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HomeMy WebLinkAbout2005-11-15 Traffic Impact & Access Study - VAI 8/1/05 jf Traffic Mmpact and Access Study N Pro osed Walgreens Pharmacy -- NoO Andover, Massachusetts Li CN t:3 Prepored for: Mark Investment, nc. Newton, MA �.,.��1/aasse si�_4ssoclai�es, Inc. l0 ta9eyv !_=i'glaricl rr."Jl For DIM-! l'ciit� ;fin lr7rl �r�-:r, MIA TRAFFIC IMPACT AND ACCESS STUDY PROPOSED RETAIL CENTER NORTH ANDOVER, MASSACHUSETTS Prepared for•: MARK INVESTMENT, INC. Newton, MA August 2005 Prepared by: VANASSE &ASSOCIATES, INC. Transportation Engineers & Planners 10 New England Business Center Drive Suite 314 Andover, MA 0 18 10 Copyright©2005 by VAI All Rights Reserved CONTENTS EXECUTIVE SUMMARY............................................................................................................. 1 ProjectDescription............................................................................................................. I StudyArea.......................................................................................................................... I FutureConditions............................................................................ TrafficOperation Analysis.................................................................................................4 Recommendations...............................................................................................................4 Conclusion............................:................................................................. ....S INTRODUCTION ............................................................. ProposedProject.................................................................................................................6 StudyMethodology.............................................................................................................6 StudyArea..........................................................................................................................7 EXISTING CONDITIONS..............................................................................................................S Study Area Roadway Network...........................................................................................8 Existing Public Transportation......................................................................................... 10 AccidentSurnmary............................................................................................ FUTURECONDITIONS............................................................................................................... 13 BackgroundTraffic Growth ............................................................................................. 13 Site-Generated Traffic...................................................................................................... 15 Trip Distribution and Assignment.................................................................................... 17 BuildTraffic Volumes...................................................................................................... 18 GA4466 North Andove(lR"ris\TIAS 0305.doc CONTENTS Continued TRAFFIC OPERATIONS ANALYSIS......................................................................................... 19 Methodology•................................................... Analysisof Results...........................................................................................................21 CONCLUSIONS............................................................................................................................25 Recommendations............................••------.--......................................................................25 Conclusion........................................................................................................................26 GA4480 North Andover\RepoTWPAS 0805.doc FIGURES Number Title I Project Locus 2 Traffic Count Location Map 3 2005 Existing Peak-Hour Traffic Volumes 4 2010 No-Build Peak-Hour Traffic Volumes 5 Trip Distribution Map 6 Site-Generated Peak Hour Traffic Volume 7 2010 Build Peak-Hour Traffic Volumes G 44480 Noah nndo%vAR M%T[AS 0605,4oc TABLES Number Title 1 2005 Existing Peak-Month Traffic Volumes 2 Motor Vehicle Crash Data Summary 3 Observed Trip-Generation Rates 4 Trip-Generation Summary 5 Trip-Distribution Summary 6 Traffic-Volume Increases 7 Level-of-Service Criteria for Signalized Intersections 8 Level-of-Service Criteria for Unsignalized Intersections 9 Unsignalized Intersection Capacity Analysis Summary— Weekday Evening Peak Hour 10 Unsignalized Intersection Capacity Analysis Summary---- Saturday Midday Peak Hour I 1 Signalized Intersection Capacity Analysis Summary— Weekday Evening Peak Hour 12 Signalized Intersection Capacity Analysis Summary— Saturday Midday Peak Hour GA4480 Aonh AndoveiWeporuMAS 0805.da EXECUTIVE SUMMARY Vanasse & Associates, Inc. (VAI) has prepared this study to assess the traffic impacts and evaluate the access and egress requirements of a proposed mixed-use retail center that will include a Walgreen's pharmacy, to be located off Route 114 in North Andover, Massachusetts. This report identifies existing traffic parameters within the study area, identifies the impact of traffic generated by the proposed development, and evaluates project-related impacts with regard to capacity and roadway requirements. The following provides a brief summary of the study findings. PROJECT DESCRIPTION The project site is located at the southwest quadrant of the intersection of Route 114 and Waverly Road in North Andover, Massachusetts. The 192,548 square foot (sf) site currently consists of residential uses. The development proposal includes an approximate 14,820 square foot(sf) Walgreens pharmacy store with a drive-through pharmacy window, as well as an 11,385 sf commercial building. The proposed parking layout for the development provides a total of 158 parking spaces. Primary access to the project site is proposed via two frill access unsignalized driveways onto Waverly Road, with secondary access provided via an unsignalized right-in/right-out driveway onto Route H 4. STUDY AREA This transportation evaluation focuses on roadways and intersections that are expected to accommodate the majority of project-related traffic. The study area was selected to evaluate intersections expected to accommodate the majority of project-generated traffic. In summary, the study area includes portions of the Route 114, Route 133 and Waverly Road corridors, adjacent to the project site including the following intersections: • Route 114 at Waverly Road and Cotuit Street • Route 114 at Route 133 • Route 133 at High Street • Route 114 at site driveway(proposed) G k4480 North AndovcAReportslT[AS 0805.doc t • Waverly Road at northern site driveway(proposed) • Waverly Road at southern site driveway(proposed) EXISTING TRAFFIC VOLUMES In order to determine existing traffic demands and flow patterns within the study area, manual turning movement counts (TMCs) and vehicle classification counts were completed in July and August 2005 during the weekday evening (4:00 to 6:00 PM) and Saturday midday(11:00 AM to 1:00 PM)peak periods at each study area intersection. A review of the manual TMCs indicates that the weekday evening peak hour generally occurs between 4:30 and 5:30 PM, with the Saturday midday peak hour generally occurring froze 11:45 AM to 12:45 PM. FUTURE CONDITIONS No-Build Traffic Volumes To represent future traffic-volume conditions by the 2010 design year, existing traffic flows were adjusted to account for normal traffic growth as well as specific area developments anticipated to be constructed by that time. Background traffic growth in the study area, reflecting traffic increases independent of specific projects, is estimated to be approximately one percent per year, which is consistent with the background growth rate used for other area developments. The Town of North Andover Planning Department was contacted in order to determine if there are any planned or approved development projects within the study area that would influence future traffic volumes along area roadways. Based on these discussions, the following projects were identified and included as specific background developments: • The Meadows — This project entails the development of 270 residential units to be located off Route 114, east of the project site. Additional traffic associated with this project was obtained from the traffic impact assessment prepared for this development, and has been incorporated into the analysis of future No-Build and Build conditions. • Eaglewood Shops — This project entails the construction of an approximate 80,000 square foot mixed-use commercial development to be located off Route 114 east of Waverly Road. Additional traffic associated with this project was obtained from the traffic impact assessment prepared for this development, and has been incorporated into the analysis of future No-Build and Build conditions. • Old Salem Village—This project entails the construction of a 36-unit condominium development to be constructed off Route 114. Additional traffic expected to be generated by this project is assumed to be captured in the background growth rate applied to the Route 114 corridor. GA4480 Noah AndowAReyortsMAS 0805.doe 2 . Based on consultation with the Town of North Andover Planning Department, no other developments were identified at this time that would impact future traffic volumes within the immediate study area. Planned Roadway Improvements The Town of North Andover was contacted to determine if there are any planned roadway improvements in the area that would have an impact on future traffic operations. Based on these discussions the following improvement project was identified: Route 114 at Eagle Tribune Driveway/El aglewood Strops Driveway As mitigation for the proposed Eaglewood Shops development project, traffic improvements are proposed by others at the intersection of Route 114 with the Eagle Tribune driveway and proposed Eaglewood Shops driveway. Specifically, installation of a traffic signal at this location is proposed, along with geometric enhancements to provide exclusive left-turn lanes for vehicles turning from Route 114. As part of this improvement project, the traffic signal at this Iocation will be coordinated with the existing traffic signals at the intersections of Route 114 with Peters Street and Waverly Road. Future year analyses at these intersections reflect proposed improvements to be implemented by others. Proposed Site-Generated Traffic Volumes Traffic volumes expected to be generated by the proposed development were determined through application of trip generation data published by the Institute of Transportation Engineers (ITE), and empirical trip-generation data frorn operational pharmacies similar to the proposed development. The empirical trip generation data reveal slightly higher trip generation characteristics for Walgreen's pharmacies than data published by the ITE, and represent a more conservative analysis of project impacts. As such, these data were utilized for the Walgreen's trip generation. Trip generation for the other commercial building were based on ITE data for Land Use Code (LUC) 820---Shopping Center. The proposed development is expected to generate 146 new vehicle trips (73 entering and 73 exiting) during the weekday evening peak hour and 170 new vehicle trips (88 entering and 82 exiting)during the Saturday midday peak hour. On a daily basis,the proposed development is projected to generate 1,550 new trips (775 entering and 775 exiting) on a typical weekday and 1,732 new trips(866 entering and 866 exiting)on a typical Saturday. Trip Distribution Based on observed traffic patterns and location of similar competing land uses within the study area, it is expected that 37 percent of the traffic will be oriented to and from Route 114 west of the site; 14 percent to and from Route 114 east of the site; 19 percent to and from Route 133 west of the site; 7 percent to and from Route 133 east of the site; 10 percent from Waverly Road north of the site; 8 percent from High Street south of the site; and 5 percent to and from Haverhill Street east of the site. j GA4480 Noah AndoveAReportATIAS 0805.doc 3 I Build Traffic Volumes To represent future traffic-volume conditions with the proposed project by the 2010 design year, the site-generated volumes were superimposed onto the 2010 No-Build traffic volumes. These volumes were used as the basis for all analysis as well as to identify potential mitigation measures to ameliorate the project's impacts and/or anticipation of future operation deficiencies. TRAFFIC OPERATION ANALYSTS Unsignalized and signalized intersection capacity analyses were performed for the study area intersections for Existing, No-Build, and Build conditions. Based on the results of the capacity analyses, the proposed development is expected to have minimal impacts to future traffic operations,resulting in minimal increases in overall delay. RECOMMENDATIONS In order to ensure safe and efficient access and egress to and from the project site, the following measures are recommended. Route 114 Site Driveway Desien To ensure that vehicular access and egress at the proposed Route 114 site driveway does not impede mainline traffic flows on Route 114, this driveway will be designed to operate as a right-in/right-out only drive. The site access will be designed to the applicable MassHighway design guidelines, including appropriate sight lines, tapers, vehicle turning radii, pavement markings, and STOP-signs with STOP bars at the driveway approach to Route 114. i Waverly Road Northern Site Driveway Design k The proposed northern site driveway onto Waverly Road will be designed to operate as a full 1 access and egress driveway. As this driveway is expected to accommodate the majority of entering and exiting traffic, the proposed driveway approach will provide an exclusive left-turn and right-turn lane, with a single inbound lane provided for entering traffic. The site access will be designed to the applicable MassHighway design guidelines, including appropriate sight lines, ` tapers, vehicle turning radii, pavement markings, and STOP-signs with STOP bars at the a: is driveway approach to Waverly Road. l Waverly Road Southern Site Driveway Design i' The proposed southern site driveway onto Waverly Road will be designed to operate as a full access and egress driveway. The westbound driveway approach will provide a general purpose exit lane, with a single inbound lane provided for entering traffic. The site access will be designed to the applicable MassHighway design guidelines, including appropriate sight lines, tapers, vehicle turning radii, pavement markings, and STOP-signs with STOP bars at the driveway approach to Waverly Road. GA4480 North Andover%ReportsMAS 0805,doc 4 CONCLUSION As documented in this study, project-related traffic increases are not expected to result in significant increases to overall traffic volumes within the study area. With proposed access and egress recommendations in place, safe and efficient access and egress to the development can be provided, and the development can be safely constructed with minimal impact to the surrounding transportation system. u d L G14480 Tartb Andov4AReports\TIAS 0805,doc S 3 INTRODUCTION Vanasse & Associates, Inc. (VAI) has prepared this Traffic Impact and Access Study(TIAS) in order to determine the traffic impacts associated with the construction of a proposed retail center including a Walgreen's pharmacy on Route 114 in North Andover, Massachusetts. The evaluation includes existing traffic operations in the project area, assesses incremental impacts on area roadways under future year conditions with and without the project, and identifies mitigation measurements to address project-related traffic impacts. PROPOSED PROJECT The project site is located at the southwest quadrant of the intersection of Route 114 and Waverly Road in North Andover, Massachusetts. The 192,548 square foot (sf) site currently houses a residential home. The proximity of the project site, in relation to the regional roadway system is shown in Figure 1. The development proposal includes an approximate 14.820 square foot (sf) Walgreen's pharmacy store with a drive-through pharmacy window, as well as an 11,385 commercial building. The proposed parking layout for the development provides a total of 158 parking spaces. Primary access to the project site is proposed via two full access unsignalized driveways onto Waverly Road, with secondary access provided via an unsignalized right-in/right-out driveway onto Route 114. STUDY METHODOLOGY This transportation impact and access evaluation is conducted in several stages. The first phase documents existing conditions in the transportation study area including an inventory of roadway geometry, observed traffic volumes, and historic accident characteristics. Next, fixture year traffic conditions are forecast that account for other planned area development projects, planned transportation improvement projects, normal area growth, and project-related traffic increases. The third phase quantifies operating characteristics of study intersections to identify existing and future year deficiencies for which improvements are warranted. Specific attention is given to the incremental impacts of the proposed project. Finally, recommendations are made to ensure the proposed access design allows for safe and efficient traffic flow to and from the site. G:\4480 Nonh AndoveAReportslTIAS 0805.doc 6 � xw Mug � q Dort , k 5 r o bch„ � l �� ti , ,«. �\ 1211 11s, Mmmmw f 1 i �� fiu/�f" y Cp ''� ry�I l �e w., N�" " m'�, 4% r nv, G P �q ✓ V V t ^` ''w,w�" "m. MAF i "Alkl ��4m ;* �N „� ." x e �r � �"x C " ,-,,,",,` .tS ➢, E� wr m'A,P » �..,,, 6 G i 6"", �a t x tr Y I » 1 S 4S » + 10 fir, BIr » « 4 ( p y + I iApk { W 1 133 ` �" y .x " u.�''k�e �;�y F+� �. srt =° x » ,I r , 49 VA puA .♦ � )�' � t y 1 + � o `s .!4 �,.o„ � »» »» I M ��Ilf ,..,,, w •d `t CO �`f P+ w" +»z �,. "!" �,'�h ,�",� '� pw � r�'�I�rr� , , �' ��h.. I ���� � � �x •'"� � ��a�"�•�'�' 6 Y }� + 4 M �"� � � ^� �o"r` � rvA fl Yl�y �v � � "lk f'. ��„°'�' � �m F �{✓ !!j' i�"„ �� w,�, « xw wV f �' w+rt^ dY »��',, ",w i P ,» 4 � y { ✓� Y� ',� y' �, F "� + 1y ,.�,E » »� zr ,t��Y���� f/ 'V r Ir ¢ � � d F '�'pocei � (. ma y,, + o 111 111 Scale in Feet Vrta►asie ,�1ssiclrit� ,M6, Site Location Map 1 t i R:\4480\4480s1m.dw9 8/4/2005 4:25737 PM EDT 4 Copyright (yc, 2005 4y VAI. NI Rights Reserved. STUDY AREA This transportation evaluation focuses on roadways and intersections that likely accommodate the majority of project-related traffic. In summary, the study area includes portions of the Route 114, Route 133 and Waverly Road corridors, adjacent to the project site including the following intersections: • Route 114 at Waverly Road and Cotuit Street • Route 114 at Route 133 • Route 133 at High Street • Route 114 at site driveway(proposed) • Waverly Road at northern site driveway(proposed) • Waverly Road at southern site driveway(proposed) 3 V S q� f p. 9: G-W480 Noi lh AndoverUReporls\T[AS 0605,doc 7 EXISTING CONDITIONS As a basis for quantifying the transportation impacts of the project, the existing roadway system and the existing traffic operations of study area roadways were reviewed. This chapter describes the existing traffic characteristics and operations of roadways and intersections within the study area. Sections of this chapter present an overview of the data collection program, existing traffic volumes, and safety issues. STUDY AREA ROADWAY NETWORK The study area roadways and intersections are described briefly in this section. A general description of the physical roadway and intersection features is provided. The study area includes roadways and intersections under the jurisdiction of the Town of North Andover and Massachusetts Highway Department(MassHighway). Roadways i Route 114(Turnpike Road) I Route 114 is a four-lane primary collector roadway under the jurisdiction of MassHighway that traverses the study area in a general northwest-southeast orientation, providing connections to Interstate 495 (1-495) in the west and the Town of Middleton to the east. Route 114 provides one lane of travel in each direction west of the site, and two travel lanes in each direction east of the g site, with additional turning lanes provided at key intersections. In the vicinity of the project site, a directional traffic on Route 114 is separated by a double-yellow centerline. Shoulders of variable width are provided along both sides of the roadway. Land use along the corridor is primarily commercial in nature. The posted speed limit on Route 114 is 35 miles per hour (mph). As mitigation for the proposed Eaglewood Shops development project, a number of existing and proposed traffic signals along Route 114 will be coordinated to enhance future traffic progression along the corridor. Waverly Road Waverly Road is a local roadway under the jurisdiction of the Town of North Andover that traverses the study area in a general north-south orientation between the Andover Town line to the south, and Main Street to the north. Waverly Road provides one approximate 12 foot travel Iatie in each direction, with variable width shoulders provided along the corridor. Additional G A480 North Andowr5aeponslTIAS 0805.doc 8 turning lanes are provided at key signalized intersections. The posted speed limit on Waverly Road is 30 mph. Land use along the corridor is primarily residential. Intersections Route 114 at Waverly Roach/Cotuit Street Route 114 meets Waverly Road from the east and west and Cotuit Street meets Route 114 from the northeast to form a five-way signalized intersection. The northbound and southbound Waverly Road approaches provide an exclusive left-turn lane and a shared through/right-turn lane. The eastbound Route 114 approach provides an exclusive left-turn lane and a shared through/right-turn lane. The westbound Route 114 approach provides an exclusive left-turn lane, a through lane and a shared through/right-turn lane. The southwest bound Cotuit Street approach provides one general purpose lane. Pedestrian accommodations include painted crosswalks across the Route 114 eastbound approach and Waverly Road northbound approach. Sidewalks are present along the east side of Waverly Road north of Route 114, on the west side of Waverly Road south of Route 114, on the north side of Route 114 west of Waverly Road, and on the south side of Route 114 east of Waverly Road. Land use in the vicinity of this intersection is predominantly commercial, including a Boston Market restaurant. Route 114 at Route 133/Peters Street Route 114 meets Route 133 and Peters Street from the east and west to form a four-way signalized intersection. The eastbound and westbound approaches at this intersection provide an exclusive left-turn lane, a through lane, and a shared through/right-turn lane. The northbound Route 133 and southbound Peters Street approaches provide an exclusive left-turn lane and a shared through/right-turn lane. Pedestrian accommodations include provision of a painted crosswalk across the northbound Route 133 approach, and sidewalks along the south side of Route 114. Land use in the vicinity of the intersection is primarily commercial, including a CVS pharmacy. Haverhill Street at High Sheet Haverhill Street meets High Street to form a four-lane signalized intersection. All four intersection approaches consist of a single general purpose travel lane. Land use in the vicinity of this intersection is primarily residential. i 4 EXISTING TRAFFIC VOLUMES Traffic volumes were recorded at study area intersections and along study area roadways in July and August 2005. Daily traffic volumes were collected through use of an automatic traffic recorder (ATR) along Route 114, in the vicinity of the project site. Peak hour traffic volumes were collected through manual turning movement counts (TMCs) conducted during the weekday a evening (4:00 to 6:00 PM) and Saturday midday (11:00 AM to 2:00 PM) peak periods, at each study area location. A summary of existing daily traffic volumes is provided in Table 1. Traffic count locations are depicted in Figure 2. GA4480 North AndoveA€LeponsMAS 0305.doc 9 ', !1 L ! 1 Legend. ATK Signalized Intersection Traffic Count Location Automatic Traffic Recorder Count Location n Q �OTUI� STREET SALEM k r 114 SITE 133 '�F HAVRRHILL SLEET z� r nase' .4ssoc�at�sYJrra Traffic Count Location Map Transportation Engineers 1='Iar•wr Table 1 EXISTING ROADWAY TRAFFIC-VOLUME SUMMARY Weekday Saturday Weekday Evening Peal:Hour Saturday Midday Peak Hour Daily Daily Percent of Percent of Volume Volume volume Daily Predominant Volume Daily Predominant Location (vpd)' (vpd) (vpW Traffic` Flow (vpll) Traffic Flow Route 114 30,356 22,259 2,087 6.8% 59%WB 1,647 7.4% 54%WB Source: ATR counts conducted in July/August 2004, 'Two-way daily traffic expressed in vehicles per day. b"rwo-way peak-hour volume expressed in vehicles per hour. `The percent of daily traffic that occurs during the peak hour. d WB=westbound. As presented in Table 1, daily traffic flow on Route 114 ranges from approximately 30,356 vehicles per day(vpd) on a typical weekday to approximately 22,259 vpd on a Saturday. Traffic flow during peak hours is approximately 2,087 vehicles per hour (vph) during the weekday evening peak hour and 1,647 vph during the Saturday midday peak. Peak-hour directional flow is split approximately 59 percent westbound during the weekday evening peak hour and 54 percent westbound during the Saturday midday peak hour. Seasonal Adiustment In order to determine whether traffic volunres collected in July and August are representative of average annual conditions, historical traffic data collected by Massachusetts Highway Department (MassHighway) continuous count data were examined. MassHighway collects continuous count data at a number of count stations including Station 502: located on Route 114 north of Route 125 in North Andover. Based on a review of this data, the July and August traffic 3' volumes are typically I to 4 percent higher than average annual conditions, and therefore represent a conservative assessment of project impacts. Peak-Hour-Traffic Volumes Manual turning movement and vehicle classification counts were performed at study area a intersections during the weekday evening peak period (4:00 to 6:00 PM) and the Saturday midday (11:00 AM to 2:00 PM) peak period in July and August of 2005. Based on a review of this data, the peak hours of roadway traffic generally occurred from 4:30 PM to 5:30 PM during the weekday evening peak and from 11:45 AM to 12:45 PM during the Saturday midday peak. These time periods represent the critical impact periods associated with retail related traffic activity. The weekday evening and Saturday midday existing peak-hour traffic volumes are displayed in Figure 3. EXISTING PUBLIC TRANSPORTATION The study area is served by the Merrimack Valley Regional Transit Authority (MVRTA) bus service. Service is provided to the Route 114 corridor via the Route 33 North Andover bus route, the Route 39A Colonial Heights/North Andover Mall route, and the Route 39B North Andover MaIIlPhillips Street route. Service along these routes is provided on weekdays and Saturday, GA4480 North MdoveARepons\TIAS 0905.doc 10 EV E NG PEAiO a 6 n r 3 C0�1T STREET 00 SALEM LC 22 99s f'�s4z sa a 105 NON 114 af-d 1 11 SITE t48 133 u' 4 415 S'fREE7 HAVERHILL 142---f r�► 498-1- N rn w 45"'� h- C2(f W 2� In �. � t �S (RD1 1111}QDYPF�AKrHOUF Q 3 r'oin t 3 �fl�yl� STREET SALEM j�C4 t47 i �04.3 73 t, f-19 2� 738- 102---+ e� ��� 114 a SITE A NQ Q >9 ! 9 � 9f s ti�9ti �� co_�f,, L 22 133 C4 f-257 STREET HAVERHILL �► r48 91S CO U-j 325-r 20� °"K) �w Note. Imbalances exist due to numerous curb cuts and side streets that are not shown. nassesQaes} 2005 Existing � t,�:, n ►1�ec rl�ali� rs Peals Hour Traffic Volumes with weekday service starting at 5:10 to 5:45 AM, and ending at 6:30 to 6:50 PM. Peak hour headways along the routes are approximately 45 minutes. ACCIDENT SUMMARY Accident data were obtained from MassHighway for the three most recent years of data available (2001 to 2003) to identify reported accident trends and/or safety deficiencies in the study area. Accident data for each location were researched to determine the type of accident, severity, and roadway conditions for each incident. In addition, accident rates were determined for each location. These rates quantify the number of accidents per million entering vehicles and provide a basis for comparing reported accident rates to statewide averages. MassHighway accident rates for signalized and unsignalized intersections in District 4 are 0.87 and 0.63, respectively. A summary of the accident data is provided in Table 2 and is described below. Table 2 INTERSECTION ACCIDENT SUMMARY—2001 THROUGH 2O03 Route 114 at Waverly Road/ Route 114 at Route 133 at Cotuit Street Route 133 High Street Year: 2001 12 10 11 2002 12 11 6 2003 17 17 6 Total 39 38 23 Crash Rateb 0.83 0.74 0.92 Significant` No No Yes Type: Angle 18 18 11 Rear-End 14 13 9 Head-On 1 2 0 UnknowrdOther G 5 3 Total 39 38 23 Severity: Prop.Damage Only 25 23 14 Person.Injury 13 12 9 Fatality 0 0 0 Other I 3 0 Total 39 38 23 Conditions: Clear 23 23 14 Rain 12 12 5 SnOw/1ce 3 3 4 Fog 0 0 0 Unknown 1 0 0 Total 39 38 23 Ligh ingConditions: Daylight 29 24 17 DaK�t/Dusk 0 1 1 Dark(lit) 9 12 5 Dark(unlit) 0 1 0 Unknown 1 0 0 Total- 39 38 23 'Source: MassHighway. G14480 Nonh AndnveNteportsM AS 0805-doe 1 Based on the results of the analysis, the intersections of Route 114 with Waverly Road and Route 114 with Route 133 exhibited the greatest number of motor vehicle collisions over the three-year period. The majority of accidents were of the angle or rear-end type, likely resulting from the high number of turning movements and overall intersection volume at these locations. Both locations exhibiting accident rates that are below the official state average for signalized intersections. The intersection of Route 133 with High Street exhibited an accident slightly greater than the state average, however this average was exceeded in only one of the three years evaluated, with the majority of accidents at this location resulting in property damage only. No fatalities were reported at any of the study area intersections during the three year study period. It is noted that as mitigation for the proposed Eaglewood Shops development project, both of these existing traffic signals along Route 114 will be incorporated into a coordinated traffic signal system along the corridor. This measure is expected to improve overall traffic flow along the corridor, resulting in an enhancement to traffic operations and safety. d GM480 North Andowr\Repor sMAS OSOS,doc 12 FUTURE CONDITIONS Evaluation of the project impacts requires the establishment of a future baseline analysis condition. This section estimates future roadway and traffic conditions with and without the project. To determine the impact of site-generated traffic volumes on the roadway network under fixture conditions, baseline traffic volumes in the study area were projected to a future year condition. Traffic volumes on the roadway network at that time, in the absence of the project (that is, the No-Build condition),would include existing traffic, new traffic due to general background traffic growth, and traffic related to specific development by others, and currently under review at the local and/or state level. Consideration of these factors resulted in the development of No-Build traffic volumes. Anticipated site-generated traffic volumes were then superimposed upon these No-Build traffic-flow networks to develop firture.Build conditions. The following sections provide an overview of planned roadway improvements in the study area, the future No-Build traffic volumes, and projected Build traffic volumes. BACKGROUND TRAFFIC GROWTH Background traffic includes demand generated by other planned projects in the area as well as demand increases caused by historic area growth trends. Area growth trends account for general increases in traffic not attributable to a specific development and are determined using historical data. Both planned development projects and area growth trends were used to develop future year traffic volumes. Historical Area Growth To determine an appropriate growth rate in area traffic over the five-year planning horizon, MassUlighway count data was examined. MassHighway collects traffic data at a number of locations including Station 502, located on Route 114 north of Route 125. Based on a review of this data, a one-percent per year annual growth rate was applied to area traffic, which is consistent with the background growth rate used for other area developments. G\4480 Nonh Andover\Reposis\TIAs 0805.4eo 13 Background Development P�o1ects The Town of North Andover Planning Department was contacted in order to determine if there are any planned or approved development projects in the study area. Based on these discussions, the following projects were identified and included as specific background developments: • The Meadows — This project entails the development of 270 residential units to be located off Route 114, east of the project site. Additional traffic associated with this project was obtained from the traffic impact assessment prepared for this development, and has been incorporated into the analysis of future No-Build and Build conditions. • Eaglewood Shops — This project entails the construction of an approximate 80,000 square foot mixed-use commercial development to be located off Route 114 east of Waverly Road. Additional traffic associated with this project were obtained from the traffic impact assessment prepared for this development, and has been incorporated into the analysis of future No-Build and Build conditions. • Old Salem Village—This project entails the construction of a 36-unit condominium development to be constructed off Route 114. Additional traffic expected to be generated by this project is assumed to be captured in the background growth rate applied to the Route 114 corridor. Based on consultation with the Town of North Andover Planning Department, no other developments were identified at this time that would impact future traffic volumes within the immediate study area. No-Build Traffic Volumes The 2010 weekday evening and Saturday midday volumes were developed by applying a compounded 1.0 percent annual growth rate, as well as traffic associated with specific area developments to the 2005 Existing peak-liour traffic volume networks. Future year 2010 No-Build peak-liour traffic volumes for the weekday evening and Saturday midday peak hours are displayed on Figure 4. 6 Planned Roadway Improvements i g The Town of North Andover was contacted to determine if there are any planned roadway improvements in the area that would have an impact on future traffic operations. Based on these discussions the following project was identified: Route 114 at Ea le Tribune Drivewa IEa lewood Sho s Driveway As mitigation for the proposed Eaglewood Shops development project, traffic improvements are proposed by others at the intersection of Route 114 with the Eagle Tribune driveway and proposed Eaglewood Shops driveway. Specifically, installation of a traffic signal at this location is proposed, along with geometric enhancements to provide exclusive left-turn lanes for vehicles turning from Route 114. As past of this improvement project, the traffic signal at this location will be coordinated with the existing traffic signals at the intersections of Route 114 with Peters Street and Waverly Road. G W90 North AndomNReportsMAS 0605.doc 14 EE{DA�YUENINGPAK1#OU n Q 6 3 cov sTREEr _N G°' SALEM ' a 104 4 -" 7I �� 1041 ti 110� ''N�n 114 QC SLATE a �gam -50 133 461 STREET HAVERHILL 149.E 543---P� c,4 Q 47� N N a� i--- 0W �5p[R eYri�+l1©D YP K HOIi p�� a a s � R'S STREET — 11 CO WIT SALEM n r•a `! �946 f 2--" -1 t} 40 846 -► 107� '�m�^� l; 'A } 114 ti } S� 4 7 � ro O m L23 133 `O= t-300 HAVERHILL f-46 STREET 96--f 372 -s Note. imbalances exist due to numerous curb cuts and side streets that are not shown. 2010 No-Build �ar��sse�&.4`ssve�afe l�n Tanner Engineers & i='ian1�€r: Peals Hour Traffic Volumes SITE-GENERATED TRAFFIC The proposed development consists of a 14,820 square foot(sf)Walgreens store that will provide a drive-through window for pharmacy customers, and an 11,385 sf commercial building. Trip-generation estimates for the proposed development were derived based on industry standard trip generation rates, and data collected at a number of area stores,as described below. ITE Data The Institute of Transportation Engineers (ITE) publishes trip generation rates' for a number of Land Use Codes (LUC), including LUC 881 — Pharmacy/Drugstore with drive-through window the most appropriate category for the Walgreen's component of the proposed development. Trip generation data,as published by ITE, is summarized in Table 3. Empirical Data In order to provide an estimate of the trip-generation characteristics of a typical Walgreens store with a drive-through pharmacy, peak-]tour trip-generation data for several existing Walgreens stores were examined. Data were examined at four Walgreens stores with a drive-through pharmacy, and five other Walgreens stores without a drive-through pharmacy. Based on the examined data, peak-hour trip-generation rates were established for both the weekday evening and Saturday midday peak periods, which represent the critical time periods for retail related activity. Daily trip-generation rates were determined based on industry ratios between peak-hour and daily trip generation. Table 3 OBSERVED TRIP-GENERATION RATES Stores with ITE Drive-Through Ratea Phartuacyb I ;Meekday Evening Peak Hoer: Entering 4.22 5.29 Ex� 4.40 5.12 Total 8.62 10.41 s Saturday Afidday Peak How-: Entering 3.93 5.88 Exitittt=_ 3.93 5.62 'total 7.85 11.50 Weekday Daily 88.16 106.47` Saturday Daily 80.28 117.610 31TE Land Use Code 881--Pharmacy/Drug Store with drive-through window. "Source: Empirical data collected at four existing Walgreens stores with drive-through windows. `Daily trip-generation rates based on observed peal`-hour rates and industry ratio of peak hour to daily trip generation for ITE I.UC 881—Pharmacy/Drugstore with Drive-Through Window. 'Sotrree: D-ip Generation—7'h Edition; Institute of Transportation Engineers;Washington,D.C.2001. GM480 North Ando,ef\ReportsMA5 080SAoc 15 Based on the more conservative empirical trip-generation rates, project trip generation was estimated. For the second commercial building located on site, trip generation calculations were performed utilizing trip generation rates for LUC 820 — Shopping Center, the most appropriate category for this project. Project-related trip generation is summarized in Table 4. Table 4 TRIP-GENERATION SUMMARY Walgreens Retail Total Stores Space Pass-By' New Weekday Evening Peak Hour: Entering 78 20 -25 73 Exiting 76 22 -25 73 Total 154 42 -50 146 Saturday Midday Peak Hour: Entering 87 29 -28 88 Exiting 83 27 -28 82 Total 170 56 -56 170 Weekday Daily 1,578 488 -516 1,550 Saturday Daily 1,742 568 -578 1,732 Source: Empirical trip-generation data collected at four existing New England Walgreens stores,ITE trip generation rates for LUC 820—Stropping Center. 'Pass-by trip factor of 25 percent applied to all retail trips based on ITE Trip Generation Handbook,June 2004. The trip-generation estimates for the project are provided for the weekday evening and Saturday midday peak hours, which traditionally correspond to the peak hours of retail activity. These estimates were also adjusted to reflect two common characteristics associated with retail developments: pass-by trips and diverted-link trips. A more detailed description of these adjustments is as follows: • Pass-By Trips ITE-recommended practice recognizes that a varying proportion of retail trips are drawn from the adjacent traffic stream and do not represent new trips on area roadways (referred to as "pass-by" trips). Pass-by data for LUC 881 -- Pharmacy/Drug Store with Drive-Through Window published by ITE2 indicates that the average pass-by trip percentage for all surveyed sites is approximately 49 percent, and ranges as high as 58 percent for the surveyed sites. Similarly, ITE pass-by data for LUC 820, Shopping Center- reveals pass-by rates of 34 percent on average, with rates ranging as high as 68 percent. zTrip Generalion Handbook, Institute of Transportation Engineers; Washington, DC; June 2004; Table 5.18 Pass-By Trips and Diverted Linked Trips, Weekday Evening Peak Period, LUC 881, Pharmacy/Drug Store with Drive- Througlr Window, GA4480 North AndoveARepom\VAS OSO5.d" 16 • Diverted-Linked Trips. ITE recommended practice also recognizes that a varying proportion of retail trips are drawn from nearby roadways as part of a multi-purpose trip. These trips result in a diversion From nearby roadways to the site which travel to another primary destination. ITE data from LUC 881 --- Pharmacy/Drug Store with Drive-Through Window, previously referenced, indicates that diverted-linked trips generally range as high as 17 percent for surveyed facilities. ITE data for LUC 820 — Shopping Center, indicated diverted link trips range as high as 41 percent. As a conservative measure, a 25 percent pass-by trip percentage was assumed for the development,with no credit taken for diverted link trips. As indicated in Table 4, the proposed development is expected to generate 146 new vehicle trips (73 entering and 73 exiting) during the weekday evening peak hour and 170 new vehicle trips (88 entering and 82 exiting) during the Saturday midday peak hour. On a daily basis, the proposed store is projected to generate 1,550 new trips (775 entering and 775 exiting) on a typical weekday and 1,732 new trips(866 entering and 866 exiting)on a typical Saturday. TRIP DISTRIBUTION AND ASSIGNMENT Development of the Build traffic-volume networks requires that site-generated traffic volumes previously described be assigned to area roadways based on projected regional distribution patterns. The trip-distribution patterns for retail development sites is a function of several variables that include population densities within an assumed market area, location of competing retail sites, and characteristics of the local roadway system. Given the nature of the Route 114 corridor, the trip distribution for the proposed retail development is based oil existing travel patterns within the study area, and location of similar competing uses within the area. Trip-distribution patterns for the proposed development are summarized in Table 5. Table 5 TRIP-DISTRIBUTION SUMMARY Route(To/From) Trip Distribution' Route 114,west of the site 37% Route 133,west of the site 19% Route 114,east of the site 14% Waverly Road,north of the site 10% High Street, south of the site 8% Route 133,east of the site 7% Haverhill Street,east of the site 5% TOTAL 100% 'Source:Existing traffic patterns adjusted to reflect location of competing uses. G.l4480 Nosh AndoveAReportATIAS 0805.doe 17 Using the trip-generation and distribution estimates project-related trips were assigned to the roadway network. Figure 5 depicts trip-distribution patterns for the retail site. Figure 6 displays the new project-generated trips at each intersection approach for the weekday evening and Saturday midday peak hours. BUILD TRAFFIC VOLUMES Future Build condition traffic volumes were determined by adding project-specific traffic to the 2010 No-Build scenario. Figure 7 presents the 2010 Build networks for the weekday evening and Saturday midday peak hours. Traffic Increases As shown in Table 6, project-related traffic-volume increases are anticipated to range from 0.8 to 29 percent during the weekday evening peak hour, and from 1.2 to 5.1 percent during the Saturday midday peak hours. Table 6 INTERSECTION TRAFFIC-VOLUME INCREASES Weekday Evening Peak Hour Saturday Midday Peak Hour 2010 2010 Percent 2010 2010 Percent Intersection No-Build Build Increase No-Build Build Increase Route 114 at Waverly Road/Cotuit Street 3,541 3,621 2.3% 2,658 2,752 3.5% Route 114 at Route 133 3,933 3,964 0.8% 2,888 2,923 1.2% Route 133 at High Street 1,849 1,903 2.9% t,222 1,284 5.1% i i GA4480 North Andu,,erWcpoM\T[AS 0805_doc 1 8 ImpactTraffic Proposed ' r r 10% 0 Q �pStl1[ STREET 3?% SALFM L 114 SATE .� 19% fiAvRHILI 5% s���s 133 F 14% 8% IANQLim% as &Assoc afes Iii s Trip Distribution Map Transportation r=tic neers Pkanna(s 1fVi= AY ,V�ORNlNG PEA} H©l7Ft; Legend: a CO%j STREET XX New Trips a (XX) Pass-by Trips SALE M + t► j �12 12Z N i t22�s, N f 17 4) Qy� t 114 SITE 1 n L12 .cTti 4`10 } 133 HAVERHILL l" 4-7 STREET 14' r m �W [�w V41pAY1lE.... fING PirAKIOUR ` Q Q STREET SALEM tF`1 q 114 eC3 SITE to i D rr2 r 133 CO HAVERHILL 4 is STREET Not To Scale Figure 6 �W x 0,JU se & Associates lnc Site Generated Transportatiori E,,gjin<t�t<; ;n,r Peak Hour Traffic Volumes a:\4480\44eont5.ewq 8/4/2005 5:20:10 PU Ear ' rrl r r E 53AX2oY �.�'K AY IENING P DfiR W �5 r COTl71T STREET SALEM N `► 4 158 ,�1J4o 104--3 4 � �} 1F 1�� N N N 4-28 4-21 r� 114 n SITE OL, b L12 L57 133 HAVERHILL 4 �351 STREET 543-1� 1 477� NNE ti OW OW SA�U R�AI� 1 D DAYvPE�iK�H O UR a Q a� 3 CQNtj STREET SALEM ♦J j 4� t 6 �-946 77 2_4186 } 22 1 �� J> �► �Jcs7 t 32 M 23 t�• 114 ijC4 SITE v 4-14 f�A� ¢ ~ .70,9� �.N r, 4-32 133 HAVERHILL j--48p STREET "3.� + 372-4• ! moon 21� row _r w ca w Note: Imbalances exist due to numerous curb cuts and side streets that are not shown. r Q 2010 Build 1 ransportFitioll r11gilleer �� 'iarl lc r Peak Hour Traffic Volumes 3 3 R:\4480\448Ont6hg 8/4/2006 s:2as3 au mr TRAFFIC OPERATIONS ANALYSIS Measuring existing and future traffic volumes quantifies traffic flow within the study area. To assess quality of flow, roadway capacity analyses were conducted under Existing,No-Build, and Build traffic-volume conditions. Capacity analyses provide an indication of how well the roadway facilities serve the traffic demands placed upon them. METHODOLOGY Levels of Service A primary result of capacity analyses is the assignment of level of service to traffic facilities under various traffic-flow conditions.3 The concept of level of service is defined as a qualitative measure describing operational conditions within a traffic stream and their perception by motorists and/or passengers. A level-of-service definition provides an index to quality of traffic flow in terms of such factors as speed, travel time, freedom to maneuver, traffic interruptions, comfort,convenience,and safety. Six levels of service are defined for each type of facility. They are given letter designations from A to F,with LOS A representing the best operating conditions and LOS F representing the worst. Since the level of service of a traffic facility is a function of the traffic flows placed upon it, such a facility may operate at a wide range of levels of service, depending on the time of day, day of week, or period of year. Signalized Intersections 3 Levels of service for signalized intersections are calculated using the operational analysis s methodology of the 2000 Highway Capacity Manual.4 This method assesses the effects of signal type, timing, phasing, and progression; vehicle mix; and geometrics on delay. Level-of-service designations are based on the criterion of control or signal delay per vehicle. Control or signal delay is a measure of driver discomfort, frustration, and fuel consumption, and includes initial deceleration delay approaching the traffic signal, queue move-up time, stopped delay and final 3`I'he capacity analysis methodology is based on the concepts and procedures presented in the 2000 Highway Capacity Manual, Transportation Research Board;Washington,DC;2000_ 4Highway Capacity h4anual,Transportation Research Board;Washington,DC;2000. a - GA4480 NoTih Andover%epornsMAS 0805.doc 19 acceleration delay. Table 7 summarizes the relationship between level of service and control delay. The tabulated control delay criterion may be applied in assigning level-of-service designations to individual lane groups, to individual intersection approaches, or to entire intersections. Table 7 LEVEL-OF-SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONS" Control(Signal)Delay per Vehicle Level of Service (Seconds) A <10.0 B 10.1 to 20.0 C 20.1 to 35.0 D 35.1 to 55.0 E 55.1 to 80.0 F >80.0 'Source: Highway Capacity Manual, Transportation Research Board; Washington,DC;2000;page 16-2. Unshmalized Intersections The levels of service of tursignalized intersections are determined by application of a procedure described in the 2000 Highway Capacity Maiival. Level of service is measured in terms of average control delay. Mathematically, control delay is a function of the capacity and degree of saturation of the lane group and/or approach under study and is a quantification of motorist delay associated with traffic control devices such as traffic signals and STOP signs. Control delay includes the effects of initial deceleration delay approaching a STOP sign, stopped delay, queue move-up tithe, and final acceleration delay from a stopped condition. Definitions for level of service at unsignalized intersections are also given in 2000 Highway Capacity Manual. Table 8 summarizes the relationship between level of service and average control delay. j I Table 8 LEVEL-OF-SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONS" Average Control Delay Level of Service (seconds per vehicle) A < 10.0 B to.I to 15.0 C 15.t to 25.0 D 25.1 to 35.0 E 35.1 to 50.0 F >50.0 'Source: Highway Capacity Manual; 'Transportation Research Board;Washington,DC;2000;page 17-2. G,\4490 North Mdover�Repons5TIAS 0605.doc 20 ANALYSIS OF RESULTS Level-of-service analyses were conducted for 2005 Existing, 2010 No-Build, and 2010 Build conditions for the intersections within the study area. The results of the intersection capacity analyses are summarized in Table 9 through Table 12, with detailed analysis results presented in the Appendix. The following is a summary of level-of-service analyses for the intersections within the study area. Signalized Intersections The signalized intersection analysis was conducted using the SYNCHRO computer model,which is based on the 2000 Highway Capacitj,Manual procedures and is officially sanctioned by the EOEA/EOTC. The results are summarized in Table 9 and Table 10 below. Table 9 SIGNALIZED INTERSECTION CAPACITY ANALYSIS SUMMARY-- WEEKDAY EVENING PEAK HOUR 2005 Existing 2010 No-Buildd 2010 Build Location Approach V/Ca Delayb LOS` V/C Delay LOS V/C Delay LOS Route 114 at Eastbound 0.97 39 D >1.2 79 E >1.2 >80 E Waverly Road and westbound 0.66 13 B 0.74 8 A 0.80 8 A CotuitStreet Northbound 0.97 67 E 1.05 75 E >1.2 >80 E Southbound 0.47 37 D 0.77 43 D 0.84 48 D Southeastbound 0.21 50 D 0.19 47 D 0.19 47 D Intersection 0.94 31 C 1.11 45 D 1.17 53 D Route It4at Eastbound >L2 61 E 0.95 30 C 0.96 31 C Route 133 Westbound 0.67 20 B 0.92 39 D 0.93 40 D Northbound 0.99 60 E 0.93 50 D 0.94 51 D i Southbound 0.99 46 D 1.14 56 F, 1-14 56 E Intersection 1.06 43 D 0.99 40 D 1.00 41 D u Route 133 at Eastbound 0.95 34 C 1.02 50 D 1.07 68 E ! High Street 1Vesthound 0.59 11 B 0.64 11 B 0.65 12 B Northbound 0.58 20 B 0.63 22 C 0.64 22 C Southbound 0.44 17 B 0.50 19 B 0.57 21 C Intersection 0.80 22 C 0.87 30 C 0.91 37 D 'Volumc-to-capacity ratio. bAverage stopped delay per vehicle(in seconds). `Level ofservice. dReflects traffic signal improvements by others. G,\4490 North Andom\Repor%s5TIAS 0805 doc 21 Table 10 SIGNALIZED INTERSECTION CAPACITY ANALYSIS SUMMARY- SATURDAY MIDDAY PEAK HOUR 2005 Existing 2010 No-Buildd 2010 Build Location Approach V/C' Delay' LOS` V/C Delay LOS V/C Delay LOS Route 114 at Eastbound 0.94 34 C 0.91 33 C 0.95 38 D Waverly Road and Westbound 0.51 14 B 0.67 11 B 0.89 13 B Coluit Street Northbound 0.46 26 C 0.65 44 D 0.83 54 D Southbound 0.29 23 C 0.37 36 D 0.39 37 D Soutlleastbound 0.19 42 D 0.19 58 E 0.19 58 E Intersection 0.73 24 C 0.81 26 C 0.88 30 C Route 114 at Eastbound 0.49 14 B 0.73 15 B 0.75 16 B Route 133 Westbound 0.41 18 B 0.55 27 C 0.56 28 C Northbound 0.74 38 D 0.87 49 D 0.87 49 D Sorthbound 0.86 50 D 0.88 56 E 0.88 56 E Intersection 0.58 26 C 0.73 32 C 0.75 32 C Route 133 at Eastbound 0.73 16 B 0.79 18 B 0.82 20 B High Street Westbound 0.55 12 B 0.60 12 B 0.60 12 B Northbound 0.20 t0 A 0.23 11 B 0.24 12 B Sorthbound 0.25 10 B 0.28 11 B 0.33 12 B Intersection 0.49 13 B 0.55 14 B 0.59 15 B 'Volume-to-capacity ratio. bAverage stopped delay per vehicle(in seconds). `Level of service. dRellects traffic signal improvements by others. As summarized in Table 9 and Table 10, the intersection of Route 114 (Salem Turnpike) at Waverly Road and Cotuit Street currently operates at an overall Level-of-service (LOS ) C during the weekday evening and the Saturday midday peak hours. Under future No-Build conditions this location is expected to operate at LOS D during the weekday evening peak hour and at LOS C during the Saturday midday peak Hour. Under future Build conditions this location is projected to continue to operate at LOS D during the weekday evening peak hour and at LOS C during the Saturday midday peak hour, with overall intersection delay increasing by eight seconds or less as compared to future No-Build conditions. I The intersection of Route 114(Salem Turnpike) at Peters Street and Route 133 (Haverhill Street) currently operates at an overall LOS D during the weekday evening peak hour and at LOS C during the Saturday midday peak hour. Under future No-Build and Build conditions this location is expected to continue to operate at LOS D during the weekday evening peak hour and at LOS C during the Saturday midday peak hour, with overall intersection delay increasing by one second or less as compared to future No-Build conditions. The intersection of Route 133 (Haverhill Street) at Waverly Road and High Street currently operates at an overall LOS C during the weekday evening peak hour and at LOS B during the Saturday midday peak hour. Under future No-Build and Build conditions this location is expected to continue to operate at LOS C during the weekday evening peak hour and at LOS B during the Saturday midday peak hour, with overall intersection delay increasing by seven seconds or less as compared to future No-Build conditions. I C'44480 North AndoveORepons\TIAS 0805.4oc 22 Unsioialized Intersection Results The unsignalized intersection analysis was conducted using the SYNCHRO computer model, which is based on the 2000 Highway Capacity Manual procedures and is officially sanctioned by the EOEA/EOTC. The results are summarized in Table 11 and Table 12. Table II UNSIGNALIZED INTERSECTION CAPACITY ANALYSIS SUMMARY— WEEKDAY EVENING PEAK HOUR 2005 Existing 2010 No-Build 2010 Build Location Approach V/C' Delay', LOS` V/C Delay LOS VIC Delay LOS Waverly Road at Westbound NA NA NA NA NA NA 0.07 14 B Northern Site Driveway Northbound NA NA NA NA NA NA OM <5 A Waverly Road at westbound NA NA NA NA NA NA 0.06 14 B Southern Site Driveway Southbound NA NA NA NA NA NA 0.01 <5 A Route 114 at Westbound NA NA NA NA NA NA 0.97 <5 A Site Driveway Northbound NA NA NA NA NA NA 0.59 >50 F 'Volume-to-capacity ratio. bAverage stopped delay per vehicle(in seconds). `Level of service. NA=Not Applicable Table 12 UNSIGNALIZED INTERSECTION CAPACITY ANALYSIS SUMMARY— SATURDAY MIDDAY PEAK HOUR 2005 Existing 2010 No-Build 2010 Build Location Approach V/C' Delay LOSe Vic Delay LOS VIC Delay LOS Waverly Road at Westbound NA NA NA NA NA NA 0.06 12 B Northern Site Driveway Northbound NA NA NA NA NA NA 0.03 <5 A Waverly Road at Westbound NA NA NA NA NA NA 0.05 12 B Southern Site Driveway Southbound NA NA NA NA NA NA 0.01 <5 A i Route 114 at westbound NA NA NA NA NA NA 0.65 <5 A i Site Driveway Northbound NA NA NA NA NA NA 0.31 >50 F 'Volume-to-capacity ratio. bAverage stopped delay per vehicle(in seconds). `Level of service. NA=Not Applicable As summarized in Table 11 and Table 12, both of the proposed site driveways onto Waverly Road are p1•ojected to operate at LOS B during the weekday evening and Saturday midday peak hours. Mainline traffic volumes along Waverly Road are expected to operate at LOS A under future Build conditions. G.M486 North Mdofer\Rcpor1s1T1AS 0805.doe 23 The intersection of the proposed right-turn in/right-turn out only site driveway onto Route 114 (Salem Turnpike) is projected to operate at LOS F during both peak periods, however the downstream signal is expected to create gaps for vehicles to exit the site. Maximum vehicle queues on the site driveway will amount to one to two vehicles during the peak hours. Mainline traffic volumes along Route 114 are expected to operate at LOS A under future Build conditions. i l R i c:waso none AnaoverURepons\TIAS osos.aoc 24 CONCLUSIONS As documented in the T1AS, the proposed development is expected to generate approximately 1,008 new vehicle trips (504 entering and 504 exiting)on a typical weekday, with approximately 97 new vehicle trips (50 entering and 47 exiting) during the weekday evening peak hour. On a typical Saturday the development is expected to generate approximately 1,112 new vehicle trips (556 entering and 556 exiting), with approximately 110 new vehicle trips (57 entering and 53 exiting) during the Saturday midday peak hour. Overall, project-related traffic will be adequately accommodated within area infrastructure and have a minimal impact to area traffic operations. An analysis of traffic operations at the study area intersections indicates that while a number of intersections operate under constrained conditions, the proposed project is not expected to result in a notable change in traffic operations. While a number-of side-street intersection approaches are projected to experience delays under future conditions, independent of project-related traffic, overall delay and vehicle queuing will not be significantly impacted by additional traffic generated by this development. In order to offset project-related traffic impact, the following Mitigation measures are recommended. i RECOMMENDATIONS In order to ensure safe and efficient access to and egress from the project site, the following recommendations are made with regard to the access drive design for the proposed development. C a a Route 114 Site Driveway Design To ensure that vehicular access and egress at the proposed Route 114 site driveway does not impede mainline traffic flows on Route 114, this driveway will be designed to operate as a 3 right-in/right-out only drive. The site access will be designed to the applicable MassHighway design guidelines, including appropriate sight lines, tapers, vehicle turning radii, pavement markings, and STOP-signs with STOP bars at the driveway approach to Route 114. GA48011,1arth AMe%,eAReporU\TlAS 0805.doc 25 Waverly Roar[Northern Site Driveway Desi n The proposed northern site driveway onto Waverly Road will be designed to operate as a full access and egress driveway. As this driveway is expected to accommodate the majority of entering and exiting traffic, the proposed driveway approach will provide an exclusive left-turn and right-turn lane, with a single inbound lane provided for entering traffic. The site access will be designed to the applicable MassHighway design guidelines, including appropriate sight lines, tapers, vehicle turning radii, pavement markings, and STOP-signs with STOP bars at the driveway approach to Waverly Road. Waverly Road Southern Site Driveway Design The proposed southern site driveway onto Waverly Road will be designed to operate as a full access and egress driveway. The westbound driveway approach will provide a general purpose exit lane, with a single inbound lane provided for entering traffic. The site access will be designed to the applicable MassHighway design guidelines, including appropriate sight lines, tapers, vehicle turning radii, pavement markings, and STOP-signs with STOP bars at the driveway approach to Waverly Road. CONCLUSION As documented in this study, project-related traffic increases are not expected to result in significant increases to overall traffic volumes within the study area. With proposed access and egress recommendations in place, safe and efficient access and egress to the development can be provided, and the development calf be safely constructed with minimal impact to the surrounding transportation system. GA4480 Noah AndoVCAReportsa]AS 0805.dn 26 I f ' ENDIX MANUAL•TURNING MOVEMENT COUNTS ' SEASONAL.TRAFFIC-,LUME ADAJSTMENT.DA;TA_ ACCmENT')ATA, TRANSIT'MAPS AND•SCMDULES BACKGROUND"GROWTH RATE t BACKGROUND PROJECTS TRIP.GENERATION CAPACITY ANAYIS RESULTS. '. - . ,,.—, �' ' _ _ �. ,O _ ": �� - ' .. -, -` ,� .- �. • . .. .. •� ,. C5� ;'� - _ _ .;. a �._ PRECISION Salem Turnpike(Route 114) D A T A 50281AVOLUME South of Waverly Street INDUSTRIES,LLC Site Code.4480 P.O.13o.301 Bedm,MA 01503 City,State.North Andover,UA Office.,SOBA81.3999 101M�e.88&734.710 Client:VMS S.Haifa Fax:508.491.0716 Lmail:Wo�pdik.com ............. Stag NB .SB Combined 29-Jul-DS Time A.M. RM, A.M. pl-m. A.M. 12:00 34 326 29 213 63 539 12:15 40 266 21 224 61 490 12:30 19 300 24 223 43 523 12:45 28 121 279 1171 25 99 228 888 53 220 507 2059 01:00 15 282 17 219 32 501 01:15 22 260 29 245 51 605 01:30 21 284 18 198 39 482 01:45 15 73 295 1121 10 74 190 852 25 147 485 1973 02:00 25 283 9 195 34 478 02:15 15 294 6 177 21 471 02:30 21 274 7 250 28 524 02:45 10 71 294 1145 4 26 224 846 14 97 518 1991 03:00 13 338 11 218 24 556 03.15 4 363 22 236 26 599 03:30 6 356 11 184 17 542 03:45 13 36 353 1412 15 59 226 864 28 95 579 2276 04:00 11 337 15 210 26 547 04A5 16 284 30 220 46 504 04:30 16 298 31 205 47 503 04:45 13 56 319 1238 31 107 214 849 44 163 533 2087 05:00 21 319 35 198 56 517 05A5 37 341 79 218 116 559 05:30 59 259 112 195 171 454 05:45 51 168 259 1178 140 366 214 825 191 534 473 2003 06:00 76 303 204 187 280 490 06:15 82 264 288 198 370 462 06:30 132 252 273 185 405 437 06:45 144 434 199 1018 244 1009 162 732 388 1443 361 1750 07:00 181 217 252 169 433 386 07:15 196 168 290 164 486 332 07:30 208 111 285 144 493 321 07:45 252 837 171 733 273 1100 123 600 525 1937 294 1333 08:00 248 156 224 139 472 295 08A5 214 160 261 106 475 266 08:30 230 129 253 131 483 260 08:45 255 947 124 569 240 978 135 511 495 1925 259 1080 09:00 21l 119 227 115 438 234 09:15 210 IGO 186 121 396 221 09:30 233 107 178 104 411 211 09:45 246 900 107 433 209 800 94 434 455 1700 201 867 MOO 215 98 224 95 439 183 10:15 215 98 195 87 410 185 10:30 237 84 184 81 421 165 10:46 220 887 67 347 220 823 67 320 440 1710 134 667 11:00 248 80 203 51 451 131 1115 221 86 217 50 438 136 11:30 259 54 226 33 485 87 11A5 249 977 41 261 231 877 50 184 480 1854 91 445 Total 5507 10626 6318 7305 11826, 18531 Percent 46,6% 57.3% 53.4% 42.7% Day 16133 14223 30356 Total Peak 11:00 03:00 OTOO 02:30 07:15 03:00 Vol. 977 1412 1100 928 1976 2276 P.H.F. 0.943 0.972 0.948 0.928 0.941 0.950 Page 1 2 PRECISION Salefn Turnpike(Route 114) D A T A 50281AVOLUME South of Waverly Street INDt15TRIE5,LLC Site Code:4480 City,State:North Andover,MA 1`1.0.6oK301 Seain,MA 01503 Offi—:508.481.3999 Toil Ree:W134.7344 Client:VAI/S.Hatla Fa-508.481.0715 Email:lnto^epa llC.com Start --- NB - �_._. _.__S - Combined Time A.M. P.M. A.M. 8 P.M- A.M, _ P M. Sat 12:00 49. 233 42 _- 185_� 91 .... 424 __.. 12:15 47 231 46 196 93 427 12:30 34 216 27 205 61 421 12A5 41 171 204 890 23 138 171 757 64 309 375 1647 01:00 24 231 30 171 54 402 01:15 39 200 26 i 95 65 395 01:30 25 233 21 186 46 419 01:45 19 107 185 849 31 108 197 749 50 215 382 1598 02:00 24 216 22 168 46 384 02:15 21 195 19 173 40 368 02:30 16 197 15 191 31 388 02:45 28 89 175 783 20 76 160 692 48 165 335 1475 03:00 14 203 18 153 32 356 03:15 11 200 15 136 26 336 03:30 9 195 12 199 21 394 03:45 15 49 W2 770 13 58 165 653 28 107 337 1423 04:00 8 189 16 187 24 376 04:15 18 220 26 149 44 369 04:30 22 214 14 170 36 384 04:45 21 69 204 827 25 81 157 663 46 150 361 1490 05:00 21 185 31 184 52 369 05:15 28 164 32 147 60 311 05:30 35 186 39 146 74 332 05:45 25 109 169 704 62 164 177 654 87 273 346 1358 06:00 35 179 62 180 97 359 06:15 51 173 112 181 163 354 06:30 49 187 110 145 159 332 06:45 59 194 183 722 81 365 155 661 i40 559 338 1383 07:00 89 168 80 155 169 323 07:15 85 170 102 141 187 311 07:30 109 130 120 120 229 250 07:45 90 373 135 603 141 443 120 536 231 816 255 1139 08:00 ill 110 78 109 189 219 08:15 116 130 117 123 233 253 08:30 132 127 110 103 242 230 08:45 143 502 84 451 139 444 123 458 282 946 207 909 09:00 120 ii8 115 124 235 242 09:15 160 121 143 116 303 237 09:30 167 100 134 104 301 204 09:45 179 626 80 419 134 526 110 454 313 1152 i90 873 10:00 203 86 133 84 336 170 1015 207 74 139 82 346 156 10:30 227 91 164 72 391 163 10:45 201 83B 87 338 178 614 85 323 379 1452 172 661 11:00 203 76 170 66 373 142 11:15 210 98 184 95 394 193 11:30 209 68 186 56 395 124 11:45 _ 232 854 51 293 197 737 58 275 429 1591 109 56B Total 3981 -- ...7649 -... - _.3754 _...- --_.... 6875 7735 14524 Percent 51.5% 52.7% 48.5% 47.3% Day 11630 10629 Total 22259 Peak 11:00 12:00 11:00 12:00 11:00 12:00 Vol. 854 890 737 757 1591 1647 P.H.F. 0.920 0,931 0,935 0,923 0.927 0.964 Page 2 N/NE/S:Waverly Rd/ Cotuit Rd/ High St PRECISION File Name : 50281BB E/W: Salem Turnpike (Route 114) wnuSArltlrs.L C Site Code : 4480 City State: North Andover,i\,fik P8A81.3r11 Ber1iFreo: 1.71 Start Date : 8/2/2005 �` T 1F � Dffi[e:5�6.4813999 ToSl Free:688.734.7344 Client: AI/ S. r 7-!la Few 508481.07F6 Email:info�}rdillc.com Page No : 1 Groups Printed-Cars-Trucks ._... -- may° Ri _ g g-r Waverly Road' - Coluit Road Salem Turnpike(Route 114) High Street Salem Turnpike(Route 114) i From North From Northeast - From East From(South I From West Start - __ Ry, ear t.e H,et�v l ......._ _... I ��- fnt Total Ri ht Thru Left wet v yR ght Thru Left Right Ry Thru Lelt Ri hi Thru e.t°t Left Time 040 PM 19 21 11 -2 1 3 1 1 1 24 295 7 1 4 0 A2 29 33 210 2 16 722 04:15 PM 12 30 11 1 04:30 PM 1726 9 1 1 3 1 0 1 ' 01 22 303 15 6 10 48 41 33 233 2 27 785 56 28 27__249 1 29 787 04:45 PM 19 31 14 2 0 1 0 1 1 22 295 - Total_ 67 108 45 6 4" ,,....,.__ 1._...___..3! 3....... .91... 1174 33 20 f 188 134 119 941 6 99 3048 (15:00 PM 24 23 15 0 1 2 1 2 I 0 41 324 7 3 2 63 45 18 222 0 23 J 816 05:15 PM 26 27 10 1 2 1 1 0 2 37 320 6 7 0 64 37' 27 244 1 20 833 05:30 PM 16 21 7 1 f 2 1 2 1 26 286 7 9 0 67 48 26 221 4 28 776 05:45 PM 16 26 1A „..1_ - „_3_ 1 0 1 2 19 246 10 7 2_,.._,_40 28 17 249 1 26 _ 709 Total 82 97 46 3 7 6 3 5 5 123 1176 30 26 4 234 158E 90 936 6 97 J 3134 Grand Total 149 205 91 91 11 12 4 7 8 214 2350 63 46 5 422 292 209 1877 12 196, 6182 Apprch% 32.8 45.2 20 21 32.4 35.3 11.8 20.6 0.3 8.1 $9.2 2.4 1 6 0.7 55.2 38.2 i 9.1 81.8 0.5 8.5 Total°h 2.4 3.3 1.5 0.1 i 0.2 0.2 0.1 0.1 0.1 3.5 38 1 1 __0.7_ 0.1 6,8 -43 3A 30.4 0.2 3.2 1 5 424 292 ° L --- -- ,6 Cars 99.3 100 100 100 144 100 100 100 100 100 2388 100 100 i00 94.8 100 209 1841 12 196I' 6098 Truds - 100 981 100 100I 98.6 -- %Trucks 0.7 0 0 01 0 0 0 0. 0 0 42 0 I 0 0 0.2 a 0 36 0 p 84 0 1.9 0 0 1.4 -T T -- _., - _. T i I Waverly: Cotuit Road Salem Turnpike[Route 114) High Street j8alem Turnpike(Route 114 l From North From Northeast From East From South From West ! u,.M� �� cu e.r i Start Time Wght I T1uu Left�.m r>s E .W va,�' MY° Right Tivu i Left... .yp rd Riot -�"'I Left$.p r sagn� Thru 4Y- Left Peak Hour Analysis From 04:00 PM l0 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM; 17 26 9 1 53 j 3 1 0 1 5€ 1 22 303 11 337' 6 0 48 41 95 1 33 233 2 27 295 785 04:45 PM E 19 31 14 2 66 ': 0 1 0 0 1 € 1 22 295 5 323 6 1 56 28 91 27 249 1 29 308 787 05:00 PM` 24 23 15 0 62 " 1 2 1 2 6 0 41 324 7 312' 3 2 63 45 113 18 222 0 23 263 816 05:15 PM 26 27 10 1 64 2 1 1 0 4 2 37 _320 6 365 7 0 64 37 f08 27 244 1 20 292 833 r°Iivoumef 86 107 48 4 245' 6 5 2 3 16 4- 122 1242 29 1397 22 3 231 154 407 16 948 4 99 1756 ' 32-1 .4 APp,T°hl 35A 43.7 19.6 1.6 1 37 5 31.2 12.5 18.8 i 0.3 8.7 88,9 2.1 �_ 5.4 0.7 56.8 37.1 - 9.1 82 0.3 8.6 -- CPHFars L927 863 800--_500 --9213 50U- .625_,,,500 375 .667 t 500._..7A4 ___.950 .659 .939 .786__.375 902- 839 900 7.-... . ---- 853_ .944 i .967 85 107 48 4 244 6 5 2 3 16 4 122 tzxo 29 1375 -22 3 231 151 407 1 t(f5 931 4.. 99 1139 3181 %Cars,1 38' 100 100 100 99.6 100 100 100 t00 100 100 100 �8' 100 98.4 100 100 100 100 100, 100 98' too 100 98.5 98.8 8 2 2 Trucks 1 1 0 0 0 1 1 0 0 0 0 0 0 0 22 0 22 0 0 0 0 O i 0 11 0 0 171 40 %Trucks 1 1.2 0 0 0 0.4 0 0 0 0 0 0 0 1.8 0 1.6! 0 0 0 0 0 0 1.8 0 0 1.5 1.2 I N/NE/S: Waverly Rd/ Cottlit Rd/High St PRECISION File Name : 50281BB D A T A E/W: Salem Turnpike (Route 114) INDUSTRILS,LLC Site Code : 4480 City,State: North Andover,MA P.O.Boz301 Bedin,A1A 01503 Start Date : 8/2/2005 Office:508.481.3999 TOB P1ee:888.734.7344 Client: VAI/ S. Halla Fax50SA81.0716 Em&infO�-pdiiEc.com Rage No : I _.. Groups Pnnted Trucks Waverly Road Cofurt Road Salem Turnpike(Rouie tl4) High Street Salem 7ump"ske(Route 114) From North From Northeast From East From South From West_ Right Th1u Left waL.e �o-�, �Y� s t a wet R�. R1ght Thru Left Right a� _ Thru Left Right Thru e.vt., Left 1n1 To1ai Time II _��..._ ..... _�_.. _ __.._ _ ..�._�..� �..1.. 04:00 PM 0 0 0 0 0 0 0 0 0 0 B 6 0 0 0 0 0 7 0 0 15 04:15 PM 0 0 0 a I 0 0 0 0 0 0 8 0 0 a 0 0 0 7 0 0 15 04:30 PM 1 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 6 0 0 12 --_Q4:45 PM 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 4 0 D 12 Total 1 0 0 0 0 0 0 0 0 -,_.0.. 27 .W 0 _.0 0 0 D_ 26 0 0 54 05m PM I 0 0 0 D 0 0 0 01 0 0 4 O i 0 o 0 0' 0 3 0 0 i 7 05:15PM 0 0 0 0 0 0 D 0; 0 0 7 0 0 0 0 0 0 2 0 0 9 45:30 PM 0 0 0 0 0 0 0 0 0 0 7 0 D 0 1 0 0 4 0 0 12 05:45 PM D 0 D o 0 0 0 0 0 0 1 0 0 0 0 D 0 1 0 0 2 Total 0 0 0..... 0 -...0 0_..._ 0 _—.. 0..._._ 0 ._.,..19 0 -...... o —..,0 .._,,._ 0 0 10.,..... 0 0 30 Grand Total 1 0 0 0 01 0 0 46 O I 0 0 1 o f 0 3r, 0 0 1 84 Apprch°h 100 o 0 0 0 0 0 D° 0 0 100 0 0 0 }pp 0 0 100 0 0 Total°k , 1.2 0 0 0 0 0 0 O j 0 0 54.8 0 1 0 0 1.2 0 0 42.9 0 o From North ( �rom�Northeast i tFroro Ea Left w Big From 7t South 1 e€t ��ram ,[ m Turnpike(Route 114)� A5 _� ...._�.._....�_� �— From West Waverly Road Co€uR Road Salem Turn ike Roulo 1}4 High Street Sale �Stad Time w t Thru 9 deft ��� t 11>rst Peak Hour Analysis From 94:00 PM to 0545 PM-Peak 1 of 1 - --�—-�-`-'- - -- Peak Hour for Entire intersection Begins at 04:00 PM 04:00 PM 0 0 0 0 0 1 0 0 0 0 0 1 0 0 B 0 8 0 0 0 p 0 0 7 0 0 7 15 04:15 PM 0 0 0 0 0 0 0 0 0 01 0 0 a 0 8 0 0 0 0 0 0 7 0 0 7 I 15 04:30 PM i 1 0 0 0 1 i 0 0 0 0 0 0 0 3 0 3 i D 0 0 0 0 0 8 0 D 8 12 04 45 PM 0 p 0 0 O l 0 0 0 0 0 0 0 e 0 8 0 p 0 0 0 f 0 4 0 0 4 12 7w sv Wme 1 0 0 0 l 0 0 0 0 0 0 0 27 0 27 U _.0_ 0 6 0 -_-0 26 0 0 28 -54 s App Iota€ 100 0 0 0 Y 0 0 0 0 0 0 100 0 0 0 0 D__ 0 100 0 0 PHF 250 660 .00fl dDo 250 .000 000 '.006 000 .w bbD O .844 .000 g4q .000 000 A00 0{30 000° .000 1313 A00 qqt) -- N/S: Salem Turnpike (Route 114) PRECISION File Name : 50281AA E/W:Peters St/ Hai=erlA St(Route 133) IDoUSATRiES,LfC Site Code : 4480 City State: North Andover NIA P.O.BoK3131 Berlin,&IA 01503 Start Date : 8/2/2005 > > office:508.481.39"Tollrrec:BB8.714.7344 Client: VAI/ S. Halla Fax:508A81A7r6 Email:Wwr ' illcc Page No : 1 Groups Printed-Cars-Tnrcks Salem Turnpike{Route 114) Peters Street(Route i 3� Salem Tump!ke(Route 114 Haverhill Street(Route 133) E From North _ _ From Fast From South From West Sfart Time R!gh! Thru Left RightThru -- Left Right Tfiru Left Thru! Left I !n[.Total] 04:00 PM 5 201 42 38 45 17 4 268 57 33 64 10, 784 04:15 PM 9 173 65 40 59 15 10 222 47 51 70 16[i[ 777 04:30 PM 5 209 53 311 57 17 5 291 56 46 71 22 I 863 - - 04:45 PM 10 202 57 24 58 26 13 245 59 53_ 81 23 _ 851 - _Total 29 785 217 133 219 75 32 1026 213 163 286 71 3275 05:00 PM 4 217 65 33 55 19 6 278 53 55 80 40 905 05:15 PM 9 204 60 33 50 19 10 283 64 67 77 29 905 05:30 PM 7 194 75 28 48 11 8 262 591 55 81 18 846 05:45 PM 2 206 66 23 43 22 , 12 217 50, 66 59 17 y 783 - Total 22 821 266 1 117 186 - _...7 I. .._.._3d..... 1040 226 i 243 297 - 104 ; 3439 Grand Total I 51 1606 483E 250 415 146 ` 68 2066 445 f 426 583 175 6714 pp ° 30.8 51.2 18 2-6 80.1 17.3 36 49.2 14.8 I A rcll% 2.4 75 22 6 Total /oI 0.8 23.9 7 2 , 3.7_ 6.2 2.2 1 30.8 6.6 6 3 8 7 2.6 - Cars L 51 -1573 479 248 414 146 67 2025 441_1 424 .. ......583_..._.__ 1741 6625 /o Cars 100 97.9 99.2 99.2 99.8 100 98.5 98 99A 99.5 100 99A) 98.7 --- 2 1 - 0 1 a --4 ._.-- 2 --- 0 1 i . 8s... Trucks 0 33 4 %Trucks 0 2.1 0-8 0.8 0.2 0, 1.5 2 0.9 0-5 0 0.6! 1.3 Salem Turnpke(Rouse 114) Peters Street(Route 133) Salem Turnpike(Route 114 Haverhill Sfreet(Route 133) I From North From East _ From South From West - _ ._ Start limo Right; Thru i Left APP.Total, Rf�Th!u igh Left I-APp.-Total_1_ Right__ -Thm j_ Left App-Tataf Right l Thrums Left; App Total C Int Total} 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 5 209 53 267 1 31 57 17 105 5 291 56 352 . 46 71 22 139 863 04:45 PM 10 202 57 269 i 24 58 26 1081 13 245 59 317 53 81 23 157 851 05:00 PM ! 4 217 65 286 11 33 55 19 107 . 6 278 53 337 55 80 40 175 i 905 0515 PM! __ 9 204 60 273 33 50 19 102 ! 10 283 64 357 j 67 77 29 173 905 Tolal Volume i 28 832 235 1095 121 22D 81 422 34 i097 232 1333 i 221 3o9 114 644 3824 %App.Total 2.6 76 21.5 28.7 52.1 19.2 2.5 80.5 17 34.3 48 17 7 - - PHF _ --- Cars 28 817 233 1078 121 220 8i 422€ 633 1077 232 13421 221 309 114 644E 486 .7oD .959 904 .973 3486 %Cars 100 98.2 99.1 98.4 100 100 100 100 97.1 98.2 100 98.5 100 100 100 100 98.9 Trucks 0 15 2 17 0 0 0 0 1 20 0 21 0 0 0 0, 38 %Trucks 0 1.8 0.9 1.6 0 0 0 0 '4 2.9 1.8 0 1.5 0 0 0 0 1.1 N/S: Salem Turnpike(Route 114) PRECISION File Name : 50281AA F/W: Peters St/ Haverhill St(Route 133) NDUSATRIES LLAC Site Code : 4480 City,State: North.Andover,MA ro.eox301 8efto,MA 01503 Start Date : 8/2/2005 It OF$ce;508.481.3999 Tot[Free:888.73C73 Client: �rA1/ S. Hallo 44 Fan 508.481.0716 Email:inro�pdfllccom Page No : 1 Groups Printed Trucks _ 9 - _. F_o m M� Lett R1 ht Street(Route 133) Salem Turnpike o Route t 14) Haverhill Street(Route 133) Salem Turnpike(Route 114) Peters From East _ From South From West Start Time Ri ht Thru Thru Left Ri ht "'..�.._ ��....._ Thru left ,Right Thru Left fn1.Total 04:00 PM 0 5 1 0 1 0 0 8 2 1 0 0 18 04:15 PM 0 8 0 1 0 0 0 4 1 1 0 1 16 04:30 PM 0 5 1 0 0 0 0 2 0 0 0 0 8 04:45 PM 0 6 0 1 0 0 0 1 7 0 0 0 0 14 Total 0 24 ...._..�....... 1 ..... 1......._ 01 i. 21- __....3 _.....2 0 1 56 MOO PM 0 2 1 I 0 0 11 0 4 0 O 0 0 7 05:1qPM 0 2 0 1 0 0 0 0 7 0 0 0 0 9 05:3 0 4 0 i 0 01 0 6 0 0 0 0 11 05:4 0 1 1 0 0 0 0 3 1 006 �..._ 9 ..- 1. '.__ 0 0 ---- _.._. 0 2p 1 0 0 0 33 Grand Total 0 33 4 2 1 0 ' 1 41 4 2 0 1 l 69 Apprch% 0 89.2 10.8 66.7 33.3 0, 2.2 89.1 8.7 66.7 0 33.3 Total% 0 37.1 4.5 1 2.2 1.1 0 1.1 46.1 4.5 2.2 0 1.1 T Salem Turnpike(Route 114) Peters Street(Route 933) , Salem Turnpike(Route i 14) Havefiill Street Route 133} From North From East From Suulh From West ... Peak Hour Analysis From` Left App Talat Ri ht.r Thnr Loft LPp Total 1 " " - — --hru Left M -Tata1 _..... y 04:00 PM to 05:45 PM Peak t of 1 1— � " Right r —_ L p Ri—h Thru LeR p Total Int.Totat Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 5 1 6 0 1 0 1 0 8 2 101 1 0 0 1 18 04.15 PM 0 8 0 8 I 1 0 0 1 i 0 4 1 5 1 1 0 1 2, 18 0 4:30 1 M 0 24 2 — 0 0 a i 21 3 25 h O 0 0 0 14 04:45 PM 0 5 1 6 0 0 0 0 0 2 0 2 Total Volume 2 0 1 3 56 /o App.Total; 0 " 92.3 7.7 _ _ 50 50 0 4 84 12 66.7 0 33.3 PHF� OQO .750 .500 .813 1 .250 - — - 250 OQO 500 250 656 375 625 r .506 .000 250 .375 1 778 N/S: High Street PRECISION File Name : 50281CC D A T A E/W: Haverhill Street (Route 133) INDUSTRIEs,LLC Site Code :4480 City,State: North Andover TvLA P.O.Box301 Bedin,MA 01603 Start Date : 8/2/2005 ,,`` tt Office:508.401.3999 Wffrte:888.734,7344 Client: VLSI/S. Halla rax:508.481.6716 rnail;inr°IIpdillcCom Page No : 1 Groups Printed-Cars-Trucks g ( Haverhill Street(Route 433) L From r h Slreet Haverhill Street Roufe 133}- -High Street H m West Start Time Right FromThruhl Left j Riyht�romThru - Left Right East From ThsuSouthl Left Right From Thm __- LeR 1n1 Tota3j 04M PM 18 33 10 1,1 92 12 7 41 10 9 108 17 368 04-15 PM 21 23 18 10 99 11 12 28 9 1 104 22 358 04:30 PM 18 31 8 11 98 13 9 36 5 6 136 23 394 _... .. ....__04:45 PM 19 28 14 € 7 102 6 16 39 4 _10.,..,. 117 33 _ ... ...395 Total - 76- - 115 50 F_ 39 391 42 ---44 - 144 28 26 465 95 I 1515 05:00 PM 17 28 11 E 18 i12 71 16 49 7# 16 127 371 445 05A 5 PM 15 36 161 8 97 5 26 57 9 10 120 30 d 429 05:30 PM 15 26 10 15 104 15 23 50 6 9 134 42 449 05:45 PM 11 31 12 11 80 11 13 31 3 2 114 22 341 Total I... - 58 121 _49 52 393 - --38 78 187 - 25 37 495 _ 131 1 1664 Grand Total 134 236 99 1 91 784 80 122 3" 53 63 960 226 j 3179 Apprch% 28.6 50.3 21.1 '` 9.5 82.1 8.4 24A 65A 10.5 5 76.9 18.1 Total% I 4.2 7.4 3.1 € 2.9 24.7 2.5 3.8 10.4 1.7 2 302 7.1 1 1 91 781 80 122 330 53 63 960 226 3175 ° Cars 100 236 99 100 99.6 100 100 99.7 100 „100 100 100.1_ .__99.9 /°Trucks I 0 0 001 0 3 Q ©_ 1 0 0 0 01 4 /o Cars 1 . 100 100 ° 0 0.4 01 0 0.3 0 0 0 0, 0.1 High Street Haverhill Street(Route 133) H1gh Street Haverhill Slreet(Route t33} _ From North From East From South i From West -- - - - . L - 4 t)0 PM to _L PM-Peak f of 1 I y_ ) _ c 9 ,eft App.Total I Int.Tofa1' Start T1me 7 R1 ht Thru Left App Total R+ ht_! Thru Left APA Total RI ht Thru, Left App.Total Ri ht Thai L._,- ._,_ � Peak Hour Analysis From Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM j 19 28 14 61 7 102 6 115 ; 16 39 4 59, 110 117 33 160 395 05:00 PM 17 28 11 56 18 112 7 137 16 49 7 72 E 16 127 37 180 445 05:15 PM 15 36 16 67 8 97 5 1101 26 67 9 92' 10 120 30 1601 429 05:30 PM 1 15 26 10 51 15 104 16 134 1 23 50 6 79: 9 134 42 165 449 Total Volume;-_- 66 118 51-- 235 4g 415 -33__ 496 I 81 195 26.... 302 r -45 --498 --142 685 1718 App.Total a 28.1 50.2 21.7 9.7 83.7 6.7 26.8 64.6 8.6 6.6 72.7 20.7 ----� PHF 3 .868 .819 .797 877667 .926 550 .905 1 779 .855 .722 .821 `. .703 929 845 .926 .957 Cars 66 118 51 235 48 415 33 496 81 194 26 301 45 498 142 685'; 17w %Cars' 100 100 100 100 I 100 100 100 100 100 99.5 100 99.7 100 100 100 1001 99.9 Trucks 0 0 0 Cl 0 0 0 0 0 1 0 1 0 0 0 01 1 %Trucks 0 0 0 0, 0 0 0 0 0 0.5 0 0.3 0 0 0 0 0.1 N/S: High Street PRECISION File Name : 50281CC E/W: Haverhill Street 133 D A T A (Route'` ) Inlousral>-s,LLc Site Cade : 4480 City,State: North Andover,MA P0.8pc301 Bedin,MA 01503 Start Date : 8/2/2005 Orfice:508.4813999 Toll Free:888.734.7344 Client: VAI/ S.Halla rax:508A81.o716 Finall:inra�polltccom Page No : 1 -. Gro.ups Pn nted-Trucks high street I Haverhill Street t Route 133] High Street Havefiill StreeE(Route 133} From North From East From South From West Start Time R1 hf Thru Left Ri ht Thru "` 04:04:00 PM 0 _ 0 0 0, � �._ PM - —-U D �O 2 rght Thru left Right Thru Left Int.Total `o D o D 2 0 0 0 0 0 p 0 o Q 04:30 PM D 0 0 0 0 0 0 0 D, 0 fl O I 0 -- 04:45 PM 0 0 0 0 0 0 ' 0 0 0 1 0 0 0 p Total .. .0 0 0 ... 2.._ _...-0 O___ ©.I fl D �_.... 2 05:00 PM { 0 0 0 0 0 0 0 0 Q O i 05:15 PM i 0 0 fl 0 0 0 I 0 0 0 0 0 0 p 0 0 p 05:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 _._.._�05:45 PM 0 0 0 0 1 01 0 0 0 0 0 0 i Total , 0 _.... 0 ......_ 0 __ 1 __ 0 -- 0 0 0 -.... D _. 2 Grand Total! 0 0 0 0 3 01 0 1 0 0 0 0 ' 4 Apprch% i 0 0 01 0 100 0 0 10( D D 0 0 Total%I 0 0 01 0 75 01 0 25 0 0 0 0 High Street Haverhill Strae!{Route 193) Hi h Street From North g � HaverhilE Street(Route 133 h ) From Eas; From Sout h T �_.... _ From West Start Tim R1gi1; Thru Leff E App.Total] RightThruLeft App.Total,),„ __Thru_. Left_„ApP TotalRI Thru ___.,Left App.-Tolak Inl.Total Peak Hour Analysis From 04t PM fo 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00PM ! 0 0 0 0! 0 2 0 2 0 0 0 0 0 0 0 0 2 0415PM ` 0 Q 0 0 fl 0 0 0 0 0 0 01 0 0 0 0ii p 04:30 PM 0 0 0 01 0 0 0 01 0 0 0 0 1 0 0 0 a 0 %aApp..Total1 0... 0 _ 0 0{ .-0 100 .. .0... _ 0i —� 0 .. —0 - 0 .. O_- o_..... _ O___. p PHI 000 _.___0. _ 0 0 0 0 Total Volume 0 000 .000 000 0 250 .006 .250 .000 .000 .000 .000 2 - l _ ..—e._ .000 i. 000 - _ .000 000 .000 .250 N/NE/S: Waverly Rd/ Cotuit Rd/ High St PRECISION File Name : S0281B D A T A E/W: Salem Turnpike(Router�114) INDUSTRIEs,LLC Site Code : 4480 PABOCit}r,State:North Andover,NfA p;6ce:508.481x39998ToINke:JM334.7344 Start Date : 7/30/2005 Client: VAl/S. Halla Fax:508.481.0M Em3iUnfp9pd,11ccom Page No : 1 Groups Printed-Cars-Trucks Waverly Road Ca1ud Road Salem Turnpike(Route 114) High Street Salem Turnpike(ftoute 114) From North I From Northeast From East From South From West Start f ,_.-.. , -- - - Mgh! Thnt Left wmt<e �bkw< e k,<� sir t wares wsF�. F2�gh1 Thru Left Right a.kq. Thru Leh Right Thru 1 e< t a Left Ind Tatal Time `.. ....�- --- .. -.I _ 11:00AM 1 34 22 17 0 1 1.r ........,_0 1 2 11 186 4 4 0 13 30 16 L 151 - 0 15 - 508 11:15 AM 40 13 9 0 0 0 1 2 0 8 201 1 5 1 25 30 30 171 1 29 567 11:30 AM 32 22 7 1 0 2 0 0 0 17 187 3 6 1 16 20 25 181 1 18 539 11:45 AM 34 17 15 __....._0 1 1 1 0 3 7 216 _.4,.___ 8 0 19 33 -22 180 Q 19 $80_ _..., - Tolal I 140 74 48 1 , 2 4 2 3 5 43 790 12 1 23 2 73 113 03 683 2 81 2184 I 12:00 PM 1 27 18 16 0 I 1 2 1 0 0 16 218 51 5 1 19 29 21 176 0 17 572 12A5 PM 37 14 5 2 1 1 0 2 1 16 211 4 ; 5 0 19 27 29 192 2 21 589 12:30 PM I 21 20 11 0 0 1 0 1 2 8 198 6 7 0 24 36 30 190 0 16 571 12:45 PM 22 16 11 0, 2 0 0 0 2 12 175 4 3 0 21_ _ 37 22 164 1 14 506 _.__...-...- --- -, _ Total 107 68 43 2 I 4 4 1 3 5 52 802 19 20 1 83 129 102 722 3 68 2236 0100 PM 2$ 18 5 0 1 4 0 1 1 10 231 4 I 5 2 14 22 23 164 2 16 551 01:15 PM 28 15 12 0 1 0 1 0 0 11 181 6 9 0 14 21 23 163 2 15 522 01:30 PM 29 7 12 0 1 0 0 0 0 2 17 209 6 I 3 0 14 28 32 173 0 19 551 01:45 PM 24- 11 7 2 t 2 1 0 1 7- 177 3 2__ 0,,,,,_-_-,_16 32 38 196 T__-0 13 533 -- --- Total 109 51 36 2 3 6 2 11 4 45 798 19 19 2 50 103 116 716 4 631 2157 Grand Total 356 193 127 5 III 9 14 5 7 I 14 140 2390 50 I 62 5 214 345 311 2121 9 212 6589 Approh% 52.3 28.3 18.6 0.7 I 25.7 40 14.3 20 I 0,5 5.4 92.1 3.9 9.9 0.8 34.2 55.1 11.7 79.9 0.3 6 Total% 5.4 2.9 1.9 0.# 0.1 0.2 _O.1 0.1 �___0.2 2.1 363 0.8 I 0.9 0.1 3.2 5.2_ 4.7 32.2_ 0.1 3.2 Cars 355 193 127 5 9 14 5 7 14 139 2368 50 62 5 213 344 IV 310 2101 9 212 65A2 %Cars 99.7 100 100 10D 100 100 100 100 100 99.3 99.1 100 1 10O 100 99.5 99.7 99.7 99.1 100 100 99.3 _ - . Trucks d 1 0 0 O I 0 0 D Q 4 1 22 O 1 0 0 1 1� 1 20 0 0 _ 47 7o Trucks 1 0.3 0 0 0; 0 0 0 0 , 0 0.7 0.9 0 I 0 0 0.5 0.3 f 0.3 0.9 0 0 1 0.7 r _.,.. _ r Ea -- I - -- y Road Cotu11 Road m Turnpike(Route 114) High Street I Salem Turnpke(Route#14) Waved ( Northeast I _ From East From South _ From West Stara Time; wg r Thn r Lek North 4 from lJort _y wvnl rnn Left *p. 1v9m a, Thru Left ,m L war i rnn Left a d ! n rw G L•1 i I Peak Flour Analysis From 11:00 AM to 01:45 PM-Peak 1 of S Peak Hour for Entire Intersection Begins at 11:45 AM 11:45 AM 34 17 15 0 66 1 1 1 0 3 3 7 216 4 230 Y 8 0 19 33 60 1 22 180 0 19 221 I 680 12:00 PM 27 18 i6 0 61 1 2 1 0 4 0 16 210 5 239 i 5 1 19 29 54; 21 176 0 17 214' 572 12:15 PM ! 37 14 5 2 58 1 1 0 2 4 1 16 211 4 232' 5 0 19 27 51 1 29 192 2 21 244 i 589 1273 PM 21 20 11 0 52 0 1 0 1 2 1 2 8 198 6 214 j 7 Il 24 36 87 30 19D 0 16 23fi i 571 -24 _.. __ Iota vowme 119 69 _-47- 2 237 3 b -2_ 3 - 13 fi ...47 843 19 915 25 1 et 125 232 102 738 2 73 915 2312 • kpp [50.2 29.1 19 8 0.8 23.1 38.5 15-4 231 0.7_ 5.1 92 1 2.1 10.8 _0.4 34.8 5319 11.1 80.7 0.2 8 b Total --- Gals-- Ga�.804 .863.863 .734 .266 _898 .750 .625 -500 -_375 8.13 1 16 .734 967 .792 957 .781 -.250 Vi 668 666�_-650 .961 _250 883 .938 I.981 _ _ ____ - - 118 63 47 2 235, 3 5 2 3 13 r 6 46 83fi 19 947 25 1 81 124 231I 102 732 2 73 909I 2296 %Cars 92 100 100 100 99.6 100 100 100 100 100 100 9 9 92 100 99.1 ! 100 100 100 9 2 99,6 Ii 100 9 2 100 100 99.3 99.3 Trucks 1 D 0 0 1 0 D 0 0 4 0 1 7 0 8 0 0 0 1 1 1 0 6 0 0 6 16 %Trucks 0.8 0 0 0 OA 0 0 0 D 0 0 2.1 D.8 0 0,9, 0 0 0 0.8 0.4 0 0.8 0 0 0,7 , 0.7 N/NE/S: Waverly Rd/ Cott it Rd/ 1-Iigl>,St PRECISION File Name : 50281B E/W: Saleixl Turnpike(Route 114) D A T A iNousTrtles,Ltc Site Code : 4480 City,State:North Andover,Mt1 P..O.Box301 Bedin,61A 01503 Start Date : 7/30/2005 Office:508.48f.3999 Tull Free:888.734.7344 Client: VAI/ S. Ha1la Fa:508.481.0716 Ernafl:info�pollc.com Page No : 1 -- _T..._ Groups Printed-Trucks Waved Road l Y Cotull Road Salem Turnpike(Route 114) Hlgh Slreef T Salem Turnpike{Route 114} From North From Northeast from East From South _From West Time Staff Right I ThruJ. Leff -a ree wsrsy �y a vc a wa�a ,A Right[Thru Left Right i a..A� Thru Left Righ[ TT. . �L., Leff fnt Total 1 11:15AM 0 0 0 0 a 0 0 0 0 0 2 0 0 0 0 0 0 4 0 0 6 i7:15AM fl 0 0 D 0 0 0 0 0 0 5 0 0 0 0 0 1 3 0 0 9 11:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 11:45 AM 1 0 0 0 1 0 0 D 0 0 0 5 0 q 0 0 0 0 D 0 0 6 Iota! 1'a' 0 � D 0 0 Q 0 ._ 13 _.- D 0 _.-..0 0._ 0,.._ 1 7 _0 0f 12:00 PM 1. 0 0 0 0 1 0 0 0 fl 0 0 0 0 D 0 0 1 0 4 0 O I 5 12:15PM 0 0 0 0 0 0 0 0 0 0 1 01 0 0 0 0 0 2 0 0 3 12:30PM 0 0 fl 0 0 0 0 0 0 i 1 0 0 0 D 0 0 0 0 01 2 Total _. 0 -D 0..._. fl 0 ....._ 0 0€ _. 0 1..-4 0 0 0 0 j —0 6......._ 0 _.... .. A 12:45PM _0 0 0 0 0 0 0 0 0 0 Z 0 0 0 0 D 0 2 0 0 14 01:00 PM a 0 0 0 f 0 0 0 0 0 0 1 Q 0 0 a 0 0 1 fl o 2 01:15PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 3 0 0 5 01:30 PM 0 1 0 0 0 0 0 iI 0 0 2 0 0 0 0 0 a 1 0 0 3 „01:45 PM o 0 0 0 q 0 o I 0 0 0 0 0 6 1 D 0 D D 0 f Total Q.,. 0... 0 04 D 0 0... 0...,.. 0 ..... 5 D © 0 f1-. Grand Total I 1 0 D 0 1 0 fl 0 0 0 1 22 0 D D 1 1 € 1 26 D 01 47 Apprch% 100 0 0 0 0 0 0 D 0 4.3 95.7 0 1 0 0 56 50 4.8 95.2 0 0 Total%1 2.1 0 0 0 0 0 0 0 0 2.1 46.8 0 I 0 0 2.1 2.1 I 2A 42.6 0 0 1 Wavefl Road r. Y Coluit Road Salem turnpike(Boole 114} High Street Salem Turnpike Route i 14) _ From North L „From Northeast_ From East From South { Start Time ft�, lhn j Left Left i m u1 Left I rn From West o i- .. _. .._� i-..ny. ._.. _ T_1. Left •w Peak Hcur Analysis From 11:00 AM to Df:45 PM-Peak i of 1 Peak Hour for Entire Intersection Begins at 11:00 AM I i:01)AM 0 0 0 0 O j 0 D 0 0 O i 0 0 2 0 2' D 0 11:15 AM Q 0 0 D 0 0 0 0 0 D 0 0 5 0 5 0 0 0 0 0 1 3 0 0 4 9 11:45AM.. 1 0 q - 0--- .. i 0- 0 0 fl 0' 0 0 _ 5...._6... 5i_...0 .. 0__....0_ 0� 0 D 0 0 01 11:30 AM 0 0 0 0 D 1 1 0 0 0 0 0 0 0 0 I 6 T Ealvawme 0 0 0 D 0 0 0 0 D-- -S 7..__ 0 .. 0_ 8 --22... /of m,:rca7 J 100 0 _ 0 0 0 0 0 0 ; _0_ 0 _100 0 _ 0 .PHF f 250 ..- - _- 4 0 0_ 12.5 a7 5 0 _ 0 .600 -000 000 .250 .Q09-„0611 Oo0 .900 .0 000 000- s5a 004) 650 000 000 .000 000 1236 438 -090 .fl00-- ,500 .611 OOD Vanasse & Associates Route 114 at Route 133 File Name : 448001 sa Andover, MA Site Code : 00448001 Weather: Clear Start Date : 07/30/2005 Page : 2 Route 114 Route 133 Route 194 Route 133 From North From East From South From West Star[Time Rrgh Thru Left Truc App. Ri9h Tt1ru Loft Tn.rc App. Ri9h Thru Loft Truc App. Righ Thru Left Truc App. 1nt. # ks Total t ks Total t ks Total t ks Total Total Peak Hour From 11:00 to 13:45-Peak 1 of 1 Intersection 11:45 Volume 23 585 194 1 803 180 197 94 0 471 23 657 95 1 776 102 250 19 2 373 2423 Percent 2.9 72.9 24.2 0.1 38.2 41.8 20.0 0.0 3.0 84.7 12.2 0.1 27.3 67.0 5.1 0.5 High Int. 12:30 11:45 12:15 12:30 12:30 Volume 8 156 53 1 212 52 62 30 0 134 7 174 30 1 203 28 71 6 1 102 618 Peak 0.947 0.879 0.956 0.914 0.980 Factor Route i i4 Out In Total 856 803 1859 23 5551 1134 1 Right Thru Left , Trucks LRi �I 1 two North 2 M H of m « N G W U Ul 2 F Q Lj TTrucks Left Thru Right 951 657 23 1 711 776 1557 Out In Total Route 114 Vanasse & Associates Route 114 at Route 133 File Name : 448001 sa Andover, MA Site Code : 00448001 Weather: Clear Start Date : 07/30/200f Page : 1 Groups Printed:Unshifted Route 114 Route 133 Route 114 Route 133 From North From East From South From West Start Time Rtgh Thru Left Truc gyp' Rrgh Thru Left Truc App. Righ Thru Left Truc App. Righ 7f1ru Left Truc App. Int. t ks Total t ks Total t ks T)tat t ks Total Total Factor 1.0 1.0 1.0 1.0 1.01 1.01 1.0 1 1.0 1.01 1.01 1,01 t.0 1 1.01 1.0 1 1.01 1.0 11:00 4 118 27 1 150 43 46 19 0 108 4 135 29 1 169 28 65 10 1 104 531 11:15 4 141 48 1 194 43 36 21 0 100 5 149 24 1 179 30 65 5 0 100 573 11:30 3 141 54 0 198 31 41 22 0 94 3 184 14 0 201 19 43 3 0 65 558 11:45 2 139 50 0 191 48 56 30 0 134 5 153 30 1 189 28 55 6 0 69 603 Total 13 539 179 2 733 165 179 92 0 436 17 621 97 3 738 105 228 24 1 358 2265 12:00 8 137 53 1 199 37 62 21 0 120 5 174 16 0 195 27 60 4 1 92 606 12:15 6 156 39 0 201 43 32 27 0 102 7 174 22 0 203 22 64 4 0 90 596 12:30 7 153 52 0 212 52 47 16 0 115 6 156 27 0 189 25 7t 5 1 102 618 12:45 4 134 48 0 186 45 43 14 0 102 7 152 26 0 185 24 60 4 0 86 561 Total 25 580 192 1 798 177 184 78 0 439 25 656 91 0 772 1 98 255 17 2 372 2381 13:00 4 126 46 1 177 51 34 15 0 100 6 162 22 0 190 33 83 9 0 125 592 13:15 1 157 46 0 204 32 34 25 0 91 6 163 19 0 188 20 43 5 0 68 551 13:30 3 136 43 0 182 31 36 26 0 93 8 177 26 0 211 10 46 2 0 58 544 13:45 5 147 48 0 200 42 42 24 0 108 9 137 20 0 166 23 52 3 1 79 553 Total 13 566 183 1 763 156 146 90 0 392 29 639 87 0 755 86 224 19 1 330 2240 Grand Total 51 165 554 4 2294 498 509 260 0 1267 71 1916 275 3 2265 289 707 60 4 1060 6886 Appreh% 2,2 73.5 24.1 0.2 39.3 40.2 20.5 0.0 3.1 84.6 12.1 0.1 27,3 66.7 5.7 0.4 Total% 0.7 24.5 8.0 0.1 33.3 7.2 7.4 3.8 0.0 18.4 1.0 27.8 4,0 0.0 32.9 4.2 10.3 0.9 0.1 15.4 Route 114 Out In Total 2474 2294 4768 L--L-51=16851 5541 4 Right Thee Left Trucks co N Norm T co � 2.. � m -- uo5n�tea N tl] O Inn 0 Z n � Trucks Loft Thru Right 275 1916 711 3 2234 2265 4499 Out In Total Route 114 N/S: IEgh Street PRECISION He Name : 50281C D A T A E/W: Haverhill Street(Route 33) INousTnit:S,LLC Site Code : 4480 City,State: North Andover IWA P.o.8-301 eerlia,A1A 01503 Start Date : 7/30/2005 Of5ce:508A813999 TOII Free:888.7343344 F Tl q Client: VAI/ S. HaEa ax:508.481.Q716 Ema�i � d:nFopdlcc°n, Page No 1 _ Grou s Printed-Cars-Trucks __ High Street Haverhill Street(Route 133) High Street Haverhill Street(Route From North From East From South Ffom West i SHan _ Right Thru J Left m FtightTf _Thru _Left-_ „Right Thru Laft F2ighl Thru Left I lnt.Total 11 16 21 3 8 61 5 6 17 7 9 117 18 � 288 11'15 AM 16 114 4 9 48 13 7 29 7 6 86 19• 258 11:30 AM 18 30 2 10 51 13 1 9 15 4 14 61 14 241 11:45 AM 14 27 8 4 70 11 4_ 23 5 4 93 -22 265 64 92 171 - 31 230 42 26 84 23 33 357 7-- 1072 12:00 PM 17 26 81 6 74 19 j 15 22 5{ 8 fib 20 1 288 12:15 PM ; 9 31 7. 4 54 8 10 22 4 I 4 69 26 248 12:30 PM 18 28 51 8 59 8 6 29 1 4 95 23 284 12:45 PM is 21 11 73 17 Total 59 106 2 _25 264 46 477 11 0 911 1 18 6.1-- - 27 305 86 ' ad - 1093 01:00 PM 15 22 9 7 48 11 1 10 20 61 1 85 151 249 01:15 PM I 15 24 2 5 47 5' 5 17 21 5 66 14 207 Total 59 9! 21 26 --- 185 - 18 - 289 .... 59 9 01:30 PM 15 19 5 11 36 12 5 23 2 . 7 57 13 05 240 79 16 05 01:45 PM I 14 26 5 3 54 6 4 19 61 5 81 17 Grand Total I 182 289 65• 82 679 122 91 254 55 78 951 218 3066 Apprch% 34 53.9 12.1 9.3 76.9 13.8 I 22.8 63.5 13.8 6.3 76.3 17.5 j Total% 5.9 9.4 2.1 2.7 22 1 4 3 8.3 i.8 2.5 31 7.1 Cars ; 181 289 65 i ........-82 667 122 91 254 - -55 78 939 --2 8 3041 %Cars 99.5 100 100 100 98.2 100 100 100 1001 100 98.7 11001 99.2 -Trucks,-- ---- rucks - i a -- --- 0 - 12 - 0 1 0 0 0 0 12 0 25 O/CTrucks _ D.5 0 0 0 1.8 01 0 0 01 0 1.3 0 0.8 `-. T - - - - -I- , Haverhill SEteeE I Hf6h Street Haverhill Street(Route-133) High Street (Route 133} From North From East From South From West 1.Start Time Right Thru I Leff App Total I Rrght Thru --Left App.Total Right I ThM' -Lett App Total Rrght,. _Thy Leff_App 7oia1 Int Total '.. - - - - - Peak Hour Analysis From 11:00 AM to 01:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:45 AM 11:45 AM i 14 27 8 49 4 70 11 851 4 23 5 32 I 4 93 22 1191 285 12:00 PM 17 26 8 51 6 74 19 991 15 22 5 42 j 8 68 20 961 288 12:15 PM 9 31 7 47 4 54 8 661 10 22 4 36 ; 4 69 26 99 248 12:30 PM I 18 28 5 51 8 59 8 75 _6 29 1 36 i 4 95- 23 122 284 Total Volume l 58 112 28 198 22 257 46 - 325 ..... 35 96 15 146 20 325 91 436 1105 %App.Total I 29.3 56.6 l4.1 6.8 79.1 14.2 ! 24 65.8 10.3 4.6 74.5 20.9 PHF; .806 .903 .875 971 688 868 .605 .821 .583 .828 .750 869 .625 .855 .875 893 959 - _._. %Cars Trucks 1000 1000 100 100 100 99.2 100 9?2 100 100 100 100 20 8.2 0 8,6 197 0 0 0 0 0 6 0 61 8 %Trucks 0 0 0 0 0 0.8 0 0.6 0 0 0 0 0 1.8 0 1.4 0.7 30-40 Motorcycles on Route 133 from West to East at exactly 11:00am PSI N/S: High Street PRECISION File Name : 50281C E/\1T: Haverhill Street(Route 33) pous RIEs,L A Site Code : 4480 City,State: North Andover,NIA Office,5116.481.3999 8Tollftee:888.734.7344 Start Date 7/30/2005 Client: {TAI/ S.Halla, F":508A81.0716 Ema9Anf0'4pdi11c.c0m Page No : i High Street Haverhill Street(Route 133} High Street__..,. Haverhill Street(Route 133 From North From East From South From West tRigt 177 Th a igt Th Le RIg Le tn(.Taa1 11D AM © 20 0 oD o 4 11:15AM 1 0 0 0 0 0 0 0 0 0 0 0 1 11:30 AM 0 0 0 0 3 0 0 0 0 0 0 0 3 11:45 AM l._.._._ 0 0 0 0 1 O I_._... 0 0 0 0 0 0 1 Total i 1 p_...._... -b 0 6 01 0 0__.._....-__ 0 0-- 2 0 9 12:00 PM 1 0 0 01 0 0 0 0 0 0 0 2 0 2 12:151 0 0 01 0 0 0 0 0 0 0 1 0 1 PM 12:30 0 0 0` 0 1 0 0 0 0 0 3 0 4 12:45 PM 0 0 0 0 1 0 0 0 0 0 0 0 1.Total 0 -- -- 0 0 - .... 2 ---..._..0 0 - .._0...-.-....__ 0 _0_.. -6 _ 8- 01:00 PM 0 0 0 0 2 0' 0 0 01 0 0 01 2 01:15 PM 0 0 fl 0 2 0 0 0 (1 0 1 0 ` 3 01.30 PM 0 0 0 1 0 0 D 0 0 01 0 1 0 1 01:45PM 0 0 0 0 0 0 0 0 0 0 2 0 2 Total -0.._. ..._.._0 0.1 0 4 0 0 0 0_�........._ 0 4 0 8 Grand Total 1 0 0 0 12 0 0 0 01 0 12 0 1 25 Approh% 100 0 0 I 0 100 0 0 0 0 0 100 01 Total%I 4 0 0 0 48 01 0 0 0 I 0 48 01 From North --—j —Haverhill From mtEast u1e 133} I F iom Leff; App Total Right erhill Slree!(Route 133} r Y 1 Street Hav South __ From West StartTlme Right Thru : Left App.Total Right, Thru Leff APP Total I Rrght! Thru g Thru Left ppp-Total Ir11.Total'. Peak Hour Anal sis From 11:00 AM to 01:45 PM-Peak 1 of 1 ._ Peak Hour for Entire Intersection Begins at 12:30 PM 12:30PM1i 0 0 0 01 0 1 0 1 ! 4 0 0 Oj 0 3 0 3� 4 12:45 PM j 0 0 0 0 0 1 0 1 € 0 0 0 0 0 0 0 0 1 01:00PM1 0 0 0 0 2 0 21 0 0 0 0 0 0 0 0 2 01:15PM 0 0 0 0 0 2 . . ...._0 2 ; 0 0 0 0 0 1 0 1 3 PHF 100 .000 .750 0 0 0 01 - - Total Volume I 0 0 0 0 0 6 0 6 - -1- D A 0 4 : 10 0A App.Total 0 0 0 0 100 p 0 0- D 0 100 0 _ .— �- i 000 000 000 000 - ---- 000 .000 p00 ODO f 000 000 .333 .000 .333 I .625 5 d S Y" l R 10 ^,y 1 Y tall- -:,,gEASONALTRAFFICN LUME ADJUSTMENT DATA. 4� $ � 1 E { - - - STATION 502-NORTH ANDOVER-RTES.114 AND 125-NORTH OF THE ANDOVER BY-PASS YR JAN FEB MAR APR MAY JUN JUL AUG 5EP OCT NOV DEC YEAR 99 39,046 41,365 42,188 43,788 42,734 44,700 40,614 41,000 42,620 42,406 41,044 40,536 41,837 -6% -9% -7% -6% 0% -2% -1% 4% 2% 11% 10% 0% 0% 00 36,868 37,643 39,054 41,000 42,694 44,023 40,146 42,725 43,295 46,906 45,053 40,401 41,651 12% 8% 2% 5% 2% 1% 12% 19% 22% -8% -10% -12% 4% 01 41,441 40,643 39,679 42,942 43,356 44,464 45,000 50,715 52,609 43,086 40,331 35,695 43,330 -5% -1% 2% -5% -1% -5% -9% -18% -19% 2% -4% 5% -6% 02 39,357 40,323 40,655 40,922 42,785 42,133 40,728 41,551 42,384 43,949 38,702 37,419 40,909 3% -3% -4% 3% 0% 3% 10% 0% 0% 0% 6% 7% 2% 03 40,359 39,067 39,000 42,000 42,865 43,196 44,917 41,551 42,384 43,919 41,161 40,072 41,708 Average 39414 39808 40115 42130 42887 43703 42281 43508 44658 44053 41258 38825 41887 Compare July volumes to Average Month: -0.93% Compare August volumes to Average Mont -3.73% ...... . � - �. . s: - dt >Q - . .. _. � W - Q - _ U: _ ;� � � .L-. IKaSSHi I�ws CRASH RATE WORKSHEET CITYITOWN . NORTH ANDOVER COUNT DATE : 2005 MHQ USE ONLY f' DISTRICT: 4 UNSIGNALIZED : SIGNALIZED : Source#� INTERSECTION DATA .:MAJOR STREET: Winthrop Avenue/Salem Turnpike (Route 114)at ST# MINOR STREETS)., Waverly Road/High Street and Cotuit Street ST# I ST# ST# r0 t ST# �.1 13 INTERSECTION North 245 5 INTERSECTION DIAGRAM 2 REF# {Label Approaches} 4 1,397 14 1,156 E> T' 407 Peak Hour Volumes APPROACH : 1 2 3 4 5 Total Entering U DIRECTION ., NB SB EB WB SWB Vehicles VOLUMES(PM) : 407 245 1,156 1,397 16 3, 21 F I " K FACTOR : 0.076 APPROACH ADT: 42,947 ADT=TOTAL VOUW'FACT. a TOTAL#OF #OF AVERAGE#OF 39 3 13 00 ACCIDENTS : YEARS : ACCIDENTS (A) : i 6 .......................................... .............................................-'---_..... CRASH RATE CALCULATION p,83 RATE = (A`1,000,000) (ADT*365) Comments : Accident Rate for District 4 signalized intersections=0.87 n Accident Rate for District 4 unsi nalized intersections= 0.63 i JUSS11011joy CRASH RATE WORKSHEET CITY/TOWN. NORTH ANDOVER COUNT DATE : 2005 MHQ USE ONLY DISTRICT: 4 UNSIGNALIZED: SIGNALIZED : kz source# .................................................:..INTERSECTION DATA .............................................;; MAJOR STREET: Salem Turnpike Road Route 114 at g sT# MINOR STREETS) : Peters Road/Haverhill Road Route 1331sT# ST# 5T# ST# INTERSECTION North 422 INTERSECTION DIAGRAM t` 1,363 REF# (Label Approaches) 1,095 � �' 644 Peak Hour Volumes w" APPROACH : 1 2 3 4 5 Total Entering DIRECTION : NB SB EB WB Vehicles VOLUMES(AM/PM) : 644 422 1,095 1,363 3,524` K FACTOR : 0.075 APPROACH ADT: 46,9$7." ADT TOTAL VOL/"K"FACT TOTAL#OF #OF AVERAGE#OF ACCIDENTS ., 38 YEARS : 3 ACCIDENTS (A ) : 12.67 ........................................ __ ..........---..........---•-----......---..........---.. .o CRASH RATE CALCULATION : 74 RATE = (A*1,000,000} '� (ADT*365) Comments : Accident Rate for District 4 signalized intersections = 0.87 i Accident Rate for District 4 unsi nalized intersections =0.63 "� A019000way CRASH RATE WORKSHEET CITY/TOWN. ANDOVER COUNT DATE . 2005 = MHD USE ONLY DISTRICT, 4 UNSIGNALIZED : SIGNALIZED: 5 source#� -- INTERSECTION DATA ...................................................................................................---........--- MAJOR STREET : Haverhill Street(Route 133) at ST# 0 MINOR STREET(S) : High Street — -ii ST# ST# ST# ST# ft INTERSECTION North 235 ,, INTERSECTION a DIAGRAMa, REF# (Label Approaches) 4 496 685 E:* 302 1=t Peak Hour Volumes APPROACH : 1 2 3 4 Total Entering ;`' a DIRECTION : NB SB EB WB Vehicles VOLUMES(PM) : 302 235 685 496 1718 :! t d " K" FACTOR : 0.075 APPROACH ADT: 22,9:47 ADT-TOTAL VOLM"FACT S TOTAL#OF 23 #OF 3 AVERAGE#OF 787 1 ACCIDENTS : YEARS : ACCIDENTS (A) : .........--- ...................................... .... ........................................... CRASHRATE CALCULATION . Q 92: RATE - (A>1,000,000) (ADT*365) � Comments : Accident Rate for District 4 signalized intersections T 0.87 Accident Rate for District 4 unsi nalized intersections 0.63 ' � NORTH ANDOVER2OO2 Page S f 3 �x ,., ,; � ,,. Istahce fro. . � � ::. .:;:.:. ::.. ,". f a t ^°: t„ '.:.. , � Crash F C! �� n �'-.S' '�-: ,. -5:.Nu m be ty �+ Crash � � Manner of 3 Weather i ,.: r st Raadwa fir. Nearest t l .... me . T �_. .r_ : Yx..,n.., .: _ su,3.- ! 2e - ...T.-.!-'£..........:� _tE�{ £ _h35.3 Ja u,._S _ --• 'tS - .. ._ �m :.,. .., :Grasp Se�re� ,GoIIlsEon <. Ambient LE t: . [[.�� ( yp }ry p ? p, 200 feet W from Property damage Single Intersection TURNPIKE NORTH only (none vehicle Dark- lighted TURNPIKE STREET STREET Rte 114 1487084 ANDOVER 12:00 AM injured) crash roadway Rain Rte 114/ENTRANCE W(BURGER KING) Sideswipe, PETERS STREET NORTH same Rte 133 1499815 ANDOVER 7:01 AM Not Reported direction Daylight Clear N/TURNPIKE PETERS STREET Property damage Rte 133 NORTH only (none N/TURNPIKE 1445551 ANDOVER 11:06 AM injured) Angle Daylight Cloudy/Rain STREET Rte 114 E ropey amage NORTH only (none Rte 114 E/PETERS 1457114 ANDOVER 8:30 AM injured) Angle Daylight Clear STREET NORTH only (none Intersection PETERS PETERS STREET 1471017 ANDOVER 8:34 AM injured) Rear-end Daylight Clear STREET Rte Rte 133 S Property damage NORTH only (none PETERS STREET PETERS STREET 1486890 ANDOVER 2:12 PM injured) Rear-end Daylight Cloudy/Rain Rte 133/Rte 114 Rte 133 W TURNPIKE NORTH TURNPIKE STREET STREET Rte 114 1518764 ANDOVER 9:00 AM Non-fatal injury Rear-end Daylight Cloudy Rte 114 W(BURGER KING) TURNPIKE Property damage STREET Rte NORTH only (none Dark-roadway 114/PETERS 1413743 ANDOVER 8:40 PM injured) Angle not lighted Rain STREET Rte 133 NORTH ANDOVER2002 page 2 ....................... �Ve�3,�'-�'�O ffNearm; .7 fpte�rs.(nt r PETERS STREET (10 feet N from 50 NORTH PETERS ST 1511603 ANDOVER 12:20 PM Non-fatal injury Angle Daylight Clear Rte 114 PETERS STREET ROCKYS) TURNPIKE Property damage STREET Rte 114 NORTH only (none Dark-lighted WIPETERS 1515444 ANDOVER 7:20 PM injured) Angle roadway Cloudy/Rain STREET TURNPIKE Property damage STREETITURNPIK NORTH only (none E STREET Rte 114 1530651 ANDOVER 9:48 AM injured) I Angle Daylight Clear/Clear W/PETERS . ........ . ..... . NORTH ANDOVER2002 Page 3 ....................... . . ................. ..... .............. ................. ... ...... ...... ............................................. MASS HIGHWAY Mass Highway Crash Report for NORTH ANDOVER in the year 2003 E f Man a of Rmbteteai e Number . Name,. Cras .lD , � 3 fi .. _ .. . _. _ . tt�. ale •_,.Orash SEVe ,:< , ,.: . , : ,. F .. .,,,,: F ,-. .�:�, � .. � ,t �: 20 feet E from Property damage NORTH only (none Intersection 4 TURNPIKE 1544013 ANDOVER 07-Feb-2003 in}ured) Rear-end Snow Dayligh STREET/WAVERLEY 4 TURNPIKE t Snow ROAD STREET NORTH only (none 64 TURNPIKE 1617376 ANDOVER 30-Jul-2003 injured) Rear-end Dry Daylight Clear 64 TURNPIKE STREET STREET NORTH only (none Cloudy/Rai 89 TURNPIKE 1618125 ANDOVER 01-Aug-2003 injured) Rear-end Wet Daylight in 89 TURNPIKE STREET STREET rope amage NORTH only (none ROUTE 114 Rte 1141 1739011 ANDOVER 07-Feb-2003 injured) Rear-end Snow Daylight Snow WAVERLEY ROAD Property damage Dark- NORTH only (none lighted TURNPIKE STREET/ 1553861 ANDOVER 27-Feb-2003 injured) Angle Dry roadway Clear WAVERLEY ROAD COTUIT STREET/ NORTH TURNPIKE STREET/ 1573285 ANDOVER 18-Apr-2003 Non-fatal injury Angle Dry Daylight Clear Rte 114 W Property damage TURNPIKE STREET NORTH only (none Cloudy/Rai Rte 114 E 1 1618072 ANDOVER 05-Aug-2003 injured) Angle Dry Daylight in WAVERLEY ROAD Property damage 100 NORTH only (none TURNPIKE 1624448 ANDOVER 14-Aug-2003 injured) Angle Dry Daylight ]Clear 100 TURNPIKE STREI=T STREET 250 feet E from NORTH Intersection 86 Clear/Clea TURNPIKE STREET/ 86 TURNPIKE 1631760 ANDOVER 28-Aug-2003 Non-fatal injury Rear-end Dry Daylight r WAVERLEY ROAD ISTREET NORTH ANDOVER2003 Page 1 .:................�........... .... ............................................................. .... . ... . ... Crash Ct 7'Cown �� v tY i Manner Amb�errt Weather � At 13oadwa ''bs� toryYce o�m Nearest, Nea es �, .....3, .,. . ., .'r .1va .... �... ... ,.-: .,.. .�, , Y ::,>r, , .. >. t.» :i,.,:-.. .... ',:. .a.,. .. .!. -,k. ..a-.. ,.. �:. _...- .:, .-*.-`''-� r :;�.:: „-.: .,. sh�Da�e.., Crash.Seven ,,.�; G.olEts7on Conditr fit ht� Ca�dit�o !, _ ...,. s...., Property damage TURNPIKE STREET NORTH only (none Rte 114 W/ 1636091 ANDOVER 02-Sep-2003 injured) Angle Dry Daylight Cloudy WAVERLEY ROAD Property damage 100 NORTH only (none TURNPIKE 1691151 ANDOVER 23-Sep-2003 injured) Rear-end Wet Daylight Rain/Rain 100 TURNPIKE STREET STREET NORTH only (none TURNPIKE STREET/ TURNPIKE 1652060 ANDOVER 10-Oct-2003 injured) Rear-end Dry Daylight Clear WAVERLEY ROAD STREET 100 Dark- TURNPIKE NORTH lighted 100 TURNPIKE STREET STREET Rte 1661210 ANDOVER 20-Nov-2003 Non-fatal injury Angle Wet roadway Rain Rte 114 114 TURNPIKE STREET NORTH Rte 114 W/ 1653849 ANDOVER 23-Oct-2003 Non-fatal injury Rear-end Wet Daylight Rain WAVERLEY ROAD Dark- TURNPIKE STREET NORTH lighted Rte 114/WAVERLEY 1597133 ANDOVER 14-Jun-2003 Non-fatal injury Angle Wet roadway Clear ROAD 400 feet W from Intersection 66 66 TURNPIKE NORTH TURNPIKE STREET Rte STREET Rte 1575869 ANDOVER 22-Apr-2003 Non-fatal injury Rear-end Wet Daylight Rain 114/WAVERLEY ROAD 114 W Property damage Sideswipe, TURNPIKE STREET NORTH only (none same Rte 114 E/WAVERLY 159133q AN ER 06-May-2003 injured) direction Dry Daylight Clear RD NORTH ANDOVER2003 Page 2 ......... sr C(1 fE3 I} Ci lfouvn d 1}: „ . : ,. � Manner� {�; : ; �t f.,. a Ambient '4�fea � 3 � ther A�pDnadwa gg ;:_ ,: IuLI �e m r,.Name,;::. Crash:.l7ate s , . , . Crash Sven . -., Call�s�on Property damage TURNPIKE STREET NORTH only (none Rte 114 W/PETERS 1586910 ANDOVER 09-May-2003 injured) Rear-end Wet Daylight Rain STREET Rte 133 Rte 114 E/TURNPIKE NORTH 1590388 ANDOVER 27-May-2003 Non-fatal injury Rear-end Cloudy/Rai STREET Rte 1141 Wet Daylight n PETERS STREET Property damage PETERS STREET/ NORTH only (none TURNPIKE STREET/ 1573291 ANDOVER 18-Apr-2003 injured) Angle Dry Daylight Clear Rte 114 E Snow/Blow STREET Rte NORTH ing sand, TURNPIKE STREET Rte 114 (BURGER 1735786 ANDOVER 17-Feb-2003 Non-fatal injury Rear-end Snow Daylight snow 1141 Rte 133 KING) Property damage Dark- PETERS STREET/ NORTH only (none lighted Clear/Clea TURNPIKE STREET 1642120 ANDOVER 08-Oct-2003 injured) Rear-end Dry roadway r Rte 114 Property damage PETERS STREET Rte NORTH only (none 133 E/TURNPIKE 1597139 ANDOVER 14-Jun-2003 injured) Head-on Dry Daylight Cloudy STREET Rte 114 W 200 feet S from Intersection 111 PETERS NORTH Single STREET/TURNPIKE 111 PETERS 1602979 ANDOVER 16-Jun-2003 Non-fatal injury vehicle crash Dry Daylight Clear STREET Rte 114 STREET Property damage NORTH only (none Cloudy/Rai PETERS STREET/ PETERS 1614387 JANDOVER 23-Jul-2003 injured) Rear-end lWet Daylight n TURNPIKE STREET STREET NORTH ANDOVER2003 Page 3 NORTHANDOVER2D03 Page Andover 13-Jan-01 01 PM INJURY UNKNOWN DRY DAYLIGHT CLEAR 165 HAVERHILL ST 0.�r Andover 22-Jan-01 09AM PROPERTY ANGLE SNOW DAYLIGHT CLEAR 140 HAVERHILL ST 0 Andover 20-Mar-01 09AM PROPERTY REAREND DRY DAYLIGHT CLEAR HAVERHILL ST HIGH ST 0 Andover 11-May-01 10PM PROPERTY ANGLE DRY DAYLIGHT CLEAR 186 HIGH ST 0 Andover 22-May-01 06PM INJURY REAREND WET DAYLIGHT CLOUDY 165 HAVERHILL ST 0 Andover 14-Jun-01 09PM PROPERTY ANGLE DRY DARK(ROAD LIT) CLEAR 140 HAVERHILL ST HIGH ST p Andover 23-Jul-01 07PM PROPERTY ANGLE DRY DAYLIGHT CLEAR 138 HAVERHILL ST DOCTORS fl 60 Andover 13-Sep-01 11PM PROPERTY ANGLE DRY DARK(ROAD LIT) CLOUDY 197 HIGH ST 40 Andover 29-Nov-01 05PM PROPERTY ANGLE WET DARK(ROAD LIT) RAIN HAVERHILL STREET HIGH STREET 0 Andover 03-Dee-01 01 PM INJURY ANGLE DRY JDAYLIGHT CLEAR IHIGH STREET HAVERHILL STREET 150 Andover 24-Dec-01 01PM PROPERTY REAREND IWET DAYLIGHT CLOUDY HfGH STREET HAVERHILL STREET 200 MASS MHUY massHighway Crash Report for ANDOVER in the year 2002 Property damage only 1477377 ANDOVER 30-Jul-2002 ,(none injured) Angle Dry Daylight Clear/Clear HAVERHILL STREET Rte 133/HIGH STREET Property damage only 1498997 ANDOVER 20-Sep-2002 1(none injured) Rear-end Dry Da light Clear/Clear HAVERHILL STREET/HIGH STREET 1422061 ANDOVER 29-Mar-2002 Non-fatal irkiury Angle Dry Da light Clear HIGH STREET/HAVERHILL STREET Ate 133 W 1467725 ANDOVER 27-Jun-2002 Non-fatal injury Rear-to-rear Wet Daylight Clear/Clear HIGH STREET/HAVERHILL 207 HIGH STREET 1473570 ANDOVER 26-Jul-2002 Non-fatal injjug Unknown Dry Daylight Clear 138 HAVERHILL STREET 138 HAVERHILL STREET 1485754 ANDOVER 12-Aug-2002 Non-fatal ir1jury Rear-end Dry Daylight Clear 165 HAVERHILL STREET 165 HAVERHILL STREET ANDOVER2002 Page I .............. . .............................................. ....................... ................................. ..... ........... ...... ............................................................... . . .. ........................ A WN1GNAY MassHighway Crash Report for ANDOVER in the year 2003 7 1 S F7 f ( y A 5 ':• ,, .x> :1 ,: �Z ISfar1{ie.f Cn r Ai ce: �fY1'� � Manne of (!F"l/� Yn_�y >� y ♦1l. . .,. 'E M5'. f � Condtt�o- f -.ham, 1 Weather` �y y,l At Rod a h R�.41�N►G7 l� r .. :; l__ 4 i '' i 15 r�G..F �S3 ':1 - T1, Crash;-Dade :Crash:Sev r� f x ., el'. , Co[bsian, n RmbehjLlght:' Condl3�an z,. fl ,F Inersectior 1ntelsetton'r .; . . Landmark: HAVERHILL STREET Rte 133 W/HIGH 1556274 ANDOVER 06-Mar-2003 Non-fatal injury Angie Snow Daylight Snow/Cloudy STREET 400 feet E from Intersection 165 Property damage HAVERHILL 165 HAVERHILL only (none Dark-lighted STREET Rte 133 STREET Rte 133 1555915 ANDOVER 06-Mar-2003 injured) Angle Snow roadway Snow /HIGH STREET (YMCA) HAVERHILL Property damage STREET Rte 133 only (none W/HIGH 1593247 ANDOVER 06-Jun-2003 injured) Rear-end Dry Daylight Clear/Clear STREET 150 feet W from Intersection 140 Property damage HAVERHILL only (none Single vehicle STREET Rte 133 140 HAVERHILL 1595257 ANDOVER 10-Jun-2003 injured) crash IDry Daylight Clear /HIGH STREET STREET Rte 133 HAVERHILL Dark- lighted STREET/HIGH 1627263 ANDOVER 03-Sep-2003 Non-fatal injury Rear-end Wet roadway Rain STREET HAVERHILL Property damage STREET Rte 133 only (none W/HIGH 1670959 ANDOVER 06-Dec-2003 injured) Rear-end Snow Dusk Snow STREET ANDOVER2003 Page 1 mm� COC % cw� Merrimack Valley Regional Transit Authority, serving the northeast corner ofMassachus... Pagel of 3 ;= "How Can We Serve You Better?" click hero MarrimackVatfe RegionalTransitAutharit RdtlteS, . €lcket Info" Ac#vertlsfn SpecByS,;y E pinyrrlenE 33 North Andover 33 OUTBOUND Effective March 29,2001 AWK North Andover . 33 7 Q C�R rc. ES � The MVRTA operates ona � flag pulley,if you wish to board the bug,you must f � wave to the bus operator asON the vehicle approaches and zsmm- m � be on the same side of the street as the bus ro � ' s Allow ram " �.'e�'�i.e�.^ �.��� ���"�,�.w.���'.�-�,.�i._. e click reap for larger view BUS Bus BUS STARTS Leaves ENDS at from at Buckley Main Merrimack Transportation Center and Sutton College WEEKDAYS A.M. — 5:10 5:20 i 5:45 5:53 6:03 6:30 6:38 6:48 7:15 7:23 7:33 8:00 8:08 8:18 8:45 8:53 9:03 9:30 9:38 9:48 k 10:30 10:38 10:48 11:15 11:23 11:33 P.M. 12:00 12:08 12:18 12:45 12:53 1:03 1:45 1:53 2:03 2:30 2:38 2:48 i http://www.mvrta.com/33/33.shtml 8/4/2005 Merrimack Valley Regional Transit Authority, serving the northeast comer of Massachus... Page 2 of 3 3:20 3:28 3:38 4:10 4:18 4:28 5:05 5.13 5:23 5.50 5:58 6.08 SATURDAY A.M. 8.20 8:27 8:37 9:40 9:47 9:57 11:00 11:07 11:17 P.M. 12:20 12:27 12:37 1:55 2:02 2:12 3:15 3:22 3:32 4:35 4:42 4:52 INBOUND ROM . 33 North Andover 33 -g 1EN9 The&4VRTA operates on a AM flag Policy.If you wish to board the bus,you must N wave to the bus operator as the Vehicle approaches and be on the same side of the -g' street et as the bus, 'g. ..4.1 RA MAW g E click map for larger view BUS Bus Bus Bus STARTS Leaves ENDS Continues at from at on Merrimack Sutton and Buckley as Route: College Main Transportation Center WEEKDAYS A.M. 5:22 5:32 5:40 35 6:05 6:15 6:23 35 6:50 7:00 7:08 35 7:35 7:45 7:53 35 8:20 8:30 8:38 35 9:05 9:15 9:23 35 9:50 10:00 10:08 35 10:50 11:00 11:08 35 http://www.mvrta.com/33/33.shtnil 8/4/2005 Merrimack Valley Regional Transit Authority, serving the northeast corner of Massachus... Page 3 of 3 11:35 11:45 11:53 35 P.M. 12:20 12:30 12:38 35 1.05 1:15 1:23 35 2:05 2:15 2:23 35 2:50 3:00 3:08 35 3:40 3:50 3:58 35 4:30 4:40 4:48 35 5:25 5:35 5:43 35 6:10 6:20 6:28 - SATU RDAY A.M. 8:37 8:45 8:53 35 9:57 10:05 10:13 35 11:17 11:25 11:33 35 P.M. 12:37 12:45 12:53 35 2:12 2:20 2:28 35 3:32 3:40 3:48 35 4:52 5:00 5:08 35 back to top General Information Route List I Home Page Email: marketing a�mvrta.com PH: (978)469-MVRTA(6878) http://www.mvrta.com/33/33.shtml 8/4/2005 Merrimack Valley Regional Transit Authority, serving the northeast corner of Massachus... Page 1 of 3 "How Can We Serve You Better?" click here MerrlmaaVallc Ro IonatTransit Authority €tou#es Tlcke{lrlfa ;4dve"rtisln employ ttont � S ecSvs . 39A Colonial Hghts./N. Andover Mail 39A OUTBOUND Effective Janus 2,2001 Tha fAVRTA;opsrates art a ► oag,polic 'It yiou vrish tq „ Q board the bus,you mast viava.4o tha,ties opar;tar as w3tiRtr y r the vahlcle approaches god be on the:soma side of the SlfB6t ss.11t@'-tX15. PIEZURY �i i Click on map to enlarge. ( BUS Bus Bus BUS STARTS Leaves Leaves ENDS at from from at Buckley Parker North Andover Mall Woodridge Transportation and Winthrop (Market Basket) Housing Center WEEKDAYS A.M. 5:45 5:51 5:58 6:06 6:30 6:36 6:43 6:51 7:15 7.21 7:28 7:36 8:00 8:06 8:13 8:21 8:45 8:51 8:58 9:06 9:30 9.36 9.43 9:51 10:30 10:36 10:43 10:51 11:15 11:21 11:28 11:36 P.M. 12:00 12:06 12:13 12:21 12:45 12:51 12:58 1:06 1:45 1:51 1:58 2:06 2:30 2:36 2:43 2:51 3:20 3:26 3:33 3:41 4:10 4:16 4:23 4:31 http://www.mvrta,com/39a/39a.shtml 8/4/2005 Merrimack Valley Regional Transit Authority, serving the northeast comer of Massachus... Page 2 of 3 5:05 5:11 5:18 5:26 5:50 5:56 6:03 6:11 6:30 6:36 6:42 6:50 SATURDAY A.M. 8:20 8:26 8:34 8:41 9:40 9:46 9:54 10:01 11:00 11:06 11:14 11:21 P.M. 12:20 12:26 12:34 12:41 1:55 2:01 2:09 2:16 3:15 3:21 3:29 3:36 4:35 4:41 4:49 4:56 INBOUND Effective January 2,2001 N� p��y H4�SiilkE '. T a The MVRTA operates on a trag policy.If you wish to ` laid the hus you must wave,to the bus operator as the vehMe approaches and be on the sere side of the street as the bus. 1!ati1ERlY click on map to enlarge BUS Bus Does Bus Bus STARTS Leaves Bus Leaves Continues at from from at on Woodridge North Andover Winthrop Buckley as Route: Housing Mall and Parker Transportation Center WEEKDAYS A.M. - 5:32 5:36 5:40 38 6:06 6:08 6:15 6:19 38 6:51 6:53 7:00 7:04 38 7:36 7:38 7:45 7:49 38 8:21 8:23 8:30 8:34 38 9:06 9:08 9:15 9:19 38 9:51 9:53 10:00 10:04 38 10:51 10:53 11:00 11:04 38 11:36 11:38 11:45 11:49 38 P.M. 12:21 12:23 12:30 12:34 38 1:06 1:08 1:15 1:19 38 2:06 2:08 2:15 2:19 38 I t http://www.mvrta.com/39a/39a.shtml 8/4/2005 i Merrimack Valley Regional Transit Authority, serving the northeast corner of Massachus... Page 3 of 3 2:51 2:53 3:00 3:04 38 3:41 3:53 3:55 3:59 38 4:31 4:43 4:45 4:49 38 5:26 5:38 5:40 5:44 38 6:11 6:23 6:25 6:29 - SATURDAY A.M. 8:41 8:43 8.47 8:55 38 10:01 10:03 10:07 10:15 38 11:21 11:23 11:27 11:35 38 P.M. 12:41 12:43 12:47 12:55 38 216 2:18 2:22 2:30 38 3:36 3:38 3:42 3:50 38 4:56 4:58 5:02 5:10 38 ac I(tO tp General Information I Route List Home Page Email: mari<eting@mvrta.com PH: (978)469-MVRTA(6878) http://www.mvita.com/39a/39a.shtml 8/4/2005 Merrimack Valley Regional Transit Authority, serving the northeast corner of Massachus... Page 1 of 3 How Can We Serve You Better?" click here MerrimackYRlfa Rs IonalTransttAuttturtE Fia)1]fQ5, ft1�o �kdVertfsff� S C$v5,i Emp Qyrneni: ,.. :_ 1 � . 39B North Andover Mall/Phillips Street 39B OUTBOUND Effective Janua 2, 2001 Thp 00A operates on a flag pattcy'lf you wish to ' , .. 4ourd tha bus,you must ,wave to the bus operator as the ya;had�;apprd$ches and '` an the sarrta3 sad¢of the Or as'tfie bUs:, a��Fs u Q ar ,. Click on map enlarge BUS Bus Bus BUS STARTS Leaves Leaves ENDS at from from at Buckley S.Union Plaza 114 North Andover Mall Transportation and Market (Southside of Plaza) (Market Basket) Center WEEKDAYS A.M. 5:45 5:49 5:59 6:04 6:30 6:34 6:44 6.49 7:15 7:19 7:29 7:34 8:00 8:04 8:14 8:19 8:45 8:49 8:59 9:04 9:30 9:34 9:44 9:49 10:30 10:34 10:44 10:49 11:15 11:19 11:29 11:34 P.M. 12:00 12:04 12:14 12:19 12:45 12:49 12:59 1:04 1:45 1:49 1:59 2:04 2.30 2:34 2:44 2.49 *2:45 2:49 (Last stop)3:00 - 3:20 3:24 3:34 3:39 4.10 4:14 4:24 4:29 5:05 5:09 5:19 5:24 5:50 5:54 6:04 6:09 l 6:30 6:34 6:44 6:49 i' http://www.mvrta.com/39b/39b.shtml 8/4/2005 i Merrimack Valley Regional Transit Authority, serving the northeast corner of Massachus... Page 2 of 3 2:45 prn trip runs Sept.-June only. SATURDAY A.M. 7:40 7:44 7:52 7:57 9:00 9:04 9:12 9:17 10:20 10:24 10:32 10:37 11:40 11:44 11:52 11:57 P.M. 1:15 1:19 1:27 1:32 2:35 2:39 2:47 2:52 3:55 3:59 4:07 4:12 5:15 5:19 5:27 5:32 INBOUND Effective Janua 2 2001 o HAld H� The MVRTA operates on a flag polic}r..ff you vrish to board the bus,you must E" wave to the bus operator as the vehicfe approaches and O be on the same lido of the streat as the fins. Click on map to enlarge. BUS Bus Bus Bus Bus STARTS Leaves Leaves Leaves Continues at from from at on North Andover Plaza 114 Market Buckley as Route: Mali (Southside and S.Union Transportation (Market Basket) of Plaza) Center WEEKDAYS A.M. - 5:30 5:37 5:43 40 6:05 6:10 6:17 6:23 40 6:50 6:55 7:02 7:08 40 * - 6:55 7:00 7:05 - 7:35 7:40 7:47 7:53 40 8:20 8:25 8:32 8:38 40 9:05 9:10 9:17 9:23 40 9:50 9:55 10:02 10:08 40 10:50 10:55 11:02 11:08 40 11:35 11:40 11:47 11:53 40 P.M. 12:20 12:25 12:32 12:38 40 1:05 1:10 1:17 1:23 40 2:05 2:10 2:17 2:23 40 2:50 2:55 3:02 3:08 40 http://www.rnvrta.com/39b/39b.shtmi 8/4/2005 Merrimack Valley Regional Transit Authority, serving the northeast corner of Massachus... Page 3 of 3 3:40 3:45 3:52 3:58 40 4:30 4:35 4:42 4:48 40 5:25 5:30 5:37 5:43 40 6:10 6:15 6:22 6:28 *6:55 am trip runs Sept.-June only SATU RDAY A.M. 8:00 8:05 8:09 8:15 40 9:20 9:25 9:29 9:35 40 10:40 10:45 10:49 10:55 40 P.M. 12:00 12:05 12:09 12:15 40 1:35 1:40 1:44 1:50 40 2:55 3:00 3:04 3:10 40 4:15 4:20 4:24 4:30 40 5:35 5:40 5:44 5:50 - back to top General Information Route List ( Home Page Email: marketing0mvrta.com PH: (978)469-MVRTA(6878) http://www.mvrta.com/39b/39b.shtml 8/4/2005 < _ ,: -� - �� _ `� � _ , � O - . . �, .. _ -. _ . , ; : ,. .. ,.�. d ..-�,wz_-a:� :�r�.c. .yL.�::. z.,a:.�.ti �.�:r.22 .=:�_� �,_i�.. 1:'_;':a�z• r._._�..'z_ .;.1�: ..�,'t��n 6.5F�'ti iaS_..Y.�s_ STA CITYITOWN I ROUTE/STREET LOCATION 1994 1995 1996 1997 1998 1999 2000 2001 2002 2003 AVG GROWTH 5611 NORTH ANDOVER ANDOVER ST. NORTH OF RTE,114 20200 19100 -1.8% 5051 NORTH ANDOVER DALE ST, AT BOXFORD T.L. 1400 1500 2200 7.8% 5059 NORTH ANDOVER DALE ST. EAST OF JOHNSON ST. 12600 10200 11900 -1.4 5113 NORTH ANDOVER JOHNSON ST. SOUTH OF ANDOVER$T. 11300 15500 $.4% 5559 NORTH ANDOVER MAIN ST. BTWN.ELM&CHURCH STS. 8100 7100 8500 7100 -1.5% 6056 NORTH ANDOVER MASSACHUSETCS AVE. WEST OF ANDOVER ST. 10000 12900 9600 15100 4,7% 5057 NORTH ANDOVER PARK ST. BTWN.RTE.125&MAIN ST. 1900 2100 2300 1400 -3.3 0502 NORTH ANDOVER RTE.114 NORTH OF ANDOVER BY-PASS 33842 356S1 39939 40507 41496 41920 43438 43481 40909 41708 2.3% 5060 NORTH ANDOVER RTE.114 SOUTH OF RTE.133 27000 28400 33200 27300 0.1% 5058 NORTH ANDOVER RTE.125 AT HAVERHILL C.L. 26000 25800 21000 24900 30000 14200 -6,5% 5061 NORTH ANDOVER RTE.125 SOUTH OF RTEA 14 17200 23000 16600 -0.5% 5120 NORTH ANDOVER RTE.133 AT BOXFORO T.L. 7600 6600 4800 $800 5400 5300 5200 -4.1% Average 0.1% _ .. _ .. _ ..�, 1. � � � .. .. Y �-' . .. - - � �` ._ .. _ _ ... - ... - :.y ,. � - �c .°._:.r�� d,.�.v,_ _.,,:,., .<:��.�..��.:;� :' ..—i:.�.<-:::.. ia;:-„�:« �-w.�=;:.�_ .....:...T ._ .Y.N..� � = �...� L.:�,_ _ tiz�•-.�:- I..,,�,e:� I�s:�.L� i— L ,.�- ;, �e�. �EFbA�£IEI�INC P HOE1R�`�� a CotAw T STREET SALEM 25 y �13 114 SITE �Gi 133 HAVERHILL �2 STREET Cl� T� 'S�7E#�p,�YiVI(DpAX���AK3OtIR a caN-[UST STREET SALEM 114 [SITE) y 133 HAVERHILLi STREET i F— 'a # a The Meadows Transportation Enqijjvers f'larl Background Development Peak Hour Traffic Volumes R:\44W\44aa tn_aK4 6/5/200 ta27:33 AM CDT Cupyight©2005 by VAL Ml Rlghto Refawd. y Institute of Transportation Engineers (ITE) Trip Generation, 7th Edition Land Use Code (LUC) 230 - Residential Condominium/Townhouse Average Vehicle Trips Ends vs; Occupied Dwelling Units Independent Variable (X): 270 AVERAGE WEEKDAY DAILY Ln T= 0.85 Ln (X) +2.55 Ln T= 0.85 Ln 270 + (2.55) Ln T= 7.31 T= 1493.17 T= 1,494 vehicle trips with 50% ( 747 vpd) entering and 50% ( 747 vpd) exiting. WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC Ln T= 0.80 Ln (X) +0.26 Ln T= 0.80 Ln 270 + (0.26) Ln T= 4.74 T= 114.29 T= 114 vehicle trips with 17% ( 19 vph) entering and 83% ( 95 vph) exiting. WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC Ln T= 0.82 Ln (X) +0.32 Ln T= 0.82 Ln 270 + (0.32) Ln T= 4.91 T= 135.74 T= 136 vehicle trips with 67% ( 91 vph) entering and 33% ( 45 vph) exiting. SATURDAY DAILY T= 3.62 *(X) +427.93 T= 3.62* 270 +(427.93) T= 1405.33 T= 1,406 vehicle trips 6.300 with 50% ( 703 vpd) entering and 50% ( 703 vpd) exiting. SATURDAY MIDDAY PEAK HOUR OF GENERATOR T= 0.29 *(X) +42.63 T= 0.29 * 270 +(42.63) T= 120.93 T= 121 vehicle trips with 54% ( 65 vph) entering and 46% ( 56 vph) exiting. Confidential Vanasse&Associates,Inc. Meadows Background T}1 C, e rl ca,5 TABLE 3 VEHICLE-TRIP GENERATION SUMMARY Time Period/ 270 Direction of Travel Condominiums WEEKDAY Morning Peak Hour: Entering(vph)a 19 Exiting(vph) 93 Total(vph) 112 Evening Peak Hour.- Entering(vph) 94 Exiting(vph,) 46 Total(vph) 140 Daily Traffic: Entering(vpd)t 757 Exiting fvpd) 757 Total (vpd) 1,514 vph=vehicle-trips per hour. bvpd=vehicle-trips per day. TRAFFIC DISTRIBUTIONIASSIGNMENT Directional distribution of generated trips to and from the proposed .development is expected to follow existing traffic patterns which, in turn, is a function of population i densities, shopping opportunities, areas of employment and recreational activities. Accordingly, the directional split of the new trips originating from, or destined to, the development was based on existing traffic patterns as observed for this study. The site-generated traffic volumes were superimposed onto the 2007 No Build traffic volume networks creating the 2007 Build traffic volume networks. Figures 6 and 7 graphically present the 2007 Build weekday morning and evening peak-hour traffic volume networks. 1 szin�rRt Copyright Q 2002 OJK.All rights reserved. Figure 7: 2007 Build Weekday Evening Peak Hour Traffic Volurnes Legend: xx Total Vehicle Trips M Site Generated Trips Only �O �O �O QO h � 19 L h mp' SITE 9`�s �•s 1 *��s c 94 r tAs t 46 -0 Total €40 1 F 'r J Schematic Note: W Estimated iteq. = Negligible ®JKDermot J. Kelly Associates, Inc. Traffic Engineering/Transportation Planning Coowiaht n 2OW RV n.9 eu rr,hic r rrr r r 11V ,KD,#Y,E EVG PEf1Mb€ a CON��7 STREET SALEM L 45 114 SITE � -? 133 HAVERHILL +-20 STREET 20—+ xK ti KIM TUDAIlV�1DDpfi�NOt1R 4 CCNTU17 STREET SALEM �s 5 0 70 IF-20 n 114 SITE � 133 HAVERHILL. �25 STREET 30—► �� 2K iNot To Scale Figure A-2 Vaasa se$ A'ss Ia)WAMP, Eagiewood Shops IAN Transportation Engineers Planners Background Development Peak Hour Traffic Volumes R:\4480\4100at8.6w9 8/5/2005 M26:09 AM EDT Capolght Q 2005 6y VAL NI Rlghla Reamed t tiq/e fiJ��t +" IV, 1417AVer - V Table 3-3 Trip Generation Time Period Total` New Pass-by° } Weekday Daily 5,900 4,430 1,470 Evening Peak Hour Eater 260 195 65 Exit 280 215 65 Total 540 410 130 Saturday Daily 7,950 5,960 1,990 Midday Peak Hour i Eater 390 295 95 Exit 365 270 95 Total 755 565 190 a. ITE Trip Genera Hon LUC 820(Shopping Center)for 79,925 square feet. b.Pass-by rate of 25%assumed. As can be seen in Table 3-3,the proposed retail center is expected to generate approximately 410 new trips(1.95 entering and 215 exiting)on the roadway network _i during the weekday evening peak hour and approximately 565 new trips(295 entering and 270 exiting)during the Saturday midday peak hour. .........................................__......................_.._....-......_.............................._....,..._,...._........-.-..............._.................... Trip Distribution The directional distribution of the traffic approaching and departing the site is a function of population densities,the location of employment,competing shopping opportunities,existing travel patterns,and the efficiency of the existing roadway system. The trip distribution of the new site-generated traffic was developed in consideration of these factors and through the use of a population based gravity model. Details of the trip distribution assessment are included in the Appendix. The expected vehicle trip distribution for the project is summarized in Table 3-4 and Figure 3-8. 'i-14Transaortation IVnan�alddd.o8354 ra ':sU�res48354.7€1.d- 5L942069 ___ �farth Andover 133 _ i 125 Pao f I � - CIA _ 5� a Haverhill ireet w` a �`• 'mac L mQ' ti 3� I W Andover 114 6�tee, C estnut 125 r � I 0 750 1500 Feet \ ~ Trip Distribution Map Figure 3-8 i A . t! akfJd.CB353`ra litsV'ure$B3iN12-�H A9'�309 a �� L 75 Signalized Intersection d *--ioo ooz 30 Neg Negligible .' 1 �*s 'CNeg WarverlyRoad {� 214-J �\�Q9 200 �25 I e g j� N COW11 Street - s T i NortFimark�sank . m T t sd 20 9 4 Ea to Tribune 47 - r:sue r x 'n t-30 a a 95 T t—430 ci m ry t—234 Haverhill S h T r� Route 133 S� �' I I ` peter utei3 - so� N�20 21s� Nam' ss��ee! k ,AO t0i2�1R4 ao—i Z �' sa�o� �520 you , s 11 �r� �;s 40 �, 4 o co to 225 Elm Street ' �S 566 1601 � t 410---l" o to m 70--�to Y t o c E—io a -- 11} 3 lot M N '0 Not to Scale i 2008 No-Build Figure 3-6 Evening Peak Hour Traffic Volumes North Andover,Massachusetts wwalmd.083541 'd' ,res�B354-�12.dr+ sSlzoa3 Signalized Intersection t 115 n n • 70 Nag Negligible �J 1*s �Z-Nes WaverlyRoad 60--* jr-,j 9 N20� M Lon u,o ev M en �OtUit$tfe0t U, r 10 -0� No mar,. ,k S � o -. Eagle Tribune z4 �- � $�' M o�o t-30 320 t--245 i 4 C55 � { � r--145 Haverhill 5 S A Route 133 � Afe 3 i 66-1 45 325...-.0 ro,o v 164 • o `ssfr ! 4 5 Dute i3 Cli � ��a 1ei21 °O S 00 'n t- 25 2� a rn w f--245 Elm Street �. r a4D 5 155� t 260—► m m o 36D� y r a i r 10 0 in 5 } NtON nd0,4et �e9�J �O etQ�Sy 5� Not to Scale €s t p 2008 No-Build Figure 3-7 Saturday Midday Peak Hour Traffic Volumes s North Andover,Massachusetts =maid d-o8954V I"VI ure5rB354.N2 Nq 5L9= 0 Signalized Intersection �75 -4-100 ooz h '-50 Neg Negligible IwL,S �NeQ Waveedynoad 210-1 L�tiP in S 9 200 —► N N40 � � 4) 1 (�f �99 Z Cotuit Street Ln �- via 2nd S1tetDrlllL ' .R! a Northr>'tarCrBa k e� yS ! Y GS 60 15 4 Neg 20 Site a..5 Eagle Tribune D�llye ��� � �9 ,n o 0 N9 a .m t2oN Cr x In n L 30 L4 �130 J t-455 rn N •-230 Haverhill �5�55 �Sr-115 Route 133 1a5� ,+ 130� r �P 570—; t 310—► N 30� N CO 215 N r S',fr�Pf R�Prj BOOte 1�5 S 0 225 11 t 0—+ �ryO Elm Street `►S r $ 200-1410 f r' 70—,� 1°r rn >n rn t-10 + gh - ---•------ 0 0 0 (%60 dQ tPa�y ��ry35� Not to Scale90�1 - i 2008 Build Figure 3-9 s Evening Peak Hour Traffic Volumes North Andover,Massachusetts ;,,�,. ,,,�,ay�oaassr��rcsv�xesaast�rz.anros�vaooa _ . .� Signalized Intersection t-115 T N_rna rL85 Neg Negligible �l.S CNeg WaveriyRoad 165—� 60_""� �S 9 N45� t �7009 M Coti it Street N t � . . � S- ism�'+ 2nd Site'D.riVi .., }' aq � � ��� tw, No' hnlark Ban k _ r—Neg }] �5 Site Dglye kS Eagle Tribune I o x � vmeN 315 �r �37S � 4 4-245 55 Haverhill r-15a Route 133 r ,a tile 355 C o n I PfPrsS,rrQP e�2 l Bo i33 VO ono m w 25 4 245 580� 1�rsr0 S Elm Street � � l'S �-- ASS 5'�r 205—f ! t l� 250—► uU)in 0 i o v 'lTI Anap�5�e� 1 N m N i bieiQaS 36%'5 Not to Scale 2008 Build Figure 3-10 Saturday Midday Peak Hour Traffic Volumes North Andover,Massachusetts J 1 O. Proposed Walgreens Store-North Andover,MA Store Size (ks1) 14.82 Walgreens Retail TOTAL Weekday Evening Peak Hour Observed Rate Trip Generation Pass-by Total New Enter 5.29 78 20 98 -25 73 Exit 5.12 76 22 98 -25 73 Total 10.41 154 42 196 -50 146 Saturday Midday Peak Hour Enter 5.88 87 29 116 -28 88 Exit 5.62 83 27 110 -28 82 Total 11.50 170 56 226 -56 170 Weekday Daily I 106.47 1578 488 2066 -516 1550 Saturday Daily 117.61 1742 568 2310 -578 1732 1-Weekday and Saturday daily trip generation estimates based on iTE ratio of peak hour to daily trip generation for LUC 881 -Pharmacy/Drugstore with Drive-Through Window ................................................ Institute of Transportation Engineers-Trip Generation Manual,6th Edition ITE L.UC 820 Shopping Center Scenario: Size= 11.385 ksf Date: as(kso Analyst: Vehicle Trip Generation Calculations Average Dir. Rate= 42.94 trips/ksf Weekday Dist.,% _ Trips In 50% 244 Out 50% 244 Total 100% 488 Weekday Dir. Rate= 1.03 trips/ksf Morning Dist.,% Terri s ` Peak Hour In 61% 7 of Adj Stree Out 39% 5 Traffic Total 100% 12 Weekday Dir. Rate= 3.75 trips/ksf Evening Dist.,% Trips _ Peak Hour In 48% 20 of Adj Stree Out 52% 22 Traffic Total 100% 42 Average Dir. Rate= 49.97 trips/ksf Saturday Dist.,% Trips In 50% 284 Out 50% 284 Total 100% 568 Saturday Dir. Rate= 497 trips/ksf Midday Dist.,% Trips Peak Hour In 52% 29 of Generato Out 48% 27 Total 100% 56 it - - - -CAPACITY ANAL-Y IS RESULTS x 3: Salem Turnpike (114) & Waverly Road 2005 Weekday Evening Existing Conditions HCM Signalized Intersection Capacity Analysis 8/4/2005 Lane Configurations �r '� tT+ Ideal Flow;:{vphpl) 1900 :1900 =1900 '`.1900 1900 1900 1900; 1900 ",1909: 1900 " 190D " "1900 Lane Width 12 12 12 12 12 12 12 12 10 12 12 12 Toka1 Lostaime(s}; 4 0 ' 4.0 4.0 4 D 4 0.' 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 #=r# 1 00 99 Fit Protected 0.95 1.00 0.95 1.00 0.95 1.00 Saftl Ftaw.(prof) 1805 I838 1805 3497 1685 1873 Fit Permitted 0.11 1.00 0.06 1.00 0.45 1.00 5atd Flaw;:{perm}' 214 .'1838 117 3497 792` 1873: Volume(vph) 99 4 948 105 29 1242 122 4 151 231 3 22 Peak hourfactor PHF fl 94 0 94 `0 94 0 94 0 94 0 94 0 94: 0 94' 0 9Q 0.9(1 q-g0 Adj. Flow(vph) 105 4 1009 112 31 1321 130 4 168 257 3 24 RTOR Re_ductaan lvph) ,;`.,,. 4. ©:. 0 ' q"': . . 0"' t) Q 3 0 0 Lane Group Flow(vph) 0 109 1117 0 31 1455 0 0 168 281 0 0 0%. 2%.';' . 0°/v. 0°/u;. Turn Type Perm Perm Perm Perm Protected Phase 2 Permitted Phases 2 2 6 8 Actuated Green, G(s) 63 2 63 2 63 2 63 2 20:7; 20.7 Effective Green, g (s) 65.2 65.2 65.2 65.2 22.7 22.7 Actuated gIC Ratio q 63 0 68 " 4 63" 0 63 0.22 0 22 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 Vet�cle Extension{s) .. 3.0 3 D 3 0" 3"0 3,0 30 Lane Grp_Cap (vph) 134 1152 73 2192 173 409 v �f2a d Fr-t c0 61. D 4� 0:15 vls Ratio Perm 0.51 0.27 c0.21 0 81 64 97 0 42 0.66 0.97 0 69 Uniform Delay, d1 14.8 18.5 9.9 12 4 403.. 37.4 Pragresston Factor 1 QO 1 00, OQ , 1.00 Incremental Delay,d2 30.0 19 4 3.9 0,8 61.2 9.1 Delay{s) 44 8 _= 37.8 ;' 13 8,:: 13 2 101:6 46.a Level of Service D D B B F D Approach'Delay(s) 36 5 f3 2 06,0 " Approach LOS D B E r#of"'�i`s�ittaii,Srit�trt� HCM Average Control Delay 31.3 HCM Level of Service C HCM Volume#o Capact#y'ratto 0 94 . Actuated Cycle Length(s) 104.0 Sum of lost time(s) 12.0 Interseclion Capacity lltilzafton,` 98 8%. . ICU Level of Senrrce., _ Analysis Period (min) 15 c ;';Crltical:Lane Group 3 3 i i S ff S:IJobs144801SYNCHROW.Andover PM EX.sy7 Synchro 6 Report SDH Vanasse&Associates, Inc. I i y: IJ 3: Salem Turnpike (114) & Waverly Road 2005 Weekday Evening Existing Conditions HCM Signalized Intersection Ca acit Ana! sis 8/4/2005 a �lowe�ment� � '�SW� SWR2�� Lane Configurations Ideal Flow(vphpl); 19D0 1900 1900- 1900 . 1900 7900: 1900,; "(90Q. Lane Width 12 12 12 12 12 12 12 12 Tola1 lost#ime sir Lane Util Factor 1.00 1.00 1.00 Frt ' = 1170- 0.93 091 Fit Protected 0.95 1.00 0.99 Safd Flow:(prof} 1805 1765 1696 Fit Permitted 0.36 1.00 0.99 Satd .Flow'(perrn); 562 . >:9765 1696 ............:: . , Volume(vph) 4 48 107 86 3 2 5 6 Peak hour,factor FNF 93 < 0 93 0 70 0 70 f 0 70 Q 70; : Adj. Flow(vph) 4 52 115 92 4 3 7 9 tTOR Reduct�an;(vph} Q .. 0 24 0; 0 Lane Group Flow(vph) 0 56 183 0 0 14 0 0 Heavy 1lel.[cles %d) 0% U% Q°/a % Q% Turn Type Perm Perm Split Permitted Phases 4 4 Actuate.Green,G_(s) Effective Green, g (s) 22.7 22.7 4,1 Actuated gIC Ratio`. 0 22 ..:'`0 22 Clearance Time(s) 6.0 6.0 6.0 Velcle,l=xtensiori(s} - _ _s Lane Grp Cap (vph) 123 385 67 W( Ratio Prot 0 10 c0 01 , v/s Ratio Perm 0.10 ulc RatEa. 0.46 0.47 - Uniform Delay, d1 35,3 35.5 48.4 Progression Factor. 1 OD 1 00 1 Qp Incremental Delay, d2 2.7 0.9 1.6 Delay(s} 37.9, '36.4 50 0 .. Level of Service D D D Approach Delay(s); 36.7 , 50.0 Approach LOS D p _ S:1Jobs1448MSYNCHRM,Andover PM EX.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 3: Salem Turnpike (114) & Waverly Road 2005 Weekday Evening Existing Conditions Queues 8/4/2005 Marie Group , I- EBT-'4 WBt 1lBT " NEt_ NDT SBt,.2a��`SSL�'� Lane Configurations , '� '� '� � Volume v h 99 4 948 29 1242 151 23107 2 . ( P ). Lane Group Flow(vph) 0 109 1121 31 1455 168 284 0 56 207 23 Turn Type= Perm .,Perm " Perrr�. : Perris Perm. Perm ,. Protected Phases 2 6 8 4 9 ermltferi.Phases: ?,. 6 Detector Phases 2 2 2 6 6 8 8 4 4 4 9 Minimum Llilal(s) 4 0 4 0 4.0. 4 0 d 0 `4 0 4,0 4 0; 4(} 4(} 4 0 ;;y Minimum Split(s) 15 0 15.0 15.0 15.0 16.0 15.0 15.0 15.0 15.0 15.0 10.0 Totat SpIIt{s) 79 0 79 0 79 0 `: 79 0 79 0 26 0 26 0 26 0; 0 10:(3 Total Split(%) 68.7%0 68.7% 68.7%0 68.7% 68.7% 22 6% 22 6%0 22.6% 22 6% 22 6% 8 7% Ye[[ow Time{s) " 40,; 4 0 4 0' 4 0 4 4;0. All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2 0 Lead-La Optimize? 9. p e? Recall Mode None None ;None ":None None .` Max Max' None' one one "None v/c Ratio 0.75 0.95 0.48 0.65 1.06 0.67 0.58 0.49 0.21 Control pelay 43 5 28 7 36.3 : 12 6 133 0 4t3.5. 67 5:" 37.7 426 Queue Delay 00 00 00 00 00 00 00 00 0.0 Total Delay 43 5 . 281 36,3 12 6 :133 0 48 5': 67 37 7 42 6 Queue Length 50th(ft) 50 673 11 310 155 199 39 119 10 Queuewenglh 95fh(ft) #172 #1056,: #63. 377 #294 Internal Link Dist(fit) 1407 2116 1813 801 705 Tarn 13ay.Lenglh{fi) �. Base Capacity(vph) 153 1248 68 2367 158 423 97 420 107 5tarva6on,Cp Reductn , 0;` 0= Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage.Cap Reductn Q 0 9 Reduced v/c Ratio 0.71 0.90 0.46 0.61 1.06 0.67 0.58 0.49 0.21 Cycle Length: 115 Actuated Cycfe'Lehgth 1O .6 Natural Cycle: 100 Control Type Actuated Uncoordinated..' - Volume exceeds capacity, queue is theoretically infinite Queue shown is maximum after two cycles # 951h percentile volume exceeds capacity, queue may be longer. Queue"shown is maximum after two;cycles Splits and Phases: 3: Salem Turnpike(114)&Waverly Road a9ll- o2 o4 4 710 _ _ F o6 08 S:1Jobs\44801SYNCHR01N.Andover PM EX.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 7: Salem Turnpike (114) & Haverhill St. (133) 2005 Weekday Evening Existing Conditions HCM Signalized Intersection Capacity Anal sis 8/4/2005 Mov�rertt r EBLSEBT 'E8R' WBL VffBTif13Ft 'Nt NB [13R SBI `.6T . Lane Configurations , TT+ Idea[Flo'W"( php[) ;190Q 1900 1900 1900 19(}Q `"190fl >: 190Q 1900' �90[) 190t) 190p 1900 Tota l Lost time (s) 4.0 4.0 4.6 4.0 4.0 4.0 4.0 4.0 Lanl;Util. Factor 41 QQ ; 0 95 1 00 0 95 ;00 [ 00; 100. .1 Q0 Frt" .. 1.00 1.00 1,00 1.00 1 00 6.94 1 00 0 95 Flt"F'rotectecl - 0 95 1 OQ 0 95 1 00 0 95 1 00: 0 95 1 00 Satd Flow(prot) 1787 3524 1805 3522 1805 1781 1805 1799 Flt Perm(tted 0 [2 f 00 0 27" 1 OQ 6.34 1 00 0 14 1 Oil Satd Flow(perm) 221 3524 513 3522 645 1781 271 1799 Vafime(vph) 23S 832 28 = 232 97 34 ' 1.14" 309 221 81 220 12`1 _. Peak Maur factor, PHF 0.96 0.96 0.96 0.95 0,95 0.95 0,92 0.92 0,92 0.98 0,98 0.98 Adj Flaw{vph) 245 :867 29 244 . 1155 " 36 124 33ti" 240 83 224 123 RTOR Reduction (vph) 0 3 0 0 3 0 0 28 0 0 22 0 Lame;Group Flow"(vp() 245 893 fl 244 1189 0 124. 548 0 0 0 - O ... O O O O O D _O ...q.._, Heavy Vehicles (/o) 1 /0 2/0 0/o Q/a 2/0 3/0 0/0 0/0 0/O fl/0 0/o 00 o �ttrn Type prn+pt = pTIT Perm Perm: Protected Phases 1 6 5 2 4- Per"metted Phases 6 2 4 8', Actuated Green, G (s) 38.0 38.0 44.0 44.0 27.0 27.0 27.0 27.0 E ,ective Green,g'(s) 39 fl9 0 . 450 45 0 " 28.0 28,Q ! 2$".0 Actuated g/C Ratio 0.43 0.43 0.50 0.50 0.31 0.31 0.31 0.31 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 I_aile Grp Cap�upl) 183 ; 1527 414 761 2Q1 554 84,' S60 :..-= ....:...:: vls Ratio Prot c0 07 0.25 0.07 c0.34 c0.37 0.18 v/S E2a110 Perm c0.51 0 22 0:19 0.31 . We Ratio 1.34 0.58 0.59 ''OW 0.62 0.99 0.99 " OM f lniFarm Delay,d1 22.9 19 4.. 17 0 26 4 30.8 30,8+. 26.1:'. Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Increrriental;Delay,:.d2 184 6 1 6 2 1 2 1 5.5 . 35 Delay 0 93 4 : -y(s} 207.5 21.0 24.3 19.1 32.0 65.8 124.2 27.6 Level of.Service , . F C C g C E F C..' Approach Delay(s) 61.0 20.0 59.$ 46.2 Appoach,[,OS. E. l3 E D` HCMAverage Confrol Delay ,, 43,2 � HCM 1_evel of Service D. , HCM Volume to Capacity ratio 1.06 Actuated Cycle Length(s} 90 0 Sum of,lost time O) 8.0 P Y ICU Level of Service F Intersection Ca acit Utilization 92.fl% Analysis Period(rrr(n) , o c Critical Lane Group S:IJobs144801SYNCHRO1N.Andover PM EX.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 7: Salem Turnpike (114) & Haverhill St. (133) 2005 Weekday Evening Existing Conditions Queues 8/4/2005 Lane Configurations Vi Ualume v:h 2, 5 832 232 `'1097 .. 1 l4 309. 8I 220; ( P } Lane Group Flow(vph) 245 896 244 1191 124 576 83 347 Turn Type;: Pm+pt pmpt Perm Perrn Protected Phases 1 6 5 2 4 8 Pe�mitteci.Phase"s ,.. 6 :: 2 ,` - 4 Detector Phases 1 6 5 2 4 4 8 8 BM,- (s) 3 0 4 0 4 U 4 Minimum Split(s) 9 0 15.0 10.0 15.0 15.0 15.0.. 15.0 15 0 Tatal Split{s} 9 0, 43 0 15 0 c 49 0 32 0 }32f0 32 0 32 0!' Total Split(%) 10.0% 47 8% 16 7% 54 4% 35.6% 35 6% 35.6% 35.6% YellowT�me(s) 40 40 40 4t] 40 40 40`_ 4Q; ° All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 eadla9__. Lead. °Lead„ Lag _ _. Lead Lag Optimize? Yes Yes Yes Yes call Mode None Max None Max None None None None vlc Ratio 1.34 0.59 0.59 0.68 0.62 0.99 0.98 0.60 Control Delay 207 2 21 2 28 6 19,3 ; 42 3 65 0, 128 5`- 287 . Queue Delay 0.0 0.0 0.0 0.0 0.0 .0.0 0.0 0.0 Total Detay 207-2 21 2 28.6 19 42 3 3 65 0 128.5' 28 T Queue Length 50th(ft) 133 196 77 255 60 305 47 150 Queue L ength 95fh(ft} #282 257 124. - 328 #138 #527: #14 I 241' Internal Link Dist(ft) 2115 1310 2312 1492 Base Capacity(vph) 183 1530 414 1763 200 583 85 582 San+at1on;Cap Reductn Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Read to fl 0, 0 Reduced v1c Ratio 1.34 0.59 0.59 0.68 0.62 0,99 0.98 0.60 :"gN EN All Cycle Length: 90 Actuated Cycle,Length 9t3 =; _. Natural Cycle: 55 Control Type:Actuated-Uncoordinated Volume exceeds capacity, queue is theoretically infinite Queue shown Es maximum after two cycles # 95th percentile volume exceeds capacity,queue may be longer. queue sl,.own1s maximum after twa cycles `. Splits and Phases: 7: Salem Turnpike(114)&Haverhill St. (133) 01 m2 m4 9, 05 "v. m8 06 _ S:IJobs144801SYNCHRO1N.Andover PM EX.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH Y 6: Haverhill St. (133) & Waverly Road 2005 Weekday Evening Existing Conditions HCM Signalized Intersection Capacity Analysis 8/4/2005 Lane Configurations !deal Flow'v h I 190Q 1900 1900 1900 . 1900 1900 1900; 1900 1900. ,-1900 . 19Q0 190E) { P p) Total Lost time (s) 4.0 4.0 4.0 4.0 t_arie Ufil Factor = 1 0Q. 1 00, 1,90' Frt 0.99 0.99 0,96 0.96 F[t Protecfed ;0 990{) 1,04< 0:99 Satd Flow(prot) 1864 1869 1812 1808 fit#Rermitted t37 Satd Flow(perm) 1489 1752 1743 1591 Volume{�p'h} 142 498 - 45 33 415-, 48 26 i 195 ` 81 ; 51 118 66 Peak hour factor, PHF 0.93 0 93 0.93 0 91 0 91 0 91 0.82 0.82 0.82 0.88 0.88 0.8t3 1 ( ..P ) 153 535 48 36 456 532 238 99`. 58 134 Z5 Ad Flow V h RTOR Reduction (vph) 0 4 0 0 7 0 0 22 0 0 23 0 carte Gro P1.Flaw,(vph) 0 732 0 0 538 347 0 0 244 :0 U - O _ 0 U ,U U. O_ U U O ..U ,O U eavy Vehicles (/a} 0/0 0/0 0/0 0/o Q/a Q/0 0/0 1 /0 0/a 0/0 0/0 0 io Turn Typa m Perrn Perm =Perm Per ;=- 8 Protected Phases 4 2 6' Actuated Green, G s 30 2 ( ) _ 30.2 20.1 20.1 Effective Green, g{s) 30 2 30 2 20 1 20.1 Actuated g/C Ratio 0.52 0.52 0.34 0.34 Clearance_Trme s'. 4.0 4,0 . Vehicle Extension (s) 3.0 3.0 3.0 30 Lane;G p CaP{vpif) 771 908 6t)1 i11549.- v/s Ratio Prot vls Rafio Perm 6.20. 0.1.5' v/c Ratio 0.95 0.59 0.58 0.44 nlforrrt palsy,d1 13 3jol9.8 Z. 15.6 14.8 Progression Factor 1.00 1.00 1.00 1.00 Incremental pelay,;.d2 _ 20 7 7 0 4.0 2 6 Delay(s) 34.0 10.8 19.6 17.4 Level of Service C g B ' Approach Delay(s) 34.0 10.8 19.6 17 4 Approach,LOS . . . C B B g M Average Confr_ol Delay 22 3 HCM Level of Service Cry' _ . HCM Volume to Capacity ratio 0.80 Actoafed,Cycle Length{s} 58 3 Sum of lost time(s), 8.0. Intersection Capacity Utilization 98.3% N.ICU Level of Service F An Period(r4.) 9 8 c Critical Lane Group S:1Jobs144801SYNCHRO1N.Andover PM EX.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 6: Haverhill St. (T 33) & Waverly Road 2005 Weekday Evening Existing Conditions Queues 81412005 Lane Configurations Vo[ume,(vph} : 142 415 26 195" 51 118 Lane Group Flow(vph) 0 736 0 545 0 369 0 267 Tu,n Type: Perrrt :Perm Perm Perm Protected Phases 4 8 2 6 PermittedPhases` 8 2 = Detector Phases 4 4 8 8 2 2 6 6 Mlrmum Initial{s) 4 0 4 0 U '. ._.4.0 �.: 4 0 4 4 _, .. . , . Minimum Split(s) 15.0 15.0 15.0 15.0 15.0 16.0 15.0 15.0 Total split(s) 36 0 36 0 36 0 36 0 24 0 24 0 24 0 24 0` Total Split(%} 60.0% 60.0% 60.0% 60.0% 40 0% 40 0% 40 0% 40 0% Ye11ow TErre_(sj 3 0 0 3 0 3 05 3 l)e`' fl 3 0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead Lag Optimize? Recall Mode Nane on -None None Max Max?- Max Max v/c Ratio 0.94 0.60 0.59 0.47 Con#rol€?slay 33 0 12 4 19 6 16,9: Queue Delay fl.0 0.0 0.0 0.0 33 0 12 4 16.9 Queue Length 50th (ft) 218 117 99 64 Queue Length 96fh Internal Link Dist(ft) 1662 2312 1069 1813 Turn Bayength,.(ft) Base Capacity(vph) 802 941 622 565 5taat�onGap Reductn . 0 0 0' 0 5pillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 Q Reduced v/c Rati/oyp 0.92 0.58 0.59 D.47 Cycle Length: 60 Actuated Cycle Length: 58 3 Natural Cycle: 50 Con#rol Type Actuated Uncaordina#ed # 95th percentile volume exceeds capacity,queue may be longer. Queueshnwn,s maxlmum,aiter two Splits and Phases: 6: Haverhill St. (133)&Waverly Road ! v2 S:\Jobs\4480NSYNCHRO\N.Andover PM EX.sy7 Synchra 6 Report SDH Vanasse&Associates, Inc. 3: Salem Turnpike (114) & Waverly Road .2005 Saturday Midday Existing Conditions HCM Signalized Intersection Capacity Analysis 8/4/2005 a�verrtettk wx_l� , .BR.4IlIBR2 � Nl3L� Lane Configurations Ideal Flow;,(vphpl) i 900'..190Q 1900. 1900, 1900 1900 1900 1900; 7 900..: "A goo 19.00. .19©0 . Total Lost time(s} 4.0 4.0 4A 4.0 4.0 4.0 Lane Uttt Factor 1 00 1 00 1 00 0 95 1:A0 .OQ Frt 1 00 0 98 1 00 0 99 1.OD 0 96 FIt Protected -0-05 1 O0 0 95 1 00 . 0 95) "1,00 Satd Flow(Prot) 1805 1849 1805 3541 1787 1830 i=1t Permitted 0 22 1 ao a ns oo - 0 54 100 - �- Satd Flow(Perm) 427 1849 172 3541 1012 .1830 Volume{vph) 73 73802 19 843 47_ 6 125`,_ Peak hour factor, PHF 0.94 0.94 0.94 0.94 0.96 0.96 0.96 0.96 0.87 0.87 0.87 0.87 Ad1 F101vph) 78 ._ ,' 2 785 109 20 878 i 49 6 '; 144 93: 29 RTOR Reduction (vph) 0 0 5 0 0 0 0 0 0 1fl 0 0 1_arte G0; J, low{vph) 0 80 889 0 20 933 0 0 144'- 113;'- Q Q Heavy Vehicles (%) 0% 0% 1% 0% 0% 1% 2% 0% 1% 6% 0% 0% urnType Perm Perm Perm Perm_. 6 Protected Phases 2 8 -_- AerrettfeOt Phases 2 2 - 6 8 Actuated Green, G. (s) 42.3 42 3 42.3 42 3 24.9 24.9 l=ffecttve Green;g(s) 44 3 '-44 3 Actuated g/C Ratio 0.51 0.61 0.51 0.51 0.31 0.31 Clearance TtrOe{s) 6 0 6 0 6 0 6 0, _ 6.0 6.0- Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 t_ane'Grp Cap{vph) 219 `T947 88 1813 315 569; vls Ratio Prot c0.48 0.26 0.06 v!s Rafio Parm - D 19 0 12 c0.14 We Ratio _ 0.37 0.94 0.23 0.51 fl 46 0 20 Uniform"Delay,d 1 12.711,ti :T 14 0 23.9. 21 9,i Progression Factor 1.00 1.00 1.00 1.06 1.00 1.00 Jncremenfal Defay,;d2 1 0" 16.2 1 3 0.2 4,7 0.8 Delay(s) 13.7 36.0 13.0 14.2 28.7 22.7 t.evel,of.Setvice B D g 13 Approach Delay(s) . - - 34.2 14.2 25.9 Approach.LOS G.. L3 C HCM Average Cot�trot Delay "24 4 ,HCM Level of Service C ' . HCM Volume to Capacity ratio 0,73 Actuated Cycle Length(s} . 86 5 Sum of lost time(s) 12:0 Inferseclion Ca acit Utilizafion $6.2/a ICU Level of Service P y ° Analysis Period 15 c Critical Lane Group S:1Jobs144801SYNCHRO1N.Andover SAT EX.sy7 Synchro 6 Report Vanasso&Associates, inc. SDH 3: Salem Turnpike (114) & Waverly Road 2005 Saturday Midday Existing Conditions HCM Signalized Intersection Capacity Analysis 8/4/2005 .gu lNOel Lane Configurations ry. Ideal Flow`(vPhpl :[900 `1900 1900 , 1904 :`' 190 1900 1900;: 19DD` Total Lost time (s) 4.0 4.0 4.0 Lane Util Factor 9 00 1 00, 1 AO Fri - 1.00 0.91 0.92 T'I�Protected 0 95 Satd. Flow(prot) 1805 1709 1708 Flt,} erm�tted Satd. Flow(perm) 1270 , 1709 1708 5' ; Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.81 0.81 0,81 0.81 Ad1 Flow(vph).. 52 77 1$2. 4 ` RTOR Reduction (vph) 0 0 57 0 0 4 0 0 Lane Grou ..Finw_(vph). 0 54 152 0, . 0,, . . .12.v 0, Heavy Vehicles (%) 0% 0% 0% 1% 0% 0% 0% 0% Turn Typp Farm Pe>m Split Protected Phases 4 9 9 t'ermitied:Phases< 4.. . 4 Actuated Green, G (s) 24.9 24.9 1.3 Effective Green;g(s} 26 9 Z6 9 3 3 .. Actuated g/C Ratio 0.31 0.31 0.04 Ciearance:Time(s} 60 .60 60 Vehicle Extension (s) 3.0 3.0 3.0 #mare Grp Cap(Vph) '395 531 65 { v1s Ratio Prot 0.09 c0.01 vIs:Ratio P.err 0 04T. v/c Ratio 0.14 0.29 0.19 Uniform Delay,d1i` 21.4. 22.5 40 3 ' Progression Factor 1.00 1.00 1.00 lncremerttal Delay d2 0 2 0 3 1,4 Delay(s) 21.6 22.8 41.7 Level of.Serwee _;- - C : C Approach Delay(s) 22.6 41 7 APB roachtOS e w S:1Jobs144801SYNCHROW.Andover SAT EX.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 3: Salem Turnpike (114) & Waverly Road 2005 Saturday Midday Existing Conditions Queues 8/4/2005 al�eC�oUP ,... I I, ,u1=Sofi EBU1 WB IIBT SI = t BT SBL2 kSBL. S81 S11 L .. Lane Configurations , Volume(vph) 73 2 .. 738 19 843 125 81 2 47', 69 Lane Group Flow(vph) 0 80 894 20 933 144 123 0 54 209 16 Turn Type Perm. ,Perm Perm -Perm Penn ;.,Perm . Protected Phases 2 6 8 4 g P,errT ttedPhases, 2 2 6 8 " _ 4,. Detector Phases 2 2 2 6 6 8 8 4 4 4 9 Minimurtr Initial(s) 4,U 4 0 4 0. 4 fl 4 0 4 fl 4 0 40 4 0 4.q 4 l] Minimum Split(s) 15.0 15.0 15.0 15.0 15 0 15.0 15.0 10,0 10 0 10.0 10.4 Total Splif.(s} tiff 0 60 0 60 0 ;60 0 60 0 30 0 30 0 30,0 30 0.:' 30:Q 4- 0 0 0 o p o 0 0...:: Q u o., o.: Total Split(/o) 60.0/0 60 0/0 60.0/0 60 0/0 60.0/0 30.0/0 30,0/0 30.0/0 30.0/0 30.0/0 10.0/o Yello►ar Trrrte(s) - -4 0 4 0 4 0 4 0 4 0 4 0 ' 4 fl 4 0 4 0 4,0; 4"t); All-Red Time(s) 20 20 20 20 20 20 20 20 20 2.0 20 Lead/La9 '- - - � ;- - Lead-Lag Optimize? Recall Made tVune (Vane None None ;None Max Max one None None' None; _.: v c Ratio 0.33 0.90 0.20 0.49 0.48 0.20 0.1.14 0.34 0.13 Control [)elay 1.4, 9 . 24 2 ?15 3 12 8 ," 34 6 =23 ti 27 0 18.0 0,t} . Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 6.0 0.0 0.0' Tofa A.De f y"°. 14 9 24 2 (5 3 ;_12 6 4fl t]!', Queue Length 501h (ft) 19 332 4 129 58 39 19 47 6 Queue Length 95th(ft) 60 #731 22 225 143 99 59, 132.;, 26: ;. Internal Link Dist(ft) 1407 2111 1816 .. 1166 1119 Tum.Bay Length(f#) Base Ca aciE v h 270 1 A Y( P ) 109 112 2115 299 605 396 611 12i Stanratron Gap Reductn 0 0 0 0 _ 0 0 0._ 0 . 0 Spiilback Cap Reductn 0... . 0 0 _. 0 0' 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 . Reduced v/c Ratio 0.30 0.81 0.18 0.44 0'.48 0.20 0.14 0.34 0.13 Cycle Length: 100 Actuated Cycle Length:83-i -- Natural Cycle: 75 Cantcal Typo:Actuated-Uncoordinated # 95th percentile volume exceeds capacity, queue maybe longer. Queue`'shawn is'ritaximum after"two"cycles , Splits and Phases: 3: Salem Turnpike (114)&Waverly Road .-► m2 09 10s ' 06 .ws 30 S:1Jobs144801SYNCHRO1N.Andover SAT EX.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 7: Salem Turnpike (114) & Haverhill St. (133) 2005 Saturday Midday Existing Conditions HCM Signalized Intersection Ca acit Anal sis 8/4/2005 oj�met �Bt_ �BBR" 1ll� L �NBT �1VBi �N81, NBT .NRBE, 8 $BF3 IdealF[ow'(vphp!}; 19Q0 i900 =�900 1900- 1900 1900` 190E},> [90Q.; 1900 1900 19t10 .1900 Total Last time(s) 4 0 4 0 4 D 4 0 4.0 4.0 4.0 4.0 Lane U#el Factor 1 00 0 95 1 00 ;;' 0 95 1 00< 1 Q0 1 0© 100. ; Frt 1.60 0.99 .. 1.00 0.99 1.00 0.96 1.00 0.93 FItProtected 0 95 1 011 ©95 l fl0 0 95 1 0©, 0 95 ! 00 Satd Flow(prot) 1805 3590 1805 3592 1805 1805 1805 1764 FIt Permitted 0 25 1 fl0 0 41 _= 1 00. 0 17 1 00,': 0 23 1,00 Satd Flow(perm) 480 3590 777 3592 327 1805 442 1764 Vo[ me'(vph} 194 585 23 95 ' 657 23 19 250; 102 „94 197 7 8t) Peak hour factor, PHF 0.95 0.96 6.95 0.96 0.96 0.96 0.91 91+_ .91 0.91 0.88 0.88 0.88 Adf l=tow(vph) 2q4 616 24 99 ' 684 24,:; 197 224, . ...206, RTOR Reduction (vph) 0 2 0 0 2 0 0 14 0 0 32 0 Late Group Flow;(yPh)•.: 204 636 0 99 7t)6 0.' 21 373 0 107 397 0 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 0% 0% Tuin7ype_ m: ,pm+ t P +P ; Perm term K Protected Phases 1 6 5 2 4 8 Permitted;Phases 6 2 4 8 Actuated Green,G (s) 51.6 51.6 46.9 46.9 27.0 27.0 27.0 27.0 Effectiv -Green,:g(s} 52 6 '' 62 6 47 9 47 28:© ?$0 28 U Actuated g/C Ratio 0.52 0.52 0.48 0.48 0.28 0.28 028 0.28 Clearance Time(s� 5 0 5 05 D 5 Q k 5.0 5 0' 5 U 50 Vehicle Extension(s) 3 0 3,0 3.0 3.0 3.0 3.0 3.0 3.0 l.arje Grp Eap(yph) ; 415 1885. . 449=- 7 717. 91; 504: 124 493 ; v/s Ratio Prot c0.06 0.18 0.02 cfl.20 0.21 0.22 vIs Ralio Perm e0 2fl 0 09 0 06 c024 vlc Ratio 0.49 0.34 0.22 0.41 0.23 0.74 0.86 0,80 Uniform Qe1ay,d , 14 Q 13 7 15 6 17 0 27:8: 32 8. 343 336 Progression Factor 1.00 1.00 1.00 1.00 1.00 1 00 1.00 1.00 Incremental Delay d2 0 9 0 5 0 2`: 0 7 1.3' S Delay(s r.) 15.0 14.2 15.9 17.7 29.1 38.4 76.4 42.8 heel of Service, B B 8.: . B:.`. C D I D Approach Delay(s) 14.4 17 5 37.9 49.5 Approach; HCM Average_Coltrof Delay 26 3 HCM Level of.Servlce ;' C HCM Volume to Capacity ratio 0 58 Actuated Cycle Length(s} 100 2 Sum ofiaost time(s) Intersection Capacity Utilization 67 7% ICU Level of Service C Araiysrs Perrod (thin) i5 c Critical Lane Group S:Wobs144801SYNCHROKAndover SAT EX.sy7 Synchro 6 Report SDH Vanasse&Associates, Inc. I 7: Salem Turnpike (114) & Haverhill St. (133) 2005 Saturday Midday Existing Conditions Queues 8/4I2005 ale G22- ran NBT Sal�SB � . � r Y �N Lane Configurations tT+ Volume(vph} 194 585 95 -- 657. 1 9 250 94 197 Lane Group Flow(vph) 204 640 99 708 21 387 107 429 Turn TYpe pm+pt pm+pt _ Perm Perm.' Protected Phases 1 6 5 2 4 g permitted Phases': 4 8 Detector Phases 1 6 5 2 4 4 8 8 Mnittum lri itial O.` 4 0 . :: 4 0 4 0 Q 4 Q 4 0 4 fl, 4 0 Minimum Split(s) 10.0 15.0 10.0 15.0 15.0 15.0 15.0 15.0 Total Split(s) 20 0 54 Q _16 0 50A-, 5fl Q 5fl 0 5Q 0 50 Q Total Split(%) 16 7% 45.0% 13.3% 41.7% 41.7% 41.7% 41.7% 41.7% Yelliw Tire (s) 4 0 40 40 4Q 4Q 40 4Q.= 4Q All Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 eadlLag Lead Lead Lag Lag, .' i Lead-Lag Optimize? Yes Yes Yes Yes f all n ode (Jane Max tVone =MaX :None None 1�loi�� Nonw v/c Ratio 6.58 0 34 0.22 0.42 0.13 0.74 0.58 0.81 Conn of Delay 21 0 16 6 21 6 20 3 271 33 1 3ti 0 32 9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tata1 Delay '21 0 16 6 , ;21 6 20 3 27 1 33 1 . 36 0, 32 9 -. Queue Length 50th (ft) 68 121 34 149 10 209 58� 226 Queue Lerigtf195#h, (ft) 152 220 84 263 3fl `; 321 116 _- 339 Internal Link Dist(ft) 2111 1443 2304 1397 Turn Say Leng#h(ft) _ ti , Base Capacity(vph) 393 1905 491 1693 224 725 259 724 faruation Cap Reductn 0 0 0 0 0. 0 Q 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn Q _0', Q ' 0 : A 0 Reduced We Ratio 0.52 0.34 0.26 0.42 0.09 0.53 0.41 0.59 ��� p f .aC�ditk�C� Cycle LenQ�����#�gth: 120 Actuated Cycle Lengttt:99.2 - Natural Cycle:45 Control Type Actuated-Uncoordinated Splits and Phases: 7:Salem Turnpike (114)& Haverhill St. (133) of v o2 't o4 1� 05 54 iolv_d 8. .: S:1Jobs144801SYNCHRO1N.Andover SAT BX.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 6: Haverhill St. (133) & Waverly Road 2005 Saturday Midday Existing Conditions HCM Si nalized Intersection Capacity Analysis 8/412005 EBR; NB � B N$TtBR NB SBL�5B75. .' Lane Configurations Ideal Flow{vphpl) 1900 1900 `19©0; 1900 1900; 1900 , 1900; 190t]' 190.p. 190,0 1909 1900 Total Lost time(s) 4.0 4.0 4.0 4 0 Lane Ut011,facfor: 0.99 0.99 0.97 0.96 Satd. Flow(prot) 1841 1855 1829 1812 Flt' 'ermlft%d .0 Satd Flow(perm) 1590 1687 1774 1732 Uolume(vph) 9i �25 20 _`_' 46 257 2 �5 96: 35 28 112 r8, Peak-hour factor, PHF 0.89 0.89 0.89 0.82 0 82 0 82 0 87 0 87 0.87 fl 97 Q 97 Q 97 _ Ad):: Flow(kph) 1 fl2 365 - 22 56 3[3 ... ??: 7 _ 110 40 29 11.5 6() RTOR Reduction (vph) 0 3 0 0 6 0 0 16 0 0 22 0 1';1 Heavy Vehicles(°/a} 0% 2% 0% 0%° 1% 0%° 0% 0% 0% 0% 0% 0% Tum TYpe Perm. . Penn Perm Perm Protected Phases 4 8 . . 2 6 Permuted Phases; 4 ti '2' 6 Actuated Green, G (s) 19.4 19 4 19.4 19.4 Effect�ye Gree Ra rt,=9 4 204 .. Actuated g1C tio 0.42 0.42 0.42 0.42 Clearance Time{s) = 5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 v/s Ratio Prot v/c Ratio 0.73 0.55 0.20 0.25 uniform Delay;,d 1, 11 9. 10 8 9;{3 92 Progression Factor 1.00 1.00 1.00 1.00 lr<cemerifai Delay,d2 41 - Delay s 16.0 11.7 9.6 10.1 Level.af Service Approach Delay(s) 16.0 11.7 9.6 10.1 Appro ..actia.a B. ;A 4� - HCM Average Control©slay = 12 8 HCM Level q_ Serwce HCM Volume to Capacity ratio 0 49 Actiaafed Cycle l ength{s} 48 8 Sum of lost tirrte(s) 8:0 Intersection Capacity Utilization 58.8% ICIJ Level of Service B AnaiysEs Perlad,(frnn) 1g ' c Critical Lane Group S:kJobs\4480kSYNGHRO\N.Andover SAT EX.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 6: Haverhill St. (133) & Waverly Road 2005 Saturday Midday Existing Conditions Queues 814/2005 Lane Configurations me _ Volu (vpt�) 91 325 =_ 46 ' 257,.;: 15 96 - . Lane Group Flow(vph) 0 489 0 396 0 167 0 204 Terri TypeF Perm . Perm Parm, Perm Protected Phases 4 8 2 6 Permitted Phases 4 = g 2 G- Detector Phases 4 4 8 8 2 2 6 6 �Vtintmum Ir%itial(s) 4,0 4 0 4 0 4 4 0 Minimum Split(s) 15.0 15.0 15.0 15 0 15.0 15.0 15 0 15 0 Total SpIIt(s) 36 0 36 0 36 0 36 0 0 Total Split(%) 60 0% 60 0% 60 0% 60 0% 40 0% 40 0% 40 0% 40 0% YelftwTime(s) 40 _; 40 - 40 40 40 40 4.0 40 Ai!Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 �.oaclll�ag r .0�� ..y . Lead-Lag Optimize? lcajll Mode - __ n MNone an V Max vlc Ratio 074 fl56 022 Max_....... ...... _ 028 Control Delay 74 5 Queue Delay 00 00 0.0 00 TofaC Delay ( 4 5 11 8 11 0 11 0 :: s Queue Length 50lh ft) 107 _ 77 24 29 l �teue Length 95th.(f#) . 183 ,, 117 - 72 _89 Internal Link Dist(ft) 1662 2304 1069 1816 urrt BayLet,gth (ff) Base Capacity(vph) 844 894 754 741 Stanatian Cap Rec[�c1n 0 0 0 0 Spillback Cap Reductn . 0 0 0 -. __. Storag�.Cap Reductn 0 0 0 0, Reduced v/c Ratio 0.58 0.44 0.22 0.28 AMA �i , Cycle Length.60 Actuated,Cycle Length 49' VJ Natural Cycle: 40 --:. Cant"rot Type Actuated-Uncoordinated Splits and Phases: 6: Haverhill St. (133)&Waverly Road o2 1-410 08 h A S:1Jobs144801SYNCHRO1N.Andover SAT EX.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 3: Salem Turnpike (114) & Waverly Road 2010 Weekday Evening No-Build Conditions HCM Signalized Intersection Capacity Analysis 8/4/2005 Lane Configurations Ideal Flow(vpt)pl). 1900 1900 . 19(l0 1,900 > 1900 1900 19t}©. 1900 19�0 1900 > =190t7 1900 Lane Width 12 12 12 12 12 12 12 12 10 12 12 12 Tots[Lost flme(s) 4 0 4 0 4.0 - „ 4 0 4:U 4(l Lane Util. Factor 1.00 1,00 1.00 0.95 1.00 1.00 �rt 1 00 0 99 Olt Protected 0.95 1.00 0.95 1,00 0.95 1.00 Satci°FIaH (protj- 1805 __ 83 !805 3489 1685 1859 Fit Permitted 0.08 1.00 0.06 1.00 0.43 1.00 Satd Flow{perm 155 y 1839 123 9 Volume(vph) 104 4 1041 110 45 1340 158 4 159 243 3 38 �'salc hour factor'PHF 0 94 0 94 .:; 0�4 0 94, , Q,94, 0 94 0 94- 94, 0 9g ©,90 0 9.0 ©90 Ad1. Flow(vph) 111 4 1107 117 48 1426 168 4 177 270 3 42 Lane Group Flow(vph) 0 115 1221 0 48 1598 0 0 177 310 0 0 % 0%<_' , 2%.:'. . t}% t)°fo tJ% 0 Turn Type Perm Perm Perm Perm jp Protected Phases. °8 Permitted Phases 2 2 6 8 Actuated Green,G{sj 59 6 59 6 59 6 59 6" 20 4 20,E _. Effective Green, g(s) 61.6 61.6 61.6 61.6 22.0 22.0 Nidated gIC Ratio 0 62 0 62 r 0 62 0 62 0 22 0,22 Clearance Time(s) 6.0 6.0 6,0 6.0 6.0 6.0 Vehicle Lane Grp Cap (vph) 95 1133 76 2149 169 409 RAW,Prot 0 66 Q 46 Q 17 v/s Ratio Perm cO.74 0.39 c0 23 vlc Ratio .'_ 0 63.' 0 7.. 1 05 fl:76 Uniform De d1 lay,y 192 192 12.1 136 39fl 36.5 Progression For 1,00 1 00- 0 48= 0 44 1.00 1 Qo Incremental Delay, d2 159.5 50.1 18.7 1.2 82.3 12.3 I]efay(s) 7,2' 121:3 48,8 Level of Service F E C A F D Approach_Delay(sj 78 7 Approach LOS E A E ��r��ct o Sum at"y��, �,F�����, �' ���,�, � . ,r..� �'.'." `��,_��`�,�.�•�,��`��x� HCM Average Control Delay 44.5 HCM Level of Service D HCM Volume to Capacliy ratjo " 1 11 , Actuated Cycle Length(s) 100 0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 105 0% CCU Level of Service G Analysis Period (min) 15 c Critical Lane,Group S:1Jobs144801SYNCHRO1N.Andover PM NB.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 1 3: Salem Turnpike (114) & Waverly Road 2010 Weekday Evening No-Build Conditions HCM Signalized Intersection Capacity Analysis 8/4/2005 Lane Configurationsbf Ideal Flow'(vphpl)` 1900 1900 190Q .'1900 ';19Q0 j 1900 ::; 190Q"= "1900+ Lane Width 12 12 12 12 12 12 12 12 Iota[Lost time(s} 40. . 4 0 40 Lane Util. Factor 1.00 1.00 1.00 0 91. Flt Protected 0.95 1.00 _-0 99 Flt Permitted 0.24 1.00 0.99 Said Ffvw(pertri) -465 t765 = 1696 Volume(vph) 4 70 112 90 3 2 5 6 Peak ttour;factor, PHF _0 93 . -�0 93 0 93 _.-0 93 :�0 70,"< 0 70 Adj. Flow(vph) 4 75 120 97 4 3 7 9 RTOR Reducttan;(IrPh) =..2 o 0 9 6 ' 0 Lane Group Flaw(vph) 0 79 188 0 0 14 0 0 LB ,V$hCIeS 0/° 01..' Turn Type Perm Perm Split Protected Phases = 4 9. 9 Permitted Phases 4... 4 tActtaated Green,G§(s} 20 0 ..`?20 Effective Green g (s) 22,0 22.0 4.4 Actuated gLC Ratio_ 0 22 0 22 0 04 Clearance Time(s) 6.0 6.0 6.0 Vehicle Extensions} Lane Grp Cap (vph) 102 388 75 vIs Ra#io Prot 0 11 cfl 01 v/s Ratio Perm 0.17 v/c.Rat[a 0 77 0,48 0 99 Uniform Delay, d1 36.7 34.1 46.1 Progression;.Factor:' 9,00 f 00 1 AO Incremental Delay, d2 29.9 1.0 1.2 Delay{ .. " 66.5 35 0473..:':: Level of Service E D D Approach Delay(s)' 43 4 :<47.3 Approach LOS p p _ t-� [ort,Surfarrtaiyr� g S:IJobs144801SYNCHROKAndover PM NB.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 3: Salem Turnpike (114) & Waverly Road 2010 Weekday Evening No-Build Conditions Queues 8/4/2005 Lane Configurations A T tT+ 1 Zi T Volume(vph} 104 4 1041 45 1340 159 243. 4 70 1 12 2, Lane Group Flow(vph) fl 115 1224 48 1598 177 315 0 79 217 23 Tutn Type Perrn Perm Perm Perm Penn; Perri Protected Phases 2 6 8 4 9 permuted Phases . 2 2. . 4 `( Detector Phases 2 2 2 6 6 8 8 4 4 4 9 1111t �mum,Inlha7 (S 4 t7 4 it 4 0 4 0:- 4 0 4.fl. _4 0' !10. ._ *0 Minimum Split(s) 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15 0 10 0 Total Spl�t.'(s) 62 fl . 62 Q 62 0 62 Q 62 0 26 0 26 0 26 26 fl 26 t) 12 0 Total Split(%) 62.0% 62.0% 62.0% 62.0% 62.0% 26 0% 26 0% 26 0% 26 0% 26 0%° 12 0%° YeI[ow Time.(s} 4 0. Ali-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lead Lag Optimize? Recall Mode `- C Max C Max C Max C Max C Max Max = Max None None None None vlc Ratio - 1.34 1.02 0.56 0.70 1.05 0.76 0.77 fl 52 0.16 Control Delay 238 2 50 2 = 26 4 6 5 122 6„ 48 9; 81'5 33 4 33 Queue Delay 00 00 00 00 00 00 00 00 00 Total Delay _ 238 2 50 2 33 4 33 9 Queue Length 50th (ft) 92 605 6 113 123 185 48 101 8 Queue Length 95th (ft) #169, #1176 m8 m132 #257 #3Q9` #132 75, 24 Internal Link Dist(ft) 1407 2115 1813 801 705 Base Capacity(vph) 86 1203 86 2275 169 415 103 417 144 Starvation Cap Reductn t) p Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0..` Reduced vlc Ratio 1.34 1,02 0.56 0.70 1.05 0.76 0.77 0.52 0.16 MM Cycle Length: 100 Actuated-Cycle Length 1.0 0 Offset: 7 (7%), Referenced to phase 2:EBTL and 6.WBTL, Start of Green Nafural Cycle 140 - _ Control Type:Actuated-Coordinated Vbtume exce ds capacity queue�s=theoretically irfinite Queue shown is maximum after two cycles. _ 1 .. '95th percentile volume exceeds capacity queue rryay be;ionger Queue shown is maximum after two cycles. m- Volurrte for ec t35th pcentil e.queue;is metered by upstreat signal Splits and Phases: 3: Salem Turnpike(114)&Waverly Road /'a � . 2 � h �06 08 S:IJobsk44801SYNCHRO1N.Andover PM NB.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 0 s 7: Salem Turnpike (114) & Haverhill St. (133) 2010 Weekday Evening No-Build Conditions HCM Signalized Intersection Capacity Analysis 8/4/2005 -'V -- 4\ oraenf (_ BT� BI3Wpl iIVBT 'WBR # BL` N13T �NBftSBL: SBTSB, Lane Configurations ' �, �.e. ... Ideal Flow.{yphpl) 3,9Q0 : 1900 1900 . 1900 :190Q `-19Q0 ._ 1900 _ 1900 1900' 19Q0:: -1900. . 1000 Total Lost time4.0 4.0 4.0 4.0 4.0 Lane tJtil t=actor 1 00 0 95 100 0 95 1 DO 1 0D 1.00 1.00_ Frt 1.00 0.99 1 00 1.00 1 00 0.94 1 00 0 94 Flt"Protectec# 00 Q 95` 1 00 Satd. Flow(prot) 1787 3514 1805 3523 1805 1781 1805 1783 FIt Pi'rmitted t) 1fi 1 DO fl 29 1 00 D 31 1 00 0 1�= 1 O0 Satd. Flow(perm) 301 3514 403 3523 " 582 1781 217 1783 Valutne(vpt} 2t32 939 ... 54 244 1203 36 14fl 325 232 85, 231 1.t2 Peak hour factor, PHF 6.96 0.96 0.96 0.95 0.95 0.95 0.92 6.92 0.92 0.98 0.98 0.98 Add..Mow."{gip ) 294 - _ ..,978 50 257" 1266 38 152 353 252 87 23fi 16�� RTOR Reduction (vph) 0 4 0 0 2 0 0 26 0 0 26 0 Lane':Grouplaysr(vph) 294 100 0 257 13Q2 --` 0 - 152 579 0 87 376 fl, Heavy Vehicles (%) 1% 2% 0%' 0% 2%" 3% 0% 0% 0% Q% " 0% 0% tuM.TYpe P... *Pt Protected Phases 1 6 5 2 4 8 herrnitted Phases Actuated_Green G s 3 - O 70 370 390 390 34Q 340 340 34.0 Effec..tive Green,g(s) 38 0 38 0 _4D 0 40 Q 35 0 35.0, Actuated g/C Ratio 0.38 0.38 0 40 0.40 0 35 6.35 . 0 35 0 35 Clearance Time(s)- 5 0 ;5 0 _ 5 0 5 0 - . Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane`Grp Cap (vphj 308 1335 372 1409 204 ":' 623_. v/s Ratio Prot c0.12 0_29 0.10 c0.37 0.33 0.21 vls:Ratio Perm.. c024 0 i 7 - 0 26 - cfl 40 v/c Ratio 0.95 0.77 0 69 0 92 0 75 OM 1.14 0 60 4 Uniform ©stay 2 29 8 28 5 28 fi 31.3 32 5 26.8-<. Progression Factor 0.95 0 69 1 00 1.00 1.00 1.00 1.00 1.00 Incremental,Delay,____d2 21 3 _ °1 7 5 5 11,.6. 1.3.7 20 3 147 7. 1.fi Delay(s) 64.4 20.6 35.3 40.1 42.3 51.6 180.2 28.4 l.evelrof Service" E D D Approach Delay(s). 30.3 F C 0 3 39.3 49.7 55.5 Approach LOS C D " . D E '. me f' Flo `� . 3 ��., HCIyI Average Control Delay. 40 2 FiC.M level of Service p" CM Volume to Capacity ratio 0.99 Actuated Cycle Length(s) 100 0 SuM of lost time:{s) 8 p Intersection Capacity Utilization 99.3% lCU Level of Service F Rnalysls Period (mini) 15 c Critical Lane Group S:l,tobs144801SYNCHRO\N.Andover PM NB.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 7: Salem Turnpike (114) & Haverhill St. (133) 2010 Weekday Evening No-Build Conditions Queues 8/4/2005 Lane Configurations t T+ tT4 T+ 140 03. V 244 203 6" 2311, Lane Group Flow(vph) 294 1 034 257 1304 152 605 87 40.1 Turd pe, p M+:1 :Pt jPerm. Perm .......... Protected Phases 1 6 5 2 4 8 ... ....... -P a" ses: Itte Detector Phases 1 6 5 2 4 4 8 8 O. 4'6 Minimum Split(s) 9.0 16.0 10.0 15.0 15.0 15.0 15.0 15.0 ................ Total Split 17.0% 42.0% 19.0% 44.0% 39.0% 39.0% 39.0% 39.0% All Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead Lag Optimize? Yes Yes Yes Yes Recall Mode T+Ione C -.-,T 'Max MaxNone' None z`None None` v/c Ratio 0.95 0.77 0.69 0.92 0.75 0.93 1.14 0,62 8= 29 Queue Delay 0.0 0.0 0.0 .0 0.0 0.0 0.0 0,0 DelayTotal V' ""4 69 5 52 4­ 182 8'" Queue Length 50th 28 263 112 407 84 348 -65 189 9 # 94 4 `2 Internal Link Dist(ft) 2115 1310 2312 1492 Base Capacity(vph) 308 1340 372 1412 263 650 76 649 :w'A Spillback Cap Reductn 0, 0 0 0 0 0 0 0 Reduced v/c Ratio 0.95 077 0.69 6.92 6.75 0.93 1.14 0.62 Cycle Length: 100 A L'i6t_ed Cyc le Length:­l 0 : ......... Offset:`i9(79%), Referenced to phase 2:1NBTL and 6:EBTL, Start of Green Nat . ......... Control Type:Actuated-Coordinated Volume exceeds:;capacity, ue e 15, Queue shown is maximum after two cycles. .... ..... &ca queue percentile volume Queue shown is maximum after two cycles. W__ ..... ...... 9 �upstream::st na .0 u r, percentile-queue,-- ­metered d b Vat um 6 _s�,m` r .. . . . .y Splits and Phases. 7: Salem Turnpike(114) & Haverhill St. (133) 01 o2 J 1,,4 o4 tt S:Wobs144801SYNCHROKAndover PM NB.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 6: Haverhill St. (133) & Waverly Road 2010 Weekday Evening No-Build Conditions HCM Signalized Intersection Ca acit Anal sis 8/4/2005 ,.�•, Lane Configurations �, y 4+ Ideal Flow(vphpl)':' 1900 1900 1900 1900, 1900 .1900 1900 1900 190(} 1900 . 190 1900 Total Lost time(s) 4.0 4.0 4.0 ... 4.0 aria Util Factor. :1 00 Fr# 0 99 0.99 0.96 0.96 )=1t TO pgterl 0 99 1 00 1.00 ', ... . 0.99. Said. Flow(prat) 1865 1871 1812 1809 FIt,P.ermitfed 0 77 0 93 0 96 0 85` Satd. Flow(perm) 1458 - 1746 1740 1546 Ualurne(vpF) 949 543 47 35 46 t 50 , 27 205` 85 r4; 124 t9, Peak hour factor, PHI= 0.93 0.93 0.93 0.91 0.91 0.91 0.82 0.82 0.82 0.88 0.88 0.88 Add Floyir.(Vph} 160 ?584 518 _5Q7 55 33 250 104 61; 141. 8 RTOR Reduction (vph) 04 0 0 6 0 0 22 0 © 23 p Group_flaw(vph} p 791 arie0-: Heavy Vehicles(%} 0% 0°1° 0% 0% 0% 0% 0% 1% 0% 0% 0% 0% Yarn Type Perm Perm = Perm Perm Protected Phases 4 8 2 6 Perrrritted Phases = 4 Actuated Green, G (s) 32.0 32.0 20.0 20.0 Effective 20.Q Actuated gIC Ratio 0.53 0 53 0.33 fl.33 Clearance Time-(s} : '4 0 4 0 4.0" Vehicle Extension (s) 3.0 3.0 3.0 3.0 arteGrp Cap(vpti) 778 931 580.: v/s Ratio Prot u1s,Ratio Perm, ct3 54 0 34, -c0 21. .' 017= v/c Ratio . ...1.02 0.64 0 63 0 50 Unlforrn Delay,d1- .4'0 9 9 18 9 16A' Progression Factor 1.00 1.00 1.00 1.00 Increment&:bday,d2 36 4 3 4.. Delay(s) 50.4 11.3 22.0 19.4 Level of Service p g Approach Delay(s_) 50.4 11.3 22.0 19A Approach LOS IJ g C S or HCM'Average Control Delay 29 5 HCM Lave[of Serylce C. HCM Volume to Capaci#y ra#io 0.87 Actuated Cycle Lerg#h(s) 60 fl Sum of lost time(s) 8 0 Intersection Capacity Utilization 105.4% 1CU Level of Service G Analysis Period.(m n) 15 c Critical Lane Group S:1Jobs144801SYNCHRO1N.Andover PM NB.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 6: Haverhill St. (133) & Waverly Road 2010 Weekday Evening No-Build Conditions Queues 8/4/2005 T r �$BL 5B7" Lane Configurations Volume(vph) 949 53 35 461 27 205, 54 124 Lane Group Plow(vph) 0 795 0 600 0 387 0 280 uCp Type :Perm Perm Penn: Perm: 7. Protected Phases 4. 8 2 6 Detector Phases 4 4 8 8 2 �11l�nimuix�Init(al (s) ..... .:' 4 t}_ ..4 0.;, .``�"� _ ,_ 4 0 ,. 4.0 4,0♦` 4 0 4a)> .. _ Minimum Split(s) 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 Tofal Split':(s) 24 Total Split(%) 60.0% 60.0% 60.0% 60.0% 40.0% 40 0% 40 0% 40 0% All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead-Lag Optimize? x` Max Max'` Maz y Recall Made None None," Norte ,�Noneu^ Ma.. . .. . , .. vlc Ratio 1.02 0.64 0.64 0.52 Ctir)trol Deiay 54 5 13 6 21 3 18.2 _ . _. Queue Delay 0.0 0.0" 0.0 0.0 Ta#al Delay. 54 5 13 6 21 3, 18 2 Queue Length 50th (ft) 277 136 106 69 Queue L..engt�t 95th(ft) = . �f510 232 .. . ;- '16�4' 129-, Internal Link Dist(ft) 1662 2312 1069 1813 Tura Bay Length'( ) Base Capacity(' -_r., ......_'_ . _:.. ... . .....: ...._.. ....,.._ _ .._.. .. ,..� ': ' vph) 781 938 603 539 Starvahon'Ca Reductn `' .,.. _ 0.;° 0 _ :".: Spillback Cap Reductn 0 fl 0 0 Stoi age Cap Redc#n . . '... 0 0 0;: 0 Reduced We Ratio 1.02 0.64 0.64 0.52 a Cycle Length: 60 Acivated Cycle t ength;"60 .. Natural Cycle: 50 Cor frol Type Actuated Uh ' dinated Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after fwo cycles„ # 95th percentile volume exceeds capacity, queue may be longer. Queue shown,is maximum pf. two cycles Splits and Phases: 6: Haverhill St. (133)&Waverly Road o2 4 o4 t54:' 06 �8 S:kJobs144801SYNCHRO1N.Andover PM NB.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH i 9 I 3: Salem Turnpike (114) & Waverly Road 2010 Saturday Midday No-Build Conditions HCM Signalized Intersection Ca acit Anai sis 8/4/2005 r�... > BL. BTstttUBLT BR VIIBR2C�IBLaaNf3lVBR nice eft;.. : Lane Configurations zi +� Neel Flow(:vphpl) ; 90t) 1900 1 -00 1900 1900 1900 ' 130© 1900.r 190© 190t) , 19Q0 190(} _. Total Lost time(s) 4.0 4.0 4A 4.0 4A 4.0 Lan..e Utal Pactor 1 04 , 1 00 _ 1 QO Q 95 1_;00 Frt 1.00 0.98 1.00 0.99 100 0.94 Flt Prgtec#ecl 0 95 1 00 Q 95sT 1 00 fl 9 ;- O() Satd Flow(prat) 1805 1852 1805 3530 _.. 787 1792 It Perm�ttecl Satd 0 20 1 40QO . Flow(perm} 381 1852 106 3530 867 1792 llaltarne(vph) _ 77 2 846 107 4Q $46 74. 6 131= 85 1 S'1 Peak hour factor, PHF 0.94 0.94 0.94 0.94 0.96 0.96 0 96 0.96 0.87 0.87 0 87 0.87 Ad1Flow:(vph) 82 _ 2 =900 114 42 , 985 77_, RTOR Reduction (vph) 0 0 4 0 0 0 0 0 0 18 0 a Larie Group; taw(vph) 0 84 1010 0 - 42 .r1068 fl 0 151 14Q Q 0 Heavy Vehicles (%) 0% 0% 1% 0% 0% 1% 2% 0% 1% 0% 0% Q% fium,Type _ Perm Perm Perrri Perrrl Protected Phases 2 6 8 Perrriif e,d Phases Actuated Green G (s) 69.6 69.6 69.6 69.630.0 lEffective Green,g(s) -71 6 71 6 Actuated g/C Ratio 0.60 0.60 0.60 0.60 0.27 0.27 Clearance Time,(s) 6 0 6 0 6 0 6 0 = 6 0 6 0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 !ane_Grp Cap(vph) 227 ,1105 63 ._2106 `' 231.'' 478 v/s Ratio Prot c0 55 0.30 0.08 vls R�#�a Perin 0,40 .: c0 17 J vlc Ratio 0.37 6.91 0.67 0.51 0.65 0.29 Uniform Delay,Al 12 5 21 5 16 2 14 0 39 1 35:0: . Progression Factor 1.00 1.00 0.67 0.60 1.00 1.00 Incremental;Delay,d2 4,6 13 0 37 7 0 7 13 5 1 6 Delay.(s) 17.1 34.5 48.5 9.2 52.6 36.6 Level of Service B C D A D D Approach Delay(s) 33.2 10.6 44.4 Approach. B D �i�rseCt[���r�irfl� �� <�,,..�- N' ��`+u z=2 ��:�^s� "��•' ae � .wa`� � �ad� ,", `y"�$�'`" �� va�� � HCM;Average:Control Delay 26 1 HCM Le�e1 of Sarv�ce C..,> , HCM Volume to Capacity ratio 0.81 Actuated Cycle Length(s) ' 3 2Q 0 5iarr� of Iost time.{s) 12.0 lntersec#ion Capacity UtilizaEion 93.1% fCU Level of Service F Analysis Period(min) 15 - c Critical Lane Group S:IJobs144801SYNCHRO1N.Andover SAT NB.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 3: Salem Turnpike (114) & Waverly Road 2010 Saturday Midday No-Build Conditions HCM Signalized Intersection Capacity Analysis 8/4/2005 oVe? Ee l`t SBI_OZE='.L.R �g SBR S}?V 2 S1 L rSiIU13 SW 2 � :) Lane Configurations �r Itl6. al Flow.(vphpl) 1900 ,1900 -; 1900 1900 1900 . 1900; 1900 ,1900 Total Lost time(s) 4.0 4.0 4.6 Lane Util ;Factor 1 00 1 fl0 1 00; Frt 1.00 0.91 0.92 It Protected 095 1 00 _ 0 98 Satd. Fiow(6ro0 1805 1709 1708 P1ti.P�rmitfed 0:575, 00 ' . 098 . Satd.Flow(perm) 1074 1709 1708 Vdfume(vph) Peak-hour factor, PHI± 0.90 0.90 0.90 0.90 0.81 0.81 0.81 0.81 RTOR Reduction (vph) 0 0 51 0 0 4 0 p Heavy Vehicles (%) 0% 0% 0% 1% 0% 0% 0% 0%° Turn Type Perm :Perm 3 tSp1�t Protected Phases _ .... 4 9 g_ PermittetlPhases; 4 4 Actuated Green, G (s) 30.0 30.0 2.4 Effeclive Green,g(s) „32 0 32 0 4 4 Actuated g/C Ratio 0.27 0.27 0.04 01earanc611me($) 6 0 6 0 6 0 _- . Vehicle Extension (s) 3.0 3.6 3.0 v/s Ratio Prot 0.10 c0.01 vld. A- - Perm 0 08 v/c Ratio 0.31 0.37 0.19 Uniform Delay,d 35 2 35 8 56 1' Progression Factor 1.00 1.00 1.00 Iperement41 Delay, 2 -. Delay(s) 35.9 36.3 57.6 t_eveI of Service D; Approach Delay(s) 36.2 57.6 r- Yr - w. S, ;. "cn 4q ' .r: t,•. SMoW44801SYNCHRO1N.Andover SAT NB.sy7 Synchro 6 Report Vanasse &Associates, Inc. SDH 3: Salem Turnpike (114) & Waverly Road 2010 Saturday Midday No-Build Conditions Queues 8/4/2005 ^� 5, BASL28SBTSVill _ x:1 Lane Configurations 1 0 T+ Volume.(vph) - 77. :2 ' 846 40 ; 946 ;, 1.31 85 2 79 , 7. 2. Lane Group Flow(vph) 0 84 1014 42 1068 151 158 0 90 22t7 16 Tyrn Type, i?e(M Perm Perm. Perm Perm Perrri' Protected Phases _ 2 6 8 4 g PerrriitEed es., $ 4 4 Detector Phases 2 2 2 6 6 8 8 4 4 4 9 Mir�lmum tritEal(s} 4 0 . . 4R0 4 0 4 0 _: 0 4 0 4 p 4,0 4A; Minimum Split(s) 15.0 15.0 15.0 15.0 15.0 15.0 15.0 10.0 10.0 10.0 10A Tota_f Split{s) 72 0 72 0 72 0 72 0 7 0 36 fl 86 0 36 Q 36 Q„ 36 0 12 0 /0 60.0 's Total Split(%) o 60.0/a 6 0 0% 60 0% 60 0% 30 0% 30 0% 30 0% 30 0%0 30 0% 10 0°l0 Ye�lowTimes -40 40 40 40 40 ,' 4fl 4a_ 40 40:::: .. All-Red Time(s) 20 20 20 20 20 20 2.0 20 20 20 20 �,eadlLag ': i F r Lead-Lag Optimize? ✓ iFtecll iviode ', C 1Vlax C-.Max C Max C=Max C=Max =Max Max,;`None None ' None None; XL v/c Ratio 0.37 0.87 0.60 0.48 0.65 0.32 0.31 0.43 0.14 Corr#rot Delay !8 6 29 7 46 2 8.4 54 1,. 31 8 39 0 27 5 46 3' Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total''Delay 18 6 ':29 7... 46 2 8 4 541 31 $, . 39 0 ".„27 5^ 4fi 3 Queue Length 50th (ft) 26 525 8 103 104 83 56 95 9 Queue Length 95ih'{ft) 82 #1039 n#f68 131 17fi 138 , 10ti 171 Internal Link Dist(ft) 1407 2111 1816 1166 1119 burn lay Length - Base Capacity(vph) 228 1163 70 2212 231 495 286 507 118 Staruat�on:Cap Redrefn 0 0 ;> 0 0 0 Q fl 0' t3., Spiilback Cap Reducln 0 0 0 _._. 0 0 0 - _ 0 0 _o - - Starage Cap Reducln 0 0 0 t}. fl ll =` .. 0 Q j' a12. Reduced v/c Ratio 0.37 0.67 0.60 0.48 0.65 0.32 0.31 0.43 0.14 Cycle Length: 120 Actuated Cycle t ength; 120 Offset:4 3% , Referenced to phase 2:EBTL and 6:WBTL, S _(._. ) p tart of Green Natural Cyc..l.e:90 Control Type:Actuated-Coordinated #, 95th percentile volume exceeds capacity, queue maybe longer. Queue shown is maximum after two cycles m Volume'far 95th percentile queue is meter d:by upstream signal.:' Splits and Phases: 3: Salem Turnpike (114)&Waverly Road H 4 09 � m6r.. �°� 08 SAJobs144801SYNCHROKAndover SAT NB.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH i 7: Salem Turnpike (114) & Haverhill St. (133) 2010 Saturday Midday No-Build Conditions HCM Signalized Intersection Capacity Analysis 8/4/2005 Lane Configurations '� '� I T4 Ideal F[ovr,(vphp(} 1900, 1900 ; 1900 ; 1900 f 900: 9 900, 190D 19Q;� 1900 . 190.0 1900 19Q0 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util Factor 1 QO 0 95 1 OU 0 95 1 00 1 DO 1 0.0 1 110 Frt 1.00 0.99 1.00 1.00 1.00 0..96 1.00 0.92 Pi P-rolecfed 0 95 1 Ot) 0 95' 1 00; Q 95 160 Satd. Flow(prot) 1805 3574 1805 3594 1805 1805 1805 1746 FIt<Permitted _. 1 0140.1; .. . . 00 Satd. Flow(perm) 270 3574 674 3594 205 1805 450 1746 Voume{vph}.. . _: . 269 695 4" 100_„781 24 ..,.�0 263 iQ7 . a 99 207 244 Peale-hour factor, PHF 0.95 0.95 0.95 0.96 0.96 0.96 0.91 0.91 0.91 0.88 0.88 0.88 Adj Flow(uph) '; 283 72 5 '` 104':_ 814 25 ' 5 289 1�812 235 277 RTOR Reduction (vph) 0 4 0 0 2 0 0 14 0 0 41 0 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 0% 0% Protected Phases 1 6 5 2 4 8 Permif#ed Phases 6,, 2 4 8 Actuated Green, G (s) 58.0 58.0 49.9 49.9 36.0 36.0 36.0 36.0 Effective Green,_g(s) 59-0-"": 59 7.. (l 37 0 3?0 37"0 Actuated g/C Ratio 0.49 0.49 0.42 0.42 0.31 0,31 0.31 0.31 Clearance°.Tie(s} 5,t3 5 0 m Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 vls Ratio Prot c0.12 0.22 0.03 c0.23 0.22 c0.27 vls Ratio Perm =c0 24 0 OS 0 27 0 25 vlc Ratio 0.73 0.44 0.26 0.55 0.87 0.71 0.81 0.88 Urfarm_Delay,d:1 23 2 . 19 8 ' 23 5 25 9 39.3 36.7 382 393 Progression Factor 0.81 0.58 1.00 1.00 1.00 1.00 1.00 1.00 Iricemental Delay,c12 4 0 0 5 ` 0 3 1 4= 69.9, 41 277 i4 8 Delay(s) 22.8 11.9 23.9 27.4 109,2 40.8 65.9 54.1 Level OS C B C C I' = E D. . pA 0 48.9 56.2 Approach Delay{s) 14 8 27 Approach LQS B C E. ma HCM Average Control Delay 32 fl ;HCM Level of;Service HCM Volume io Capacity ratio 0.73 Actuated Cycle LenrJth`(s) 120A'. Sum of lost time,(s) 8i1 Intersection Y CaP acit Utilization 79 8% ICU Level of Service D _ Analysis Period (min) _-. '` 1� c Critical Lane Group S.1Jobs144801SYNCHRO1N.Andover SAT NB.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 1 d I i1 i 7: Salem Turnpike (114) & Haverhill St. (133) 2010 Saturday Midday No-Build Conditions Queues 8/4/2005 - -- t anGroup;,- fat_ DEBT .. 1VBL._.:111($TNE3t, N0TR6M9BT^: �s� Lane Configurations tT* _ Volume v fi =2ti9 695 " <100 781 50 263 ';; . 99 207 Lane Group F'fow(vph) 283 784 104 839 55 407 112 512 prr+Rt Pm Pt Perm_ Perrin .:. ":.. Protected Phases 1 6 5 2 4 g Pe�rritted Phases A 6 t3 2 4 Detector Phases 1 6 5 2 4" 4 8 8 linirriumatitiaf{s} 4 0 =4 0 4 0 4 0 4 0 = 4 q 4 0 4 0_. _ - Minimum Split(s) 10.0 15.0 10.0 15.0 15.0 1&0 "1'5. 15,0 Total;Spftt(s) 1`9 q., 52 q [6 0 '49 Total Split(°10) 15.8% 43.3% 13.3% 40.8% 43.3% 43.3% 43.3% 43.3% Ye[low Tririe_'(s) 0 ;4 q -4 0 4 0 4 0 I All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1 A Leadll.a „L+sad head Lag 9 Leg = Lead-Lag Optimize? Yes Yes Yes Yes iecall Mode None C Max None CMax None N - one None :None,.: We Ratio 0.75 0.45 0.26 0.55 0.41 0.71 0.57 0,88 Confral Delay 3t),8 12 8 2$9 28 8 35 3 =36 8 38 6 39 3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 Tatal',,De1ay 3Q 8• 1;2 8 9 ; 28 8 ' 35 3 36 8 . 38 6 =39 3. Queue Length 50th (ft) 134 203 52 269 33 265 72 337 Queue C ength 95iFi{##} rrt#251 rr251 94 33 . 67 330 117 406 ;i Internal Link Dist(ft) 2111 1443 2304 139.7 TuCn'Bay "gfh(#t) Base Capacity(vph) 377 1761 399 1527 176 734 256 734 Siarvaiion Cap Redcictn 0 0 0 0 0 D, 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap,'Reducttn 0 0 0 q q q 0 0 - Reduced We Ratio 0.75 0.45 0.26 0.55 0.31 0.55 0.44 0.70 Cycle Length: 120 Actuated Cycle Length 12t): Offset: 95(79%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle 55 Control Type:Actuated-Coordinated # 95th ercen`iite volume exceeds ca ac.t p y queue maybe longer Queue shown is maximum after two cycles, m V61ume for 95th percentile.queue is metered by upstream signal Splits and Phases: 7: Salem Turnpike(114)& Haverhill ♦St. (133) 01 o2 : ;i o4 pommel 06 SAJobsl44801SYNCHRO1N.Andover SAT NB.sy7 Synchro 6 Report Vanasse &Associates, Inc. SDH 6: Haverhill St. (133) & Waverly Road 2010 Saturday Midday No-Build Conditions HCM Signalized Intersection Capacity Analysis 8/4/2005 ovei ten3 .I I W. EBT� MP, 1?118 . iNB R� I L t T i R��.._.. Lane Configurations c44 16a! Flow(vphp!) 1900 _ 1900 1900,' 19i10_' 1900 1900 1900 19(30 19g0 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 e Util. Factor.' �.00 1 00 .. _ , _ 1 OQ 1 �.a_..n t30 , Frt 0.99 0.99 0.97 0,96 F,WP-otecfed .' 0 99 < _ 0 99 _. .,.: _, 0 99 _ _.. Satd. Flow(prot) 1842 1857 182�8 1812 �It Permitfetl ..,_..'. .'` _.._. _:_. 0 84.�..,. . . = . . 0 9Q. ...._ . ., `, ..�.96 - • r_ . _. t?95, . . Satd. Flow(perm) 1569 1682 1770 1730 Volume(kph) 96 372 2 f8<. , 300 ,., 23` 1.6 . . SOT.. . . . . Peak-hour factor, PHF 0.89 0.89 6.889 0.82 0.82 0.82 0.87 0.87 0.87 0.97 0.97 0.97 RTOR Reduction (vph) 0 3 0 0 4 0 a 17 0 0 22 0 Lane Group Flow-{yph} �t49, Heavy Vehicles(%) 0% 2% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% ui n Type Penn Protected Phases 4 8 =2 6 Perms d Phases 4 $:. 6 Actuated Green, G (s) 21.5 21.5 19.4 19.4 ffectEve Green,:g 20 4 Actuated g/C Ratio 0.44 0.44 0.40 0.40 Clearance Time Vehicle Extension (s) 3.0 3.0 3.0 3.0 v!s Ratio Prot vls Ratio Penn c0 35 fl 2T- A. vlc Ratio 0.79 0.60 0.23 0.28 IJrtform t7elay,d1 12 2 10$ 10"0 10'3 Progression Factor 1.00 1.00 1.00 1.00 Incremental ©elay,d2 5 9. Delay(s) 18.1 12.2 10.8 11.3 Level of Service B l3_ B 8 Approach Delay(s) 18.1 12.2 10.8 11.3 ir`�ctio�t Surma " �,_,_ s 19MIXOMM „_..._ ..,T. . e HGM Average Control Delay 14 2' :NCM Level of Service B HCM Volume to Capacity ratio 0.55 Actuated:Cycle Length{s) = 50 9 Sum ofcost time(s) . S0 Intersection Capacity Utilization 64.1/o ICU Level of Service C p.. Y o Aralys�s Period(min} 15 - c Critical Lane Group S:1Jobs144801SYNCHRO1N.Andover SAT NB.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 6: Haverhill St. (133) & Waverly Road 2010 Saturday Midday No-Build Conditions Queues 8/4/2005 Lane Configurations � llol4rie-(vp.h) 96 . .372 48 300 . 16.. Lane Group Flow(vph) 0 550 0 453 0 177 0 215 Yurn>Type Perm Perm Perm Perm, Protected Phases 4 8 2 g Perm._ttted Phases 4 8 2 6. Detector Phases 4 4 8 8 2 2 6 6 4 0 4 0 Minimum Split(s) 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 Tots"f Spltt60 24 0 24 0 24 0 Total Split(%) 60 0% 60 0%0 60 0% 60 0% 40 0% 40 0% 40 0% 40 0% Yellonr Ttme(s) ;4 0 4 0 4 fl 4 0 4 0 4 Al!-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 I eacllLag Lead-Lag Optimize? Rec"at! Made; Mine Nor]e None None Max tlliax Max =Max vlc Ratio 0.78 0.61 0.24 0.30 Control Delay ("2 2 _.._ Queue Delay 0.0 0.0 0.0 0.0 Total;©elay. 15 7 !2 4 1 T 9 12.2 Queue Length 50th (ft) 127 93 28 35 Queue j.Length 95fh{ft), 220 139 78 95 Internal Link Dist(ft) 1662 2304 1069 1816 1 u 13ay Length(ft} Base Capacity(vph) 846 890 723 711 Starvation Cap Redtctn 0 fl 0 0 Spilt back Cap Reductn 0 (3 0 p Storage Cap.�Re,uctn Reduced vlc Ratio 0.65 0.51 0.24 0.30 Cycle Length: 60 Actuated Cycle Length 51 . " - . Natural Cycle: 45 -- ... . Control Typo.,Actuated-Uncoordinated Splits and Phases: 6: Haverhill St. (133)&Waverly Road A, 4. o2 ""}" m4 24 , E 36 ff A. EM a6 '17 08 S:IJobs144801SYNCHRO1N.Andover SAT NB.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 3: Salem Turnpike (114) & Waverly Road 2010 Weekday Evening Build Conditions HCM Signalized Intersection Capacity Analysis 8/4/2005 a e e" � ESt `ET ` BRA BL�1BTWBR BR2NL� BT B Tel 2 Lane Configurations Ideal Flow(vphpl) 1900 ':: 1900 1900 ' 1900 1900. 1900 I90© 1900 19Q0 .1 1WI 1900 Lane Width 12 12 12 12 12 12 12 12 10 12 12 12 4s0 , Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 Flt Protected 0.95 1.00 . . . 0.95 1.00 0.95 1.00 Fit Permitted 0.08 1.00 0.06 1.00 0.42 1.00 Sa#dFlow,(peer . .. 155'; 1837':° 123 Volume(vph) 104 4 1056 122 57 1340 158 4 186 250 3 38 peak hour factor PHF 0 94 , 0 94 � 4 94 0 94- 0.94' 0 94: , 0 94 - 0 94 0�90 Q 90 ..,0 90 . 0 90 Ad). Flow(vph) 111 4 1123 130 61 1426 168 4 207 278 3 42 Lane Group Flow(vph) 0 115 1249 0 61 1598 0 0 207 318 0 0 0/0; Turn Type Perm Perm Perm Perm Pro#eetedP#zasesAjr -8 Permitted Phases `2 2 6 8 tua#ed.,Green,_.G 59 Ac 6 59 6 59 l 59 t; 20 0 200 ` Effective Green,g (s) 61.6 61.6 61.6 61.6 22.0 22.0 Actueted,glC Ratio „ _ 0 62 ' 0 62, 0 62 t),62 , 0 22 0,22 _ ;' 8 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle�xteps�a�(s) .•=.. 3© ; . �,.� ,...�` , .3,Q 3°0: Lane Grp Cap (vph) 95 1132 76 2149 164 409 v/s Ratio Perm c0.74 0.49 c0.28 vlc_Ratio .' 1 21.; 1 10 0 80_ 0,74. i 2& 0.78 Uniform Delay,d1 19.2 19.2 14.6 13.6 39.0 36.7 Progression Factor 1 00 1.00 ;' 0$2> 0- 1:00 1 fl0 incremental Delay, d2 159.5 59.8 34.6 1.2 157.6 13.5 Delay(s) 78.7 79 fl 42 1: 7 I 1966 50 2, Level of Service F E D A F D Approach;Delay;(s) 8.7.4. 8 4. 1073 Approach LOS F A F HCM Average Control Delay 53.0 HCM Level of Service D HCM Volume to,Capacity rat 1.17 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 12.0 Irlfersectian Capacity Ut['11izatcon 10$.3% iGtJ Level of Service G g Analysis Period(min) 15 c Cnfical Lane Group i 3 S:IJobs144801SYNCHRO1N.Andover PM BU.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 3 d i 3: Salem Turnpike (114) & Waverly Road 2010 Weekday Evening Build Conditions HCM Signalized Intersection Capacity Analysis 8/4/2005 L!loVeme L2� SBL SI3T� R SW SSW SW-RE%-MR2 � Lane Configurations y►yr Ideal:,Flo�nr(vphpl) 1900 1;900 ;1900900_ .<1900 . 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 12 Tofal;Lost#erne.(s) 4 0. .`4 Q 4 0 Lane Util. Factor 1.00 1.00 - 1.00 Frt 1 fl0 Flt Protected 0.95 1.00 0.99 ,P ) FIt Permitted 0.23 1.00 - 0.99 Satd 'Flow: erm 436. 17ti8{R ) Volume(vph) 4 72 117 90 3 2 5 6 Peak=hour factor PFiF Q93 0 93 0 93 0 93 0 70 :0 70 0 7fl 0 7U _ . Adj. Flow(vph) 4 77 126 97 4 3 7 9 Lane Group Flow(vph) 0 81 195 0 0 14 0 0 HearryUehleleS (% '> 0% 4% =0% 1°fn0% 00 Turn Type Perm Perm Split Profeeted Phases 4 r 9, 9 _ Permitted Phases 4 4 Actuated Green,G (s) Effective Green, g(s) 22.0 22.0 4.4 Act�rfed gIC:Rat[o ` p;22 Q 22 0 04 Clearance Time(s) 6.0 6.0 6.0 V _ehicle Exfefston s 3 0 3 0 3 0 - {. ) Lane Grp Cap (vph) 96 389 75 v!s Rand Prot t) T1 = c0 Q f - - v/s Ratio Perm 0.19 vlc at. -84 Uniform Delay, d1 37.4 34.2 46.1 Progression Factor 1.fl0 1 00 I,00 Incremental belay, d2 45.7 1.0 1.2 Delay(s). 810. 35.2 47.3 Level of Service F D D Approach,Delay(s) 47.9 47.3 Approach LOS D D 'Rfersfc 4r1 SUnnrrjary, S:1Jobs144801SYNCHRO1N.Andover PM BU.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 3: Salem Turnpike (114) & Waverly Road 2010 Weekday Evening Build Conditions Queues 814/2005 q,TV_j7) Lane Configurations T� 0 0 %1 '2 V6 0 -105 1 0 1. , "'�­ 1 4.,, � -4 W .7 Lane Group Flow(vph) 0 116 1253 61 1598 207 323 0 81 223 .23 .erm' Q1 TypeP P TP' Protected Phases 2 6 8 4 9 Perrnit(eclfhases • Detector Phases 2 2 2 6 6 8 8 4 4 4 9 A 4 4 4' 1 ' Minimum Split(s) 15,0 15.0 15.0 15.0 15.0 15,0 15.0 15.0 5.0 15.0 10.0 IT 26 0 2- Total Split(%) 62.0% 62.0% 62.0% 62.0% 62.0% 26.0% 26.0% 26.0% 26.0% 26.0% 12.0% 7" 4 5'5p P, -J,J ly, 4 All-Red Time(s) 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lead-Lag Optimize.? Recall Motu r C Max Max'C Max''.0 Max;C Max; Max Max Narie None - _4 - NO v/c Ratio 1.34 1.04 0.71 0.70 1.26 0.78 0.84 0.53 0.16 Contra! . .... Relay . . -3 Queue Delay 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 IT 7 ......... Queue Length 50th (ft) -92 652 8 113 -167 191 50 105 8 ............... - Queue Le hp5 fty�� MIA 60: # 2.,! Internal Link Dist(ft) 1407 374 416 801 705 T Base Capacity(vph) 86 1201 86 2275 164 415 96 417 144 6tarvat�on Cap q n .0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 oracle Cap d t Reduced We Ratio 1.34 1.04 0.71 'dJO 1.26 0,78 0.84 0.53 0.16 Cycle Length: 100 7::7 77 -000..... A6 tb&�Oycle;Length Offset: 7 (7%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Control Type:Actuated-Coordinated 7,_6V� -1 f y,queue is tnfmite Queue shown is maximum after two cycles. Mw PA P99 capacity,, queue Queue shown is maximum after two cycles. 7-....... m . .. for 5t rp ple uejs metered by: ..qp8 rea"signal: .... . Splits and Phases., 3:Salem Turnpike(114)&Waverly Road o2 o4 4@9 ON V 06 08 S:\Jobs144801SYNCHRO1N.Andover PM BU.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 7: Salem Turnpike (114) & Haverhill St. (133) 2010 Weekday Evening Build Conditions HCM Signalized Intersection Capacity Analysis 8/4/2005 �C'oY went � ���E)L, �BT "E�BR�.,1lVBl..�'�1NI3T'�WB��I�BE,.BT` �iVBR '��.sSSE.. S�TxsE�:F Lane Configurations tT* I Ideal Flaw(vphpl) .900 ,, ,900 1.900 1900 . 1900 1900, j1900 1900.;:. 1900 19Q0 ; 1900: 1900 Total Lost time(s) 4.0 4.0 4.0 4.6 4.0 4.0 4.0 4.0 Lane (Jtil. Factor 1'00 'Q 95 00 Q 95 1 00, 1 QO_ 1 Qp 1 DO Frt 1.00 0.99 1.00 1.00 1.00 0.94 1.00 0.94 Fit Protected 0;95 ,'! 00 '.0 95 1 00 -0 95 1 OQ : 0 95_' 1 00 Satd. Flow(prot) 1787 3514 1805 3523 1805 1781 1805 1782 Flt Pe_r{nitfed Q',tB 1 QO - 4 21 9 QQ 0,30 1 00 4,1,1 1 fl0 Satd. Flow(perm) 301 3514 �391 3523 570 �1781 217 1782 Volume(vpl } 285 948 54 245212. 36 140 `` 327 233 85 233_, 165 Peak-hour factor, PHF 0.96 0.96 0,96 0.95 0.96 0.95 0.92 0.92 0.92 0.98 0.98 0.98 P,dt Flow(vpFt) = 297 988 56 258 1..276 38 152 35, 253 87;; 238 16t3 RTOR Reduction (vph) 0- 4 0 0 2 0 0 25 0 0 25 0 {.aneaGroup l=law.{vph} 297 1Q40 0 258 1312 fl 152 583 0 87 Heavy Vehicles (%) 1% 2% 0% 0% 2% 3% 0% 0% 0% 0% 0% Q% Tum Type pm+pf pmpt Perm Perm € Protected Phases 1 6 5 2 4 8 ��rrrtfed.Phases 6 2 4 - 8 Actuated Green, G (s) 37.0 37.0 39.0 39.0 34.0 -34A 34.0 34.0 Effective Greertvg(s) 38.0 38 0 40 0 4Q 0 _ 35 0 35 0 35 0 < 35 0 Actuated g/C Ratio 0.38 0.38 0.40 0.40 0.35 0.35 0.35 0 35 Clearance Time(s) 5 0 5 0 5 0 5 0 5 0 5 0 5,�l_ Vehicle Extension (s) 3.0 3.0 3.0 3A 10 3.0 3.0 3A Lane:Grp Cap(vph) 308 1335 =369 _1409., r 200 623 76.: 624 v/s Ratio Prot c0.13 0.30 0.11 c0.37 0.33 0.21 �!s Ratio Perin c0 24 U 18 40 v c Ratio 0.96 0.78 0 70 0 93 0.76 0.94 1.14 0.61 --. - - Unifoi n Delay d1 " 45 4 27 3 30 1 28 7 28 8 31 32 5 ' 26 9 Progression Factor 0.96 0.70 1.00 1.00 1.00 1.00 1 00 1.00 In cremental_Delay;Qi2 23 0 . 1 8 5 7 12 4 15 5 ...:21 4 I47 Delay ;' _--(s) 66.4 20.9 35.8... 41.1 44.3 52.8 180.2 28.6 Level of-Service E C D D Approach Delay(s) 30.9 40.2 51.1 55.4 Approach.LOS C ';:; D D E. A-wm a rw � �* � � ra 'wM w.� •:. �.`�"k ��^2 „v`�y'����;1, -:,,.,z !:..- -x.i � Isecfton S,trttEa . . s Y {CMAverage Control Detay q1 0 HCM t_eve(;of Service D HCM Volume to Capacity ratio 1.00 Acfua#ed Cycle Length(8) 100 0 Sum of lost time(s) 8 t? Intersection Capacity Utilization 99.9% ICU Level of Service F Analyajs Pedod(min), 15 . c Critical Lane Group S:1Jobs144801SYNCHRO1N.Andover PM BU.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 7: Salem Turnpike (114) & Haverhill St. (133) 2010 Weekday Evening Build Conditions Queues 8/4/2005 4,\ t Lane Configurations t T# 140 2. ....... Y91 21 Lane Group Flow(vph) 297 1044 258 1314 152 608 87 406 pmV t pm P. , 1 t :. . Perm.- P1 Protected Phases 1 6 5 2 4 8 ..... ........ Detector Phases 1 6 5 2 4 4 8 8 InIMM Ipt 4. Minimum Split(s) 9.0 15.0 10.0 15.0 15.0 15.0 15.0 15.0 T Total Split 17.0% 42.0% 19.0% 44.0% 39.0% 39.0% 39.0% 39.0% x All-Red Time(s) 1.0 1,0 1.0 1.0 1.0 1.0 1.0 1.0 Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode'. . . , None C Max None:C Max:; ,Node None N_ one NOr7e - - v/c Ratio 0.96 0.78 0.70 0.93 0.76 0.94 1,14 0.63 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total 4. Queue Length 50kh (ft) 131 264 113 412 85 352 -65 193 4 ugoLength_11-00-1 �m Internal Link Dist(ft) 1661 1310 2312 1492 Base Capacity(vph) 308 1340 369 1411 200 649 76 649 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Stofage'Cap 0o n 0 Q Reduced v1c Ratio 0.96 0.78 0.70 0.93 0.76 0.94 1,14 0.63 Cycle Length: 100 Actuated .... .. ..... Offset:: 79('7 9- R e f e r e n.cle Length: ced to phas..e 2:W I BTL'and 6:EBTL','Start of Green .......... qJ.' y Control Type'.Actuated-Coordinated Volume exceeds ",..q h e'obatica v:infinite It Queue shown is maximum after two cycles. longer.; exceeds capacity, 0 shay� .e_ �Vh,percentile mo urnob Queue shown is maximum after two cycles. r , 6 urneqr_thS percentile rfil&queuedjs"o metered U PSt eM signalSplits and Phases: 7: Salem Turnpike (114)& Haverhill St.(133) 01 1' 47- o2 o4 o6 08 S:1Jobs144801SYNCHROKAndover PM BU.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 6: Haverhill St. (133) & Waverly Road 2010 Weekday Evening Build Conditions HCM Si nalized Intersection Capacity Analysis 8/4/2005 Lane Configurations Ideal:;Flow{riphpi) 1900 .T1,9Q0 " 1900 " 1900 " 1900 A900 `1900 1900 .1900 19 0 1900_, 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 Lane"Util,Factor Frt 049 0.99 0,96 0.96 Fit Protecfe>i U 99 1 QO 1 00 -;. 0 99 Satd. Flow(Prot) 1864 1868 1813 1802 Satd. Flaw(perm) 1409 1742 1740 1502 Uclime(uph). :543 47, 35 41i1 ...; 57 27 211 85 61 13n 83 163 Peak-hour factor, PHF 0.93 0.93 0.93 0.91 0.91 0.91 0,82 0.82 0.82 0.88 0 88 0.88 �dl,Flow(Vph} l75 584 51 38 - 5t)7 63 33 257" 104 _ 69, " "148 RTOR Reduction(vph) 0 4 0 0 7 0 0 21 0 0 26 0 94 �arteGroupFtaw(uph) - 0 806 0 0 641 0 0 373 0 ' 0, Hea Vehicles (%) 0% 0% 0% 0% f 0% 0% 0% 1% 0% : 0%° 0% 0% burn-Type. .n .._. Perm Perm Perm Perrrt Protected Phases 4 - $.. 2 6 Permitted t?Fases 4 8 . .' 2 Actuated Green G (s) 32.0 32.0 20.0 20.0 EffeCtve Green, 32 0 2t}.0 20.0 Actuated g IC Ratio 0.53 0.53 0.33 0.33 Clearance Time(s) 4 0 4 0. _ 4 0 = 4 0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap{vp.) 751 929. . . l vls Ratio Prot v/s Ratio Pe rn c0'S7 34 c0 21 0 19 vlc Ratio 1.07 0.65 0.64 0.57 Uniform Delay, d1 .` 14 0 10 0 = 17© 16:5 Progression-Factor 1.00 1.00 1.00 too Incremental Delay;d2 54 2 f 6- 5 4 4.6. Delay(s) 68.2 11.5 22.4 21.1 he veif.Servlce C C Approach Delay(s) 68.2 11.5 22.4 21.1 Approach LOS E ; B ia�t�"�irit�ori $ ���; � w,y P y x � ..��._\?,at 4�k-r��"$•"�.r•.,�`"E s u�Y��e s ' r ��'� y� w y, -(C(V1 Average Contot Delay 36 6 H CM t_evet of Service p HCM Volume to Capacity ratio 0.91 Actuated,Cycfe Len.gth(s) 60 0 Surn of Eop#tune(s}., 8.0 intersection Capacity Utilization 110.1% ICU Level of Service H AnalypisPeriod(mini):15 c Critical Lane Group 8.Mobs144801SYNCHRQIN.Andover PM BU.sy7 Synchro 6 Report Vanasse &Associates, Inc. SDH 6: Haverhill St. (133) & Waverly Road 2010 Weekday Evening Build Conditions Queues 8/4/2005 Lane Configurations 4� � Volume(vphj �63 543 35 461,.:; 27 211 67- [3t] Lane Group Flow(vph) 0 810 0 608 0 394 0 311 Ttn Typd. Perm. ww I?erm _ Perm Perm Protected Phases 4 8 2 6 Permitted.Phases 4 8 Detector Phases 4 4 8 8 2 2 6 6 Mart�mum'Iritlal(s) 4 0 4 4© 4 Minimum Split(s) 15.0 15.0 15.0 -15.0 15.0 16.0 15.0 15.0 Total Splt,'(s) 36 0...r' 3fi 0 '' 36 0 .. 36 0 24 0_ 24. . ?10 24 d Total Split(%) 66.0% 60.0% 60.0% 60.0% 40.0% 40.0% 40.0% 40.0% All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead-Lag Optimize? Recall Mode ,. � . . :;:None,, None,;:None ; Nnne.:. Max'-` Max �lla� Max v/c Ratio 1.07 0.65 0,66 0.59 Cartirof Delay 71 Queue Delay 0.0 0..0 0.0 0.0 Total l7ely T� 8 13$`, _. Queue Length 50th (ft) -336 138 109 79 Qta'eue Length 95ih(ft) #534. _ 237= 168 147 Internal Link Dist(ft) 1662 2312 1069 372 Turn Bay t_er�gr�{ft} _ Base Capacity(vph) 756 936 601 526 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn Reduced v/c Ratio 1.07 0.65 0.66 0.59 Cycle Length: 60 Actuated."Gycle;`Length _I0 Natural Cycle: 60 Control Type Ac#uated-Uncoordinated Volume exceeds capacity, queue is theoretically in- finite. ;Queue shownis maximum after twocycles # 95th percentile volume exceeds capacity, queue may be longer. :Queue;shown Is maximum after twocycles: Splits and Phases: 6: Haverhill St. (133)&Waverly Road 02 m4 an nsa w� �. x a w m 06 F me S:IJobs1448OISYNCHRO1N.Andover PM BU.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 12: Main Site Driveway & Waverly Road 2010 Weekday Evening Build Conditions HCM Unsi nalized intersection Ca acit Analysis 8/4/2005 r,- t �► - 0(,G!EEer�t..:e".ems:.--.. Lane Configurations g s if T+ S�gn'_Confrol', Stop free Free Grade 0% 0610 0% Volume(veh�h}. , 21 28 449 25. 275" Peak Hour Factor 0.90 0.90 0..90 0.90 0.93 0.93 Hourly flow rate(vpl) 499 28 25 296 - : _ Pedestrians L ZOO' idth Walking Speed (ft/s) Perpent Blockage - Rightturn flare(veh) Medlars type' None - __ � _ . Median storage veh} Upstream slgnl{ft};- 496 = pX, platoon unblocked uC,conflicting valurne 858 513 ;- �527 . ,, _ vC1, stage I conf vol vC2;stage 2;:cont vbl _ vCu, unblocked vol 858 513 527 fC,srgfe tC,2 stage(s) p0 queue tree % 93 94 98 cM cacit vehlh 322 565 f:051TY r � n Volume Total >;23 -31 a27, 320 - - Volume Left 23. 0 0. 25 Volume Right cSH 322 565 1700 1051 oWrrte to Capacity 0;07 -0.06 ]31 , 0- 02 Queue Length 95th (ft) 6 4 0 2 Control Delay(s) 17.0 [1 7 0.0 fl 9 Lane LOS C B A Approach De�ay,(s} 14.0 " 0.0 0.9 Approach LOS B n1GCsectron SOr�rmary G y h r Average Delay 1.2 (pferseclion Capacity lJt1 gation � 43 5% lCU LeveI' Service Analysis Period (min) 15 S:IJobs144801SYNCHRO1N.Andover PM BU.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 15: South Site Driveway & Waverly Road 2010 Weekday Evening Build Conditions HCM Unsi nalized Intersection Capacity Analysis 8/4/2005 - r Lane Configurations Y Sign Control Stop Free= UP < Free Grade 0% 0% 0% Volume wehlhj , 46 i 9 287 e Peak Hour Factor 0.90 0.90 0.90 0,90 0.93 0.93 Hourly ftotijv rate(yph) 11 13 512 i0 10`. 309 Pedestrians � e Width O _. Walking Speed (ft/s) Right turn flare(veh) Median storage vehj pX, platoon unblocked vC1, stage 1 conf vol vC21 stage 2 oorf vol vCu, unblocked vol 845 517 522" `t.� tC,2 stage (s) 22 p0 queue free% 97 98 99 eM capacity{vehlh)..,... 333 5F2 10 4. Vo�ume Trztal 24 522 318 _ - Volume Left 11 0 10 Volume Right 13 ' 10 0 cSH 428 1700 1054 Volllm"eao Capacity 0 06 Queue Longth 95th (ft) 5 0 1 Lane LOS.... B A fi!Pproach ©elay s 7 0 0 0 3 Approach LOS B ON „. Average Delay 0.5 Inkersectian Capacity Utilization''; '34 8% ICU Level of Service A Analysis Period (min) 15 S:1Jobs144801SYNCHRO1N.Andover PM BU.sy7 Synchro 8 Report Vanasse&Associates, Inc. SDH 17: Salem Turnpike (114) & Site Driveway 2010 Weekday Evening Build Conditions HCM Unsi nalized Intersection CaUadty Analysis 8/4/2005 —+ -".* 14r, '4-- 41 /°' .E�"� !_[tu: t7T :.EQR .. D `;." .,. GT„' cL31,[4R� Lane Configurations Sign Control free 1=ree > -Slop Grade 0% 0% 0% Volume(veFilh) 38 32 0 1548 0„ 27 Peak Hour Factor 0.94 0.94 0.94 0.94 0.90 0.90 dourly flow rate(vph} 1211 .. 34, . . ; Pedestrians Walking Speed (fUs)rJ Percertt Blockage Right turn flare(veh) edan e - - p_ .. lyp None Median storage veh) Upstream,sgnal(ft) w 454 _ pX, platoon unblocked 0.38 0,38 0.38 u ,car�fl�ctirtg volume 1245 2874 1228 - vC1, stage 1 confvol vC2,stage �. 2�conf vat vCu, unblocked vol 1640 5902 1595 _- tC, 2 stage(s) 3 3 = - p0 queue free % 100 100 41 cM�epac�ty':.(vehEh)' 9 53 , fl 51 Volume Total 1245 1647MIN Volume Left 0 0 0 Volurne Right 34 0 3fl cSH 1700 1700 51 Volume to"Capaci#y 073 0 97 b.59 Queue Length 95th (ft) 0 0.. ., 57 Control Dela s 0.0 •148.6 Lane LOS F Approach Defay(s): 0.0 .0.0 148.E Approach LOS F Average Delay 1.5 intersection Capacity Uriliiataon 848% iGU t eve.lof Service E. Analysis Period (min) 15 S:Wobs144801SYNCHR01N.Andover PM BU.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 3: Salem Turnpike (114) & Waverly Road 2010 Saturday Midday Build Conditions HCM Signalized Intersection Capacity Analysis 8/4/2005 . ,. F �-LEB� nBI=- NWBT )A1BRWBR2NIB`I��TNBRNB„R Lane Configurations ` ideal Flow(vphp[} 1900 '' 1900 - 19�0 ', 1900 1900 190019Q0 1900 190;0 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane itil 'Factor 1 00 1 00 . QO 1 e0 1.00 0.98 1.00 0.99 1.00 0.95 FIt Protec#ed - 0,95 O 0 95 1 00 Satd. Flow(prot) 1805 1848 1805 3530 1787 1798 Satd. Flow(perm) 381 1848 106 3530 845 1798 1/olume.(yp�). . '. . _.77. �•.._..2";'_ 864,< ,_122 54 f,..0'�6 .?� „,._6 ....."�62 "" 9.3,. 1 . .. ';51 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.96 0.96 0.96 0.96 0.87 0.87 0.87 0.87 RTOR Reduction (vph) 0 0 4 0 0 0 0 0 0 16 0 0 �a�e Group Flow(uph}. 0 84 - 1045,; 0 56`_ .106t3 -,s:0 9 :186 .151 _ 0 ._0 Heavy Vehicles %) 0% 0%°.._.. i1% 0% 0% 1% 2% 0% 1% 0% 0% 0% Tura Type Perm Perm Perm- , .Perm . . f Protected Phases 2 6 8 Pefmitted`Phases 2 . 2 '<: 6� ._ _• -. -8 `. _ ; Actuated Green G (s) 69 6 69 6_ 69.6 69,6 - 30.0 30.0 1=ff-ectwe Green,:g(s} 79 6 71 0 71 6 71 6 32 4 320 .. . Actuated g/C Ratio 0.60 0.60 0,60 0.60 0.27 0.27 Clearance Time:(s} n6. Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Line GrpCap(vPh) _ ; , 227 1103• 63 21 E36 225 �7`9 i v/s Ratio Prot c0.57 0.30 0.08 urs�f�afio Perm 0 22; _. 0 53 :, c0 2'2 _ vlc Ratio 0.37 0.95 0.89 0.51 0.83 0.31 uniform Delay d1 12 J20$ 14 U 41'4 35``2 Progression Factor 1.00 1.00 0.70 0.60 1.00 1.00 Incremental Delay,d2 4,G 171,. 75 0; 0 7 28 9 7. Delay(s) 17.I 39.5 89.6 9.2 69.5 36.9 Level of:Servce B D F A E , . D _ ' Approach 37 9 13.2 54.1 P� Delay(s) Approach:LOS D13 , HCM Q�erage Cflntrol Delay 30 3 ;HCM Level of`Service C l HCM Volume to Capacity ratio 0.88 Actaated_Cycle den"gth°(s) 120 0 Sum oflost time(s) 120 _ Intersection Capacity utilization 97.0% ICU Level of Service F Ar alys�s Period:(m! 15 i c Critical Lane Group I i i S:1Jobs144801SYNCHRO1N.Andover SAT BU.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 3: Salem Turnpike (114) & Waverly Road 2010 Saturday Midday Build Conditions �I- , HCM Si nalized Intersection Capacityy Analysis sis 814/2005 Lo �• j �. •� Vem0OtFC2SStT� sBft :S.�11/t_ 1[LCI~ 5 Lane Configurations We Ffow(vphpl} 900"- 1900 =1900 . 1900 1900" ''19{l0 i 1900 190Q >: Total Lost time 4 0 - Lane Util Factor a QO 1 QQ 1 OQ :i Frt 1.00 0.91 0.92 Alt Protected (}95 1 00" „' 0 98 Said. Flow rot 1805 1715 1708 FI#Permitted 0 55 1 OQ 0.98 A:. Said. Flow(perm) 1044 1715 1708 Volute{vp0} 2 81 - 79 125 . " 3 2 5 3 Peak-hour factor, PHF 0,90 0.90 0.90 0.90 0.81 0.$1 0.81 0.81 Ad1 :Flow(vph} 2 = 90 88 139 4 _ '27,= g = 4., RTOR Reduction (vph) 0 0 48 0 0 4 0 0 Lane GroupFlow(vph) 0 92 179 Q m HeavyVehicles % 0% 0% 0% 1% ° ° o o - ( ) 0/° Q/0 0/0 0/u �urr1_TYPe Perm Perm _ - Split = Protected Phases 4 9 9 Perritted Phases 4 4 Actuated Green, G (s) 30.6 30.0 2.4 Effecfroe Green,g(s) 32 Q 32 Actuated gIC Ratio 0.27 0.27 Clearance Times 6 Q 6 0 6 0 - = - ( } - Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cep(vph); 278 457 v s Ratio Prof 0.10 c0.01 v/s Ratio Pe€m 0.Q9 v/c Ratio 0.33 0.39 0.19 Uniform Delay,d1;. 3 .4 36 0 56.1 = _ - Progression Factor 1.00 1.00 1.00 Incremental Delay,d2 a1:7 . .'0 6 1.5 DelaY(s) 1 36 36.6 57.6 LeveLof Service p p APPr.o.. a_ch Delay{s) 365- 576 ,.. :. ,.. . Approach LOS D �t4f�S` CIQI�m.�7ilCXlrt1$Iy �" }rz a z .` 2 r. ars k a S:1Jobs144801SYNCHRO1N.Andover SAT BU.sy7 Synchro 6 Report Vanasse&Associates, Inc. SOH 3: Salem Turnpike (114) & Waverly Road 2010 Saturday Midday Build Conditions Queues 8/4/2005 ane wE Lane Configurations tl T+ T*Volume Y P ......... �,66c:;.� 4 _162 2 P. Lane Group Flow(vph) 0 84 1049 56 1068 186 167 0 92 227 16 Turn Perm.TTY"pq P M -P p Im ___..'__� � ": Protected Phases 2 6 8 4 9 :PhasesPermifted betector Phases 2 2 2:1 6 6 8 8 4 4 4 9 rrr A I la S Minimum Split(s) 15.0 15.0 15.0 15.0 15.0 15.0 15.0 10.0 10.0 10.0 10.0 Total Total Split 60.0% 60.0% 60.0% 60.0% 60.0% 30.0% 30,0% 30.0% 30.0% 30.0% 10.0% Y" .0 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lead-Lag Optimize? Recall Mode r G Max C Max C Max C Max:C Max:- Max- Y IVIex tVane Norte None' None v1c Ratio 0.37 0.90 0.80 0.48 0.83 0.34 0.33 0.45 0.14 Contras j Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -4 Queue Length 50th (ft) 26 567 12 1047 136 90 67 103 9 .... ..... Internal Link Dist(ft) 1407 351 422 1166 1119 Base Capacity g(vph) 228 1162 70 2212 225 495 279 505 118 -4- Spillback Cap Reductn 0 0 0 0 0 0 0 b 0 . ......... .. .......... Sforage.0 0', t3j 0­ Ap. e_ Uc.n Reduced v1c Ratio 0.37 0.90 0.80 0.48 0.83 0.34 0,33 0.45 0.14 Cycle Length: 120 ........................ ....... Actuated Cycle U0 Offset:4 (3%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green.. Natural .. ' -;-.: �7,i Control Type:Actuated-Coordinated percentile,V exceeds capacity, Queue shown is maximum after two cycles. " luh)q for 95th percentile qu eue metered by upstream signal: Splits and Phases: 3: Salem Turnpike(114)&Waverly Road 4o2 o4 4f* 0 9 72,7N,I 08 NNO Mminal "AlwRMUMV7 N S:\Jobs144801SYNCHRO1N.Andover SAT BU.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 7: Salem Turnpike (114) & Haverhill St. (133) 2010 Saturday Midday Build Conditions HCM Si nalized Intersection Capacity Analysis 8/4/2005 Lane Configurations ldeal..'Flow.(yphpl) 'r 1.900 1900 :: 900 [900 1900 J900 1900 1900.c 1900 19Q0` 1900: 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 bane Util Factor 1 00 0 95 1 00 0 95. . 1 00 1 00 1:00'. 1, 00 Frt 1.00 0.99" 1.00 1.00 1.60 0.96 1.00 0.92 Flt i?ioteafecl 0 95 ! QO p 95 1 0fl a 95 1 00 0 95' Satd. Flow(prot) 1805 3575 1805 3594 1805 1804 1805 1746 " l<35....�1:OD . ... ... :0 11_ "1 00 .; 1 00= Said. Flow(perm) 255 3575 668 3594 203 1804 451 1746 Volume(vpla) q , .,.,272 705 49 102 "792 24 50" 265 109 99 21l)'' 247 Peak-hour factor, PHF 0.95 0.95 0.95 0.96 0.96 0.96 0.91 0.91 0.91 0.88 0.88 0.88 Adt-Flow(kph) 286 742 52 r i 06 825 25 55 291 120 112 239' 2813 ..... RTOR Reduction (vph) 0 4 0 0 2 0 0 11.4 0 0 41 0 106 Heavy Vehicles (%) 0% 0% 0% 6% 0% 0% 0% 1% 0% 0% 0% 0%0 burn Type pm+pt prn�Pt Perm Perm" Protected Phases 1 6 5 2 - 4 8- Permitted Phases 6 2 4 8 r Actuated Green, G.(s) 57.5 57.5 49.5 49.5 36.5 36.5 36.5 36.5 Effective Green,"g(s) 58 5 58 5 50 5 50 5 -37 5 37 5 37,5 37 5 I _ -.� Actuated g/C Ratio 0.49 0.49 0.42 0.42 0.31 0 31 0.31 0.31 Clearance Times) 50, �50 5Q: Vehicle Extension (s) 3.0 3.0 3.0 3A 3.0 3.0 3.0 3,0 Lane:Grp Cap(vph) _ 383 1X_ 395 " 1512 63 564 141 ' S46= i.. = v/s Ratio Prot c0.12 0.22 0,03 c0.24 0.22 c0.27 vls Ratio Perm " c024 t}.09 0 27 0 25 - vlc Ratio 0.75 0.45 0.27 0.56 0.87 0 70 0.79 0.88 Uniform Delay,d1 25 3 20.2, 23 9 26 3, .9 0 36.3 37"7 39,1 Progression Factor 0.81 0.60 ..... .... 1.60 1.00 1.00 1.00 1.00 1.00 Incremental pelay,d2 4 8 0 5 fl 4." 1 5 69 g. >; 4 0 = 25.7 14 8 Delay(s) 25.2 12.6 24.3 27.9 108.9 40.3 63.4 53.9 i,evet of Service C B C C F D D Approach Delay(s) 16.0 27.5 48.4 55.6 Approach LQS. . B C D E Xnt✓+�it�a�,SUt�r�m�,_ v�5' *,�a!�=." a�a� �' F�..5 ` +' �°a s *�9 � �`''� � �. e � � �,�a`�inm.��-a, -�� �. HCMAverage Con#rat Delay 32 3 HCM I_evei of Service , C HCM Volume to Capacity ra#io 0.75 Actuated Cycle Letlgfh(s).:F . 120 0 Sifrn"of last time.(s) $.0 : Intersection Capacity Utilization 80.6% ICU bevel of Service D Analysis Period(min) , 15 c Critical Lane Group S:IJobs144801SYNCHRO1N.Andover SAT BU.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 7: Salem Turnpike (114) & Haverhill St. (133) 2010 Saturday Midday Build Conditions Queues 8/4/2005 �.0., B iBL B )�� I� S.,,S � Lane Configurations t'+ Vi 0 1 T+ Volume(vp h) 272 ;, 705 102 792 : 50 265` 99 21fl Lane Group Flow(vph) 286 794 106 850 55 411 112 520 Turn TYpe . Pmtpf Pm4 fit..:<-. . Perm Perrr ' Protected Phases 1 6 5 2 4 8 Per t mitedrtPhasas .. . 5 : ? 4', Detector Phases 1 6 5 2 4 4 8 8 M�ritl?um.ln�ira[{s;)` 4�fl Minimum Split(s) 10.0 15.0 10.0 15.0 15.0 15.0 15.0 15.0 52-0 a Total Split(%) 15 8% 43 3% 13 3% 40 8% 43 3% 43 3% 43 3%0 43 3% !)0 _. ...:,. All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead11;a9 Lead Lead `' Lag Lag E Lead Lag Optimize? Yes Yes Yes Yes recall Made ',, :(None C Max �Nane G Maxi None_ Noae� None I'Vorte • � . v/c Ratio 0.76 0.45 0.27 0.56 0.42 0.71 0.57 0.86 Control piny 41 2 22 5 29 3 29 3 35 6; 3ta" 38 6 39 5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total©slay 41 2 22 5 ;` 29 3 29 3 35 6 36 5 38 Queue Length 50th (ft) 133 203 53 276 33 265 72 343 Qilue Length 95th(ft) m:._#243 't11246" 334 117; �#15 Internal Link Dist(ft) 1680 1443 2304 1397 Turn Bay Len th ft Base Capacity(vph) 375 1747 395 1515 170 734 253 734 0; Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reduotn 0 0 0 0 0 0' 0: 0 Reduced v/c Ratio 0.76 0.45 0.27 0.56 0.32 0.56 0.44 0.71 Cycle Length: 120 Actuated Cycle Length 120 ffs Oet:95 (i6%), Referenced to phase 2 WBTL and 6:FBTL, Start of Green Natural Cycle 45 Control Type:Actuated-Coordinated # .95th.percenfi{e volure exceeds capacity queue may be longer _ . Queue shown is maximum after two cycfes. m- Volume fors#h percentile Queue I$ mij et ered,byEiapsireari signal; Splits and Phases: 7: Salem Turnpike(114)& Haverhill St. (133) 01 02 o4 n ., ' 521` "NA 08 v S:IJobs144801SYNCHRO1N.Andover SAT BU.sy7 Synchro 6 Report Vanasse &Associates, Inc. SDH 6: Haverhill St. (133) & Waverly Road 2010 Saturday Midday Build Conditions HCM Signalized Intersection Capacity Analysis 8/4/2005 Lane Configurations + fdeal F!Q .., �phpl) 1.900 ,,1900 f 900 .;1900 `1900 ,.• 1900 1900 190EJ= 1900 1900; 7 90Q, 1900. Total Lost time(s) 4.0 4.0 4.0 - - 4.0 an Ut�l Factor 1.Q} Frt 0.99 0.99 - 0,97 0.96 FI#Protected A.'.99 0 99 1 00 0 J9 Satd. Flow(Prot) 1841 1852 1831 1803 It;Permttteri 81 - 0 90 0 96 0 94 Satd. Flow(perm) 1509 1676 1771 1703 Volume v -k13 32 21 48„ 30fl2 16, 108 37 37; 124 7,7 { p ) Peak hour factor, PHF 0.89 0.89 0.89 0.82 0.82 0.82 0.87 0.87 0.87 0.97 0.97 0.97 . d1 ftow,.(yph}„ 127 , 418 24 59 36f 12 39 18 4: 43 3$ 12t3` 79_ . . RTOR Reduction (vph) 0 3 0 0 7 0 0 16 0 0 26 a artesGroup"''1=lauir vph} fl 56 0 fl 457 0 s0 169 0 0: 219 o (° o 0 0 0/o 1% 0% 0 0% 0% . Heavy Vehicles /0 0/0 2/0 0/o fl _ /0 0/a 0/0 0/o furn`Type Perm Perm PerrrE P. Protected Phases - - 4 8 2 6 Permitted Pleases ,4 8 _ 2 - Actuated Green, G (s) 22.7 22.7 19.4 19.4 �ffecttve_Green,g.(s) 23 7 23 Actuated g/C Ratio 0.45 0.45 0.39 0.39 Clearance Time Vehicle Extension (s) 3.0 3.0 3.0 3.0 LaneGrp Cap(vph}- 686 762 693 667 vls Ratio Prot vls Ratto Perm `0 27 0 10 c0 i 3 vlc Ratio 6.82 0.60 0.24 0.33 Uniform Delay,d1 f24 1fl.t 10, 11.1 Progression Factor 1.00 1.00 1.00 1.00 Incrernenfal`Delay,.d2 . . 8 0 1 3 fl 8 1 3 - Delay(s) 20.4 12.0 11.5 12A Le e;I:of Service. C t3 B..:. ri Approach Delay(s) 20.4 12.0 11.5 12.4 Approach_LOS C B 0�, HCM Average Cotitrol,Delay 15 2 HCM level of Service B HCM Volume to Capaci#y ratio 0.59 Actuated Cycle Length {s). ; 52 1 Sum of lost ftme{s) 8.0 Intersection Capacity Utilization 72.2% ICU Level of Service C Analysts Pe.r4d(rrmiq) c Critical Lane Group S:1Jobs144801SYNCHRO1N.Andover SAT t3U.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 6: Haverhill St. (133) & Waverly Road 2010 Saturday Midday Build Conditions Queues 8/4/2005 ` --► '_ �* �r Lane Configurations c Volume v 113 372 48 300 16 108 37 124 h'p } Lane Group Plow(vph) 0 569 0 464 0 It35 0 245 Turn Type Perm Protected Phases 4 8 2 6 P*titeci'Phases Detector Phases 4 4 8 8 2 2 6 6 Minimum Split(s) 16.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 lofal Total Split(%) 60.0% 60.0% 60.0% 60.0% 40.0% 40,0% 40.0% 40.0% 4.0 :f Al!-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Leadll_ag - Lead-Lag Optimize? tecalE Mode :None None> None Nartey; Max Max; tvlax Max v/c Ratio 0.81 0.61 0.26 0.36 Co�troi Delay 16 9 12 3 12 6; 13 - Queue Delay 0.0 0.0 0.0 0.0 Queue Length 50th (ft) 137 96 32 43 Queue Length 95th(ft) 23942: 8 1©8 Internal Link Dist(ft) 1662 2304 1069 340 Base Capacity(v h) 821 889 - . 68-8 Starva#ion-:Cap Reductn.;: = 0 •.,,: �. . ,..-�=.,, -_� ;;< _ . . Spillback Cap Reductn 0 0 0 0 Sfoia9e Cap Fteductn, 0 0 0' E3 Reduced We Ratio 0.69 0.52 0.26 0.36 ..,a ' 7- Ark'- Cycle Length: 60 Act+ ated cycle Length: 523 . Natural Cycle:45 Con#rol Type Actuailed Uncoordinated Splits and Phases: 6: Haverhill St, (133)&Waverly Road d' a2 ' 04 or -» "-rk" �... 06 +77 - 08 4 -01� 6�s S:IJobsl44801SYNCHRO1N.Andover SAT BU.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 12: Main Site Driveway & Waverly Road 2010 Saturday Midday Build Conditions HCM Unsi nalized Intersection Capacity Analysis 8/4/2005 4- Io.us. _.. ......... ..... .___. ... �' .. Lane Configurations QR.-Control Stop Free Free _. ._ Grade 0% 0% 0% Volume(yeFilh) 23 32 .-276, 29, . 28 Peak Hour Factor 0.90 0.90 0,87 0.87 0.90 0.90 Hourfy fior rate(vph) 26 36 -'317 33 31 253 Pedestrians _ Walking Speed (ft/s) Right turn Flare(veh) Medlar type." None - - -; Median storage veh) pX, platoon unblocked V lgme 649 .334 vC1, stage 1 conf Vol VC2,stage 2 f voconl vCu, unblocked Vol _ 649 334 351 tC,single(s) 6 4 6 2 tC, 2 stage (s) p0 queue free % 94 95 97 M c pac�iy':(vehlll 426 �Z13 ,J 19,- - tl1eo�211EIr 6 _ 2 Valurrre Tots{ 26 3. 284 - — - Volume Left 26 0 0 31 �lolum e Right 0, 36 33 ' 0 - cSH 426 713 1700 1219 Voltame fo Capacity;: 0.06 Q 05 :'`©21 , 0 03 _ Queue Length 95th (ft) 5 4 0. 2 Control Delay Lane LOS B B A - �lpproac Delay(s) Approach LOS B Average Delay 1.5 tntersectl C pn apacity Utilization 432% ` ICU Level of service A, Analysis Period (min) 15 S:\Jobs144801SYNCHRO1N.Andover SAT BU.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 15: South Site Driveway& Waverly Road 2010 Saturday Midday Build Conditions HCM Unsignalized Intersection Capacity Analysis 8/4/2005 oemet# ���_ JI „ .__ BRVBtB _ SBL SB ..., �} .r-.�. Lane Configurations �r Sign Control Stop, Grade 0% 0% 0% E Peak Hour Factor 0.90 0.90 0.87 0.87 0.90 0.90 f tourly flow rats(vph) 12 ;' 16 334 13 72 268 . .. Pedestrians a, s Walking Speed (ft/s) Percent t3lockag� ': - '" Right turn Flare(veh) a Median storage veh) Upstream s1gr t:Ift)_.. ... pX, platoon unblocked YC eorlfl�cting Volume 633 341.. 347 vC1,stage 1 conf vol vC2,stage 2 conf Vol - vCu, unblocked vol 633 341 347 tC,2 stage(s) tF(s) 35 33 22" p0 queue free% 97 98 99 Volt'me i otal 28 347 2$0 = - Volume Left 12.- 0., . .12 Ublume Right 16 {3 0 - cSH 560 1700 1223 Volume to:Capacty 0 05 0 20 0 01 = Queue Length 95th (ft) 4 0 1 Confral Delay(s) 11.8 0 0 0.4. Lane LOS B A Approach;_Delay,(s) Approach LOS B '` z `- _ c' ^,' Z 11 ' fi e i Average Delay 0.7 Intersection Capacity Utilization 31 6% I.CU f evel of Service A Analysis Period (min) 15 S:1Jobs144801SYNCHRO1N.Andover SAT BU.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH 17: Salem Turnpike (114) & Site Driveway 2010 Saturday Midday Build Conditions HCM Unsionalized Intersection Capacity Analysis 81412005 Lane Configurations Sigh, .. roI F Free Stop t j QQ Grade 0% 0% 0% 31 Y um 0067 rn I 00:� Peak Hour Factor 0.94 0.94 0.96 0.96 6.90 0.90 Hourly flaw rate(uph} ................ 71,111 0 33I 2'- Pedestrians Walking Speed (fYs) Percent el Right turn flare(ve6) Median storage veh) 'U,stream sl nal ft .4 pX, platoon unblocked 0.42 0.42 0.42 55.. 1043 vC1, stage 1 conf vol 2 conf vot ......... vCu, unblocked vol 1151 3773 1103 (44 4,1 6 4 tc, 2 stage(s) 2' ' pO queue free% 100 100 69 cM .............. .. -h 2, ..Y. p4cl- t .......... . ........... 5 'WEE Volume Left 0 ............... .V Itirne-Ri h - 0 %33: cSH 1700 1700 1-0-8 . .................... w v9ium.l... e:t&C6 ....... ............... a . Queue Length 95th (ft) 0 0 30 C6ntro 'Q Lane LOS F Approach Delay 0;0 .0.0 -62.6 . . ............ ..... ..... .... ... Approach LOS F Average Delay 0.8 pit ersed(on Capacity �;tj.t I i iz 11. IC 1ev Lo : ox U fervice Analysis Period(min) 15 S:Uobs144 80\SYN C HRO\N,And over SAT BU.sy7 Synchro 6 Report Vanasse&Associates, Inc. SDH