-6-7-:60 Allito W ��mesdo � 08:00 AM | n O 2 2D5o Volume O 767 55 O 822 59 O 402 O � 205 508 1 u 774 1 1 O � Percent 0.0 83.3 07 O�D 12,8 OD 87.2 UD 34.2 05B 0.1 OD 50D 50.0 0.0 0,0 ! 08:45 8 175 17 U 192 15 O 112 0 127 81 152 U O 233 O 1 O O 1 oua Volume 0,931 Peak rwu"' 08:30 AM 08:45 AM 08:00 AM | � HiQh|»L 08:00 AM Volume u 225 11 O 236 | 19 Q 118 D 137 | '-1 152 V V 233 Peak o1 1 O O O D�Un Factor � N 1 |� � � TDC- Transportation Data Corporation 12 Walnut Street,#9 Natick,MA 01760 J/S: Osgood Street (Route 125) Office:508-651-1610 Fax:508-651-1229 File Name : 02067A E/W: Great Pond Road/Construction lot Site Code : 00000580 City, State: North Andover, MA Start Date : 06/27/2002 Bent:DJK/D.Kelly Page No : 1 Groups Printed-Trucks Osgood Street(Route 125) Great Pond Road(Route L133-) Osgood Street(Route 1251133) Construction lot F From North From East ! T_ From South From West Peels --'- t -fh --- -- - ---- ------ -- ---j-Peds---Rig-MIT 6-ru-F-- ru I s ffIght=Th=M eft Peels Int.Total s I -- L_ St Right 10 it T tart Time Right Left Left 07:00 AM 0 2 1 0 1 2 0 0 0 0 0 07:15 AM 0 3 2 0 2 0 3 0 2 1 0 0 0 0 0 0 13 07:30 AM 0 5 1 0 2 0 1 0 4 1 0 0 0 0 0 0 14 07:45 AM 0 5 0 0 1 0 2 0 1 4 0 0 -0 0 0 0--- 13 Total 0 15 4 (j- 7 0 8 0 0 50 08:00 AM 0 3 2 0 2 0 0 0 2 2 0 0 0 0 0 0 11 08:15 AM 0 4 2 0 1 0 5 0 6 7 0 0 0 0 1 0 26 08:30 AM 0 3 2 0 3 0 4 0 3 0 0 0 0 0 0 0 15 08:45 AM 0 1 2 0 0 0 2 0 2 4 0 0 --- 0 0 0 0 11 ----- --- Total o 0 1 f 3 -13 0 0 0 0 1 d---63 Grand Total 0 26 12 0 13 0 19 0 0 21 21 0 0 0 1 0 113 Apprch% 0.0 68A 31.6 0.0 40.6 0.0 59.4 0.0 50.0 50.0 0.0 0.0 0,0 0.0 100.0 0.0 Total% 0.0 23.0 10.6 0.0 11.5 0.0 16.8 0.0 18.6 18.6 0.0 0.0 0.0 0.0 0.9 0,0 -- -60-n stru dtion-lat Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route U-51133) From North From East From South From West pi :FR,� -- -FA --qA App. nt.] 'tP T P Rig Right Start Time TOW Peels APP' Right Thru Left Peels Total Total Right Thru Left Right Tb:.ELft Peels lip �ed7 Right _Totai ___j eat Hour 07:00 AM to 08:45 AM-Peak 1 oft Intersectio 07:45 AM n Volume 0 15 6 0 21 7 0 11 0 18 12 13 0 0 25 0 0 1 0 1 65 Percent 0.0 71.4 28.6 0.0 38.9 0.0 61.1 0.0 48.0 52.0 0.0 0.0 0.0 0.0 100. 0.0 0 08:15 0 4 2 0 6 1 0 5 0 6 6 7 0 0 13 0 0 1 0 1 26 Volume 0.625 Peak Factor High Int. 08:15 AM 08:30 AM 08:15 AM 08:15 AM Volume 0 4 2 0 6 3 0 4 0 7 6 7 0 0 13 0 0 1 0 1 Peak 0.875 0,643 0.481 0.250 Factor TDC- Transportation Data Corporation 12 Walnut Street,#9 Natick,MA 01760 I/S: Osgood Street (l(oute 125) office:508-651-1610 Fax:508-651-1229 File Name : 02067A E/W: Great Pond Road/Construction lot Site Code : 00000580 '7ity, State: North Andover,MA Start Date : 06/27/2002 Rent: DJK/D.Kelly Page No : 1 dAp -o( Construction lot Osgood From West From West Osgood �t(Route 125� Great Pond Road(Route 133) Osgood Street(Route 125/133) From North From East From South P To - - -- -- - --- --- - . = pp� s Aop Left Peds Right TI �WEW,Right ET h 'P" Total Total Total _�[:Aptp 1 , I Right=Th- Left Right Thru Left Pe, Tota Total Start Time Right Thru ru PAS Right Thru Left I Right Thru L Peak Hour From :00 AM to 08:45 AM-Peak 1 of 1 Intersectio 08:00 AM n 1 0 3 2122 Volume 0 778 63 0 841 65 0 413 0 478 278 521 1 0 800 1 1 Percent 0.0 92.5 7.5 0.0 13.6 0.0 86.4 0.0 34.8 65.1 01 0.0 33.3 33.3 33.3 0.0 08:45 0 176 19 0 195 15 0 114 0 129 83 156 0 0 239 0 1 0 0 1 564 Volume 1 0.941 Peak Factor 08:45 AM 08:00 AM High Int. 08:00 AM 08:30 AM Volume 0 228 13 0 241 22 0 122 0 144 83 156 0 0 239 � 1 0 0 0 1 Peak 0.872 0.830 0.837 0.750 Factor ----Us-g3-o eet cute � out In Total �� [-�nBfl 42 1 118� - — ----I -�0::7R78 =-63 -::0] Ri ht Thru Left Peds m r - 0 o North 0 2 S 00 06AIvil- �2M�2 1� 7 5127r2002 8.45:00 AM 0 Cars 0 Trus -u 0. 4-1 T F+ Left Thru Riqtyl Peds M -11-9-21 E6 EJM Out in Total Osgood Sheet(Route 12511 331 / � �� ^\� —7 //aosvu/'auu"/ Data Corporation � ~^'--- -��o/��n File Name � OZO67z�8�MA 01760 l25 ""�° 508-651-1610 ^/"' `'°g""° Street (Route -- Site Code ' O00005O0 I�/T�' (�x�utyom�B��ml/�oumtozc6�ul.u< . ' ''� ' 17it y, Soxt c� North/ odovcz, MA Start Date ' 06/27/ 2O02 puQe No � 1 Groups Printed-Cars-Trucks te t(Route 125/133) (Route 133� Osgood siwt,,R u 0,1225� 'a m South From West Left From t From E. t Fro LTm =Pedd ght ru —Jeft —692 tart 04:15 PM 0 0 638 Total O nso ux u \ o' v �'' " � �~~ ...~ - - . � 05:00 PM v 20' 16 " � Total ~ � �� Grand Total O 1477 159 18��1 8 V 528 0 �73 2458 O 0.0 O OO 0O ouzr 1 O 0 | 1UOD o» u v | Appn� 6 00 903 97 U�O V�U 8O1 0.0 18.8 811 8 Total O 10 0.0 2.5 0.0 9.9 0.0 108 46.1 OD OD 0.0 0.0 00 Ov From North From East From South From-W m So ---'k TE=bnj Thru Left Peds Right T I ,Le T'h , ght Ttiru L Tota Tot TOT I s*opm'Peak �m� |�n�euuo 04:45 PM Volume n D 730 75 O 805 78 O 248 O 326 309 130 o O 1674 n V O 0 U 2OU5 Percent 0.0 901 9.3 OD 23.9 0.0 To] OD 1&5 81.5 0.0 U 0.0 0.0 0.0 00 05:15 O 194 18 O 212 12 O 71 V 03 82 374 O O 456 D O V n O 751 Volume 0.934 Peak \ Factor 05:00 PM 05:15 PM 3:45:00 PM | H�h|nt 05:00 PM 10 -5 D To D n7 D2 374 U U 45e Volume 223 'me v zv/ | Peak O. �37 g02 | 0 ) 0.918 | | Factor l i / Tpc /\ / Transportation Data Corporation '' °°'"'°"=" ", ~~^c ~~~~'^~ //S: Osgood omcet (Route 125/ Office:508-651-1610 Fax:508-651-1229 �Bo �xu�c ' 02OG7AA Site Code 00000580 Il/W� (�zcat Pond Road/Construction Lot Start Date 06/27/2002 ��v ��tc' l�o�6u�u6o�u� 2�� -�' ' ` I,u&e No 1 Jient: I)TK/IJ.I,'-cDv Groups Printed-Cars m louth_,,= —to� -re Rou _TP _ ht Tp L From West 25) Great Pon't _6T From outh _t'Route From East F I nt.Total 0 T 0 0 55 0 272 0 280 1103 tal 7.41 82 05:30 PM 0 150 589 .~~. - � 1V2�S O o2U O 55n 2431 D O U O O 52^8 Grand Total 0 1452 157 Oo Ov1OV D., )19 v O" �, Appmh6 0.0 9O2 9.8 OD 0.0 80.1 n�0 18.7 81.3 U~ 0.0 Total% 0.0 277 3.0 O�U 2.5 0.0 9.9 OO 10.6 46.3 0.0 0.0 "" 0.0 4orth From East— —_ —From South From West I LRRtgoht :r�.Jj Right I �p Start Tim Rig ^�xn"�,mmv�" ,= o"�~'~ .~~ .- � |nteseoUo 04:45 PM � ^ O 71O 73 O 7oV T7 O 244 U 321 3OO 135 O O 1857 n U U n V 2707 � Volume O�U 80J 83 0.0 24,0 0.0 76.0 0.0 1O1 81.9 0.8 0.0 O� �D O�O u0.0' ~~~~ O 193 17 O 210 12 n 70 O 82 81 372 D O 453 n O U O O 7�x Volume 0.929 ,va^ \ Factor O55�� 3:45:00 PM H�hhi 05:00 PM 05:00 PM O O 453 Volume u 204 16 O 220 '5 O 70 O 85 81 372 | Peak 0887 | 0.944\ 0.914 | \ Factor | � � TDC- Transportation Data Corporation Y 12 Walnut Street,#9 Natick,MA 01760 I/S: Osgood Street Otoute 125) Office:508-651-1610 Fax:508-651-1229 He Name : 02067AA E/W: Great Pond Road/Construction Lot Site Code 00000580 17ity, State: North Andover, NIA Start Date 06/27/2002 lient: qjK/D.Kelly Groups Printed-Trucks Page No �-3-) - Osgood Street(Route 125/133) Construction Lot _- Osgood S-treet(Route e 125) Great Pond Road(Route 1 From North From East From South From West -1-:jPeds Right ii--t -Th ru -L-e s ru Left P Int.Total Peds T ft Time rr� e I icIf - Start Zijh�tThnu -Iij ht 0 0 0 0 8 04:00 PM 0 2 0 0 0 0 1 0 1 4 0 0 0 0 0 0 0 0 0 18 04:15 PM 0 4 0 0 0 0 3 0 1 10 0 04:30 PM 0 5 0 0 1 0 0 0 3 1 0 0 0 0 0 0 10 ood Wight] ;.;dos 0 0 04:45 PM 0 8 1 0 1-0 1 --0 4 1 0- 0 -----o 0 0 0 16 Total 0 19 1 0 2 0 5 0 9 16 0 0 0 0 0 0 52 05:00 PM 0 3 0 0 0 0 2 0 4 3 0 0 0 0 0 0 12 05:15 PM 0 1 1 0 0 0 1 0 1 2 0 0 0 0 0 0 6 05:30 PM 0 2 0 0 0 0 0 0 0 2 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 -- 0-- 4--- 0 --0 0 0 -- 0 Dotal 6 6 3 -- - 0 5 11 0 0 0 0 0 0 26 0 b 0 3 Grand Total 0 25 2 0 14 27 0 0 0 0 0 0 78 0 0.0 0.0 0.0 Apprch% 0.0 92.6 7.4 0.0 20.0 0.0 80.0 O�O 34.1 65.9 0.0 0.0 0.0 Total% 0.0 321 2.6 0.0 2.6 0.0 10.3 0.0 I 17.9 34.6 0.0 0.0 0.0 0.0 0.0 0.0 Osgood Street(Route 125/133) Osgood Street-(Route-125-) Great Pond Road(Route 1 construction Lot From South - From West From North From East ro App. AIPP ---Int 111 Tp Right Thru Left Peds Rig Thru Leff Peds Total Total App. Right otal Thru Left Peds To I Right Thru eds P __ _ tal Start Time Right Total Left s - -- -- -- -- --- - P� eA-Hour- 04:00 PM -Peak Intersectio 04:15 PM n Volume 0 20 1 0 21 2 0 6 0 8 12 15 0 0 27 0 0 0 0 0 56 Percent 0.0 95.2 4.8 0.0 25.0 0.0 75.0 0.0 44.4 55.6 0.0 0.0 0.0 0.0 0.0 0.0 04:15 0 4 0 0 4 0 0 3 0 3 1 10 0 0 11 0 0 0 0 0 18 Volume 0.778 Peak Factor High Int. 04:45 PM 04:15 PM 04:15 PM 3:45:00 PM Volume 0 8 1 0 9 0 0 3 0 3 1 10 0 0 11 Peak 0.583 0.667 0.614 Factor TDC-� Transportation Data Corporation 12 Walnut Street,#9 Natick,MA 01760 I/S: Osgood Street (Route 125) office:508-651-1610 Fax:508-651-1229 File Name : 02067AA E/W: Great Pond Road/Construction Lot Site Code : 00000580 —ity, State: North Andover, MA Start Date : 06/27/2002 Gent: DJK/D.KeIIy Page No : 1 t --G—reatPond-RoaFRo— 41 3) Const1ruction Lot ( ute133) Osgood Street(Route 125/133 _q Osgood§�W(F:lWmto�12 �7 From West Appi Thw Ap Right Rightj__ From North Ip - From East Pt From South Ap Right Thru Left P S pp. Int. AM Left —A—p . _rP Total Peak Total T L Right Left Peds Right Thru Total Start Time -Thru Total Thru Total Hour P 5: M-Peak 1 of 1 Intersectio 04:45 PM n 78 0 248 0 326 309 136 0 0 1674 0 0 0 0 0 2805 Volume 0 730 75 0 805 5 Percent 0.0 90.7 9.3 0.0 23.9 0.0 76.1 0.0 18.5 81.5 0.0 U 0.0 0.0 0,0 0.0 05:15 0 194 18 0 212 12 0 71 0 83 82 374 0 0 456 0 0 0 0 0 751 Volume 1 0.934 Peak Factor 05:00 PM 05:15 PM 3:45:00 PM High Int. 05:00 PM 0 0 456� Volume 0 207 16 0 223 15 0 72 0 87 112 374 Peak 0.902 0.937 0,918 Factor oute Total -A 22 73�07�5 01 Left---R6R7 Out in Total EJ43] [-806 [— �0 —730 7E5F� 0.1 Right T-rhru Left Peds M 4) _4 J o O 2 a 2 o E - --I - a, E r�7/ 2 .00 P Ey o i;: 71g 2- 7 20012 45150 OD PMM r o O Q Cars 5i S.CD 0 41 T r+ Left Thru R' ht Peds 11 F-9-7-81 1674 out In Total 0sarvA Street(Route 125V133) XM Osgood Street south of TDC- Site: 80 Transportation Data Corporation Date: 06/27/02 ocation: Groat Pond Rd,N.Andover,MA 12 Walnut Street,#9 Natick,MA 01760 1ient. DjKfD.Kelly Office,508-651-1610 Fax:508-651-1229 Combined Day: Thursdav I n—ter v NB SICombined Begin AM PM AM PM AM PM — 12:00"-- 238 872 12:15 224 227 451 12:30 184 200 384 12:45 226 188 414 01:00 198 785 193 789 391 1,574 01:15 205 214 419 01:30 190 198 388 01:45 192 184 376 02:00 220 859 203 857 423 1,716 02:15 202 224 426 02:30 204 211 415 02:45 233 219 452 03:00 240 1,094 231 925 471 2,019 03:15 245 228 473 03:30 308 256 564 03:45 301 210 511 04:00 327 1,411 254 999 581 2,410 04:15 344 287 631 04:30 350 232 582 04:45 390 226 616 05:00 410 1,614 278 941 688 2,555 05:15 447 262 709 05:30 407 194 601 05:45 350 207 557 - 06:00 288 1,021 180 730 468 1,751 06:15 301 187 488 06:30 246 177 423 06:45 186 186 372 07:00 149 583 153 525 302 1,108 07:15 169 130 299 07:30 125 136 261 07:45 140 106 246 08:00 109 450 141 509 250 959 08:15 118 126 244 08:30 124 120 244 08:45 99 122 221 09:00 112 348 62 317 174 665 09:15 78 98 176 09:30 166 74 189 99 355 173 09:45 175 84 169 58 344 142 10:00 172 678 73 228 185 725 60 255 357 1,403 133 483 10:15 174 63 199 56 373 119 10:30 160 51 164 60 324 111 10:45 172 41 177 79 349 120 11:00 192 747 44 128 170 760 34 140 362 1,507 78 268 11:15 170 34 184 48 354 82 11:30 179 20 200 36 379 56 11:45 206 30 206 22_ 412 52 Totals 1,766 1,843 7,798 3,609 17,191 Splip/0 48.9 54.6 51.1 45.4 Dav Totals 11,159 9,641 20,800 Day Splits 53.6 46.4 Peak Hour 11.00 04:45 11:00 04:15 11:00 04:45 Volume 747 1,654 760 1,023 1,507 2,614 Factor 0.91 0.93 0.92 0.89 0.91 0.92 �2067A - z TDC ty ATR: Osgood Street south of Transportation Data Corporation Site: 580 .ovation: Great Pond Rd,N.Andover,MA 12 Walnut Street,#9 Natick,MA 01760 Date: 06/28/02 `.Bent: DJK/D.Kelly Office:508-651-1610 Fax:508-651-1229 Interval NB S13 -- -Combined ---- Day: Friday Begin AM PM AM PM AM PM 12:00 30 83 270 997 22 79 283 990 52 162 553 1,987 12:15 26 256 17 224 43 480 12:30 12 231 20 249 32 480 12:45 15 240 20 234 35 474 01:00 7 28 223 918 16 32 228 852 23 60 451 1,770 01:15 9 274 4 186 13 460 01:30 7 227 6 244 13 471 01:45 5 194 6 194 11 388 02:00 7 23 236 974 10 22 210 881 17 45 446 1,855 02:15 6 270 4 196 10 466 02:30 4 230 2 232 6 462 02:45 6 238 6 243 12 481 03:00 6 19 304 1,276 16 38 232 927 22 57 536 2,203 03:15 2 306 10 240 12 546 03:30 3 312 6 243 9 555 03:45 8 354 6 212 14 566 04:00 2 33 401 1,647 6 46 279 1,016 8 79 680 2,663 04:15 8 410 6 263 14 67-3 04:30 11 422 16 278 27 700 04:45 12 414 18 196 30 610 05:00 19 177 464 1,741 14 196 215 880 33 373 679 2,621 05:15 27 438 1 46 244 33 73 682 2( -7 ( 05:30 54 476 64 229 118 699 05A5 77 369 72 192 149 561 06:00 82 451 342 1,378 104 646 198 724 186 1,097 540 2,102 06:15 122 362 154 182 276 544 06:30 104 316 174 158 278 474 06:45 143 358 214 186 357 544 07:00 132 579 279 831 218 1,029 168 576 350 1,608 447 1.407 07:15 160 230 244 144 404 374 07:30 136 184 247 148 383 332 07:45 151 138 320 116 471 254 08:00 1"40- 779 135 443 272- I.058 150 521 412 1,837 285 964 08:15 209 118 254 121 40 239 08:30 208 qq 108 262 912> 122 470 230 08:45 222,,'l 82 270 " 128 492 210 09:00 187 697 98 331 220 796 132 414 407r 1,493 230 745 09:15 153 80 206 103 359 183 09:30 191 78 180 102 371 180 09:45 166 75 190 77 356 152 10:00 172 753 62 272 186 724 70 273 358 1,477 132 545 10:15 186 70 156 62 342 132 10:30 187 69 208 56 395 125 10:45 208 71 174 85 382 156 11:00 194 896 54 179 206 878 64 195 400 1,774 118 374 11:15 240 36 230 57 470 93 11:30 234 54 222 40 456 94 11:45 228 35 220 34 448 69 Totals 4,518 10,987 5,544 8,249 10,062 19,236 Spliv/0 44.9 57,1 55.1 419 Day Totals 15,505 13,793 29,298 Day Splits 52.9 47.1 Peak Flour 11:00 04:45 07:45 03:45 08:00 04:30 Volume 896 1,796 1,108 1,032 1,837 2,671 Factor 0.93 0.95 0.87 0.92 0.93 0.95 Data File: 02067A Two-Way Stop Control Page I of I TWO-WAY STOP CONTROL SUMMARY General Information Site Information e Drive Dermot Kelly, PE, PTOE intersection nalyst DJK Associates, Inc, Urisdiction North Andover gency/Co. nalysis Year 2008 Build Date Performed 7123103 nalysis Time Period Mor in2 Peak Hour Descrb Project 580 Thomas Proeerties, LLC I I North/South Street: Os and Street East/West Street: Site Drive -South 1,00 Intersection orientation: North - ehicle Volumes and Adjustments Southbound ajor Street Northbound 2 3 4 5 6 Movement T R L T R olume 0 859 7 11 1280 0 �4nf) 1.00 1.00 1.00 1.00 Peak-Hour Factor, PHF 859 7 1 1280 Hourly Flow Rate, HFR 0 Percent Heavy Vehicles 0 Undivided Median Type 0 RT Channelized 2 0 0 2 0 Lanes T TR LT T Configuration 0 0 stream Signal Eastbound Minor Street Westbound 9 10 11 12 Movement 7 8 T R L T R L 0 2 0 2 0 0 olume 1.00 1.00 1.00 1.00 1.00 Peak-Hour Factor, PFIF 1.00 0 Hourly Flow Rate, HFR 2 0 2 Percent Heavy Vehicles 0 0 0 Percent Grade (%) 0 Flared Approach y RT Channelized 0 Lanes 0 Configuration LR Dela , Queue Len th, and Level of Service Westbound Eastbound pproach NB SB 7 8 9 10 11 12 Movement 1 4 LT LR Lane Configuration 11 (vph) 786 218 (m) (vph) 001 0.02 . /C 0.04 0.06 95% queue length ontrol Delay 96 25.0- OS A pproach Delay 25.0- pproach LOS > Copyright(D 2000 University of Florida,All Rights Reserved Version 4.1c IICS200d'M -glA.//C.\nc)r,iiments%20and%2OSettings\Dermot\Local%2OSettings\Temp\u2kB2.tnip 7/25/2003 Two-Way Stop Control Page I of I TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Dermot Kelly, PE, PTOE Intersection Osgood St. at Site Drive Agency/Co. DJK Associates, Inc. Jurisdiction North Andover Date Performed 7125103 Analysis Year 2008 Build Analysis Time Period Evenin2 Peak Hour Project Descrietion 580 Thomas Properties, LLC East/ West Street: Site Drive North/South Street: Os ood Street Intersection Orientation: North-South IStud y Period (hrs): 1.00 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 1798 2 3 1051 0 Peak-Hour Factor, PHIF 1.00 1 1.00 1.00 1 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 1798 2 ]L 3 1 1051 0 Percent Heavy Vehicles 0 0 Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration T TR LT T Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 7 0 10 0 0 0 Peak-Hour Factor, PHIF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HIFR 7 1 0 1 10 0 1 0 1 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach y N Storage 1 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length,and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(vph) 3 17 C (m) (vph) 347 78 V/C 0.01 0.22 95% queue length 0.03 0.81 Control Delay 15.5 71.7 LOS C F -Approach Delay 71.7 Froach LOS F I-ICS2000'rM Copyright 0 2000 University of Florida,All Rights Reserved Version 4.1 c file://C:\Documents%20and`/`2OSettings\Dermot\Local`/`2OSettings\Temp\u2kA-F.tmp 7/25/2003 Short Report Page I of I SHORT REPORT General Information Site Information Analyst Dermot Kelly, PE, PTOE Intersection Osgood at Great Pond gency or Co. DJK Associates, Inc. Area Type All other areas Date Performed 7125103 Jurisdiction North Andover, MA Time Period Morning Peak Hour Analysis Year 2002 Existing Volume Timing Input EB WB NB SIB LT 1--TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 2 0 0 0 2 0 0 2 0 Lane group L TR L LT L TR Volume (v ph) 0 2 1 1413 1 521 63 778 0 % Heavy veh I P H F 0.92 10,97T- 0.92 0.92 0.92 0.92 0.92 0,92 0.92 Actuated (P/A) A A A A A A A A A 0.92 A, AV Startup lost time [42.,0 2.0 2.0 2.0 Ext. eff. green 2.0 1_2.0 2.0 2.0 Arrival type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 1 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr I Bus stops/hr 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 NS Perm 06 07 08 G = 25.0 G = G = G = G = 35.0 G = G = G = Timing ]Y = 5 Y= Y= 1Y= IY= 5 Y= 1Y= Y= Duration of Anal ysis (hrs .00 Cycle Length C = 70.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adj. flow rate 3 449 567 914 Lane group cap. 642 985 1705 1545 V/c ratio 0.00 0.46 0.33 0.59 Green ratio 0.36 0.36 10.50 0.50 Unif. delay dl 14.5 17.3 10.5 12.4 Delay factor k 0.11 0.11 0.11 0.18 Increm. delay 0.0 - 0.1 0.6 d2 0.3 PF factor 1.000 1.000 11.000 1.000 Control delay 14.5 17.6 10.6 -13.0 Lane group LOS B I B I B B Apprch. delay 14.5 17.6 10.6 13.0 Approach LOS B B B B Intersec. delay 13.4 Intersection LOS B IICS2000'M Copyright V 2000 University of Florida,All Rights Reserved Version 4.1c file:HC:\Documents%20and%2OSettings\Dermot\Local%2OSettings\Temp\s2k1 94.tmp 8/13/2003 Short Report Page I of 1 141 SHORT REPORT General Information Site Information Analyst Dermot Kelly, PE, PTOE Intersection Osgood at Great Pond Agency or Co. DJK Associates, Inc. Area Type All other areas Date Performed 7125103 Jurisdiction North Andover, MA ime Period Morning Peak Hour nalysis Year 2008 No Build Volume and Timing Input EB WB NB . -- SIB LT TH RT LT TH RT LT TH RT LT TH RT 7- 2 0 Num. of Lanes 7--0 -0 -T- 0 09 Lane group LTR L - LT -- LTR �olume (v ph) 0 2 444 - 0 560 -!68 836 _O % Heavy veh 1 1 1 1 -- 1 1 - 1 1 1 P-H F 0.92 0.92 0.92 0.92 0.92 0.92 - 0.92 0.92 0.92 Actuated P/A A -A -A -A A A A A A A A Startup lost time 2.0 2.0 2.0 ZO Ext. eff. cireen 2.0- 2.0 2.0 2.0 -1 3 3 3 ----T- LL� Unit Extension 3.0 3.0 3.0 3.0 0 F-e-d/Bike/RTOR Volume 0 0 Lane Width 112.0 12.0 12.0 120 0 N N 0 N N o N N 0 N Parking/Grade/Parking N Parking/hr Bus stops/hr 0 1 0 0 0 A------J ::��3 3.0 3.0 Unit Extension 3.0 _.0 3.0 Phasing EW Perm 1 02 03 04 NS Perm 06 -j- 07 08 G = 25.0 1 G = G = G = G = 45.0 G = G = G iming Y= 5 1 Y= I y T y= ly= - IY= 5 Y= 1- 00 Cycle Length C 80.0 Duration of Analysis (hr_!�. - -- - Lane Group Capacit , Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 3 483 609 983 Lane group cap. 562 862 2010 1711 v/c ratio 0.01 0.56 0.30 0.57 ------------ Green ratio 0.31 0.31 0.56 0.56 Unif. delay dl 18.9 22.9 9.2 11.3 0.11 0.16 0.11 0.17 Delay factor k_ I --- Increm. delay d2 10.0 0.8 0.1 0.5 PF factor 1.000 1.000 1.000 1.0 Control delay 18.9 23.8 9.3 11.8 Lane group LOS B C A B 9.2 �'000 11.8 9.3 18.9 V23.8O 11.8 Apprch. delay C B Approach LOS C A 9 B 4t13.9 Intersection LOS Entersec. delay [1CS2000TM - Copyright(D 2000 University of Florida,All Rights Reserved Version 4.1 c file://C:\Docurn.ents%20and%20S ettings\D cnnot\Loca1%20Settings\Terrfp\s2k 1 AO.tmp 8/13/2003 Page I of I Short Report SHORT REPORT General Information Site Information Analyst Dermot Kelly, PE, PTOE Intersection Osgood at Great Pond Agency or Co. DJK Associates, Inc. Area Type All other areas Date Performed 7125103 iJurisdiction North Andover, MA Time Period Morning Peak Hour 1A nalysis Year 2008 Build Volume and Tilmin In ut EB W13 NB SB TT- TH RT LT- TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 2 7- 0 Lane group LTR L LT LTR 0 2 1 446 0 562 68 845 0 Volume (v ph) - % Heavy veh 7 H 0.92 0.92 0.92 0.92 0.92 0,92 0.92 0.92 ctuateq-TLA). -A A A A A Startup lost time 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 -3 -73 3 3 4rrival type Unit Extension 3.0 3.0 3.0 3.0 P,-rj/RikP/RTOR Volume 7- 0 0 0 0 E0 2.0 Lane Width 12.0 - 12.0 - - Parking/Grade/Parking - N N o N N 0 N N 0 Parking/hr Bus stops/hr 0 0 3.0 Unit Extension 3.0 3.0 3.0 Phasing EW Perm T 02 03 0 NS Perm 06 _JG 07 1 G 08 G = 25.0 JG = G = G = 4 5.0 G = Timing Y= 5 1Y= Y= Y= Y= A Cycle Len C 80.0 Duration of Analvsis (hrs) 1.00 i 001 Lane Group Can Control D and LOS Determination S13 EB W13 NB 1 992 dj.flow rate 3 485 611 Lane group cap. 562 862 NB 1712 /c ratio 0.01 0.56 0.30 WO.58 Green ratio 71 0.31 0.56 0.56 nif. delay d1 18.9 22.9 9.2 -- 11.4 Delay factor k 0.11 0.16 0,11 -- 0.17 ---------------- Increm. delay d2 0.0 0.9 0.1 0.5 1,000 1.000 1.000 1.000 I F factor Control delay 18.9 9.3 11.9 1 23.8 - Lane group LOS B C A pprch. delay 18.9 23.8 9.3 11.9 Approach LOS B C A Intersec. delay 13.9 Intersection 7LOS B Version 4.1 c HCS200drm Copyright 0 2000 University of Florida,All Rights Reserved file:HC:\Documents%20and%2OSettings\Dennot\Local%2OSettings\Temp\s2klAC.tmp 8/13/2003 Short Report Page I of I SHORT REPORT General Information Site Information Analyst Dermot Kelly, PE,, PTOE Intersection Osgood at Great Pond 2'�Agency or Co. DJK Associates, Inc. rea Type All other areas Date Performed 7125103 Jurisdiction North Andover, MA Time Period Evening Peak Hour Analysis Year 2002 Existing Volume and Timing Input EB WB NB SB LT TH RT -LT -T-H-T RT LT TH RT LT TH RT Num. of Lanes 0 1 0 2 0 0 0 2 0 0 2 0 Lane group TT-R --L LT - ---- LTR Volume (v ph) -0 E248 b.9 92 0 1365 75 730 0 % Heavy veh 1 1 1 1 1 1 09 -2 -6-.- -HF 0.92 0.92 0.92 0.92 0.92 0.92 10.92 Actuated..LP/A) A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 1 2.0 Ext. eff. Ureen 2.0 2.0 1 2.0 2.0 Arrival type 3- 3 1 - 3 1 3 Unit Extension 3,0 3.0 3.0 3.0 1 P�e-d/Uike/RTOR Volume 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 - 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr I I Bus stops/hr 0 0 0 0 Unit Extension -[7::: 3.0 1 13.0 -T-307 Phasing EW Perm 02 03 04 NS Perm 06 07 08 G = 25.0 G = :G::= G = G = 45.0 G = G = G = Timing Y= 5 1Y= Y= Y= Y= 5 Y= Y= Duration of Analysis (hrs)= 1.00 Cycle Length C = 80.0 Lane Group Capacit) , Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 0 270 1484 875 LLane group cap. 588 718 2010 1231 /c ratio 0.00 0.38 0.74 0.71 Lane group cap. I. rEaEE tio Green ratio 0.31 0.31 10.56 0.56 1 Unif. delay dl J I r8.9 21.4 13.1 12.8 Delay factor k 0.11 0.11 0.30 0.27 0.0 Increm. delay d2 0.0 0.3 1.5 2.0 PF factor 1.000 1.000 1.000 1,000 Control delay 18.9 21.8 114.6 14.7 Lane group LOS B C B Apprch. delay 21.8 14.6 14.7 Approach LOS C B B Intersec. delay 15.4 Intersection LOS B HCS2000M Copyright 0 2000 University of Florida,All Rights Reserved Version 4.1c file:HC:\Documents%20and%2OSettings\Dermot\Local%2OSettings\Temp\s2kI I I.tmp 8/13/2003 Short Report SHORT REPOR Page I of I T General Information Site Information Analyst Dermot Kelly, PE, PTOE Intersection Osgood at Great Pond Agency or Co. DJK Associates, Inc. Area Type All other areas Date Performed 8122102 Jurisdiction North 7Andover, MA I Time Period Evening Peak Hour Analysis Year 2008 No Build Volume and Timing In ut EB -WB NB SB -L-T--TH RT TH RT LT TH RT LT TH RT -- - Num. of Lane -2 o o 0 T 2 0 0 Lane group LTR - L LT - LTR- volume(v ph) 0 0 0 266 0 1466 81 7784 0 % Heavy veh 1 1 1 1 1 1 1 1 0.92 0.92 0,92 0.92 0.92 PHF 0.92 0.92 0.92 0.92 --- Actuated (P/A) A A A A - A A A IA A A_ A Startup lost time 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2,0 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/BiTe-/RTOR Volume 0 7- 0 -- 0 - 0 - 0 Lane Width 12.0 - 12.0 1 12.0 -- 12.0 Parking/Grade/Parking N 0 N 7--o N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 3.0 1 3.0 3.0 .0 Unit Extension Phasing W Perm 02 03 04 NS Perm 06 07 08 08 9 G = 25.0 G- G G = 45.0 G = I G = tG Y Timing 5 Y Y = Y Y= 5 Y= tgflEt =Y ' Duration of Analysis(hLsL- 1.00 Cycle Length C 80.0 Lane Group Ca pack Control Delay, and LOS Determination EB WB NB SB 289 940 Adj.flow rate 0 T Lane group cap. 588 718 2010 1166 v/c ratio 0.00 0.40 0.79 0.81 Green ratio 0.31 0.31 0.56 0.56 78.-9 T1.6 13.8 14.0 Unif. delay dl- - - ---- Delay factor k 0.11 0.11 0.34 0.35 1 Increm. delay d2 0.0 0.4 2.3 4.4 PF factor 1.000 1.000 1.000 1.000 Control delay 18.9 22.0 16.1 18.4 Lane group LOS tB C B B Apprch. delay 22.0 16.1 18.4 Approach LOS C B B Intersection LOS B [ntersec- delay 17.5 HCS2000"M Copyright(D 2000 University of Florida,All Rights Reserved Version 4.1c file:HC:\Documents%20and%2OSettings\Dermot\Local%2OSettings\Temp\s2kI 1 C.trnp, 8/13/2003 Short Report Page I of I - SHORT REPORT General Information Site Information Analyst Dermot Kelly, PE, PTOE Intersection Osgood at Great Pond Agency or Co. DJK Associates, Inc. Area Type All other areas Date Performed 7125103 Jurisdiction North Andover, MA Time Period Evening Peak Hour Analysis Year 2008 Build Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 2 0 0 0 2 0 0 2 0 Lane group LTR L - LT L TR Volume (v eh) 0 0 0 266 0 1474 81 787 % Heavy veh T- i I 1 1 1 - 1 1 PHIF 0.92 0.92 0.92 0.92 -- 0.92 0.92 0.92 0.92 0.92 ' T- A A A A A A A A ctuated kP/A) A 7--- Startup lost time 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 - 2.0 2.0 2.0 Arrival tyee 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 0 P A r3 0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 1 Lane Width 2.0 12.0 12.0 12.0 0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 - 0 0 Unit Extension 3.0 1 13.0 3.0 Phasing t-EW Perm t02 03 04 NS Perm 06 07 08 E I G G G = 25.0 G G = G G = 45.0 G = YE Timing Y= 1Y= 1Y= Y= 5 Y= Y= Y= IY= 5 Duration of Analysis (hrs)= 1.00 Cycle Length C = 80.0 Lane Group Capacit Control Delay, and LOS Determination EB WB NB SIB Adj. flow rate 0 289 1602 943 Lane group cap. 588 718 2010 1163 V/c ratio 0.00 0.40 0.80 0.81 Green ratio 0.31 0.31 0.56 0.56 Unif. delay dl 18.9 21.6 13.9 14,1 Delay factor k 0.11 0.11 -1-- 0.34 0.35 Increm. delay d2 0,0 0.4 2.4 4.6 PF factor 1.000 1.000 1.000 1.000 Control delay 18.9 22.0 16.3 18.7 Lane group LOS---B --C --- B B Apprch. delay 22.0 16.3 18.7 jApproach LOS C B B Intersection LOS B nte�rsec. delay 17.7 1 E HC,52006TM Copyright 0 2000 University of Florida,All Rights Reserved Version 4.1c file:HC:\Documents%20and%2OSettings\Dennot\Local%2OSettings\Temp\s2kI 27.tmp 8/13/2003