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2019.09.17 Transportation Impact Assessment - Consultant Review - 505 SUTTON STREET 7/1/2019
Transportatolon Proposed Residential North r, Massachusetts I, 6 Prepared for: Sutton Redevelopment, LLC +' Andover,North Massachusetts �I �I d �i d i I i Transportation Engineers & Planners 35 New England Business Center Drive Suite 140 i Andover, MA 01810-1066 I I TRANSPORTATION IMPACT ASSESSMENT PROPOSED RESIDENTIAL DEVELOPMENT 505 SUTTON STREET NORTH ANDOVER, MASSACHUSETTS Prepared for: Sutton Redevelopment, LLC North Andover, MA July 2019 Prepared by: VANASSE & ASSOCIATES, 1NC. 35 New England Business Center Drive Suite 140 Andover, MA 0 18 10 Copyright©2019 by VAI All Rights Reserved CONTENTS EXECUTIVESUMMARY ..................................................................................................................................I ProjectDescription.............................................................................................................................................................1 ExistingConditions............................................................................................................................................................ 1 FutureConditions...............................................................................................................................................................2 TrafficOperations Analysis...............................................................................................................................................3 Recommendations..............................................................................................................................................................3 Conclusions........................................................................................................................................................................4 INTRODUCTION................................................................................................................................................5 ProjectDescription.............................................................................................................................................................5 StudyMethodology............................................................................................................................................................5 EXISTINGCONDITIONS...................................................................................................................................6 Geometry............................................................................................................................................................................6 ExistingTraffic Volumes...................................................................................................................................................7 MotorVehicle Crash Data..................................................................................................................................................9 SpotSpeed Measurements................................................................................................................................................ 1 1 FUTURECONDITIONS....................................................................................................................................12 FutureTraffic Growth...................................................................................................................................................... 12 No-Build Traffic Volumes..............._.............................................................................................................................. 14 Trip Distribution and Assignment.................................................................................................................................... 15 Future Traffic Volumes-Build Condition....................................................................................................................... 15 SightDistance Evaluation................................................................................................................................................ 16 TRAFFIC OPERATIONS ANALYSIS..............................................................................................................1 S Methodology............ ......................................................................................... .............................. .............................. 18 AnalysisResults...............................................................................................................................................................21 CONCLUSIONS AND RECOMMENDATIONS..............................................................................................24 Recommendations............................................................................................................................................................24 Conclusions......................................................................................................................................................................25 G A7379 Nonh 'd A\Report\2-T1A 071619 do\ FIGURES No. Title 1 Site Location and Study Map 2 Existing Intersection Lane Use, Travel Lane Width, and Pedestrian Facilities 3 2019 Existing Weekday Peak-Hour Traffic Volumes 4 2026 No-Build Weekday Peak-Hour Traffic Volumes 5 Trip Distribution Map 6 Site-Generated Weekday Peak-Hour Traffic Volumes 7 2026 Build Weekday Peak-Hour Traffic Volumes 8 Stop Sight Distance Evaluation G.A737S iJorih Andover.MA\ReportV2-11A 071019 doc� TABLES No. Title I Existing Roadway Traffic-Volume Summary 2 Motor Vehicle Crash Data Summary 3 Vehicle Travel Speed Measurements 4 Trip Generation Summary 5 Peak Hour Traffic-Net Increase 6 Trip-Distribution Summary 7 Peak Hour Traffic Volume Increases 8 Sight Distance Measurements 9 Level-of-Service Criteria for Signalized Intersections 10 Level-of-Service Criteria for Unsignalized Intersections l l Signalized Intersection Level-Of-Service and Vehicle Queue Summary 12 Unsignalized Intersection Level-Of--Service and Vehicle Queue Summary G A737S Nonh.Andover_MA\ReponL-TIA 07I0I9.d-, EXECUTIVE SUMMARY Vanasse & Associates, Inc. (VAI)has prepared this Transportation Impact Assessment(TIA) in order to evaluate the potential traffic impacts associated with the proposed Residential Development to be located at 505 Sutton Street in North Andover, Massachusetts (the "Project"). This study evaluates the following specific areas as they relate to the Project: i) access requirements; ii) potential off-site improvements; and iii) safety considerations; and identifies and analyzes existing traffic conditions and future traffic conditions, both with and without the Project. PROJECT DESCRIPTION The Project will consist of the development of 136 housing units. The project will provide 1.5 parking spaces per residential unit, which results in a total of approximately 215 parking spaces including ten (10)handicap spaces. Currently, the site consists of an existing two (2) story building and is accessed by two (2) unsignalized driveways along Sutton Street. As part of the site redevelopment, the existing uses will be demolished and the Project site access will be provided via a single full access driveway off Sutton Street. Separate from this application a proposed 13,700 sf Senior Center is proposed by the Town of North Andover. This Project will be completed with a separated and independent application. EXISTING CONDITIONS A comprehensive field inventory of traffic conditions on the study area roadways was conducted in June 2019. The field investigation consisted of an inventory of existing roadway geometries, traffic volumes, and operating characteristics, as well as posted speed limits and land use information within the study area. The study area for the Project was selected to contain the major roadways that provide access to the site. G 7_,78 Nonh Andover.A I A`.Repoir;'_-I I:A 071619 do- Existing Traffic Volumes In order to determine existing traffic-volume demands and flow patterns within the study area, manual turning movement counts (TMCs) and vehicle classification counts were conducted on Wednesday, June 5, 2019, during the weekday morning(7:00 to 9:00 AM), and weekday evening (4:00 to 6:00 PM) peak periods at each study area intersection. Sutton Street was found to accommodate approximately 16,380 vehicles on an average weekday (24-1101-ir, two-way volume), with approximately 1,289 vehicles per hour(vph) during the weekday morning peak hour and 1,325 vph during the weekday evening peak hour. A review of the peak-period traffic counts indicates that the weekday morning peak hour generally occurs between 7:15- 8:15 AM, with the weekday evening peak hour, generally occurring between 4:30-5:30 PM. Motor Vehicle Crash Data Motor vehicle crash data was acquired from the Massachusetts Department of Transportation (MassDOT) Safety Management/Traffic Operations Unit for the most recent five-year period available (2013 through 2017) in order to examine motor vehicle crash trends occurring within the study area. The intersection of Sutton Street at Osgood Street (Route 125) experienced the highest frequency of accidents over the five- year review period with a total of 19 accidents reported at the intersection, averaging 3.8 accidents per year. The majority of accidents involved property damage only (9 out of 19), occurred on dry pavement (16 out of I9), and involved angle type collisions (14 out of 19). All of the study intersections were found to have a motor vehicle crash rate below the MassDOT average for the District in which the Project is located (District 4). No fatalities were reported at any of the study area intersections over the five-year period reviewed. No accidents were reported at the Lawrence Municipal Airport or the site driveways. The Highway Safety Improvement Program (HSIP) database was reviewed, and none of the study area intersections are listed as HSIP-eligible clusters in the most recent(2014-2016)HSIP cluster listing. FUTURE CONDITIONS Traffic volumes within the study area were projected to 2026, which reflects a seven-year planning horizon consistent with state traffic study guidelines. The future condition traffic-volume projections incorporate identified specific development by others expected to be complete by 2026, as well as general background traffic growth as a result of development external to the study area and presently unforeseen projects. Anticipated project-generated traffic added to these future conditions reflect 2026 Build conditions with the Project. Back6round Traffic Growth Traffic-volume data compiled by MassDOT from permanent count stations and historical traffic counts in the area were reviewed in order to determine general background traffic growth trends. Based on this data, it was determined that traffic volumes within the study area have fluctuated over the past several years. In order to be consistent with studies previously conducted in the area, a one (I) percent per year compounded annual growth rate was used to account for general background traffic growth for weekday morning and weekday evening. G A7375 Non I,.Ando, ,.A9AT,I T2-l1A,071619.does 2 No-Build Traffic Volumes The 2026 No-Build weekday morning and evening peak-hour traffic-volume networks were developed by applying the l percent per year compounded annual background traffic growth rate to the 2019 Existing peak-horn-traffic volumes and then superimposing the peak-hour traffic volumes expected to be generated by the identified specific development projects by others. Site-Generated Traffic Volumes The proposal entails the development of 136 housing units with a total of approximately 215 parking spaces. In order to develop the traffic characteristics of this proposal, trip-generation statistics published by the Institute of Transportation Engineers (ITE)t for LUC 221, Multifamily Housing (Mid-Rise) was used to develop the traffic characteristics of the proposal. The residential development will generate approximately 49 vehicle trips (13 entering and 36 exiting) during the weekday morning peak hour and 60 vehicle trips (37 entering and 23 exiting) during the weekday evening peak hour. These are one-hour projections and many trips can occur outside the peak hours. On a daily basis, the Project will generate approximately 740 vehicle trips (370 entering and 370 exiting). Trip Distribution and Assignment The directional distribution of the site-generated trips to and from the proposed development was determined based on a review of existing travel patterns at the study area intersections. In general, 20 percent of the site traffic will travel to and from the North/South direction (Osgood Street—Route 125) and 60 percent of the site traffic will travel from and to the west direction (Sutton Street). TRAFFIC OPERATIONS ANALYSIS hn order to assess the impact of the proposed residential development on the roadway network, traffic operations analyses were performed at the study intersections under 2019 Existing, 2026 No-Build and 2026 Build conditions. The addition of site- related traffic will result in a measurable, but not a significant, impact on overall operations at the study area intersections. RECOMMENDATIONS A Transportation Improvement Program has been developed that is designed to provide safe and efficient access to the Project. The following improvements have been recommended as a part of this evaluation. Project Access The following recommendations are offered with respect to the design and operation of the Project site driveway: The site driveway shall be placed under STOP-sign (Manual of Uniform Traffic Control Designation R1-1) control, with a painted STOP-bar included. All signs and other pavement markings to be installed within the development site shall conform to the applicable standards of the current Manual on Uniform Traffic Devices (MUTCD). Trip Generation_ 10"' Edition: Institute of Transportation Engineers:Washington. DC:2017 c,z37sN „hn lme,, MA',azp,rt\a-I1A671619do- 3 i Any landscaping (trees and vegetation) or signage in the vicinity of the driveways should be chosen and located so that sight distance is not obstructed (typically less than 24 inches in height). Landscaping should also be maintained in the area of the driveways to maintain safe lines of sight for exiting and approaching vehicles. The site will accommodate a connection to the proposed Adult Community Center which is one- way towards the Community Center. In addition, Bicycle racks will be provided on-site. CONCLUSIONS The proposed Project will result in a measurable impact but will not have a significant impact on overall operations. With the implementation of the above recommendations, safe and efficient access will be provided and the proposed Project can be constructed with minimal impact to the area as designed. G 7378 Non I,Andover.NM\Repott\2-T1A 071019_d-, 4 INTRODUCTION Vanasse & Associates, Inc. (VAI) has prepared this Transportation Impact Assessment (TIA) in order to evaluate the potential traffic impacts associated with the proposed Residential Development to be located at 505 Sutton Sheet in North Andover, Massachusetts (the "Project"). This study evaluates the following specific areas as they relate to the Project: i) access requirements; ii)potential off-site improvements; and iii) safety considerations; and identifies and analyzes existing traffic conditions and future traffic conditions, both with and without the Project. PROJECT DESCRIPTION The Project will consist of the development of 136 housing units. The project will provide 1.5 parking spaces per residential unit, which results in a total of approximately 215 parking spaces including ten (10)handicap spaces. Currently, the site consists of an existing two (2) story building and is accessed by two (2) unsignalized driveways along Sutton Street. As part of the site redevelopment, the existing uses will be demolished and the Project site access will be provided via a single full access driveway off Sutton Street. STUDY METHODOLOGY This study was prepared in consultation with the Town of North Andover and in accordance with the Massachusetts Department of Transportation (MassDOT) Guidelines for Transportation Impact Assessment (TIA) Guideline; and the standards of the Traffic Engineering and Transportation Planning professions for the preparation of such reports; and was conducted in three distinct stages. The first stage involved an assessment of existing conditions in the study area and included an inventory of roadway geometries; pedestrian facilities; observations of traffic flow; review of safety characteristics along area roadways and collection of daily and peak period traffic counts. In the second stage of the study, future traffic conditions were projected and analyzed. Specific travel demand forecasts for the Project were assessed along with future traffic demands due to expected traffic growth independent of the Project. A seven-year time horizon was selected for analyses consistent with state guidelines for the preparation of TIAs. The traffic analysis conducted in stage two identifies existing or projected future roadway capacity,traffic safety, and site access issues. The third stage of the study presents and evaluates measures to address traffic and safety issues, if any, identified in stage two of the study. U 7378 forth Ando—.iMA\ReportV2-TIA 07I619.d— 5 EXISTING CONDITIONS A comprehensive field inventory of existing conditions within the study area was conducted in June 2019. The field investigation consisted of an inventory of existing roadway geometries, pedestrian facilities, traffic volumes, and operating characteristics; as well as posted speed limits and land use information for the major roadways that provide access to the Project site including, Sutton Sheet and Osgood Street (Route 125), as well as the intersections which are expected to accommodate the majority of Project- related traffic. The study area for the Project is listed below and graphically depicted in Figure 1. 1. Osgood Street (Route 133) at Sutton Street 2. Sutton Street at Lawrence Municipal Airport Driveway 3. Sutton Street at Site Driveways The following describes the study area roadway and intersections: GEOMETRY Roadways Sutton Street Sutton Street is a local roadway that traverses the study area in a general east-west orientation. Within the study area, Sutton Street generally provides one approximate 12-foot wide travel lanes in each direction, separated by a double-yellow centerline. No sidewalks or crosswalks are provided within study area. The speed limit along the corridor is 35 mph. Land use along the corridor within study area is predominantly a mix of residential, commercial and the Lawrence Municipal Airport. Osgood Street(Route 125) Osgood Street(Route 125) is a state-maintained arterial roadway that traverses the study area in a general north-south orientation. Within the study area, Osgood Street generally provides two approximate 11-foot wide travel lanes in each direction, separated by a double-yellow centerline. The speed limit along the corridor is 40 mph. Land use along the corridor is predominantly a mix of commercial, residential and institutional uses. G A7378 Non I,Andover.MAAReponA2-TIA 071619 does 6 D Legend: r Signalized Turning Movement ' b Count Location ® ° Unsignalized Turning Movement Count Location --X Automatic Traffic Recorder(ATR) R • 125 i� 133 FIRIIIIH UK AM 4 Et t �11} 1�1 s� • vanasse &Associates, Inc Site Location and Study Area Map Copyright ©2018 by VAL All Rights Reserved. Intersections Figure 2 summarizes existing lane use and travel lane widths at the study area intersections as observed in June 2019. EXISTING TRAFFIC VOLUMES In order to determine existing traffic-volume demands and flow patterns within the study area, manual turning movement counts (TMCs) and vehicle classification counts were conducted on Wednesday, June 5, 2019 during the weekday morning (7:00-9:00 AM), and weekday evening (4:00-6:00 PM) peak periods at each study area intersection. Seasonal Adjustment In order to determine whether traffic volumes collected in June are representative of average annual conditions, historical traffic data collected by MassDOT were examined. Based on a review of seasonal adjustment factors collected by MassDOT for urban arterials and collectors, June traffic volumes are approximately 6 percent above average-month conditions and, therefore, the traffic counts that form the basis of this assessment were not adjusted downward in order to provide a conservative (above-average) analysis condition. The 2019 Existing traffic volumes are summarized in Table 1, with the weekday morning and evening peak-hour traffic volumes graphically depicted on Figure 3, respectively. Table 1 EXISTING ROADWAY TRAFFIC-VOLUME SUMMARY Weekday Morning Peak Hour Weekday Evening Peak Hour (7:15—8:15 AM) (4:30—5:30 PM) Daily Percent of Percent of Volume volume Daily Predominant Volume Daily Predominant Location (vpd)" (vph), Traffic' Flow (vph) Traffic Flow Sutton Street west of Site 16,380 1,289 7.9 64%WB 1.325 8.1 64%EB Driveway "Two-way daily traffic expressed in vehicles per day;from ATR Counts June 2019. e Manual turning movement counts conducted in June 2019. `The percent of daily traffic that occurs during the peak hour. EB=eastbound.WB=westbound As can be seen in Table 1, Sutton Street west of Site Driveway B was found to accommodate approximately 16,380 vehicles on an average weekday (24-hour, two-way volume), with approximately 1,289 vehicles per hour (vph) during the weekday morning peak hour and 1,325 vph during the weekday evening peak hour. The predominant flow on Sutton Street during the weekday morning is in the westbound direction and during the weekday evening is in the eastbound direction. A review of the peak-period traffic counts indicates that the weekday morning peak hour generally occurs between 7:15 and 8:15 AM, with the weekday evening peak hour, generally occurring between 4:30 and 5:30 PM. G.A7;75\rnih Andover.A7AAReportV2-TIA 071612do-, 7 Bend: ® signalized Intersection 0 Unsignalized Intersection xx'4 Lane Use and Travel Lane Width *XX,4 Channelized Right-Turn 125 LAWRENCE MUNICIPAL AIRPORT 5 O ry/_NN 1V12' SUTTON '-12' �► �-12' STREET 1 z'�►UM 12'-i►u�► 12�U N N *20' N N SI TE SI TE DRIVEWAY A DRIVEWAY B O 11L AL 0 0 'T o Vanasse Associates, Inc. Existing Intersection Lane Use, Travel Lane Width and Pedestrian Facilities Copyright ©2019 by VAL All Rights Reserved. - WEEKDAY MORNING PEAK H0UR,(7r15 - 8:15 AM) 125 LA WRENCE MUNICIPAL AIRPORT 5 f�N +--830 4--828 `r k-17 4�-0 SUTTON f-4 l► 1825 STREET 459-1- 459—► a 14-1' 373--� 0--�' 0 0 0Z v 0 445—► 49- SITE SITE DRIVEWAY A DRIVEWAY B 0 0 SITE 0 WEEKDAY EVENING PEAK HOUR (:4.30 5,30 PM) 125 LAWRENCE MUNICIPAL AIRPORT N 4-480 <-482 t 3 j 2 SUTTON li-2 l► <-480 STREET 843� �► 843--- s 4-J' 814-�' 3� 0 0- o 846---1- 62- SITE SITE DR/UEWAY A DRIVEWAY B 0 0 SITE Cl) Note: Imbalances exist due to curb cuts and side streets that are not shown. Yans!sse Assc�c►a#es, In+c, 2019 Existing Peak Hour Traffic Volumes Copyright ©2019 by VAL All Rights Reserved. PEDESTRIAN AND BICYCLE FACILITIES A comprehensive field inventory of pedestrian and bicycle facilities within the study area was undertaken in June 2019. The field inventory consisted of a review of the location of sidewalks and pedestrian crossing locations along the study roadways and at the study intersections, as well as the location of existing and planned fixture bicycle facilities. In general, no sidewalks or crosswalks are provided along all the study area roadways and intersections. There are no formal existing bicycle facilities that were identified within the immediate study area; however, Sutton Street provides sufficient width (combined travel lane and paved shoulder) to support bicycle travel in a shared traveled-way configuration. PUBLIC TRANSPORTATION Public transportation services are provided within the study area by the Merrimack Valley Regional Transit Authority (MVRTA)for bus service. The MVRTA operates fixed bus: ➢ Route 33 —Lawrence/North Andover bus route. The Route 33 provides stops at the Main Street intersection with Sutton Street approximately 0.8 miles west of the Project site. The bus runs on a 60-minute frequency from 6:00 AM to 6:33 PM during the weekday. On the weekends, the bus generally rums on 45-90 minute frequency from 8:00 AM to 6:18 PM. Monthly passes are $30 and an all-day pass full fare of$3. ➢ Route 14 — Bradford/Ward Hill bus route. The Route 14 bus provides service between Washington Square and Osgood Landing with stops at multiple residential and commercial uses. The Route 14 bus runs at 60 minute headways during the weekdays, and 45 to 90 minute headways during the weekends. ➢ Route 98—North Andover/Boston bus route. The Boston Commuter Bus runs once a day during the week and brings people from the West Mill on High Street, which is approximately 1 mile south of the Project site, into Boston. Passes good for 10 rides are $50 while a one-way pass cost$6. Public transportation services are also provided within the study area by the Massachusetts Bay Transportation Authority (MBTA) for commuter rail. The North Andover (in Lawrence) commuter rail station is the closest station to the proposed development. The station is located approximately 1.8 miles west of the site. The MBTA commuter rail Haverhill Line operates Monday through Friday from 5:00 AM to 1:00 AM and Saturdays and Sundays from 6:43 AM to 1:00 AM. Commuter Rail Zone Two (Actual zone is 6)Fares are $6.75 ($10.00) one way and $217.75 ($318.00) Monthly Pass. Schedules for transit services within study area are provided in the Appendix. G A7378 North Andover,69A\Re1,on\3-11A 071619_do- 8 MOTOR VEHICLE CRASH DATA Motor vehicle crash data was acquired from the Massachusetts Department of Transportation (MassDOT) Safety Management/Traffic Operations Unit for the most recent five-year period available (2013 through 2017) in order to examine motor vehicle crash trends occurring within the study area. The intersection of Sutton Street at Osgood Street (Rome 125) experienced the highest frequency of accidents over the five- year review period with a total of 19 accidents reported at the intersection, averaging 3.8 accidents per year. The majority of accidents involved property damage only (9 out of 19), occurred on dry pavement (16 out of 19), and involved angle type collisions (14 out of 19). All of the study intersections were found to have a motor vehicle crash rate below the MassDOT average for the District in which the Project site is located (District 4). No fatalities were reported at any of the study area intersections over the five-year period reviewed. The Highway Safety Improvement Program (HSIP) database was reviewed, and none of the study area intersections are listed as HSIP-eligible clusters in the most recent(2014-2016) HSIP cluster listing. G:A7;78 Nonh AM,-,,NIAlR,pon\2-TIA 071619.d-, 9 Table 2 MOTOR VEHICLE CRASH DATA SUMMARY' Osgood Street (Route 125) at Sutton Streetd Scenario (Signalized) Year: 2013 5 2014 0 2015 2 2016 7 2017 5 Total 19 Average' 3.3 Crash Rate` 0.32 Significantd No Type: Angle 14 Rear-End I Head-On 2 Sideswipe 2 Fixed Object 0 Unknown/Other 0 Total 19 Time of Day: Weekday(7:00-9:00 AM) 2 Weekday(4:00-6:00 PM) 3 Remainder of Day 14 Total 19 Lighting Conditions: Daylight 17 Dawn/Dusk 0 Dark(lit) 2 Dark(unlit) 0 Unknown 0 Total 19 Pavement Conditions Dry 16 Wet 2 Snow 0 Ice 0 Unknown(Other) 1 Total 19 Severily, Property Only 9 Injury Accident 9 Fatal Accident 0 Hit and Run 0 Other 1_ Total 19 "Source: MassDOT,2013 through 2017. 'Average crashes over five-near period. `Crash rate per million entering vehicles(mev). 'Signalized intersections are significant if rate>0.73 crashes per million vehicles G.A737S Non I,Andover.A1A\Report\2-T1 A 071619_docs 10 SPOT SPEED MEASUREMENTS Vehicle travel speed measurements were performed on Sutton Street in the vicinity of the project site. Table 3 summarizes the vehicle travel speed measurements. Table 3 VEHICLE TRAVEL SPEED MEASUREMENTS Sutton Street Sutton Street Westbound Eastbound Mean Travel Speed (mph) 34 31 851"Percentile Speed(mph) 37 35 Posted Speed Limit(mph) 35 35 mph=miles per hour. As can be seen in Table 3, the mean (average) vehicle travel speed along Sutton Street, in the vicinity of the project site, was found to be approximately 34 mph in the westbound and approximately 31 mph in the eastbound direction. The measured 85°i percentile vehicle travel speed, or the speed at which 85 percent of the observed vehicles traveled above, was found to be approximately 37 mph in the westbound direction and 35 tnph in the the eastbound direction. The posted speed limit on Sutton Street is 35 mph. G.AT7S Nooh.Andover.%WRq-1A3-TA 071619.doc. 1 1 FUTURE CONDITIONS Traffic volumes in the study area were projected to the year 2026, which reflects a seven-year planning horizon consistent with State Traffic Study Guidelines. Independent of the Project, traffic volumes on the roadway network in the year 2026 under No-Build conditions include all existing traffic and new traffic resulting from background traffic growth. Anticipated Project-generated traffic volumes were superimposed upon this 2026 No-Build traffic network to reflect the 2026 Build conditions with the Proj ect. FUTURE TRAFFIC GROWTH Future traffic growth is a function of the expected land development in the immediate area and the surrounding region. Several methods can be used to estimate this growth. A procedure frequently employed estimates an annual percentage increase in traffic growth and applies that percentage to all traffic volumes under study. The drawback to such a procedure is that some turning volumes may actually grow at either a higher or a lower rate at particular intersections. An alternative procedure identifies the location and type of planned development, estimates the traffic to be generated, and assigns it to the area roadway network. This procedure produces a more realistic estimate of growth for local traffic. However, the drawback of this procedure is that the potential growth in population and development external to the study area would not be accounted for in the traffic projections. To provide a conservative analysis framework, both procedures were used, the salient components of which are described below. GENERAL BACKGROUND TRAFFIC GROWTH Traffic-volume data compiled by MassDOT from permanent count stations and historic traffic counts in the area were reviewed in order to determine general background traffic Growth trends. Based on a review of this data, it was determined that traffic volumes within the study area have fluctuated over the past several years. Iu order to be consistent with studies previously conducted in the area, a one (1) percent per year compounded annual growth rate was used to account for general background traffic growth for weekday morning and weekday evening periods. G A7375 Nonh Andover,MA\Repon\2-TIA 071619.does 12 SPECIFIC DEVELOPMENT BY OTHERS The Town of North Andover was contacted in order to determine if there are any planned or approved specific development projects within the area that would have an impact on future traffic volumes at the study intersections. Based on these discussions the following projects were identified for inclusion in this assessment. The following provides a summary of the identified background development projects: ➢ 4 High Street - This residential development entails constructions of a 250 unit apartment complex to be located in two buildings on currently undeveloped land (paved parking lot) at 4 High Street. The project is currently in the permitting process. Traffic volumes associated with this development were obtained using trip-generation information available fi-om the ITE trip generation manual and added to the No-Build volumes. ➢ 1210 Osgood Street (Route 125) - This Mixed-use Development entails the construction of 192 residential apartment units, 23,800 square feet (sf) of retail space, an 8,000 sf office, a 3,000 sf bank, and a 8,200 sf restaurant. In order to account for additional traffic expected to be generated, vehicle trip projections were obtained from the traffic study prepared for the project. The project is currently under construction. Traffic volumes associated with the aforementioned projects by others were obtained from the respective traffic studies or using trip-generation information available from the Institute of Transportation Engineers (ITE)3 for the appropriate land use and were assigned onto the study area roadway network. (See distribution in appendix.). No other developments were identified that are expected to result in an increase in traffic within the study area beyond the general background traffic growth rate. ROADWAY IMPROVEMENT PROJECTS The Town of North Andover was contacted in order to determine if there are any planned roadway improvement projects expected to be completed within the study area and seven-year time frame. Based on these discussions one roadway improvement project was identified: 1210 Osgood Street Improvements — The 1210 Osgood Street development is proposing to install a traffic signal at the intersection of Osgood Street at Barker Street. This intersection will be coordinated with the intersections of Osgood Street at Great Pond Road and Osgood Street at Sutton Street. The signal timings at these three intersections will then be optimized. The proposed optimized timings from the 1210 Osgood Street development will be implemented in the 2026 No-Build condition. 2 Proposed Alit: ed-Use Development, 1210 Osgood Street, VAL 2016. 316id1. G:A7;7S Noah And,,,er_A1AARe...... llA 071619.dots 13 NO-BUILD TRAFFIC VOLUMES The 2026 No-Build peak-hour traffic-volume networks were developed by applying the one (1) percent per year compounded annual background traffic growth rate plus the identical background developments to the 2019 Existing peak-hour traffic volumes. The resulting 2026 No-Build weekday morning and weekday evening peak-hour traffic volume networks are shown on Figure 4. PROJECT-GENERATED TRAFFIC The proposal entails the development of 136 housing units with a total of approximately 215 parking spaces. In order to develop the traffic characteristics of this proposal, trip-generation statistics published by the Institute of Transportation Engineers (ITE)' for LUC 221, Multifamily Housing (Mid-Rise) was used to develop the traffic characteristics of the proposal. Due to the project location a transit discount was not implemented in order to provide a conservative analysis framework. Trip generation calculations was performed for a typical weekday, as well as the weekday morning and weekday evening peak hours, the critical time periods for project-related traffic activity. A summary of the expected vehicle trip generation is summarized in Table 4. Table 4 TRIP GENERATION SUMMARY, Time Period/ Directional Distribution Vehicle Tripsa Weekday Daily 740 Weekday Morning Peak Hour: Entering 13 Exiting 36 Total 49 Weekday Evening Peak Hour: Entering 37 Exiting 23 Total 60 `Based on lTE LUC 221 -Multifamily Housing(Mid-Rise)—136 Units As shown in Table 4, the residential development will generate approximately 49 vehicle trips (13 entering and 36 exiting) during the weekday morning peak hour and 60 vehicle trips (37 entering and 23 exiting) during the weekday evening peak hour. These are one-hour projections and many trips, can occLu outside the peak hours. On a daily basis, the development will generate approximately 740 vehicle trips (370 entering and 370 exiting). 41bid 1 G A7375 Nosh Ando-i.A1A\ReponA2-I[A 071019 do- 14 ,WEEKDAY,M0RN' 1kQPE,'A' KH0UR', 125 LA WRENCE MUNICIPAL AIRPORT ,c\O� +--934 4-932 k_17 GO CO ,--0 SUTTON STREET J1 528— '� (* 528— 436� 0--* 00 OZ Cj 0 514---* 53--* (0 00 S1 TE SITE DRIVEWAY A DRIVEWAY 3 0 SITE 0 ............... ............... ........... WEEKDAYIEVENING'PEAK HOUR, 125 LA WRENCE MUNICIPAL AIRPORT C> o 4-561 4-563 t 3 to ,J-2 SUTTON J-2 4561 STREET 961--*,+ 4-J' 930__� (0 3- -0 0 964---a- 0 n I r- OD S1 TE S1 TE DRIVEWAY A DRIVEWAY 8 0 iT 0 Note: Imbalances exist due to curb cuts and side streets that are not shown. F, :^ Vanessa Ascaciates, Inc.: 2026 No-Build n Peak Hour Traffic Volumes Copyright (D 2019 by VAL All Rights Reserved. TRIP DISTRIBUTION AND ASSIGNMENT The directional distribution of the site-generated trips to and from the proposed Project was determined based on a review of existing travel patters at the study area intersections and a review of traffic studies previously conducted in the area for other developments. The general trip-distribution for the proposal is summarized in Table 5, and graphically depicted on Figure 5. The weekday morning and weekday evening peak-hour traffic volumes expected to be generated by the residential development were assigned on the study area roadway network as shown on Figure 6. Table 5 TRIP-DISTRIBUTION SUMMARY Direction Percentage Roadway (To/From) (To/From) Osgood Street(Route 125) North 20% Osgood Street(Route 125) North 20% Sutton Street West 60% TOTAL 100% FUTURE TRAFFIC VOLUMES -BUILD CONDITION The 2026 Build condition networks consist of the 2026 No-Build traffic volumes, minus the trips currently generated by the project site, plus the proposed Project site-generated traffic added to them. The 2026 Build weekday morning and weekday evening peak-hour traffic volume networks are graphically depicted on Figure 7. A summary of peak-hour projected traffic-volume increases external to the study area that is the subject of this assessment is shown in Table 6. These volumes are based on the expected increases from the Project. As shown in Table 6, in comparison to future No-Build conditions, project-related traffic increases are projected to range between 6 to 20 vehicles during peak hours, with traffic percent increases ranging 0.2 percent to 1.4 percent. G.A7;75 Nonh Andov e NI VReponV'_-TIA 071619 docs 15 Legend: XX Entering Trips QW Exiting Trips % 125 LAWRENCE MUNICIPAL AIRPORT �R�F� S N SUTTON J-40% *--40% STREET (207)--4, o 00 N c�<t PROPOSED SITE DRIVE �o O CD to O ®/o Vanasse I &Associates, Inc.1 Trip Distribution Map Copyright ©2019 by VAL All Rights Reserved. 1� 111;l!v!;; 111i'l 'WEEKDAYMORNING PEAK HOUR, 125 LA WRENCE MUNICIPAL AIRPORT SUTTON STREET 7� a (14)----► (7)_J PROPOSED SITE DRIVE SITE0 In 13 0 Out 36 19 Total 491 .......... ...................... ...................................... .......... .......... .......... WEEKDAY EVENING PEAK-HOUR, 125 LA WREN CE MUNICIPAL AIRPORT SUTTON J-14 STREET 23� 4) PROPOSED SITE DRIVE SITE0 In 37 0 2 Ln Out 3 0 0 TotaIJ60 Imbalances exist due to curb cuts and side streets that are not shown. Project-Generation ............. Peak Hour Traffic Volumes Copyright 2019 by VAI. All Rights Reserved. 11, i� i i WEEKDAY MORNING PEAK HOUR. 15 LA WRENCE MUNICIPAL AIRPORT S .-932 `r '-17 Q7 Co SUTTON 4-6 4) Lo. —931 STREET J1 528--► q (* 14-- 443-f 7� N 528---* 60---* N ID 00 PROPOSED SITE DRIVE SITE O CD O .. ...................... ..........__... ................................ ......... WEEKDAY EVENING PEAK HOUR 125 LA WRENCE MUNICIPAL AIRPORT S v M 4-561 `F t-3 SUTTON �14 �► 4-571 STREET 961, a �► 4� 932� 4) t 23---+ n 0 967---1- 00 00 PROPOSED SITE DRIVE S ITE o 0 Cl) O Note: Imbalances exist due to curb cuts and side streets that are not shown. VV .' e;&.�1 saci tes,In 2026 Build Peak Hour Traffic Volumes Copyright ©2019 by VAi. All Rights Reserved. Table 6 PEAK HOUR TRAFFIC-VOLUME INCREASES Traffic Volume Percent 2026 Increase Over Increase Over Location/Peak Hour No-Build 2026 Build No-Build No-Build Sutton Street west of Site Drive B: Weekday Morning 1,462 1,482 20 1.4 Weekday Evening 1,524 1,535 11 0.7 Osgood Street(Route125)north ofSzitton Street Weekday Morning 2,504 2,512 8 0.3 Weekday Evening 2,823 2,830 7 0.2 Osgood Street(Route125)south ofSutton Street Weekday Morning 1,309 1,317 8 0.6 Weekday Evening 1,485 1,491 6 0.4 SIGHT DISTANCE EVALUATION Sight distance measurements were performed at the existing site driveway intersection with Sutton Street in accordance with MassDOT and American Association of State Highway and Transportation Officials (AASHTO)5 standards. In brief, Stopping Sight Distance (SSD) is the distance required by a vehicle traveling at the design speed of a roadway, on wet pavement, to stop prior to striking an object in its travel path. In accordance with AASHTO and MassDOT standards, at a minimum, sufficient stopping sight distances must be provided at an intersection. Table 7 presents the measured sight distances at the site driveway. Table 7 SIGHT DISTANCE MEASUREMENTS Required Minimum (Feet)2 Measured Exiting Sight Distance Measurement 30 mph 35 mph (Peet) Sittton Street at Proposed Site Drive),m)). Looking bl'esi 200 250 +300 Looking Eost 200 250 2501 'Recommended minimum values obtained from A Policy on Geometric Design of Higtnrays and Sheets. Fifth Edition;American Association of State Highway and Transportation Officials(AASHTO);2011. 'Requires clean vegetation. 'For 37 mph the required sight of distance is 268' Police on Geometric Design of Highway and Streets, 6"'Edition: American Association of State Highway and Transportation Officials(AASHTO): 2011. G M,7S Nlonh Aiwit)-r,D1A\ReponA=-TIA 071019.doex 16 As can be seen in Table 7, the available sight lines from the proposed site driveway looking the east exceed the minimum required based on a 37 mph approach speed along Sutton Street, which is consistent with the average measured 85"' percentile vehicle travel speed; however, it was observed that lines of sight looking west of the Project site driveway were limited, due to the combination of the horizontal curve on Sutton Street and large trees located within sight triangle. With a selective removal of trees and vegetation located along the south side of Sutton Street, the Project lines of sight can be improved to the required 250-feet sight lines for a 35 mph approach speed. A sight distance plan showing the sight triangle areas at the Project site roadway and the location of the recommended tree/vegetation clearing is depicted in Figure 8. G.A7_,7S Noah Andover. -TIA 071619.d— 17 Sight Distance €a'Ir ren# 40 M P 501 Sight Distance PH) 1450 { A V L t IT OF, R '� :�tii ,.; -, .:' .� .Hs*�,s i r""• .a �' i'4. + SIGHT TRTANGLETO PAIDE 1 4 -' �,-_NII ACCEPTABLE SIGHT DISTA C�� FORi� I_J { { EYE MEASUREMENT i i; Ll a�l zt, L 4 T � ti h Ili di { •• 1 O 7 t h 1 t Y y e I 1 { 1 �,• / 1 t i tf� , LIMIT OF WOtA Outdoor Patio k + { EXISTING 6 TALL PVC �- Source: AASHTO IL AL hod 1/anasse &Associates, Inc. Stop Sight Distance Evaluation ILAFIL <:,y,iy... ::.:9 xr a .,y Vai A rl:71l1:; r:.::•r -::. TRAFFIC OPERATIONS ANALYSIS Measuring existing and future traffic volumes quantifies traffic flow within the study area. To assess quality of flow, roadway capacity and vehicle queue 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, with vehicle queue analyses providing a secondary measure of the operational characteristics of an intersection or section of roadway under study. 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.' 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 level-of-service (LOS) A representing the best operating conditions and LOS F representing congested or constrained operating conditions. 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. 'The capacity analysis methodology is based on the concepts and procedures presented in the Highway Capacity A9anual, Transportation Research Board:Washington_DC:2010. G\7375 North Andover.?`IAARepon\?-I1A 071619.does is Signalized Intersections The six levels of service for signalized intersections may be described as follows: LOSA describes operations with very low control delay; most vehicles do not stop at all. LOS I3 describes operations with relatively low control delay. However, more vehicles stop than LOS A. ➢ LOS C describes operations with higher control delays. Individual cycle failures may begin to appear. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. LOS D describes operations with control delay in the range where the influence of congestion becomes more noticeable. Many vehicles stop, and individual cycle failures are noticeable. y LOS E describes operations with high control delay values. Individual cycle failures is frequent occurrences. > LOS F describes operations with high control delay values that often occur with over-saturation. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. Levels of service for signalized intersections were calculated using the Percentile Delay Method implemented as a part of the SynchroTM 10 software as required by MassDOT. The Percentile Delay Method assesses the effects of signal type, timing, phasing, and progression; vehicle mix; and geometries on "percentile" delay. Level-of-service designations are based on the criterion of percentile delay per vehicle and is a measure of: i) driver discomfort; ii) motorist frustration; and iii) fuel consumption; and includes a uniform delay based on percentile volumes using a Poisson arrival pattern, an initial queue move-up time, and a queue interaction delay that accounts for delays resulting from queues extending from adjacent intersections. Table 8 summarizes the relationship between level-of-service and percentile delay and uses the same numerical delay thresholds as the HCM method. The tabulated percentile delay criterion may be applied in assigning level-of-service designations to individual lane groups, to individual intersection approaches, or to entire intersections. Table 8 LEVEL-OF-SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONS Percentile Delay Level of Service Per Vehicle(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 G'.7378 North Andover.A-IAAReport\=-TIA 0716I9.d,,c, 19 Unsianalized Intersections The six levels of service for unsignalized intersections may be described as follows: ➢ LOSA represents a condition with little or no control delay to minor street traffic. ➢ LOS B represents a condition with short control delays to minor street traffic. ➢ LOS C represents a condition with average control delays to minor street traffic. .� LOS D represents a condition with long control delays to minor street traffic. ➢ LOS E represents operating conditions at or near capacity level, with very long control delays to minor street traffic. ➢ LOS F represents a condition where minor street demand volume exceeds capacity of an approach lane, with extreme control delays resulting. The levels of service of unsignalized intersections are determined by application of a procedure described in the 2000 Highway Capacity Manual.' 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 time, and final acceleration delay from a stopped condition. Definitions for level of service at unsignalized intersections are also given in the 2000 Highway Capacity Manual. Table 9 summarizes the relationship between level of service and average control delay for two-way stop controlled and all-way stop controlled intersections. Table 9 LEVEL-OF-SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONS" Level-of-Service by Volume-to-Capacity Ratio Average Control Delay v/c< 1.0 v/c> 1.0 (Seconds Per Vehicle) A F <10.0 B F 10.1 to 15.0 C F 15.1 to 25.0 D F 25.1 to 35.0 E F 35.1 to 50.0 F F >50.0 'Source: Highway Capacity Allanual; Transportation Research Board: Washington. DC: 2010: page 19-2. 7Highivay Capacity Allonual:Transportation Research Board:Washington, DC: 2010. G.A7375 North Andovei.A1A\Rq nA2-TIA 071619.does 20 ANALYSIS RESULTS Level-of-service and vehicle queue analyses were conducted for 2019 Existing, 2026 No-Build and 2026 Build conditions for the intersections within the study area. The results of the intersection capacity and vehicle queue analyses are summarized for the signalized intersections in Table 10 and for the unsignalized intersections in Table 11, with the detailed analysis results presented in the Appendix. The following is a summary of the level-of-service and delay analyses for the intersections within the study area: Signalized Intersections Osgood Street(Route 125) at Sutton Street Under existing and future conditions this intersection will operates at an overall LOS B during the weekday morning and evening peak hours. There is no change in LOS and minimal change in delay between the 2026 No-Build and 2026 Build conditions. Unsianalized Intersections Sutton Street at Lawrence Municipal Airport Driveway Under existing condition, this unsignalized intersection will operate at an overall LOS C during weekday morning and evening peak hours. Under no-build and Build conditions, this unsignalized intersection will operate at an overall LOS C during weekday morning peak hour and at LOS D during weekday evening peak hour. Sutton Street at Site Drive (Existing) The Project site driveways under existing and no-build conditions were shown to operate at LOS D or better during the weekday morning and evening peak hours. Sutton Street at Proposed Site Drive All movements exiting from the Project site driveway were shown to operate at LOS D or better during the weekday morning and evening peak hours with a predicted vehicle queue less than one (1)vehicle. G:A7378\onh.Andover.MA\ReponA2-TIA 071619_d-, 21 Table 10 SIGNALIZED INTERSECTION LEVEL-OF-SERVICE SUMMARY 2019 Existing 2026 No-Build' 2026 Build` Signalized Intersection/Peak Hour V/C" Delay' LOS` Queues V/C Delay LOS Queues V/C Delay LOS Queues Os;nod Street(Route 125)at Strttotr Sheet Weekday Morning, Sutton Street EB LT 0.48 16.6 B 58/93 0.57 22.4 C 94/138 0.58 22.5 C 97/142 Osgood Street(Route 125)NB LT/TH 0.36 5.9 A 34/62 0.39 6.9 A 47/94 0.39 7.1 A 48/95 Osgood Street(Route 125)SB TH 0.73 9.4 A 98/212 0.81 12.9 B 187/371 0.82 13.2 B 190/379 Overall 0.65 10.1 B 0.74 13.6 B 0.75 13.9 B YVeekday Evening: Sutton Street EB LT 0,72 16.3 B 158/221 0.83 24.7 C 220/370 0.84 25.7 C 232/371 Osgood Street(Route 125)NB LT/TH 0.70 14.3 B 194/734 0.78 17.3 B 178/252 0.79 17.7 B 182/260 Osgood Street(Route 125)SB TH 0,47 11.2 B 103/896 0.52 12.1 B 81/133 0.52 12.1 B 82/133 Overall 0.71 13.9 B 0.80 18.0 B 0.81 18.4 B °VOItlme-to-capacity ratio. 'Control(signal)delay per vehicle in seconds. `Level-of Service. `Queue length in feet. `Includes signal timing modifications under future conditions. NB=northbound;SB=southbound;EB=eastbound;WB=WCAI)ound,LT=left-turning movements;TH=through movements;RT=right-turning movements. G.A7378 North Andover,NIA\Report\3-llA 07I619.does 22 Table 11 UNSIGNALIZED INTERSECTION LEVEL-OF-SERVICE AND VEHICLE QUEUE SUMMARY 2019 Existing 2026 No-Build 2026 Build Queue Queue Queue Unsignalized Intersection/ 951I' 951" 95" Peal:Hour/Movement Demand' Delay' LOS` Percentile Demand Delay LOS Percentile Demand Delay LOS Percentile Sutton Sheet at Lawrence Airport Drivewgv Weekday Morning: Lawrence Airport Driveway SB LT RT 11 19.3 C 4 11 22.0 C 4 11 22.3 C 4 Weekday Evening: Lawrence Airport Driveway SB LT RT 15 23.7 C 8 15 29.5 D 8 15 29.9 D 8 Sutton Street at Site Drive A Weekday Morning: Site Drive A NB LT RT 0 0.0 A 0 0 0.0 A 0 Site Driveway will be Eliminated Weekday Evening: Site Drive A NB LT RT 1 25.5 D 0 1 32.0 D I Sutton Street at Site Drive B Weekday Morning: Site Drive B NB LT RT 2 24.5 C 1 2 29.7 D 1 Site Driveway will be Eliminated Weekday Evening: Site Drive B NB LT RT 7 15A C 2 7 17.3 C 2 Sutton Street at Proposed New Site Drive Weekday Morning: Proposed Site Drive NB LT RT - - 36 25.7 D 14 Wcekdav Evcning: Proposed Site Drive NB LT RT 23 28.6 D 9 °Volume-to-capacity ratio. 'Control(signal)delay per vehicle in seconds. `Level-of-Service. "Queue length in feet. NB=northbound;SB=southbound:EB=eastbound;W B=westbound;LT=left-turning movements;TH=through movements;RT=right-turning movements. G A737S North Andover,MAARepo1\2-TIA 071619.doc, 23 CONCLUSIONS AND RECOMMENDATIONS Vanasse & Associates, Inc. (VAI) has prepared this Transportation Impact Assessment(TIA) in order to evaluate the potential traffic impacts associated with the proposed residential development to be located at 505 Sutton Street, in North Andover, Massachusetts (the "Project"). The Project will consist of the development of 136 housing units. This study was prepared in consultation with the Town of North Andover and in accordance with the Massachusetts Department of Transportation (MassDOT) Guidelines for Transportation Impact Assessment (TIA) Guideline; and was conducted pursuant to the standards of the Traffic Engineering and Transportation Planning Professions for the preparation of such reports. Based on the results of this study, the following can be concluded: ➢ Using trip-generation statistics published by the Institute of Transportation Engineers (ITE)8-, the Project is expected to generate approximately 49 vehicle trips (13 entering and 36 exiting) during the weekday morning peak hour and 60 vehicle trips (37 entering and 23 exiting) during the weekday evening peak hour. These are one-hour projections and many hips, can occur outside the peak hours. On a daily basis, the Project will generate approximately 740 vehicle trips (370 entering and 370 exiting). ➢ The proposed 215 parking spaces will adequately serve the site demand. Project-related traffic increases in the area are expected to be between 0.2 percent to 1.4 percent during the peak hours. The analysis has indicated that the Project will result in minimal impact on motorist delays at the study intersections, as compared to future No-Build conditions. In consideration of the above, we have concluded that the Project can be accommodated within the confines of the existing transportation infrastructure in a safe and efficient manner with the implementation of the following recommendations. RECOMMENDATIONS A Transportation Improvement Program has been developed that is designed to provide safe and efficient access to the Project The following improvements have been recommended as a part of this evaluation. slbid I G\7378 North Andover.MAAReponA?-TIA 07161)docs 24 Project Access The following recommendations are offered with respect to the design and operation of the Project site driveway: ➢ The site driveway shall be placed under STOP-sign (Manual of Uniform Traffic Control Designation RI-I) control,with a painted STOP-bar included. ➢ All signs and other pavement markings to be installed within the development site shall conform to the applicable standards of the current Manual on Uniform Traffic Devices (MUTCD). ➢ Any landscaping (trees and vegetation) or signage in the vicinity of the driveways should be chosen and located so that sight distance is not obstructed (typically less than 24 inches in height). Landscaping should also be maintained in the area of the driveways to maintain safe lines of sight for exiting and approaching vehicles. The site will accommodate a connection to the proposed Adult Community Center which is one- way towards the Community Center. In addition, Bicycle racks will be provided on-site. CONCLUSIONS The proposed Project will result in a measurable impact but will not have a significant impact on overall operations. With the implementation of the above recommendations, safe and efficient access will be provided and the proposed Project can be constructed with minimal impact to the area as designed. G A737E Non I,And—,MA\ReponV2--1I:A 071619 doc, 25 APPENDIX SITE PLANT TURNING MOVEMENT COUNTS AUTOMATIC TRAFFIC RECORDER(ATR) SEASONAL ADJUSTMENTS E PUBLIC TRANSPORTATION SCHEDULES MOTOR VEHICLE CRASH DATA BACKGROUND DEVELOPMENT TRIP GENERATION CAPACITY ANALYSIS !1 1 SITE PLAN :4 TURNING G MOVEMENT COUNTS ° T Accurate Counts 978-664-2565 File Name : 737800i S Street : Osgood Street Site Code : 737800( W Street: Sutton Street Start Date :6/5/201 ty/State : North Andover, MA Page No : 1 'eather Clear roups_Printed-Cars-Trucks Osgood St Osgood St Sutton St From South _ From West Start Time Thru Right Left Right Int.Tota - _- g � 1151_ -- - - - - From North i _ Left I Thru i 07:00 AM 1 5 7 17 71 1 85 4 4,c 07:15 AM 189 170 13 72 I S8 19 551 07:30 AM 174 194 18 84 1 95 14 57` 07:45 AM 150 210 'I 19 98 101 11 ,8� Total 670 689 67 325 1 369 58 217,1 I 08:00 AM 199 204 1 12 76 1 S9 - i 8' r i O8:15 AM 159 182 17 79 70 12 >I S 08:30 AM 121 180 15 90 j 73 9 48 08:45 AM 140 175 � 15 86 05 0 �'1 Total 619 741 59 331 337 36 212 Grand Total 1289 1430 126 656 706 94` 4301 Apprch G> 47.4 52.6 16.1 53.9 88.2 8 6.4 2.2 Total / - ---L --- ----- - ----- - -- -- --- - 30 -- 33.2 2.9 15.3 t 693 94 422t I Cars 1261 1410 125 637 /o Cars 97.8 98.6 1 99.2 97.1 99.2 100 Trucks SI i %Trucks 2.2 1.4 0.8 2.9 1.8 0 ; 1.5 Accurate Counts 978-664-2565 S Street : Osgood Street File Name : 737800i W Street: Sutton Street Site Code :7378001 ty/State : North Andover, MA Start Date :6/5/2011 'eather Clear Page No : 2 Osgood St Osgood St Sutton St From North From South From West 9 pp - pp - Left _ Right Start Time Thru Right A Total', Left�� Thru A Total'; g App.Total'. Int. Tota =_ak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 ,ak I lour far I-ntire Intersection Bc;ins at 07:I5 AM 07:15 AM 189 170 359 1 13 72 85 'i 88 19 107 S51 07:30 AM 174 194 368 18 84 102 '�, 95 14 109 579 1 I 07:45 AM I50 360 210 79 98 717 ii 101 112 ', 589 204 12 76 88 89 5 94 08 00 AM 199 403 I,.. —-- --- - -- — -- -- --- -- — _ - _ SSS Tom]Volume 712 778 1490 62 330 392 373 49 422 I 2304 `%App.Total 47.8 52.2 15.8 84.2 88.4 11.6 .894 .926 924 1 816 .842 838 923 645 942 .978 Cars 700 765 1465 62 321 383 364 49 413 1 2261 Cars , 98.3 98.3 98.3 100 97.3 97.7 97.6 100 97.9j 98.1 Truck 12 13 25 0 9 9 9 0 9 43 %"rrucla I 1.7 1.7 1.7 0 2.7 2.3 li, 2.4 0 2.1 '', 1.9 Accurate Counts 978-664-2565 File Name 737800( S Street Osgood Street Site Code : 737800( W Street: Sutton Street Start Date :6/5/201! ty/State : North Andover, MA Page No : 3 eather Clear g Osgood St Out In Total 618 1465 2150� 31 7mi _1490� �,_.2193 I 765 700 13 12 ! 7781712' Right Thru I Peak Hour Data o NI NI, O N I NI r�m,c� Mini w, � North t Peak Hour Begins at 07:15 A o j L Cars Trucks _ 0) I 1 Left —62! 321, 0 9 I 6_21_330 --749- 'I 383 1132 � -9'', j _21� 761 3921 115.3� Out In Total =_ak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 ak Flour Ibr Inch Approach Begins aC 07:15 AM 07A5 AM 07.00 AM +0 111ins. 189 170 359 19 98 117 85 14 99 I, +15 mins. 174 194 368 ; 12 76 88 �, 88 19 107 +30 mins. 150 210 360 17 79 96 95 4 09 11 +45 mins. 199 204 403 15 90 05 ]01 112 Total Volume 712 778 1490 1 63 343 406 369 58 427 G,Ann.Total 47.8 52.2 15.5 84.5 86.4 13.6 Accurate Counts 978-664-2565 S Street : Osgood Street File Name : 737800i W Street: Sutton Street Site Code : 7378001 ty/State : North Andover, MA Start Date :6/5/201'. eather Clear Page No : 13 Groups Printed-Bikes Peds - Osgood St Osgood St Sutton St Start Time Thru Right Peds Left From South Peds i From Wigh From North g _ I Left�. Right I Peds I E_xclu.Total' Inclu.Total Int.Tota 07:00A M 0 0 0 '' 0 0 — 0� 0 0 0 0 0 0 07:15 AM 0 0 0 i 0 0 0 0 0 0 �� 0 0 0 07:30 AM 0 0 0� 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 I 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 i OS:OO AM 0 0 0 0 0 0 0 0 0 0 0 0 08:13AM 0 0 0 0 0 0` 0 0 0 0 0 0 i 08:30AM, 0 0 0 0 0 0 0 0 1 �, 1 0 1 08:43 AM 0 0 0� 0 0 0 1 0 0 1 0 1 1 Total I 0 0 0 1 0 0 0 1 0 1 1 2 I Grand Total 0 0 0 0 0 0 j 1 0 1 I 2 Apprch'%, 0 0 0 0 100 0 Total% 0 0 0 0 100 0 1 �0 50 Accurate Counts 978-664-2565 File Name :737800i 'S Street : Osgood Street Site Code : 737800, W Street: Sutton Street Start Date :6/5/201 ty/State : North Andover, MA Page No '. 14 'eather Clear Osgood St - Osgood St Sutton St From North --ff From South From West Le - -- -_. 1-Left Thru - eft Right App.Total Int,Tota Start Time Thru Right Apo.Total - ! App.Total =ak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 nk I lour for Entire Intersection Begins at 08:00 AM 08:00 AM 0 0 0 0 0 0 0 0 0 0 OR:IS AM 0 0 0 0 0 0 0 0 0 0 08:30 AM 0 0 0 0 0 0 0 0 0 0 08:45 AM 0 0 0; 0 0 0 1 0 I Total Volume 0 0 0 0 0 0 0 0 100 0 App.Total 0 0 000 250 250 PHF .000 .000 000� — .000-- 000-- — -.000 .250 - - Accurate Counts 978-664-2565 File Name :7378001 S Street : Osgood Street Site Code : 7378001 W Street: Sutton Street ty/State : North Andover, MA Start Date 5/201! : 15 eather Clear Page No : Osgood St Out _In Total 1] _ i E-_co� i Right T i ru Peak Hour Data �I North 1 Peak Hour Begins at 08:00 AM Cn m Bikes Peds i O' h � I Left_ -Thru p _, _ .. ,_ 6_ i Out In Total =_ak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 :ak I lour Ior[ach Approach Begins at: 07:00 AM 07:00 AM 08:00 AM I +0 mills. 0 0 0 j 0 0 0 0 0 0 +I5 mills. 0 0 0 0 0 0 �I 0 0 0 +30 mills. �i 0 0 0 II 0 0 01 0 0 0 ' -45 mins. 0 0 0 i 0 0 0 t 0 t -0 0 0 0 0 Accurate Counts 978-664-2565 File Name :737800, S Street : Osgood Street Site Code : 7378001 W Street: Sutton Street Start Date :6/5/201 ty/State : North Andover, MA Page No : 1 eather i Clear Groups Printed-Cars-Trucks _-____ -- --— - - Osgood St Sutton St From North From South From West Osgood St - - ----- -. _. g Start Time Thru Right Lem Thru Left Right', Int.Tota O4:00 PM I 126 113 � 16 175 1 151 12 q 04:15 PM ` 99 105 10 175 152 10 551 04:30 PM 21 126 9 165 187 10 61 04:45 PM 108 110 I1 190 207 11 '' 631 Total 454 - 454 j 46 705 697 43 239t 05:00 PM 106 119 24 193 1 187 S 64, j OS:15 PNl 93 106 18 195 j 233 23 66t 05:30 PM 97 1 17 i 10 180 179 14 59 i 05.45 PM 84 102 9 175 158 8 53( Total 3W 444 61 743 757 63 244� Grand Total 834 898 107 1448 1454 106 484% nphrch% 48.2 51.8 6.9 93.1 93.2 6-8 Total% 17.2 18.5 2.2 29.9 1 30 2.2 — — Cars 820 893 � 106 1431f 144S 105 480_' '%,Cars 98.3 99.4 99.1 98-8 99.6 99.1 99,1 - - - Trucks 14 j 7 1_ 6 4 i %,Trucks 1.7 0.6 i 0.9 1.2 0.4 0.9 0 Accurate Counts 978-664-2565 /S Street :Osgood Street File Name : 7378001 W Street: Sutton Street Site Code : 737800i ity/State : North Andover, MA Start Date :6/5/201! leather : Clear Page No :2 Osgood St T Osgood St Sutton St From North From South From West Start Time. 9 -pp-- -- — -L -pp- �- - J -- g pp Int.Tota Thru Right A Total Left Thru A Total Left, Right A Total', =_ak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 :ak I lour For Entire Intersection Begins at 04:30 PM 04:30 I'M 121 126 247 9 165 174 187 10 197 618 04:45 PM 108 110 218 11 190 201 207 t 218 ��, 637 05:00 PM ' 106 119 225 24 193 217 r 187 18 205 647 Total Volume 93 106 199 18 213 05:1�PM 195 233 23 256 668 428 461 889I 62 743 805 814 62 876 1 2570 %App.Total 48.1 51.9 7.7 92.3 92.9 7.1 1-1 F 884 .915 .900 .646 .953 .927 .873 .674 855 962 Cars 421 459 8801 62 736 798 813 62 875 2553 '%,Cars 98.4 99.6 99.0 100 99.1 99.1 99.9 100 99,9 99.3 Trucks 7 2 9 0 7 7 1 0 1 17 l"rucks 1.6 0.4 1.0 0 0.9 0.9 0.1 0 0.I 0.7 Accurate Counts 978-664-2565 File Name :7378001 3 Street : Osgood Street Site Code : 7378001 N Street:Sutton Street Start Date : 6/5/2011 y/State : North Andover, MA Page No : 3 bather Clear Osgood St Out In Total 1549 r 880 24291 _24417, 5 �9� 421 7428 Right Thru I Peak Hour Data M 'v North i Peak Hour Begins at 04:30 PM o— — N�i Nib Cars , [f ! Trucks._._ _......_ __ ... I N N N N I Left- T_hru 1 62i 7361 I --7'---_621L. 743 _. 79 4831 r 181 1281� i 7 1 7I-{ 14 �_490 �051 Out In Total =ak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 al:I lour for Each Approach 13egins at: 0 04:45 PM 4:00 PM 04:30 MM +0 rains. 113 239 Il 190 201 �1 187 10 197 126 +15 mills. 99 105 204 24 193 217 207 II 218 +30 mills. 121 126 247 18 195 213 187 I8 205 +45 mins, 109 110 218 10 180 190 ' 233 23 256 — _ Total Volume 454 454 908 63 758 821 814 62 876 %)Auo."Total 50 50 7.7 92.3 92.9 7.1 Accurate Counts 978-664-2565 3 Street :Osgood Street File Name : 7378001 N Street: Sutton Street Site Code :7378001 y/State : North Andover, MA Start Date :6/5/201! rather Clear Page No : 13 Groups Printed-Bikes Peds Osgood St — — Osgood S� — �—Sutton 9 t - From North I From South From West _ Start Time Thru Right; Peds I Leff Thru Peds Left Ri ht Peds Exclu Total, Inclu Total' Int.Tota' 04.00 PM 0 0 0 0 0 0 0 0 0 0 0 0 04:1 5 PM ', 0 0 0 1 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 I 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 ! 0 0 0 1 0 0 0 0 0 0 "total 0 0 0 , O 0 0 0 0 01 0 0 0 , 03:00 PM 0 0 0 0 0 0li 0 0 0 0 0 0 0�:I� PM 0 0 0 0 0 0 0 0 0 �i; 0 0 0 03.30 PNI 0 0 0 � 0 0 0 0 0 0 0 0 0 03:43 PM 0 0 0 0 0 0 j� 0 0 0 0 0 0 Total 0 0 0 0 0 0 j 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 Apprch 0 0 0 0 0 0 Total°/ 0 0 Accurate Counts 978-664-2565 File Name : 7378001 3 Street :Osgood Street Site Code :737800( N Street: Sutton Street Start Date :6/5/201! y/State : North Andover, MA Page No : 14 gather Clear Osgood St I Osgood St Sutton St From West Start Time —---- - _ T — pp - Rightpp Int.Tota From South A Total From North I Thru Right App.Total I Left L Thru I A Tota11 Left I— _ !ak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 tit:I loth for Entire Intersection Bcgins et 04:00 PM 0 04:00PM 0 0 0; 0 0 0 ! 0 0 0 04:I� PM 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 01 0 0 0 , 0 04'.4� I'M 0 0 0 0 Total Volumc 0 0 0 ; 0 0 ._ 0 0 0 0 0 App.Total 0 0 0 0 0 0 Pi I F .000 .000 .000 .000 .000 000 .000 .000 .000 000 Accurate Counts 978-664-2565 File Name :7378001 S Street :Osgood Street Site Code :7378001 W Street:Sutton Street Start Date :6/5/2011 ty/State : North Andover, MA eather Clear Page No 15: Osgood St j Out _ In_.. Total F- L_. Right Thru i i I I 'i i Peak Hour Data �! I o North � J a � Peak Hour Begins at 04:00 PM � o, ,Cf I', Bikes._Peds__..._ O ij it Left Thru L `�_ T0 - — - J Out In Total n—nri St =ak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 ak I lour for Erich Approach Begins at: 04:00 PM 1 04:00 PM 04:00 I M +0 mills. 0 0 0 11 0 0 011 0 0 0 +Iimills. 0 0 0''� 0 0 0I 0 0 0 +30 mins, 0 0 0 j 0 0 0 0 0 0 +45 mins. 0 0 0 1 0 0 0 0 0 0 0 0 Accurate Counts 978-664-2565 File Name : 7378001 3 Street :Airport Entrance Site Code :7378001 V Street: Sutton Street Start Date :6/5/2011 y/State : North Andover, MA Page No : 1 gather Clear Groups Printed_-Cars-Trucks Airport Entrance Sutton St Sutton St From East From West From North Ri ht Left! Thru Int.Tota Start Time 0 T142 Right 0 9; 23f Left g 07:00 AM 07:15 AM 2 0 186 4� 1 108 301 07:30 AM I 4 ��, 202 3 j 4 32S 4 1 12 3.< 07A5 AM 1 2' 228 , 6 _ - 12 1 10 129 122( 758 Total - 4 111 33( 08:00 AM 0 1 209 5 08:15 AM 2 5 193 4 2 B2 28E 08:30 AM 0 3 1 195 1 83 28_ 1 _ I 192 2 1 122 315 08:4� AM i _ ''— - -— -- -- -- - - -- -i 14� g 398 '� 122= Total 10 789 Grand Total 8 16 I 1547 26I I8 827 241_ Apprch°/ 33.3 66.7 98.3 1.7 2.1 97.9. 63.3 1.1 0.7 33.9 Cars 0 016 808 2 Total'% 8 1525 26 I8 Cars 100 100 98.6 100 100 97.7 41 19 Truck's0 0 22 0 0 Trucks 0 p �'i L4 � 2.3 0 0 , Accurate Counts 978-664-2565 Street Airport Entrance File Name : 7378001 V Street: Sutton Street Site Code : 737800( y/State : North Andover, MA Start Date : 6/5/201! lather Clear Page No : 2 Airport Entrance Sutton St Sutton St From North From East From West Start Time Left Right App.Total' Thru i _ Right I App.Total Left Thru App.Total Int.Tota ak Hour Analysis From 07:00 AM to 08A5 AM-Peak 1 of 1 ak I Inur for Entirc Intcrscction Begins al 07:15 AM 07:15 AM 0 2 186 4 190 1 108 109 301 07:30 AM I 4 5 202 3 205 3 5 114 119 329 07:45 AM 1 2 3 1 228 5 233 4 12 6 352 08:00 AM 0 1 1 iI 209 5 214 4 1 1 1 115 330 Total Volw ie 4 7 l I 825 l7 842 14 445 459 312 %App.Total. 36.4 63.6 98 2 3.1 96.9 PHF 500 .438 .550 1 .905 .850 903�1 700 .976 .964 ; 932 Cars 4 7 11 ----- . 814---- —17 831 14 436 450 1292 %Cars 100 100 too 98.7 100 98.7 1100 98.0 95.0 98.5 Trucks 0 0 O 11 0 11 0 9 9 20 °/,Trucks 0 0 0 1.3 0 1.3 0 2.0 2.0 1 1.5 Accurate Counts 978-664-2565 File Name :7378001 Street :Airport Entrance Site Code : 737800' V Street: Sutton Street Start Date : 6/5/2011 y/State : North Andover, MA Page No : 3 gather Clear Airport Entrance Out In Total g 1� 11 42'i III 0, 0 _ o I 311 1 P:. 42 J Oi 7I- 4 I Right Left ' I , I� I Peak Hour Data � Oi�i A O 1, NJ.! P A r o I� Peak Hour Begnsat07:15AM �I�lo�l o IINIi —Et r— �J- Cars �i N �[D LINO J N yak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 nl:I lour for Each Approach Begins at'. 07:30 AM 07:30 AM - - 07:15 AM +0 mins. 1 4 51 202 3 205 OS 09 +15 mills. 1 2 3 1� 228 5 233I 5 114 119 209 5 214 2 116 5 7 +30 mins 0 1 4 I 4 197 � 4 Ill Ila Total Volume 2 - --- +4�mins ___ — 459 4 12 16 832 17 S49 14 4' i.Ann T,ral' 25 75 99 2 I 3.1 96.9 Accurate Counts 978-664-2565 i Street :Airport Entrance File Name 737800( V Street: Sutton Street Site Code : 737800( �/State : North Andover, MA Start Date : 6/5/201 gather Clear Page No : 13 Groups Printed-Bikes Peds Airport Entrance Sutton St Sutton St From North From East From West Start Time Left Right Peds Thru Right Peds g - Left Thru Peds Exclu.Total Inclu.Total Int.Tota 07:00 ANI 0 0 0 1 0 0 0 0 0 0 0 0 0 07:I5AIM 0 0 0 0 0 0 i 0 0 0I 0 0 0 07:30 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 I ,, 0 0 1 0 0 0 2 2 0 Total 0 0 1 I'i 0 0 1 0 0 O 2 0 2 1 , 05:00AM 0 0 Oi 0 0 01 0 0 0 � 0 0 0 08:15AM 0 0 0 �1 0 0 0 0 0 0 �� 0 0 0 I I 08:30 AM. 0 0 0 1 0 0 0 I 0 0 0 0 0 0 i 08:45 AM : 0 0 0 ! 0 0 0 0 1 0 0 I Total 0 0 0 0 0 o 0 1 0 Grand Total 0 0 I 0 0 1 0 1 0 �'i 2 1 3 Ahprch% 0 0 0 0 0 too Total 0 0 0 li 0 100 66.7 33.3 Accurate Counts 978-664-2565 File Name : 737800, Street :Airport Entrance Site Code 7378001 V Street: Sutton Street Start Date : 6/5/201 //State : North Andover, MA Page No : 14 ather Clear Airport Entrance Sutton St Sutton St From North From East Total Thru- -- - --------- - App.Total Int.Tota Start Time Left Right' App App. Left From West Total, Thru j _Right� _ ak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 A I lour for Entire Intersection Begins at 08.00 AM 0 0 0 0 08:00 AM 0 0 0 � 0 0 0 � 0 O I 0 0 0 0 0 0 0 08:15 AM 0 0 08:30 AM 0 0 0I 0 0 01 0 0 0 OSA5 AM 0 0 0 I 0 0II Total Volume: 0 0 0 I 0 0 0 0 100 /n App.Total 0 0 0 0 I -- - .000 000 2�0 .250 PI-IF 000 .000 .000 .000 000 1 ` Accurate Counts 978-664-2565 �S Street :Airport Entrance File Name : 7378001 'W Street: Sutton Street Site Code : 737800( ity/State North Andover; MA Start Date :6/5/201! feather : Clear Page No : 15 Airport Entrance Out In, Total 0 I 1 -0] Right Left Peak Hour Data 01 0 F � C o - North o �, Peak Hour Begins at 08:00 AM cn s ► / .. !,Bikes Peds 2 i,oii �. I0 � o =ak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 ;ak Hour I'm Each Approach Begins at: 07:00 AM 07.00 AM 08:00 AM +Om ills, 0 0 O i 0 0 0 ' 0 0 +I5 mins. 0 0 0 0 0 0 0 0 0 +30 mins. 0 0 0 0 0 0 0 0 0 +45 mins. 0 0 0 1 0 0 0 0 t t Total Volume 0 0 0 0 0 0 ' 0 1 i Accurate Counts 978-664-2565 File Name :737800, Street :Airport Entrance Site Code :737800( U Street: Sutton Street Start Date :6/5/201 ✓/State : North Andover, MA Page No : 1 lather Clear Groups Printed-Cars-Trucks Airport Entrance Sutton St Sutton St From North From East From West - - Thru Int.Tota Start Time 04:00 PM Left Right Thru Right Left 3 2 134 2 I 150 297 25( 04:15 PM 3 0 104 1 0 148 04:30 PM 4 1 128 1 ' 2 209 34 04:45 PM 1 0 ! 111 0 2 211 324 3 477 -- _4 .i1 - ti 718 21 'Total 1 I i 05:00 PM 4 2 I 129 0�I 0 198 33: 05:15PM � 2 li 112 2 �1 0 228 344 190 05 30 PIv1 0 4 I 122 0 1 31 i 05:45 PM 0 2 107 0 1 165 274 Total 6 9 Ji — 470 2 2 781 127( Grand Total 17 12 ', 947 6 7 1499 248t Apprch%I 58.6 41.4 I, 99.4 0.6 0.5 99.5 Total% 0.7 - - 012 38.1 li � 940 6- 0.3 60.2 247_ 0.2 --- - Cats 100 100 99.3 100 7 493 ' 99 00 99.6 I'_ Tmcks 0 0 7 0 0 6 0.� %Trucks 0 0 0.7 0 0 0.4 I I Accurate Counts 978-664-2565 File Name : 737800( 3 Street :Airport Entrance Site Code : 737800( N Street i Sutton Street Start Date :6/5/2011 y/State : North Andover, MA Page No : 2 gather Clear Airport Entrance Sutton St Sutton St From North From East From West -- g ht App.Total`- Left Thru App.Total Int.Tota Start Time Left', Right I App.Total Thru Rig eak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 ak HOW tnr Fritire 111tersection Begins at 04:30 PM 04:30 PNI 1 5 1 128 1 129 2 209 21 1 345 4 04:45 PM 1 0 1 j 111 0 111 2 211 213 325 05:00 PNI 4 2 6 1�9 0 129 �', 0 198 19S 333 05:15 PM 2 1 3 ; 112 2 114 0 228 228 341 dotal Volume 11 4 15 480 3 483 ', 4 S40 S50 1348 App.Total 73.3 26.7 99.4 0.6 0.5 99.5 i- - - -- PHP 6S8 .500 .625 .930 .375 936 .500 .928 932 977 Cars 4 15 478 3 481 4 843 S47 1343 °G,Cars 100 100 100 L, 99.6 100 99.6 100 99.6 99.6 99 G Trucks 0 0 0 2 0 2 ! 0 3 3 S 1 0.4 0 0.4 0 0.4 0.4 0.4 Accurate Counts 978-664-2565 3 Street :Airport Entrance File Name : 737800( N Street: Sutton Street Site Code : 7378001 y/State : North Andover, MA Start Date :6/5/201 gather Clear Page No : 3 Airport Entrance OutO In Total I', Tot22 7� 0 0 of p _ 41 _..1.1 Right Left Peak Hour Data .- Peak Hour Begins at 04:30 PM r r o v _ Y F- ... ' O W J (n � m Trucks c N N V A NN >ak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 ak Hour for Each Approach Begins ati 04:15 PNI 104:30 PM 04:30 PM +0 mins. 3 0 3 1 128 1 l29 2 209 211I +I5 mins.` 4 1 5 ]71 0 Ill 2 211 213 +30 mins. 1 0 1 129 0 129 0 198 198 +4>mins. 4 i, 112 114 0 228 2 2 228 6 Total Volume 12 3 15 480 3 483 ' 4 846 850 %Ann.Total 80 20 99.4 0.6 I 0.5 99.6 Accurate Counts 978-664-2565 i Street Airport Entrance File Name :737800i V Street: Sutton Street Site Code : 7378001 y/State : North Andover, MA Start Date :6/5/20V lather Clear Page No : 13 Groups Printed-Bikes Peds Airport Entrance Sutton St Sutton St g From Ea9t T From West Exclu Total Inclu.Total Int. Tota From North Start Time Left' Right Peds Thru Ri ht 1 Peds Left Th_ru Peds 04.00 I'M 0 0 0' 0 0 0 0 0 0 0 0 0 04:15 PNI 0 0 0 � 0 0 O I 0 0 0 0 0 0 i 04:30 PM 0 0 0 0 0 0 0 ] 0 0 1 04:45PNI , 0 0 0 � 0'' 0 0 1 0 0 0 �!, 0 0 0 Total 0 0 0 0 0 0 0 1 0 0 00 I'm 0 0 0' 0 0 0 0 0 0 0 0 0 05 15 I'M 0 0 0 0 0 0 1 0 0 0 'i U 0 U 0�:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0�:4 PM 0 0 0 0 0 0 �1 0 0 0 0 0 0 i Total 0 0 0 0 0 01 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 0 1 0 0 Apprch'V. 0 0 0 0 0 100 Total% 0 0 0 0 0 100 0 100 Accurate Counts 978-664-2565 File Name : 7378001 /S Street :Airport Entrance Site Code :737800( 'W Street:Sutton Street Start Date :6/5/201 ity/State : North Andover, MA Page No : 14 feather Clear g Airport Entrance Sutton St Sutton St From North From East From West 9 PP - Start Time, Left' Right A Total Thru Right App.Total Left Thru App,Total nt.Tota =ak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 ail<I low for Fntirc Intersection Begins all 04:00 I'M 04:00 PM 0 0 0 0 0 0 0 0 0 0 04:15 I'M 0 0 0 0 0 0 0 0 0 U 04:30 PNI 0 0 0 0 0 0 , 0 1 I I 04:45]'M 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 App.Total 0 0 0 0 - _ 000 000 2t50 250 2>0 PI IF .000 000 000 000 000 - Accurate Counts 978-664-2565 3 Street :Airport Entrance File Name : 7378001 N Street: Sutton Street Site Code : 7378001 y/State : North Andover, MA Start Date : 6/5/201! gather Clear Page No : 15 Airport Entrance _ u In Total I-.._._.OL.._..._.Ol Right Left I Peak Hour Data North e 70 �....: o m /Peak Hour Begins at 04:00 PM 0 cn .c ► /_ f .t r� o LBfkes Peds I 210 O o yak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 al<Hour Inr Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM +0 mills. 0 0 0 1 0 0 0 1 0 0 0 +I5 mills. 0 0 0 0 0 0 0 0 0 +30 mins. 0 0 0 : 0 0 0 0 1 1 i +45 mins. 0 0 0 i 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 Accurate Counts 978-664-2565 3 Street : Site East Driveway File Name : 737800' N Street: Sutton Street Site Code 737800i: 6/5/201 y/State : North Andover, MA Start Date : 1 gather Clear Page No : Groups Printed-Cars-Trucks Sutton St East Dwy Sutton St From South From West Start Time FLeft rom East Thru Left Ri' g Thru . Right Int. Tot@ ht l 07:00 AM 1 0 0 0 0 0 07:15AN1 0 0 0 0 0 0 I 07:30 AM 0 0 0 0. 0 0 , 07A4 AM 2 0 0 0 1 0 0 Total 3 0 0 0 0 0 08:00AM � 1 0 �'� 2 0I 0 0 i 08:15 AM 1 0 0 0 0 0 I 08:30 AM 0 0 0 0 0 0 ' 08:45 AM 0 0 0� 0 0 0 01 Total 2 0 3 0 Grand Total 5 0 3 0 0 0 Apprch%1 100 0 100 0 0 0 Total% 62.5 0 37.5 0 0 0 Cars - 3 0 0 0 %Cars 100 0I 100 0 0 0 0( Trucks 0 0 0 0 0 0 0 0 0 0 %Trucks 0 0 I Accurate Counts 978-664-2565 /S Street : Site East Driveway File Name : 7378001 'W Street: Sutton Street Site Code : 737800( ity/State : North Andover, MA Start Date : 6/5/201! feather Clear Page No : 2 Sutton St East Dwy Sutton St From East From South From West Start Time Left Thru App,Total Left I g pp ' Right App.Total Int,Tota I Right A Total' Thru =ak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 :ak Hour Im-Entire Intersection Begins at 07:30 AM 07:30AM 0 0 01 0 0 0 � 0 0 0 ' 0 07:45AM1 Z 0 2 � 0 0 0 j 0 0 0 , 2 08:00 AM 1 1 0 1 2 0 2 0 0 0 3 N:I5 AM 1 0 I j 0 0 0 �� 0 0 0 1 Total Volume 1 4 0 4 ---- --- 2 0 2 0 0 0 6 .Total App/,° 100 0 I 100 0 0 0 PI-IF _00 000 �00- - ---_ _L-- - - --- -— ---------�- --_ -- - . -- - - ------ _ --- _� 250 000 250 >00 000 000 000 ' Cars 4 0 4 2 0 2 ! 0 0 0 6 %Cars 100 0 100 t00 0 100 0 0 0 100 T[Ucks 0 0 0 0 0 0 0 0 0 1 0 '%>Trucks 0 0 0 0 0 0 0 0 0 0 Accurate Counts 978-664-2565 3 Street : Site East Driveway File Name : 737800' `V Street: Sutton Street Site Code : 737800( y/State : North Andover, MA Start Date :6/5/201! rather Clear Page No : 3 Peak Hour Data �OI�I I I I ' ° I ~ - North 000%3 r.. cl o 0 0 F Peak Hour Begins at 07:30 AM to to o = o' Cars N O N Trucks - O, '..o Left_Right 0 p zi--l-01 2j f 6 0� _01 0' 2� L_- 61 Out In Total yak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 ak Flour for f.ach Approach f3ca,ins at: 07:30 AM 08:00 AM 07:00 AM +0 mills. 0 0 0 ! 2 0 21 0 0 0 +I5 mins. 2 0 2 0 0 0 ! 0 0 0 +30 mins. 1 0 1 0 0 0 0 0 0 +45 mins. 1 0 1 1 0 1II 0 0 0 Total Volume 4 0 4 11 -- 3 0 3 0 0 0 I Atop,Total 100 0 100 0 1 0 0 Accurate Counts 978-664-2565 i Street : Site East Driveway File Name : 7378001 V Street:Sutton Street Site Code : 737800( y/State : North Andover, MA Start Date :6/5/201'. rather Clear Page No : 13 Groups Printed-Bikes Peds Sutton St East Dwy Sutton St From West Left: Right Peds Thru Right Peds I Exclu Total' Inclu. Total Int.Tota' From South Start Time Left From Thu Peds I_ -_ _ _ - 9 _ _ 07:00 AM 0 0 o 0 0 0 0 0 0 j 0 0 0 I 07.1SAM ` 0 0 0 0 0 0 , 0 0 0 0 0 0 i 07:30AM 0 0 0� 0 0 0� 0 0 O 0 U 0 07:45 AM 0 0 10 0 0 0 0 0 1 0 Total 0 0 1 0 0 0 0 0 0 1 0 08:00 AM ` 0 0 0 0 0 0 0 0 0 0 0 0 i 08:ISAM 0 0 0 0 0 0; 0 0 0 0 0 0 1 i 08:30 AM 0 0 0 0 0 0 0 o 0 0 0 0 i 08:45AM 0 0 0 � 0 0 0� 1 0 0 0 1 Total 0 0 0 0 0 0 1 0 O 0 1 Grand Total 0 0 10 0 0 I 0 0 2 Apprch°/, 0 0 0 0 00 0 i Total'%, 0 0 0 0 too 0 50 50 Accurate Counts 978-664-2565 File Name : 737800( IS Street :Site East Driveway Site Code : 737800( 'W Street: Sutton Street Start Date :6l5/201! ity/State : North Andover, MA Page No : 14 feather Clear g Sutton St East Dwy Sutton St From East From South From West Start Time, Left Thru pp.Total -- _ g_1 — o g App.Total Int.Tota A Left Right App.Total Thru Right >ak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 ak I lour for Fntire Intersection Be.-ins at 08:00 AM U':00AM 0 0 0 0 0 OII 0 08:15 AM 0 0 0 0 0 0 0 0 0 0 08:30 AM ` 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . 0 I 1 08A4 ANl ---- -- -- - Total Volume'' 0 0 0 , 0 0 0 l 0 0 0 100 0 .250 /o App. PHF ', .000 .000_ .---— _ 000-`._ _000 -- -_.._ 000- 000 250 __ -. 000 250 ; Accurate Counts 978-664-2565 3 Street : Site East Driveway File Name : 7378001 V Street: Sutton Street Site Code : 7378001 y/State North Andover, MA Start Date :6/5/2011 rather Clear Page No : 15 Peak Hour Data 6j ? to 2 North Peak Hour Beg ns at 08:00 AM _ �' c __ _ c o o � ,..Bikes Peds- I I m I Left Right 011 `----01 Q, Out In Total yak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 ak Boor Ibr[rich Approach Begins et: 07:00 AM 07:00 AM 08:00 AM +Omins. 0 0 0 0 0 0 0 +15In ills. ', 0 0 0 '', 0 0 0 0 0 0 , +30 mins. 0 0 0 0 0 0 0 0 0 +45 Mills. 0 0 0 11 0 0 0 t 0 1 lotlllVolunme 0 0 0 1 - — - -- -- -- 0 0 - Accurate Counts 978-664-2565 File Name :7378001 /S Street : Site East Driveway Site Code : 7378001 'W Street: Sutton Street Start Date :6/5/201! ity/State : North Andover, MA Page No : 1 leather Clear g Groups-Printed-Cars-Trucks Sutton St - East Dwy Sutton St From South From West From East Left Right I Thru Right Int.Tota Start Time: Left�. _ Thru _ ___-_ - - -- 04:00 Put1 1 0 - 0 2 0 0 - 04:15 PM 1 0 0 2 0 0 I 04:30 PM 0 0 0 2 0 0 - 04:45 PM 0 0 0 1 0 0 Total 2 0 0 7 0 0 0;00PM 0 04 0 1 0 0 0>:I� PM 0 0 II, 0 0 0 0 05 30 PNI 0 0 I 0 0 0 0 05:45 PM 0 0 0 0 1 0 0 Total 0 0 - 0 - 1 0 0 (band Total 2 0 1 0 8 0 U Apprch'%, 100 0 0 100 0 0 Total'X 20 0 0 SO 0 0 Cars 2 0�I 0 SI 0 0 %,Cars 100 0 0 100 0 0 0( (nicks 0 0i 0 - 0 0 , 0 Trucks 0 0 0 0 0 0 Accurate Counts 978-664-2565 Street : Site East Driveway File Name : 7378001 V Street: Sutton Street Site Code : 737800( //State : North Andover, MA Start Date :6/5/201! ather Clear Page No : 2 Sutton St East Dwy Sutton St From East From South From West pp, p .... --- --- -9 -- --- pp ----- - i PP Int.Tota Start Time deft Thru A Total Left Ri ht A Total Thrui Right A Total ak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 k Hour for Entire Intersection Begins at 04:00 PM 04;00 PM i 0 1 0 2 2 0 0 0 3 04:15PM = 1 0 1 0 2 21 0 0 0 3 04:30PM 0 0 01, 0 2 2 ! 0 0 0 2 04:45I'M 0 0 0 1 0 1 1 0 0 0 Dotal Volume 2 0 2 II- -- 0 -- - 7 - - 7 -- 0 - - 0 ) App."-otal 100 0 0 100 0 0 111-1F .500 .000 .500 .000 .875 .875 .000 .000 .000 .750 Cars 2 0 2 0 7 7 0 0 0 9 Cars 100 0 100 0 100 100 0 0 0 100 Trucks 0 0 0 0 0 0 0 0 0 0 '%,Trucks 0 0 0 0 0 0 0 0 0 0 Accurate Counts 978-664-2565 File Name : 7378001 (S Street : Site East Driveway Site Code :7378001 'W Street: Sutton Street Start Date '.6/5/2011 ity/State North Andover, MA Page No : 3 Feather : Clear Peak Hour Data o oo North 00 o. F Peak Hour Begins at 04:00 PM 0 O O.O - NION o i Cars ---o m :n '� 1 Trucks 5' o O v II I Left Right_ 0 71 0�0 —0, 71 ��J ---- E-Oi 71 Out In Total F =ak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 al:ITour Ior 1:ach Approach Begills au: 04:00 'Nd �'I, 04:00 PM 04:00 I'M +0 mills. 0 1 0 2 Z 0 0 0 ' +I5 mills. . I 0 I ' 0 2 21 0 0 0 +30 mins- 0 0 0 0 2 2 I�, 0 0 0 +45 mins. 0 0 0 �I, 0 1 1 0 0 0 - - - I0ta1 V01ume _ 2 0 2 II 0 7 7 I 0 0 0 App.Total 100 0 0 100 0 0 Accurate Counts 978-664-2565 Street :Site East Driveway File Name :7378001 V Street: Sutton Street Site Code : 7378001 i/State : North Andover, MA Start Date :6/5/201! ather Clear Page No : 13 Groups Printed-Bikes Peds South West Start Time From East P_eds Left I From__Right Peds_� _____.Thru�From R ght _ _ Peds Sutton St East Dwy Sutton St Left' Thru 'i __ I Exclu.Total Inclu.Total! Int.Tota 04:00 PM 0 0 0 0 0 0 0 0 0 � 0 0 0 04:I5PM 0 0 0 . 0 0 0 0 0 0� 0 0 0 04:30 PM 0 0 0 0 0 0 1 0 0 0 1 04:45 PM 0 0 0 0 0 0 0 0 0 III 0 0 0 Dotal 0 0 0 0 0 01 1 0 0 'I 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 05:1 i I'M 0 0 0 0 0 0 !i 0 0 0 0 0 0 05.30P1,1 0 0 0 0 0 0�, 0 0 0 0 0 U 05:45 PM 0 0 0 0 0 0 ��I 0 0 0 0 0 0 Total 0 0 0 i 0 0 0 i 0 0 0 0 0 0 I Grand Total 0 0 0 0 0 0 t 0 0 i 0 1 1 I I Apprch% 0 0 0 0 100 0 i Total%', 0 0 0 0 100 0 0 100 Accurate Counts 978-664-2565 Street : Site East Driveway File Name :7378001 V Street:Sutton Street Site Code : 7378001 i/State : North Andover, MA Start Date :6/5/201I ather Clear Page No : 14 Sutton St East Dwy I Sutton St From East From South From West Start Time Left Thru g pp App.Total', Left I Right A Total Thru Right App.Total Int.Tota 3k Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 k I lour Im Lmirc Intcrscction Bc tins at 04:00 PM 04:00 I'M 0 0 0 t 0 0 0 0 0 0 0 04:I5 1'M 0 0 0 0 0 0 0 0 0 1 0 04:30 PM 0 0 0 0 0 0 I 0 I t 04:45 I'M 0 0 0 1 0 0 0 0 0 0 0 Tolal VOIlI111C 0 0 0 0 0 0 ' I 0 iAhp.'fotal 0 0 0 0 100 0 PIiI 000 .000 .000 .000 .000 .000 ? .250 .000 .250 250 Accurate Counts 978-664-2565 3 Street : Site East Driveway File Name :737800( N Street: Sutton Street Site Code : 7378001 y/State : North Andover, MA Start Date : 6/5/201! gather Clear Page No : 15 Peak Hour Data ® o 0 North 2 cn Peak Hour Begins at 04:00 PM U m ; o 0 �,� � ,.Bikes Ped.s--_ 0 o Im I Left Right_ --0 _ QL Out In Total =_ak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 ;ak I lour Ior Hach Approach Begins at: 04:00 PM 04:00 PM 04:00 PNI +0 mins. 0 0 0 0 0 0 '� 0 0 0 +I>III ins. 0 0 0 �'I 0 0 0 0 0 0 +30 mins. 0 0 0 0 0 0` I 0 I '45 mins. 0 0 0 0 0 0 0 0 0 ri tal Volume 0 0 0 0 ____ 0 0 ' 1 0 I Accurate Counts 978-664-2565 'S Street :Site West Driveway File Name :737800( W Street: Sutton Street Site Code :737800( ty/State : North Andover, MA Start Date :6/5/2011 feather Clear Page No : 1 Groups Printed-Cars-Trucks Sutton St West Dwy Sutton St From East From South From West Start Time Left Thru_I, _ Left Right Thi u Right Int.Tota 07:00 AM 0 0 0 0 0 0 07:1�AM O 0 0 0 �� 0 0 07.30 AM 0 0 0 0 1 0 0 OT4, AM 0 0 0 0 0 O Total 0 0 0 0 0 0 C OU0 AM 0 0 0 0 i 0 0 OS:liAM� 0 0 0 0j 0 0 ! 05:30 AM 0 0 0 0 �i 0 0 H 4�AM Total 0 0 0 0 0 0 Grand Total 0 0 I 0 0 0 0 i Apprch'% 0 0 0 0 0 0 Total Cars Cars 0 0 0 0 I 0 0 Trucks `%)Trucks 0 0 'I 0 0 !, 0 0 Accurate Counts 978-664-2565 IS Street : Site West Driveway File Name :73780D M/Street: Sutton Street Site Code :7378001 ity/State : North Andover, MA Start Date :6/5/201 leather Clear Page No :2 Sutton St West Dwy Sutton St From East From South From West Start Time Left Thru App.Total, Left Right App. Total', Thru !, Right App. Total' Int. Tota =ak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 :ak I lour for Fntirc Intersection Begins at 07:00 AM 07:00 AM 0 0 0 0 0 0 0 0 0 0 07:15 AM 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 0 0 0 0 0 11 0 0 0 0 07:45 AM 0 0 -_0 -- -----0-- -- 0- . ---- -O 0_ 0 0 Total Volume 0 0 0 0 0 0 j /, ° 0 0 0 0 0 0 Plll 000 000 A>>. total _ - I--- - - - ----_-- - -_ _ _-- ---_- - .000 .000 .000 .000 .000 000 000 Cars '. 000 _ 0 � --- - - — - --- -- - _. 0 0 0 0 0 0 %Cars ' 0 0 0 0 0 0 0 0 0 0 Truck 0 0 0 i 0 0 0 0 0 0 0 %Trucks 0 0 0 0 0 0 0 0 0 0 Accurate Counts 978-664-2565 Street : Site West Driveway File Name :7378001 J Street: Sutton Street Site Code : 73780D /State : North Andover, MA Start Date :6/5/2011 ather Clear Page No :3 Peak Hour Data ® o o'o oIo North r_ ` ~ oo o' Peak Hour Begins at 07:00 AM io 0 o c o -- z o ooi� Cars o m ----.._. Tr_u_c155 to to 0 O Left, Right 0 OI r_ 0 -- 0I of _ 61 i 0 Ole 0�I 0l __ 0; 0 _ 01 L..._..0_! _.._.._.4''i Out In Total ak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 ilk Hour for f_'ach Approach Begins at: 07:00 AM 107:00 AM 07:00 AM +0 mins.' 0 0 0 0 0 j 0 0 0 0 +1 5 m ins. 0 0 0 !, 0 0 0 0 0 0 +30 mins. 0 0 O 1 0 0 0 0 0 0 +45 mins. 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 ! 0 0 0 0 0 0 I Accurate Counts 978-664-2565 Street Site West Driveway File Name :737800, J Street:Sutton Street Site Code : 737800, /State : North Andover, MA Start Date :6/5/201� ather Clear Page No : 13 Groups Printed-Bikes Peds Sutton St West Dwy Sutton St From East From South From West Start Time Left Thru Peds 1 Left! Right Peds Thru Right g Peds Exclu.Total Inclu.Total' Int.Tota L 07:00AM 0 0 Oi 0 0 0� 0 0 0 0 0 0 07:15 AM 0 0 0 0 0 0'� 0 0 0 1 0 0 0 I 07:30AM ' 0 0 0 � 0 0 0 0 0 0 � 0 0 0 i 07:45 AM 0 0 l 0 0 0 0 0 0 1 0 1 Total 0 0 1 j 0 0 0 0 0 0 1 1 0 1 I 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 i I 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 I 08:30 AM 0 0 0 �, 0 0 0 � 0 0 0 1 0 0 0 I 08:45 AM 0 0 0' 0 0 0 1 0 0 0 1 1 Total 0 0 0lill 0 - 0 0 1 0 01— -- 0 1 1 i Grand Total 0 0 10 0 0 1 0 0 1 2 Apprch'X� 0 0 0 0 100 0 Total% 0 0 0 0 100 0 50 50 Accurate Counts 978-664-2565 Street : Site West Driveway File Name : 737800, J Street: Sutton Street Site Code : 737800, /State : North Andover, MA Start Date : 6/5/201! ather Clear Page No 14 Sutton St - - West D w y — Sutton St From East From South From West Thru A Total Left Right I - App Total I Thru Right App.Total Int.Tota PP Start Time Lefty 3k Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 k Hour I'm Entire Intersection Begins at 08:00 AM 08:00 AM ' 0 0 0 0 0 0 0 0 0 08�15 AM 0 0 0 0 0 0 0 0 0 0 08:30AM 0 0 OI 0 0 0, 0 0 0 ' 0 I 08:45 AM 0 0 0 0 0 0 0 1 Totrl Volume 0 0 0 1 0 0 0 1 0 1 App.Total 0 0 1 0 0 100 0 PI IF 000 .000 .000 — 000 --- .000 — — 000 ! .250 000 250 .2i0 Accurate Counts 978-664-2565 Street : Site West Driveway File Name :737800, i Street: Sutton Street Site Code : 737800, /State : North Andover, MA Start Date :6/5/201. ather Clear Page No : 15 Peak Hour Data 7I -'o North - —of Peak Hour Begins at 08:00 � o Q !CE Bikes 0' o i 1--i 1-4 j Left Right r-r-OT 01 Out In Total i ak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 k Hour for Filch Approach Be.-ins at: 07:00 AM 0 0 0 07:00 AM 0 0 0 08:00 AM 0 0 0 +0 mills. +15 mins. 0 0 0 I 0 0 0 1 0 0 0 +30 mins. 0 0 0 0 0 0 0 0 0 I +4�mms. 0 0 0 0 0 0 1 0 1 Tol"ll Volume 0 0 0 0 0 0 0 Accurate Counts 978-664-2565 /S Street : Site West Driveway File Name : 737800, 'W Street Sutton Street Site Code : 737800( ity/State : North Andover, MA Start Date :6/5/201t leather Clear Page No : 1 Groups Printed-Cars-Trucks - Sutton St West Dwy Sutton St Start Time l From East _j — _ _-Fro South - g- _-_From West g Int.Tota 0 Left �, Thru Left Ri ht Thru Right 04:00 PM _ 0 0 1 0 0 04:I5PM 0 0� 1 01 0 l I 04:30 PM 0 0 0 0 0 I 04:4i PM 0 0 1 0 0 0 Total 0 0 1 0 0j00PM 2 0i 0 0= 0 0 Oi:15 PM 0 0 0 1 li, 0 0 05:30 PM 0 0 : 0 0 0 0 05:45 PM 0 0 �I 0 0 0 0 Total 2 0 0 0 0 Grand Total 2 0 1 I 0 4, Apprch`V. 100 0 50 50 1 0 100 Tot-al% 25 0 12.5 125 ; 0 �0 Cars 2 0 -_-- - _ --- _ Cars 1 100 0 100 100 �l 0 100 1M Trucks 0 0� 0 0 0 0 °h>Trucks 0 0 i 0 0 1 0 0 Accurate Counts 978-664-2565 Street :Site West Driveway File Name :7378001 f Street: Sutton Street Site Code : 7378001 /State : North Andover, MA Start Date : 6/5/201 )ther Clear Page No : 2 Sutton St West Dwy Sutton St From East From South From West _PP Thru I I -- Start Time Left Left I Right Right App.Total Int.Tota A Totalt A Total, - - ---__ g - Pp ' Thru k Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 lour IN Entire Intersection Begins at 04:I S PM 04:15 PM 0 0 0 1 0 I 0 I I 2 04:30 PM 0 0 0 0 0 0 0 I 1 04:45 PM 0 0 0 0 0 0 0 1 1 05:00 PNI 2 0 Z 0 0 0 0 0 0 2 Total Volume 2 0 2 f 1 0 -- 1 - 0 -3 3 6 App. I-otal 100 0 100 0 0 100 PI II- .250 .000 .250 .250 .000 .250 I .000 .750 .750 750 Cars 2 0 2 ! I 0 I 0 3 3 C %Cars'. 100 0 100 I 100 0 100 0 100 100 100 Trucks 0 0 0 � 0 0 0 0 0 0 0 %,'trucks 0 0 0 0 0 0 j 0 0 0 0 Accurate Counts 978-664-2565 IS Street Site West Driveway File Name : 7378001 W Street: Sutton Street Site Code : 7378001 ity/State : North Andover, MA Start Date : 6/5/201! leather Clear Page No : 3 Peak Hour Data �o � Io North o 0 oh 2 - _ --1m 0 0l of c � o !� ' i Peak Hour Begins at 04:15 PM B o r>of r>I rI N o N.,il� o, Cars m Trucks _ ..._.__ < m N to N I,Oil I 0 /l I / Left Right 1 _ L- 11 0, 0 �o 51 t 11116 Out In Total ak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 ;ak I lour I'o Each Approach Brains at: 04:1 I'M 04.00 PM 04:00 PM +O mins. 0 0 O 1 0 0 0 i 0 i 1 +15 nuns_ 0 0 0 1i t 0 1 � 0 +30 mins, 0 0 0 '' 0 0 0 0 +45 mins. 0 0 0 0 1 1 -- ToIni Volume 2 0 2 1 0 1 0 4 4 I %Ana. Total 100 0 100 0 0 100 Accurate Counts 978-664-2565 Street : Site West Driveway File Name : 737800( Street: Sutton Street Site Code : 737800i /State : North Andover, MA Start Date :6/5/201I 3ther Clear Page No : 13 Groups Printed-Bikes Peds Sutton St West Dwy r Sutton St From East From South — From West ' Start Time Left Thru : Peds Left Right Peds Thru Right 1 Peds Exclu.Total Inclu.Total Int. Tota 04:00PM 0 0 0 0 0 0� 0 0 0 'i 0 0 0 04:1� PM 0 0 0 0 0 0 i 0 0 0 0 0 0 i I 04:30 PM 0 0 0 0 0 0 1 0 0 1 0 04.4�PM 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 01 0 0 �, 0 I OS:00 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 1 I Oi:l? PM 0 0 0 0 0 01 0 0 O 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 Grand Total 0 0 O 0 0 O 1 0 O 0 1 I Approh%', 0 0 0 0 100 0 Total%1 0 0 0 0 ]00 0 0 100 Accurate Counts 978-664-2565 /S Street : Site West Driveway File Name 737800' 'W Street: Sutton Street Site Code :737800( ity/State North Andover, MA Start Date :6/5/2011 leather Clear Page No : 14 Sutton St West Dwy Sutton St From East From South From West Start Time Left Thru A Total Right', App.Total Thru Right App.Total Int. Tota App. Left =_ak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 ak Hout for Entire Intersection RcLins at 04:00 PM 04:00PM 0 0 01, 0 0 0 ; 0 0 0 0 04:15 PNI 0 0 0 1 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 , 04:45 PM 0 0 0 1 0 0 0 �� 0 0 0 0 Total Volume', 0 0 0 0 0 0 1 0 'Yo App.Total 0 0 0 0 100 0 PIIf 000 .000 - - -.000 -- --- 000 .000 .000 .250 000 250 250 - — - - _ Accurate Counts 978-664-2565 Street : Site West Driveway File Name :737800( V Street: Sutton Street Site Code :737800( //State : North Andover, MA Start Date :6/5/201. ather Clear Page No : 15 Peak Hour Data � I North g O� I Peak Hour Begins at 04:00 PM- — � o _Bikes-beds-- --— o OI o � m IL I— 1� F- Left_ Right l o 0 0: Out In Total i ak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Ik Flour for Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM +0 mills. 0 0 0 I 0 0 0 0 0 0 +I�III ills, 0 0 0 1 0 0 0'.' 0 0 0 'I I +30 mins. 0 0 0 0 0 0 t 0 t +45 mills. 0 0 0 ! 0 0 0 0 0 0 Vocal Volume 0 0 0 0 0 0 0 I E l E i L 4 AUTOMATIC TRAFFIC RECORDER(A.TR) E r I rA .5 e Iv Accurate Counts Pa°e 1 978-664-2565 Location :Sutton Street Location :Between Site Drive\ways Citv/State:North Andover-NIA 737�VOL1 Start 6/12/2019 EB Hour Totals WB Hour Totals Combined Totals Time Wed Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning__Afternoon -12.00 - 8 163 - 8 117 12:15 3 137 10 119 1230 2 142 8 119 12:45 2 155 15 597 4 130 30 4851 45 1082 01.00 5 116 � 4 90 � 01:15 3 122j 5 110 � 01:30 5 129 1 126 � 01As 3 149 16 516 1 101 � 11 427 � 27 943 02:00 2 137 0 105 02:15 3 124 3 106 02:30 2 141 ( 2 141 02:45 0 155 7 557 1 156 6 508� 13 1065 03,00 1 161 0 129 03:15 3 177 0 129 03:30 0 194 ( 6 126 03:45 2 168 6 700 0 155 6 539 12 1239 04:00 1 177 4 156 04:15 6 171 3 114 04:30 8 206 9 177 04:45 20 213 35 767 7 140) 23 587 58 1354 05:00 23 215 15 151 05.15 38 226 20 124 05:30 44 211 46 127 05.45 66 191 171 843 39 125 120 527 291 1370 06:00 71 183 34 111 06:15 74 161 75 111 06:30 104 140 75 102 06:45 101 123 350 607 115 89 299 413 649 1020 07:00 118 114 125 85 07:15 133 89 175 82 07:30 129 69 206 84 07:45 145 77 525 349 253 91 759 342 1284 691 08:00 134 97 208 92 08:15 121 65 227 64 08:30 145 52 186 66 08:45 147 60 547 274 � 205 58� 826 280 1373 554 09:00 138 43 151 62 09:15 122 31 115 48 09:30 118 21 116 31 09:45 137 18 515 113 112 19� 494 160 1009 273 10:00 89 32 ( 106 30 10.15 101 16 102 14 10.30 100 21 85 201 1 10:45 133 25 ( 423 94 97 19 390 83 813 177 11:00 121 13 ( 101 32 � 11:15 110 11 101 11 11:30 120 16 108 12 11:45 135 12 486 52 123 9 � 433 64� 919_ 116 Total 3096 5469 3397 4415 6493 9884 Percent 36.1% 63.9% 43.5% 56.5% 39 6% 60.4% Grand 3096 5469 3397 4415 6493 9884 Total Percent 36.1% 63.9% 43.5% 56.5% 39.6% 60A% ADT ADT 16,377 AADT 16,377 Accurate Counts Page i 978-664-2565 Location :Stilton Street Location Between Site Driveways City/State: North Andover,MA 7373VOL1 Start 6/12/2019 Time Wed EB WB Total 12:00 AM 15 30 45 01:00 16 11 27 02:00 7 6 13 03.00 6 6 12 04:00 35 23 58 05:00 171 120 291 0&00 350 299 649 07.00 525 759 1284 08:00 547 826 1373 09.00 515 494 1009 10:00 423 390 813 11:00 486 433 919 12:00 PM 597 485 1082 01.00 516 427 943 02:00 557 508 1065 03:00 700 539 1239 04:00 767 587 1354 05:00 843 527 1370 06:00 607 413 1020 07:00 349 342 691 08:00 274 280 554 09:00 113 160 273 10:00 94 83 177 11.00 52 64 116 Total 8565 7812 16377 Percent 52.3% 47.7% AM Peak - 08:00 08:00 - - - 08:00 Vol. - 547 826 - - - - - 1373 PM Peak - 17:00 16:00 - - - 17:00 Vol. - 843 587 - - - 1370 Grand Total 8565 7812 16377 Percent 52.3% 47.7% ADT ADT 16,377 AADT 16,377 Accurate Counts flaue 1 978-664-2565 Location :Sutton Street Location i Between Site Driveways City/State:North Andover,MA 737351 D I EB Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 Time 15 20 25 30 35 40 45 50 55 60 65 70 75 _ _ 999 Total 06/12/19 0 0 0 4 6 4 1 0 0 0 0 0 0 0 15 01:00 0 0 0 2 6 8 0 0 0 0 0 0 0 0 16 02:00 0 0 1 2 2 0 2 0 0 0 0 0 0 0 7 03:00 0 0 0 2 3 1 0 0 0 0 0 0 0 0 6 04:00 0 0 0 4 14 15 2 0 0 0 0 0 0 0 35 05:00 0 0 5 19 76 59 12 0 0 0 0 0 0 0 171 06:00 0 3 21 105 164 54 3 0 0 0 0 0 0 0 350 07:00 2 6 38 135 230 105 9 0 0 0 0 0 0 0 525 08:00 0 0 13 135 292 98 9 0 0 0 0 0 0 0 547 09.00 3 0 24 124 278 79 7 0 0 0 0 0 0 0 515 10 00 0 4 17 129 219 52 2 0 0 0 0 0 0 0 423 11:00 1 1 10 115 281 73 4 1 0 0 0 0 0 0 486 12 PM 5 14 22 144 320 86 5 1 0 0 0 0 0 0 597 13:00 0 1 16 171 264 60 4 0 0 0 0 0 0 0 516 14 00 5 2 20 136 302 89 3 0 0 0 0 0 0 0 557 II5:00 10 19 70 228 293 78 2 0 0 0 0 0 0 0 700 16.00 54 58 105 281 236 32 1 0 0 0 0 0 0 0 767 17:00 84 201 122 151 224 60 0 1 0 0 0 0 0 0 843 18.00 0 9 33 183 306 72 4 0 0 0 0 0 0 0 607 19.00 0 0 4 72 201 68 4 0 0 0 0 0 0 0 349 20.00 0 0 6 56 150 57 3 2 0 0 0 0 0 0 274 21 00 0 0 2 34 53 23 1 0 0 0 0 0 0 0 113 22 00 0 0 0 22 42 27 2 1 0 0 0 0 0 0 94 23:00 0 0 0 15 27 8 1 1 0 0 0 0 0 0 52 Total 164 318 529 2269 3989 1208 81 7 0 0 0 0 0 0 8565 Daily 15th Percentile: 25 MPH 50th Percentile: 31 MPH 85th Percentile: 35 MPH 95th Percentile: 38 MPH Mean Speed(Average): 31 MPH 10 MPH Pace Speed: 26-35 MPH Number in Pace: 6258 Percent in Pace: 73.1% Number of Vehicles>30 MPH: 5285 Percent of Vehicles>30 MPH: 61.7% Grand Total 164 318 529 2269 3989 1208_ 81 7 _ 0_ ____ 0 0 0 - 0 0 8565 Overall 15th Percentile: 25 MPH 50th Percentile: 31 MPH 85th Percentile: 35 MPH 95th Percentile: 38 MPH Mean Speed(Average) 31 MPH 10 MPH Pace Speed: 26-35 MPH Number in Pace: 6258 Percent in Pace: 73.1% Number of Vehicles>30 MPH: 5285 Percent of Vehicles>30 MPH: 61.7% Accurate Counts Page 2 978-664-2565 Location :Sutton Street Location : Between Site Driveways City/State: North Andover,NIA 7378SPDI VVB Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total 06/12/19 0 0 0 1 13 11 4 1 0 0 0 0 0 0 30 01:00 0 0 1 2 7 0 0 1 0 0 0 0 0 0 11 02:00 1 0 0 1 2 1 1 0 0 0 0 0 0 0 6 03:00 0 0 0 2 0 3 1 0 0 0 0 0 0 0 6 04:00 0 0 1 2 6 10 4 0 0 0 0 0 0 0 23 05:00 0 0 1 11 43 58 7 0 0 0 0 0 0 0 120 06:00 1 0 0 15 144 134 5 0 0 0 0 0 0 0 299 07:00 0 2 3 94 407 240 13 0 0 0 0 0 0 0 759 08:00 0 0 4 83 457 263 17 2 0 0 0 0 0 0 826 09:00 0 0 4 69 273 138 10 0 0 0 0 0 0 0 494 10:00 0 0 7 81 199 94 9 0 0 0 0 0 0 0 390 11:00 0 0 8 95 227 92 10 1 0 0 0 0 0 0 433 12 P M 1 0 13 96 232 129 12 2 0 0 0 0 0 0 485 13:00 2 5 9 58 232 110 10 1 0 0 0 0 0 0 427 14:00 1 3 12 92 268 120 11 1 0 0 0 0 0 0 508 15:00 1 0 3 70 307 145 12 1 0 0 0 0 0 0 539 16:00 3 0 7 138 319 110 8 2 0 0 0 0 0 0 587 17:00 3 5 9 83 301 116 10 0 0 0 0 0 0 0 527 18:00 0 0 8 59 202 129 15 0 0 0 0 0 0 0 413 19:00 1 1 4 57 186 87 5 1 0 0 0 0 0 0 342 20:00 0 1 4 72 146 51 5 0 0 1 0 0 0 0 280 21:00 0 0 4 27 85 40 4 0 0 0 0 0 0 0 160 2200 1 0 1 10 49 18 4 0 0 0 0 0 0 0 83 23:00 0 0 2 10 34 16 2 _ 0 0 0 0 0 0 0 64 Total 15 17 105 1228 4139 2115 179 13 0 1 0 0 0 0 7812 Daily 15th Percentile: 29 MPH 50th Percentile: 33 MPH 85th Percentile: 37 MPH 95th Percentile: 39 MPH Mean Speed(Average): 34 MPH 10 MPH Pace Speed: 31-40 MPH Number in Pace: 6254 Percent in Pace: 80.1% Number of Vehicles>30 MPH: 6447 Percent of Vehicles>30 MPH: 82.5% Grand Total 15 17 105 1228 4139 2115 179 13 0 1 0 0 0 0 7812 Overall 15th Percentile: 29 MPH 50th Percentile: 33 MPH 85th Percentile: 37 MPH 95th Percentile: 39 MPH Mean Speed(Average): 34 MPH 10 MPH Pace Speed: 31-40 MPH Number in Pace: 6254 Percent in Pace: 80.1% Number of Vehicles>30 MPH: 6447 Percent of Vehicles>30 MPH: 82.5% Accurate Counts Page 3 978-664-2565 Location :Sutton Street Location : Between Site Driveways City/State:North Andover,NIA 7378SPDI EB, WB Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 Time 15 20 25 30 35 40 45 50 55 60 1 65 70 75 999 Total 06/12/19 0 0 0 5 19 15 5 1 0 0 0 0 0 0 45 01:00 0 0 1 4 13 8 0 1 0 0 0 0 0 0 27 02:00 1 0 1 3 4 1 3 0 0 0 0 0 0 0 13 03:00 0 0 0 4 3 4 1 0 0 0 0 0 0 0 12 04:00 0 0 1 6 20 25 6 0 0 0 0 0 0 0 58 05:00 0 0 6 30 119 117 19 0 0 0 0 0 0 0 291 06100 1 3 21 120 308 188 8 0 0 0 0 0 0 0 649 07:00 2 8 41 229 637 345 22 0 0 0 0 0 0 0 1284 08:00 0 0 17 218 749 361 26 2 0 0 0 0 0 0 1373 09:00 3 0 28 193 551 217 17 0 0 0 0 0 0 0 1009 10:00 0 4 24 210 418 146 11 0 0 0 0 0 0 0 813 11:00 1 1 18 210 508 165 14 2 0 0 0 0 0 0 919 12 PM 6 14 35 240 552 215 17 3 0 0 0 0 0 0 1082 13:00 2 6 25 229 496 170 14 1 0 0 0 0 0 0 943 14.00 6 5 32 228 570 209 14 1 0 0 0 0 0 0 1065 15:00 11 19 73 298 600 223 14 1 0 0 0 0 0 0 1239 16:00 57 58 112 419 555 142 9 2 0 0 0 0 0 0 1354 17:00 87 206 131 234 525 176 10 1 0 0 0 0 0 0 1370 18.00 0 9 41 242 508 201 19 0 0 0 0 0 0 0 1020 19:00 1 1 8 129 387 155 9 1 0 0 0 0 0 0 691 20:00 0 1 10 128 296 108 8 2 0 1 0 0 0 0 554 21:00 0 0 6 61 138 63 5 0 0 0 0 0 0 0 273 22.00 1 0 1 32 91 45 6 1 0 0 0 0 0 0 177 23.00 0 0 2 25 61 24 3 1 0 0 0 0 0 0 116 Total 179 335 634 3497 8128 3323 260 20 0 1 0 0 0 0 16377 Daily 15th Percentile: 26 MPH 50th Percentile: 32 MPH 85th Percentile: 36 MPH 95th Percentile: 39 MPH Mean Speed(Average): 32 MPH 10 MPH Pace Speed: 26-35 MPH Number in Pace: 11625 Percent in Pace: 71.0 Number of Vehicles>30 MPH: 11732 Percent of Vehicles>30 MPH: 71.6 Grand Total 179 335 634 3497 8128 3323 260 20 0 1 0 0 0 0 16377 Overall 15th Percentile: 26 MPH 50th Percentile: 32 MPH 85th Percentile: 36 MPH 95th Percentile: 39 MPH Mean Speed(Average): 32 MPH 10 MPH Pace Speed: 26-35 MPH Number in Pace: 11625 Percent in Pace: 71.0 Number of Vehicles>30 MPH: 11732 Percent of Vehicles>30 MPH: 71.6% SEASONAL ADJUSTMENTS 5 Massachusetts Highway Department Traffic Pattern by Month for 1/1/2016 - 12/31/2016 1.2 502 1.1 - 1.01 1.04 1.06 1.01 1.03 1.04 - - - - 1.0— 0.95 0.90--`3___ 0.95 0.8 m 0.7— Q 0.6 _ 0 0 0.5— U 0.4 0.3-- 0.2 - 0.1 - 0.0 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Month of Year Page 1 of 2 7enerated 6/3/2019 Massachusetts Highway Department Traffic Pattern by Month for 1/1/2016 - 12/31/2016 Factor Group Station Weight I Jan I Feb Mar Apr I May I Jun I Jul I Aug I Sep I Oct I Nov Dec 502 1 0.926 0.953 0.993 1.006 1.036, 1.065 0.949 1.006 1.032 1.042 0.999 0.966 Average of Weighted Factors 0.926 0.953 0.993 1.006 1.036 1.065 0.949 1.006 1.032 1.042 0.999 0.966 anerated 6/3/2019 Facie 2 of 2 e PUBLIC TRANSPORTATION SCHEDULES 4 L Routes a _ I Hampton Beach(? oo� Snli bury Beach `� va a� qiU ti•li77 rlrr !f 'n'', Salisbury Center n Stateline Plaza North&Gas"t,o Haverhill Medical Cantor NECCHaverhdl Ne4 ^tip c Qov o° a� Hilldale& !onum ir�,� -- °3 i4 v5 ° ;P Grove&H,9 .,, - 1 o� QO .��y`. ago Monument Square �; v c" h Haverhill Commonsco q Locust&i interL Washington Square vvu,tuata ?,era`;.` HAVERHILL TRANSIT CENTER Washington&La vrnl Currier Squaw a"-. ` '. Water&Mill Hadley West A pr n__-T, ' AHEPA Apts. River&Lor oll Merrimack& Cedardale Watt'Hill Merrimack Valley Hospital Holy Family Hospital .- Pleasant Valley BJ s Kennady.Circle ., Berkeleylloine The Loop Rivers Edge Plaza Osgood Landing ( - L''v'r`ncO& Y+Jalm�rt Lawrence&Perk Birchwood Haverhill/N.Andover Line Broadway&Ma ,ncna .or Rita Noll Target Plaza Inion&Suminor trn C� EIm Towers United Linen&La Frut Allston&'Mar&ton Broadway&t sufi�.,��,White&Maple � E.Haverhill&Prospect Ease x&Unic�il'_ Mir ' "Genet Center LiSwrencealHospitel Buckley Transportation Center ,L, w Q� c? ` �- 9 twrcnc�e 4°�' S`4� Essex PI rzi 'f' McGovern Transportation Center Melrose&Water Philips&N Parish h- r STY Merrimack Plaza Broadway&Bowdoin Main.&Sutton at Parker&Winthrop Merrimack&6rayeott Andover&v P zn r 1 Heritage Green West Mill on High Street Newton Ha.vloy Street Chickanng&Peters,.e Massachusetts Ave North Andc er Mall YMCA Saints Memonal Andover&Baaron Doctors Park; Woodridge Housing UMass Lowell Inn& ?� Broadway&Mt Vernon Frye Circle.S Conference Center Hospital realer Lawrence �r Technical School Sha ash en Plaza Robert B Kennedy }�rdt Vernon&North St Shawshean Square + Transfer Center T ( Andover commons Courtyard Marriott \T AndavorTramStation v Mcvrott Springhill IRS co Andover Old Town Hall 'Main&Central � Glonn&Shepherd Andover Square Chestnut Court (=? Mt Vernon&Jefferson t':eythoon CO Andover Center r ++ Senior Center Pun'ha,d Morton Strc dt Main&Sclicol Saiem,Street Faith Lutheran Church Rocky Hill Road Government Center State&Congress Park Street Subway Bedford St. Essex&Atlantic Tremont&Stuart Perk Square Park Place south Copley Square 1 ,' VVas,i�ingt�n� Scivart Tr nsiC s h , : i Ti 4 E Ward,Hill a InduStrial j Park East 3 I 1 5+ Cedardale _ } : t Legend NORTH r f O Time Point Inbound Bus Route „ Osgood i � Outbound Bus Route y Landing 1 No Stop Zone ' Municipal Boundary L.NWF9nC0 5uC.FLEY iNFNSPURTATIOH CCNI[H NO STOP ZONE$ On Una-St ba—Common St and Essay St 08 Duds Bridge 08 B IS Boston Fr«n Penlucket Mod'cnl crosavaR until Main St OB&I8 ... cauuur[e seawces • Wnihrop Avo(Rte.114) Amosbiuy - 0otskinof ParkN Iotaf North And—MAIS & Antivie"r Chickarinq Road and Patws Street,North Mdo-ror S:LS.vn 5:45— 6:15,im H ,h A,,d—MaA Nt.a mB—ket) 520am 5:60— 620nm INBOUND rs "J si—I.ev Tx>.HsraxTnTMI IEnr[a NOSIDP'ZONES - Boston , f,(luMlllF.H SENVICE9 � - - „' C—ElLO CEWER .�:k3na+ man 1668am ll:Oflam .-:;u .. .. is s- iZisa,,, Route 33 Buckley - eansportatton', ' I_ CVfTlf7,C( Cente, in St y � 9, Sultan 5t ail�O'lcr I ` Gt ¢ t tarr�mac� —�- McGovern Transportation f �anterl i _ x Andav 28 I Lawrence . Clo - i� l w 21 3 �7 I 9A,39CI Heritage Green a � Norfih Arnover t C'iall ? - _ I..yt c, Legend __ - NORTH GA 5 O Time Point 7, C. An o.~ - :hicke~ir Rd N ° Inbound Bus Route er - 1-�'"'�.�_33`--- �� g. Pet °., .S t`, --� _ _ Outbound Sus Route '. - ----r-------- - No Stop Zone, j Municipal Boundary s Ml1as .S —Parcd by: l V o (r I ( fSol�av 1)l, f f 0 n Search... r; Bradford(Ward Hill U r a d f o r d �'IIJA, 1h:v, r 'U d H Lawrence Bus may be flagged along route except in no-stop zones--see mvrta.com for details. v BUCKLEY TRANSPORTATION CENTER NOSTOPZONES Haverhill ° Once departing the Loading Zone in FITS,NO STOPPING allowed till Flag Policy WASHINGTON SQUARE resumes Boston ti Exiting HTS onto Merrimack St COMMUTER SERVICES • Flag Policy continues immediately after crosswalk(Post Office) Main St(Rte.125) Amesbury Merrimack St.and Main St.until Wendy's(Middlesex St.) COSTELLO CENTER South Main St. • TD Bank until Ward Hill(Rodgers Rd.)OB&IB Knipe Ave. • No stops allowed until Osgood Landing with exception of Oxford Ave.upon request Exiting Osgood Landing until Oxford Ave.(IB) • Resume Flag Policy on Oxford AVE.(IB) Seethe fAcPa page for information on fares and passes. Timetables for 14 B o /lAlar -111 ;eekday Saturday Sunday OUTBOUND Scrc((to see ful(.�chadLr!e—� uare Transit Center,Haverhill 6:00am 7:OOam B:OOam 9:OOorn 10:OOam 11:OOam 12:00pm 1:OOpm 2:00pm 3:OOpm 4:OOpn ark East,Haverhill 6:11am 7:11am 8:11am 9:11am 10:11am 11:11am 12:11pm 1:11pm 2:11pm 3:11pm 4:11pn 6:15am 7:15am 8:15am 9:15am 10:15am 11:15am 12:15pm 1:15pm 2:15pm 3:15pm 4:15pn 3,North Andover 6:20am 7:20am 8:20am 9:20arn 10:20am 11:20am 12:20pm 1:20prn 2:20pm 3:20pm 4:20pn INBOUND 3,North Andover 6:20am 7:20am 8:20am 9:20am 10:20am 11:20am 12:20pm 1:20pm 2:20pm 3:20pm 4:20pn erhill 6:24am 7:24am 8:24am 9:24am 10:24am 11:24am 12:24pm 1:24pm 2:24pm 3:24pm 4:24pn uare Transit Center,Haverhill 6:33am 7:33am 8:33am 9:33am 10:33am 11:33am 12:33pm 1:33pm 2:33pm 3:33pm 4:33pn a I UPL, ._.-.. ..Ildr. .. y Bradford/'hard Hill � Lawrence 0us mey be flagged along routa except in no stop zonus--see mvrla cum for details. NO STOP 20NE5 fiavarf4ll ru�urot, • Once depart ea ing the Lding Zone in HTS,NO STOPPING allowod till Flog Policy Boston - 5 icing HISonto Merrimack St I.—Inee IE—Its FIeq Pulicy continues immediately after crosswalk(Past Off. s • Main St(Rto.125) Amesbury • Muuirnack St and Main St until Wendy s(Middkisen St.) cosrer4o cenitu • Scuth Men St 'D B.nkuntil Ward Hill(Rodgarc Rd.)OB&IB H nipe Avr. .. No s Laps allowed until Osgood lending r ith e.eept'on o(O.ford Ave.upon myuest • EilGng Os{load Landing until O=lord Ave.(IB) Pesume Flag Polley on O*ford Ave(IB) Soo tho r'ri;>page for Inl-na Ymn on faros and passes Adni if,Str.1C;on Timetables for 14 BradfordlWard Hill OUI SOUND y1,;n'nbr�n So„aro iron:-c Crntir Hrrvurh,0 6",1 ... 1200prn 1:00pm 2:00pm Yturd Hdllnd 611u� .. 1211pm I:1.lpm 2:14tn BJ, 615anr 12:1,pm 1:151en 2:15pnr 0,-dLanairy.North Andover 620 m .. 12:20pm 120pm 2:20pm ?J.-r 2�,�z. !l(l .__ _�.21,, 32-20p. 1:ZOarn a,20pm ..,•.rtin hail 0 1. r..,...r r.. _.. I;'!C� 12:aa:i: 1'"^_dpm 124pn' 2.2apm h 1 i n. ;':Sa nr ,J 3:_. .[?:J., 1:.i9mn 12.33pm 1:33[nr 2..35pnr ( }^y�p���,, ,ti 'a✓a �Pp�� ,# qe_ 1.f GASH �j�qi b 9 i C7 L.i i V iti$ Xd ".k x 4J V»^' 30. �, £.t.Y� 1A, 'h�5 n ;S�#� S 9 TO BCS°Off When bearding the bus,insert your fare directly into West Mill on High Street 6:30 the farebox. Massachusetts Ave 6:35(For Walkers Only-No,Parking Allowed) MODN GI-3 A U,HA RUE ARI 101 Mass Ave Is a flag stop area with the When you use your MVRTA Charlie Card you will exceptions of the area by Waverly Road receive a$100 discount on your fare.You can aslo between Lyman Road,Inglewood Street, and Chickening Road.(Rte 125} load more money onto your card at the farebox (minimum of$5). Please be sure to let the driver Govt. Ctr. 7:28 know that you would like to add money to a card. (Congress St. @ North St.) All Inbound buses will stop at State&Congress Streets (Government Center),Cambridge&Somerset Streets (Webster Bank),Park Street(MBTA Station),Stewart& COMMUTER PASS Tremont Streets,Park Place South,Copley Square and When bearding the bus,advise the operator Essex Street&Atlantic Avenue(South Station). that you would like a 10-ride commuter pass. Then insert the required fare directly into the farebox. A magnetic strip pass will then be PM OUTBOUND B11 B10* issued directly out of the farebox.The farebox CmBfA r3C?STO N will deduct one ride after each use. State St at Congress St 5:10 5:40 (sigh seeing bus stop) State Transportation 5:20 5:50 Building(Charles St. side) Bedford Street(between 5:30 6:00 a OIRTH „'IIU EI Chauncy and Kingston) West Mill on High Street Arrival in North Andover Is approximately 40 minutes from the final Boston stop. lif you miss the outbound bums,take � N'l "x�AVE ""'he € ? r- ;tlCa fs t e4 P10 betas to McGovom fmt'i i xrt';u ri i Emtor,Uprtm boardIng the,R,10 please alert Uit,driver€z3,i r✓t JC;r _ c?sr J(x is�',Jus`i i°AM.Transportation will be provided between McGovern,West Mill. Effective November 20, 2017 I t 4','Ll',?'; Avg t; J' d--W, e-%_1 Sza, mday to Friday t"," ,t I ea>tcn Ar,t Keep in Mind: o"r 200 202 204 206 286 288 208 290 210 212 214 216 218 292 220 294 296 222 224 226 228 This schedule will be ".i, 11k .r, nz, .rx ,p; d} - 11�1 ,yt; - ,f-z, effective from May 20,2019 7 Haverhill h 5:05 5110 6:10 6:40 - 7:35 9:05 10:49 12:05 2:00 3:2S - 4,47 - 6:25 7:45 9:10 1050 and will replace the schedul 7 Bradford h 5:07 5:42 6:12 6:42 7:37 - f 9:07 f 10:52 f 12:07 f 2:02 f 3:27 - f 4:49 - f 6:28 f 7:47 f 9:12 f 10:52 of Dctober 29,2018. 6 Lawrence 6 5:16 5:51 6:21 6:52 - - 7:46 - 9:15 10:59 12:15 2:10 3:35 - 4:57 - - 6:39 755 9:20 11:00 Presidents'Day and 4th of S Andover h 5:23 5:58 6:28 6.59 7:53 f 9:22 f 11:06 if 12:22 f 2:17 f 3:42 f 5:04 f 6:46 f 3:02 f 9:27 f 11:07 July operate on a Saturday 4 Bauardvale h 9:29 6:04 6:34 7:04 7:59 f 9:27 f 1111 f 12:27 f 2:22 f 3:47 f 5:09 f 6:51 f 8:07 f 9:32 f 11:12 service schedule. 3 North Wilrnington 5:36 6:11 6:41 - - - - f 9:34 f 11:18 f 12:34 f 2:29 - - - - - - f 9:39 f 11-19 2 Reading h S:43 6:18 6:48 730 8:00 8:30 9:41 1125 12:41 2:36 4:50 5:37 6:SS 8:21 946 11:26 New Year's Day,Menional 2 Wakefield 5:49 6:24 6:54 - 7:36 8:06 Via 8:36 f 9:46 f 11:30 f 12:46 f 2:41 - f 4:55 - f 5:42 It 7:00 f 8:27 f 9:51 f 11:31 Day,Labor Day,Thanvir Day,and Christmas Daasgiy 2 Greenwood 5:52 6:27 6:S7 - 7:39 8:09 Lowell 8:39 f 9:49 f 11:33 f 12:49 f 2:44 - f 4:58 - if 5:45 f 7:03 - f 8:30 f 9:54 f 11:34 operate on a Sunday servic 1 Melrose Highlands {, 5:54 6:29 6:59 - 7:41 8:11 tine 8:41 If 9.51 f 11:35 f 12:51 f 2:46 - if 5:00 - If 5:47 f 7:05 f 8:32 f 9:56 f 11:36 schedule 1 Melrose/Cedar Park 5:56 631 7:01 - 743 R:13 8'43 If 9.53 f 11:37 f 12:53 f 2:48 - f 5:01 - If 5:48 f 7:06 - f 8:34 f 9,58 f 11:38 1 Wyoming Hill 5:58 6:33 7:03 - 7:45 8:15 - 8:45 f 9:55 f 11:39 f 12:55 IF 2.50 - f 5:03 - f 5:51 f 7:08 - f 8:36 f 10:00 f 11:40 For all other holiday 1A Malden Center 6 L 6:02 L 6:37 L 7:07 - L 7:51 L 8:19 - L 8:49 L 9:58 L 1143 L 12:58 L 2:54 - L 5:06 - L 5:64 L 7;11 - L 8:39 L 10:03 L 11:43 schedules,please check MBTA corn or call 1A North Station pb:IS 6:50_ 7.20 7:38 :0<' 830. 8.33 9.00 1 10:10 11:55 1:10 3:06 4:23 5:17 5:45 6:05 7:22 7:25 8:50 1015 11:55 617-222-3200. Trains in purple box In,^,i;:ale rt k period trains )nday to Friday .... .. ..._. - -....G u NI Via Lowell Lire:Operates 'bolAnd horn s stnn } AM PM via the Lowell Line between 285 287 201 289 203 205 207 209 211 291 213 293 215 217 295 219 221 223 225 227 229 Wilmington and North Sta'.ion u, s 8q. Soo the Lowell Line schedule 1A North Station ? 6:43 7:10 7:35 7:55 9:20 10:30 12:20 1:44 3:15 3:50 4:30 4:48 5:15 5:35 6:05 6:25 6:55 7:30 9:20 11`00 12:10 for all slops 1A Malden Center b f 6:54 f 7:21 IF 7:45 - f 9:31 f 10:41 f 12:31 f 1:55 3:26 4:01 4:41 4:59 5:26 5:46 6:16 6:36 - f 7:41 f 9:31 f 11:11 t 12:21 1 Wyoming Hill f 6:57 f 7:24 f 7:4-8 - f 9:34 f 10:44 f 12:34. f 1:58 3:30 4:05 4:45 5:03 - 5:50 6:20 6:40 - f 7:44 f 9:34 f 11:14 f 12:24 1 Melrose/Ceder Park f 6:59 f 7:26 f 7:50 f 9:36 f 10:46 f 12:36 f 2:00 3:32 4:07 4:47 5:05 - 5:52 6:22 6:42 - f 7:46 f 9:36 f 11:16 f 12:26 1 Melrose Highlands 6 f 7:02 f 7:29 f 7:53 f 9:39 f 10:49 f 12:39 f 2:03 3:36 4:11 4:51 5:09 5:56 6:26 6:46 Via f 7:49 f 9:39 f 11:19 f 12:29 2 Greenwood f 7:05 f 7:32 f 7:56 f 9:42 if 10:52 f 12:42 if 2:06 3:39 4:14 4:54 5:12 5:59 6:29 6:49 Lowell f 7:52 f 9:42 f 11:22 f 12:32 2 Wake Real f 7:09 f 7:36 f 8:00 - f 9:46 f 10:56 f 12:46 f 2:10 3:43 4:18 4:58 5:16 5:36 6:03 6:33 6:53 Line f 7:56 f 9:46 £11:26 f 12:36 2 Reading b 7:15 7:42 8:06 8:17 9:52 11:02 12:52 2:16 3:49 4:24 5:'04 5:22 5:42 6:09 6:39 6:59 8:02 9:52 11:32 12:42 3 North Wilmington - 8:12 - f 9:58 f 11:08 f 12:58 f 2:22 3:56 - 5:11 S:49 6:16 - 7:06 - f 8:08 f 9:58 f 11:38 f 12:48 4 Ballard—le 4, - 8,19 - f 10:05 if 11:16 if 1:05 f 2:30 4:03 - 5:18 - 5:56 6:23 - 7:13 7:35 f BA5 f 10:05 f 11:45 f 12:55 5 Andover h - - 8:2,1 - f 10:10 f 11:21 f 1:10 f 2:35 4:09 - 524 - 6:02 6:29 - 7:19 7:41 f 8:20 f 10:10 f 11:50 f 1:00 6 Lawrence 6 8:31 10:17 11:28 1:17 2:42 4:16 5:31 6:09 6:36 7:26 7:48 8:28 10:17 11.57 1:07 7 Bradford ¢ - - L 8:40 - L 10:26 L 11:38 L 1:27 L 2:54 L 4:26 - L 5:42 - L 6:20 L 6:47 - L 7:37 L 7:59 L 8:39 L 10:26 L 12:06 L 1:16 7 Haverhill b 8:43 10:29 11:41 1:30 2:57 4:29 - 545 6,23 6'50 7'4Q 8:i12 8:42 10:29 12:09 1 1:19 Tre,ns in p,rpl,!boK ino--,p.k period tm— Times in purflc whin"f"Indicate a flag stop f assr_r refs must to II the turday&Sunday Saturday&Sunday 1 11 - ! r'I D I `'assengars Ivail.in.l to hoard must be visible - or, "fret .r.0 t;r II- t1_ o.,a Rhi �Outb-vnt from F3c 6t0,, Ahi FM s<nra,.,v.awry, 1200 1202 1 1204 1206 1208 1210 sanmonv T-11 1201 1203 1205 1207 1209 1211 `� Times in blue indicate an early departure(L stop):The:rain m=ry leave ehea i of schedule at these stops ,111- 1,1,*.," III n,rxwrv. 2200 "u-1 1 2204 2206 2208 2210 2201 2203 2205 2207 2209 2211 -I- "' "`"' 1 -'k - fis,,nuo:rcd .1T. nc, dli sa ag 56 Bikes:Bicycles ate allowed on trains with the bicycle symbol sh o�,�r!,glow lht 7 Haverhill h 715 1020 1:15 4t20 710 1000 1A North Station b 9:40 11:40 2:50 525 8:20 11:30 train nurrider. 7 Bradford h 7:18 10:23 118 4:23 7:13 10.03 to Malden Center $ 8:50 11:50 3:00 535 830 1140 High level platform and bridge plate available.Visit mbta.com/accessibili4l 6 Lawrence 7:27 10:32 1:17 4:32 722 10:12 1 Wyoming Hill f 8.'S4 f 11:54 t 3:04 f 5.39 t 8:34 f 11;4-1 61 for more in(Orrnalion. 5 Andover f, 7.32 10.37 133 4:37 7:28 10:18 1 Mefrose/Cedar Park f g.5b f 11:56 f 3:06 t 5:41 f 8:36 f 11:46 4 Ballardvale h f 7:37 10:4.-. t 1:37 f 4:42 f 7:32 f 10:22 1 Melrose Highlands 6 8:59 - 11:59 3:09 5:44 8:39 11:49 3 North Wilmington f 7c41 :10:45 11:.4'. f 4A9 f 7:39 4 1029 2 Greenwood f 9:02 f 12:02 f 312 f 5 a7 f 13:42 r 11:52 2 Reading h 7:50 10156 1:50 4:55 745 1035 2 Wakefield 9:05 1205 315 5:50 845 11:55 2 Wakefield 7:55 11-of 155 5:00 7:50 1040 2 Reading h 9:11 12:11 3:21 5:56 8:51 12:01 2 Greenwood r 7:59 t 11: 5 i 1:5.9 f 5:04 f 7:54 f 10--a; 3 North Wilmington f 9:17 f 12:17 f 3:27 f 6:02 t 8:57 f 12:07 1 Melrose Highlands 6 8.02 I1,08 202 5:07 757 10:47 4 Ballardvale b 19:25 f 12:23 t 3:.33 f 6:08 f 9:03 t 12:13 1 Melrose/Ceda,Park f5:04 f11:10 €2cOM1 f.5.09 f7:59 f90:49 5 Andover h. 9:28 - 12:2H 3:38 : 6:13 9:08 12:18 1 Wyoming Hill f B:06 ,1112 ,<:06 1 5:11 f 8r01 f 1 51 6 Lawrence 6 9:35 12:35 3:45 6:20 9:15 12:25 to Maltlen Center h L 8:10 L 11:16 L 2:10 L 5:15 L 8,05 L 10:55 7 Bradford b- L 9:45 -L 12:45 L 3:55 L 6:30 L 9:25 L 12:35 1A North Station ?, 8:21 11.27 2.21 S:26 8:16 11:06 7 Haverhill b 9:48 12;48 3:58 6:33 9:28 12:38 r—, Massachusetts Bay ,_ ..-._ ., - --._. �';;h visit FM Customer Service 2` Oo 1-1 the 1, MOTOR VEHICLE CRASH DATA 5 1 I Cr.,IJz ftasslilt Ntur,ber of Numbttd) .�_._ 5 VAI Cra ah T,M to Cush Tlm<I Cl Murtrberd Me mat al Tnvet FTrt F4mAW F(a ful Ramd Arr,W rtt W tl+ar V St ni dsMa u s es -- �Lwz vn _ ''" F R ad ry n fl<Wry o ito Cu tTy Numfxr ty/Tam h+ray I rr sh 5<.Yrtry NonFebl Fenl VehldaANan Dior to Gash Veh{dct Cn11WoR Dircalcn Event E t Surtaw Upx C,xdttl Num Per? 7YPo i MV I 1 I !. Vl:Slow ng ar.stopped in Coli stun w lh if +z ng I Iv_rsc mot..- o .. ,NORTH I tralfC/V2 Trave fng straight ght V1:N/ nlolor whirl°TI a n or �OSGtiOD SI R3I Rte 125I. Y,not i� 3nOd,>;,5! 1!79/IW':t i1G Ftd 0.N[N?Jf.R GNon faml-n'�n ? 0 2 Rearend lah,.,d V2.N -ffi,. Roadway Sl:nh D'yl'IL Ada zzlcl �N/SUTTCN STREET d __�. ..._ __ ..._...._ ......_.-- �............._... , L II i vrt^ i I VC t P•oP,Hy dama nl I Vl'Travell ng straight ahead/ `✓1 S/ t it h de n D C OUO SI"IIE ET/ 1 waY oat t ... gee y µr r I :d>Tlall ./lp/2rf i- 1 LG IANtX].It q,(nonenjured'. Q I 0 2 Angln V2'urn,ny le4 V1N 1 if r. Raa!n nylDry Ua'Jli¢ht C_ Sl11TON SiP ET dvJrd _ I I L._.... _ �_ . .._.._�...... cc.rac ........... I n I vOr.iH VI:T' ykk/V2.Travelhng CV1:N/ mo;u I.le i!: I OSGOOCOnET R' 1.{31 Vnnl vclT rlcrse.�an .Ga h h>Rd 1V2'S It ff IP ..av�IJry _ � IiVJrt nl ar(Clecr W/SIITTDh SI NEEi d 'd J .,,_. T Ifh NOI?H Va T ell ng-.ightahead[ItI S/ 1 t h I D OOO o-xa rt ectc 3 a -_.., AN N)V(R I a�Nnn.ata l:N 1 D 'A V2 Tu;n'n¢=k �V]N I Iffir =a.dv,ar Dry �.a __._ .. .____ _,. n ., v'iht Ica i SI E'T..........RfIT cwid+d J Inn e D'•3 S J I � I oil sloe I' NOR?tt [ytl .nnlY f ( (VI II 8 ['g Hulot vch cle �__.._. I .0 l'D T waY. zy.ctor 11 VI S/ I ignz-1 3f.N L1_ 31/dr]l,T.l Sll Ght i,Nf)()VER � z ,,rr+d1 C _ 0 I ? nrnle I'Jl'1 I'.g.t,r�sht�f at1 Vl( .Iraff:< h�a:I w:,y C1N Da41�h1,_......./C.ea_,. �REiT/S TTCN STfiitT d: d ' l i1 with N(RIH IpropzrN tlarnagCV ly IV 1.Turn ng eh V2:Travell ing V1N/ m to t 'I )S((IOIJ TR[I i/ �r of i I rsecT. 1 4(Ifa12i� 2/IR./201.'i 1115;.`.I )'V E4 ,I�no_e Our dl it p 2 ,.,Any.e. .sl,,2t t ahead V] 1,fFi_ I":uad,,.sY D" D I'ht 'Clear Y - ..._.... .._._._... -T-TCN pre rtY a g rnly VI:Iravell ng straight ahead/ `Jl.N/ moll to "11h I Y.led OSGOOD Tk fT Nte of [c set'on I n ro I>gr.ai STREET d ll+.0 1n�Fh:FNDOVER tl�lnn !ur.11 a i 0 2 Ar Qle VZTurnne li it V1 N 1 R RoadW, LlV roanwav CPar sRvsu S ..._... I_J dV _ - 1 6 L,]Ola _ ......._ ._ .__m....._ _... t I I OSGOOD ST SUTTO J L t t .fl "th 1 cc c t INOrtT11 Frog ry1v '} nnlY Vl,If' 1"g-fd,xht uheao(iVl N/ oto h 1 $T/OS(UOI)sln{ fIt _.'z—, y r N,IA,N L>n JEp .Inc I'U) ll fl 2 1- 1 V2 T.ar_I.nR SIro ght ahead ;V2 N traff _ (Ao d+wayl0ry DaNe*.: CI r/Ue,+r. 1]S N/SIIITO J STRFR I".d.d aU _ 1 lCall s'on w"th� l OSGDOD TIEt / Two-way,d' d„ T crs.cto f NORTH :/),:r rn nK lofj/V2;7urr.Ing VI'hf mulct vzhrrle r >S r 11 an fro E` IOS( t v -DOD Tf Ehl t 'i t t ANCNJVFIt 4,4n R!f,nrrec f it Id left V?.N lraff .,, RradwaY DrY 'Da Yl,h4 r.a,dy NSIRL b'r!'er tC tl, I ..ls._ _ ur•:......_.........__... 2 �....'.7......If c. IVJ I_^III fit i h[ahcad/ V2 iV [raofio<nv,with n Itc ad war DrY 10,I,el,,,Cloudy O',JTTONS TFFEFT I I".d ;y N RT 11 E / lli:it AU,ANf TV ER 1 to f 1 y - - Call'i an w tt NOf TTt �PI p y ..It only VI:7 II ¢ Haight ahead( ur S/ motor vehrcl•'n ] V5G06)SIR Ll'/ <nn[ rote aactjtl 1 d+b7,1N l F]I]1F ]1:.dAM.A+JI.V L(t -(In 1...;d l..._ D Ct 2 ._,.._ njlo V7 ChanA.nd lane; V2S traEfc N U y Pry D tP.hl SClear SUTIOh STREET f i,j_ a0� T K l ^. J nlr R _. ......_.._ ......... _ _ _ .._._ .._ 01G(.DST Y SUTTON 'NO:{I n Property damage only VI:Trav 11mjt straight ahead( VI:S root I: S /o;f GGD ST RIe"a2 .T -w aY.net T 1 r K.,. rrol r-µ-ll I J{;C.ta I/l')DT. ]tN V'rn:.tNtiCtVt'R :.In ired` 0 0 2 ,,,Angly V2:'—sdf,.let, V1N trail Nc>ly.a'v�Dry Uavlipht Clear _ / ili('IST,_. :dvdcJ _C .. ._.. - mo', eh�c'e in..{_y .. _ Ofi GOOD STRCE'Rt<" N { ..1 stem h[ehe ad /V2:f well nK `J2 S/ t'arfc P d I Ih Oa Yli ST325 N/SU7 J.V I y of __ _. t T /1./101 t+ c Inh Wv�R ,i�No fatal nl,rrr t fl Z no41t l� yht Clnxr REST d -1,1 rV g _- ...-- _._... .— I ._....... _ N�)„TH Vl'Slowng or stoppedr +V15/ �Co.lts on w,th r IT !y,rof T' ,r.it[to tells Rnal� 1 rt-r3 tI 'IHi.oi% 1.15 PM fNW .fl allon l"ala!"ni irY k 0 2 Angle Iraffc(V)..Turn enelrl �V2:N 'Svtd 1 P. i rly 4,et 0 lthr r_Icur OSGODUS 1' 1 I.1_..,_ OSGOClO STF SU ITON �nI 1 M^..�. SI Ii(r1 5 / SGo fJORTH i `1_:Turn'ng le F.(V2.Travell ng00 ✓1 N/ >I h I.le n STREET Rtc 125 S T Ill t^' ,l'+45761 '/7aj2pl(, r;A4 AM ANDOVIR .d N f! njary ! L 6 Z Angle sVa,¢hY aheao V2 t al'hc �Psed¢.1y�Ur Day1i 1; Clear t BUTT ON STRFEi d""d J to] 1 _a _ ._. _.__.....fA K$ g ICopson withn i Ugarg. __mm - T ' nwa,,not - ¢ / I!raffc F+adwaY Dry (roailwav 1 /BUTTON STREET it dr.d n NORTH I ✓1 rrrvelln eral ht ahead/ V1S hot rvr.Wdr• ' hted r^_ USCOOI)ST0.EEf Ale 125 T 1 d�15eR d ) I "LCI_. 1 vna ANDOVER 4 N_ (I .l,rl ? D 'P�Ir_J2'Tu;n r, =k V]:N ! S,._ ...... Colsonwlh I I NORTH ( V1.Turn!rgleft/V11r'avel'rg V1.N/ )molorveh!cle"n 'a W _rzect TT, �_S"ta9 ..r 1a/aCl, .J-a[Fll ANDOVtfI ,f�;J r,n aa."nl,r, L D 2 .Angle tt ¢ht head VLS 1traffc P adway We[ IC iyht Couoy/Pam_ 5117TON Sf/OS0001� 1 lid al I __ _...._7 __.... ........ ._ ....,_..— — _.. .. t R gnall ji Col1. lh I I i o: NORTri Iv p..y1' x IY VS 'Hlelt/V2.TravellinB VI:N mot le ill "u,",twn 1 121IV2011 ( +C.PN1 ANDOVF,R el,r>rc nl,.cu) 0 D 1 Ihra;or :t'ght,h.d V2yi 1traff P...d_y�Dry (Oavlipht eer `SIIT70N :/C3SCf0p5T ,'u dect „_- I_ _._.._ ......._....— ,,✓1'Travellmgstra g"t al zoa/ Vl.`1 Cclhsicn with z'ynal ar 'N.]ftTH F yd' nv I V2T ".g lvft/V1'Slorrng or J7'N/ mot Elan I I I t +n;I i]):I)/Mll 1)T„fI.dIP.fY_IVER I;n 1 I 4n U IOavli¢tlt Cleur/Other 0 ! _, I� ❑�z ,J.__. ff, V32 L'ry Ir)S(-Of f?tl.Slr t'rON' J:�idrd ''__.. ME CRASH RATE WORKSHEK7T CITY/TOWN : North Andover COUNT DATE � 2019 MHD USE ONLY DISTRICT 4 UNS|8NAL|ZED : SIGNALIZED Source#[____] - INTERSECTION DATA � --.......... ---..............- .......----- ...........................................---------..................- ..................................................... - MAJOR STREET : Osgood Street Route 133 nrw �K4|N0RSTREET(S) - Sutton on Street sr# sT# nr# INTERSECTION North 889 |wTsnosoTmm ODIAGRAM #REF (Label Approaches) 876 805 Peak Hour Volumes ^ � � APPROACH : 1 2 3 4 5 Total Entering DIRECTION : NB SB EB WB Vehicles ` VOLUMES (PK8) : ^ K^ FACTOR : 0.080 APPR0ACHAOT: xor~TOTAL vouX^FACT. TOTAL#OF 19 #OF F 5 AVERAGE#OF ACCIDENTS . YEARS : ACCIDENTS (A ) , ------------................ - .............................................. ................................ ...................---.......... ----............... CRASH RATE CALCULATION : eAre Comments : Accident Rate for District si na|ized intersections = 0.73 Accident Rote for District unsignalized intersections = 0.57 S:Uobn\7378\Crauh Datu\Cnash RotesVVorksheet BACKGROUND DEVELOPMENT /tYd! t + i11�1d,t1LEMZ7(3il � Y7a2. 7L�C�+17(rzAxRXd/I # ,xi xI1E 11fiXlFS WEEKDAY MORNING PEAK HOUR 25 L A WRENCE MUNICIPAL AIRPORT e 43 SUTTON <-43 f 43 STREET 33, 33 ; 33 ` 33� n n SITE SITE DRIVEWAY A DRIVEWAY 8 a [y G� WEEKDAY EVENING PEAK {TOUR 125 LAWRENCE MUNICIPAL AIRPORT f r .-43 SUTTON t-43 f 43 STREET 55—> 55—� 55—+ 55� u� SI TE SI TE DRIVEWAY A DRIVEWAY 8 0 n 0 0 a N N in N N QD m� T m. r 1 11anasse Associates, Inc. Mixed-Use Development 10 Osgood Street Peak Hour`traffic Volumes m co m try ,r rr17r , rW rc 'Ca WEEKDAY MORNING PEAT{ HOUR 5 LA WRENCE MUNICIPAL AIRPORT i +—t SUTTON +—t STREET 3—s 7 S17E STE DRIVEWAY A DRIVEWAY E c� C� 0 0 0 WEEKDAY EVENING PEAK HOUR 5 LA WRENCE MUNICIPAL AIRPORT t M a-3 SUTTON + 3 a-3 STREET ✓ 2—> 2— 2— 2- SITE SI TE D,RI VEWA Y A DRI VE WA Y B v 0 0 01 a N Ln ri N rl O x Vanasse Associates, Inc. Residential Development 4 High Street V/'1-- ""'<- r a Peak Hour Trek Volumes m co TRIP''GENERATION s Institute of Transportation Engineers (ITE) Trip Generation, 10th Edition Land Use Code (LUC) 221 -Multifamily Housing (Mid-Rise) 'ehicle Trips Ends vs: Dwelling Units ident Variable(X): 136 R' Equation Rate 0.77 AVERAGE WEEKDAY DAILY AVERAGE WEEKDAY DAILY T= 5.45`(X)-1.75 T= 5.44"(X) T= 5.45` 136 -(1.75) T= 5.44' 0 T= 739A5 T= 739.84 T= 740 vehicle trips T= 740.00 with 50%( 370 vpd)entering and 50%( 370 vpd)exiting. T= 740 vehicle trips with 50%( 370 vpd)entering and 50%( 370 vpd)exiting 0.67 WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC Ln T= 0.98`Ln(X)-0.98 T= 0.36'(X) Ln T= 0.98`Ln 136 -(0.98) T= 0.36` 0 Ln T= 3.83 T= 48.96 T= 46.27 T= 49 vehicle trips T= 46 vehicle trips with 26%( 13 vph)entering and 74%( 36 vph)exiting. with 26%( 12 vph)entering and 74%( 34 vph)exiting. 0.72 WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC Ln T= 0.96'Ln(X)-0.63 T= 0.44'(X) Ln T= 0.96`Ln 136 -(0.63) T= 0.44` 0 Ln T= 4.09 T= 59.84 T= 59.51 T= 60.00 T= 60 vehicle trips T= 60 vehicle trips with 61%( 37 vph)entering and 39%( 23 vph)exiting. with 61%( 37 vph)entering and 39%( 23 vph)exiting. 0.73 SATURDAY DAILY AVERAGE SATURDAY T= 3,04'(X)+417.1.1 T= 4.91 `(X) T= 3.04" 136 +(417.11) T= 4.91 0 T= 830.55 T= 667.76 T= 830 vehicle trips T= 668.00 with 50%( 415 vpd)entering and 50%( 415 vpd)exiting. T= 668 vehicle trips with 50%( 334 vpd)entering and 50%( 334 vpd)exiting. 0.89 SATURDAY MIDDAY PEAK HOUR OF GENERATOR SATURDAY MIDDAY PEAK HOUR OF GENERATOR T= 0.42`(X)+6.73 T= 0.44`(X) T= 0.42" 136 +(6.73) T= 0.44' 0 T= 63.85 T= 59.84 T= 64 vehicle trips T= 60 vehicle trips with 49%( 31 vph)entering and 51%( 33 vph)exiting. with 49%( 29 vph)entering and 51%( 31 vph)exiting. (same distribution split as ITE LUC 210 during the Saturday midday peak hour of generator) Confidential Vanasse&Associates,Inc. 221-UNITS CAPACITY ANALYSIS Osgood Street(Route 133} at Sutton Street Sutton Street at Lawrence Municipal Airport Driveway Sutton Street at Site Driveway A Sutton Street at Site Driveway B Sutton Street at Proposed Site Driveway Osgood Street(Route 133) at Sutton Street HCM Signalized Intersection Capacity Analysis 2019 Existing Weekday Morning 3: Osgood Street & Sutton Street 06/14/2019 -,,# �1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume(vph) 37 3 49 62 330 718 778 Future Volume(vph) 373 49 62 330 718 778 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane V^Iidth 12 16 12 12 12 16 Total Lost time(s) 4.0 4.0 4.0 Lane Util.Factor 0.97 0.95 0.95 Frt 0M 1.00 0.92 Fit Protected 0.96 0.99 1.00 Satd.Flow(prot) 3408 3493 3263 Fit Permitted 0.96 0.63 1.00 Satd.Flow(perm) 3408 2221 3263 Peak-hour factor, PHF 0.94 0.94 6.84 0.84 0.92 0.92 Adj.Flow(vph) 397 52 74 393 780 846 RTOR Reduction(vph) 19 0 0 0 233 0 Lane Group Flow(vph) 430 0 0 467 1393 0 Heavy Vehicles(%) 2% 0% 0% 3% 2% 2% Turn Type Prot Perm NA NA Protected Phases 4 2 6 Permitted Phases 2 Actuated Green, G(s) 11.8 28.5 28.5 Effective Green,g(s) 13.8 30.5 30.5 Actuated g/C Ratio 0.26 0,58 0.58 Clearance Time(s) 6.0 6.0 6.0 Vehicle Extensions 3.0 3.0 3.0 Lane Grp Cap(vph) 899 1295 1902 v/s Ratio Prot c0.13 c0.43 v/s Ratio Perm 0,21 We Ratio 0.48 0.36 0.73 Uniform Delay,d1 16.2 5.8 7.9 Progression Factor 1.00 1.00 1.00 Incremental Delay,d2 0.4 0.2 1.5 Delay(s) 16.6 5.9 9.4 Level of Service B A A Approach Delay(s) 16.6 5.9 9.4 Approach LOS B A A Intersection Summary --- HCM 2000 Control Delay 10.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length(s) 52.3 Sum of lost time(s) 8.0 Intersection Capacity Utilization 73.2% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Synchro 10 Re S:AJobs',,73781Synchroy" -EX AM.syn Pagee 2 2 Timings 2019 Existing Weekday Morning 3: Osgood Street & Sutton Street 06/14/2019 Lane Group EBL NBL PiBT SBT Lane Configurations )-"y It fl T,aftic Volume(Vf)h) 373 62 330 718 Future Volume(vph) 373 62 330 718 Lane Group Flow(vph) 449 0 467 1626 Turn Type Prot Perri NA NA Protected Phases 4 2 6 Permitted Phases 2 Detector Phase 4 2 2 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 Minimum Split(s) 30.0 30.0 30,0 30,0 Total Split(s) 31.0 36.0 36.0 3 6.0 n, s�,3 w 5 1, r a= Total Split{ro) �rb.�,a 53.7ro o3.7�� �3.7;u Yellowy Time(s) 4.0 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 2.0 Lost Time Adjusts) -2.0 -2.0 -2.0 Total Lost Time(s) 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Recall Mode None Min Min Min vlc Ratio 0.49 0.36 0.76 Control Delay 17.6 7.1 8.3 Queue Delay 0.0 0.0 0.0 Total Delay 17.6 7.1 8.3 Queue Length 50th(ft) 58 34 98 Queue Length 95th(ft) 93 62 212 Internal Link Dist(ft) 463 734 896 Turn Bay Length(ft) Base Capacity(vph) 1787 1369 2225 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.25 0,34 0,73 lritersecfon Summary Cycle Length:67 Actuated Cycle Length:52.4 Natural Cycle:60 Control Type:Actuated-Uncoordinated Splits and Phases: 3:Osgood Street&Sutton Street fi r�L 04 ----------------- = lm- S:Jobs\7378\.Synchro\1 -EX AM.syn Synchro 10 Report Page 1 HCM Signalized Intersection Capacity Analysis 2019 Existing Weekday Evening 3: Osgood Street & Sutton Street 06/14/2019 t Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y 4$ tT. Traffic Volume(vph) 814 62 62 743 428 461 Future Volume(vph) 814 62 62 743 428 461 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane 1"Jidth 12 16 12 12 12 16 Total Lost time(s) 4.0 4.0 4.0 Lane Util_Factor 0.97 0,95 0,95 Frt 0.99 1.00 0.92 Fit Protected 0.96 1,00 1.00 Satd.Flow(prot) 3485 3563 3298 Fit Permitted 0.96 0,77 1.00 Said.Flow(perm) 3485 2737 3298 Peak-hour factor, PHF 0.85 0.85 0.93 0.93 0.90 0.90 Adj.Flow(vph) 958 73 67 799 476 512 RTOR Reduction(vph) 8 0 0 0 279 0 Lane Group Flow(vph) 1023 0 0 866 709 0 Heavy Vehicles(%) 0% 0`/° 0% 1% 2% 0% Turn Type Prot Perm NA NA Protected Phases 4 2 6 Permitted Phases 2 Actuated Green,G(s) 21.6 24.4 24.4 Effective Green,g(s) 23.6 26.4 26.4 Actuated g/C Ratio 0.41 0.46 0.46 Clearance Time(s) 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 Lane Grp Cap(vph) 1418 1245 1501 v/s Ratio Prot c0.29 0.22 v/s Ratio Perm c0.32 v/c Ratio 0.72 0.70 0.47 Uniform Delay,d1 14.4 12.6 11.0 Progression Factor 1.00 1,00 1.00 Incremental Delay,d2 1.8 1.7 0.2 Delay(s) 16.3 14.3 11.2 Level of Service B B B Approach Delay(s) 16.3 14.3 11.2 Approach LOS B B B Intersection Summary _ HCM 2000 Control Delay 13.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length(s) 58.0 Sum of lost time(s) &0 intersection Capacity Utilization 84.2% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group S}mc S:'Jobs\7378\Synchro',.2-En:PV.syn h o 10 Report Page 2 Timings 2019 Existing Weekday Evening 3: Osgood Street & Sutton Street 06i14i2019 Lane Groun EBL NBL NBT SBT Lane Configurations lit{ 4t 4't' Traffic Volume(vph) 814 62 743 428 Future Volume(vph) 814 62 743 428 Lane Group Flow(vph) 1031 0 866 988 Turn Type Prot Perm NA NA Protected Phases 4 2 6 Permitted Phases 2 Detector Phase 4 2 2 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 Minimum Split(s) 30.0 30.0 30.0 30.0 Total Split(s) 31.0 36.0 36.0 36.0 Total Split(%) 46.3% 53.7% 53.7% 53.7% Yellow Time(s) 4.0 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 2.0 Lost Time Adjust(s) -2.0 -2.0 -2.0 Total Lost Time(s) 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Recall Mode None Min Min Min v/c Ratio 0.73 0.70 0.56 Control Delay 18.7 16.6 6.6 Queue Delay 0.0 0.0 0.0 Total Delay 18.7 16.6 6.6 Queue Length 50th(ft) 158 132 57 Queue Length 95th(ft) 221 194 103 Internal Link Dist(ft) 463 734 896 Turn Bay Length(ft) Base Capacity(vph) 1672 1549 2089 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v(c Ratio 0.62 0.56 0.47 Intersection Summary Cycle Length:67 Actuated Cycle Length:58.4 Natural Cycle:60 Control Type:Actuated-Uncoordinated Splits and Phases: 3:Osgood Street&Sutton Street t 02 a� 06 S:1Jobs173781Synchrol2-EX PM.syn Synchro 10 Repot Page 1 HCM Signalized Intersection Capacity Analysis 2026 No Build Weekday Morning 3: Osgood Street & Sutton Street 06/17/2019 Movement _ EBL EBR NBL __NBT_ SB T SBR _ Lane Configurations W N t ^T4 Traffic Volume(vph) 436 53 66 387 803 878 Future Volume(vph) 436 53 66 387 803 878 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 12 16 12 12 12 16 Total Lost time(s) 4.5 4.5 4.5 Lane Util.Factor 0.97 0.95 0.95 Frt 0.98 1.00 0.92 Flt Protected 0.96 0.99 1.00 Satd.Flow(prot) 3411 3494 3262 Flt Permitted 0.96 0.59 1.00 Satd. Flow(perm) 3411 2091 3262 Peak-hour factor, PHF 0.94 0.94 0.92 0.92 0.92 0.92 Adj.Flow(vph) 464 56 72 421 873 954 RTOR Reduction(vph) 14 0 0 0 216 0 Lane Group Flow(vph) 506 0 0 493 1611 0 Heavy Vehicles(%) 2% 0% 0% 3% 2% 2% Turn Type Prot Perm NA NA Protected Phases 4 2 6 Permitted Phases 2 Actuated Green,G(s) 15.2 38A 38.4 Effective Green,g(s) 17.2 40A 40.4 Actuated g/C Ratio 0.26 0.61 0.61 Clearance Time(s) 6.5 6.5 6.5 Vehicle Extension(s) 3.0 3.0 3.0 Lane Grp Cap(vph) 880 1268 1978 v/s Ratio Prot c0.15 c0.49 v/s Ratio Perm 0.24 v/c Ratio 0.57 0.39 0.81 Uniform Delay,d1 21.5 6.7 10.2 Progression Factor 1.00 1.00 1.00 Incremental Delay,d2 0.9 0-2 2.7 Delay(s) 22.4 6.9 12.9 Level of Service C A B Approach Delay(s) 22.4 6.9 12.9 Approach LOS C A B Intersection Summary - -- HCM 2000 Control Delay 13.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length(s) 66.6 Sum of lost time{s) 9.0 Inlersection Capacity Utilization 82.4% CU Level of Service E Analysis Period(min) 15 c Critical Lane Group Jcbs\7378\Syncnr,�,3-NB,a,M sfl Synchro 10 Reno,: Pace 2 Timings 2026 No Build Weekday Morning I Osgood Street & Sutton Street 06/17/2019 -4\ 1 Lane Group EBL _NBL NBT SBT Lane Configurations �)%x 'Tt "tia Traffic Volume(vph) 436 66 387 803 Future Volume(vph) 436 66 387 803 Lane Group Flow(vph) 520 0 493 1827 Turn Type Prot Perm NA NA Protected Phases 4 2 6 Permitted Phases 2 Detector Phase 4 2 2 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 Minimum Split(s) 25,0 30.0 30.0 30.0 Total Split(s) 31.5 46.5 46.5 46.5 Total Split(%) 40.4% 59.6% 59,6% 59.6% Yellow Time(s) 4.0 4.5 4.5 4.5 All-Red Time(s) 2.5 2.0 2.0 2.0 Lost Time Adjust(s) -2.0 -2.0 -2.0 Total Lost T ime(s) 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None Min Min Min v/c Ratio 0.58 0.39 0,83 Control Delay 23.8 8.4 12.1 Queue Delay 0.0 0.0 0.0 Total Delay 23.8 8.4 12.1 Queue Length 50th(ft) 94 47 187 Queue Length 95th(ft) 138 94 371 Internal Link Dist(ft) 463 734 896 Turn Bay Length(ft) Base Capacity(vph) 1401 1326 2270 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.37 0.37 0.80 Intersection Summary Cycle Length:78 Actuated Cycle Length:66.8 Natural Cycle:60 Control Type:Actuated-Uncoordinated Splits and Phases: 3:Osgood Street&Sutton Street 04 __. S:..Jobs`,1'31'8`,Jynchlo''.3-NB A`'✓Lsyn Svnchro 10 Report Page 1 NCM Signalized Intersection Capacity Analysis 2026 No Build Weekday Evening 1 Osgood Street & Sutton Street 06/17/2019 ,1 * t 1 ✓ Movement EBL EBR NBL _ NBT SBT SBR Lane Configurations ��rY -Tt tT Traffic Volume(vph) 930 66 66 850 503 540 Future Volume(vph) 930 66 66 850 503 540 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Vlidth 12 16 12 12 12 16 Total Lost time(s) 4.5 4.5 4.5 Lane Util.Factor 0.97 0.95 0.95 Frt 0.99 1.00 0.92 Fit Protected 0.96 1.00 1.00 Satd. Flow(prot) 3487 3564 3298 Fit Permitted 0.96 0.72 1.00 Said Flow(perm) 3487 2568 3298 _ _- Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 1011 72 72 924 547 587 RTOR Reduction(vph) 6 0 0 0 270 0 Lane Group Flow(vph) 1077 0 0 996 865 0 Heavy Vehicles(%) 0% 0% 0% 1% 2% 0% Turn Type Prot Perm NA NA Protected Phases 4 2 6 Permitted Phases 2 Actuated Green, G(s) 23.9 32.9 32.9 Effective Green,g(s) 25.9 34.9 34.9 Actuated g/C Ratio 0.37 0.50 0.50 Clearance Time(s) 6.5 6.5 6.5 Vehicle Extension(s) 3.0 3.0 3.0 Lane Grp Cap(vph) 1293 1284 1649 v/s Ratio Prot c0.31 0.26 v/s Ratio Perm c0.39 v/c Ratio 0.83 0.78 0.52 Uniform Delay,dl 20.0 14.3 11.8 Progression Factor 1.00 1.00 1.00 Incremental Delay,d2 4.7 3.0 0.3 Delay(s) 24.7 17.3 12.1 Level of Service C B B Approach Delay(s) 24.7 17.3 12.1 Approach LOS C B B Intersection Summary ----- - HCM 2000 Control Delay 18.0 HCM 2000 Level of Service B IHCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length(s) 69.8 Sum of lost time(s) 9.0 Intersection Capacity Utilization 96.5% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group S_1!obs;7378'.Synchro;4- NE.PM.syn Synchro 10 Re'-_ort Pace 2 Timings 2026 No Build Weekday Evening I Osgood Street & Sutton Street 06/17/2019 -4\ t Lane Group EBL NBL NBT SBT Lane Conngurations itjr 4f gIf+ Traffic Volume(vph) 930 66 850 503 Future Volume (vph) 930 66 850 503 Lane Group Flows(vph) 1083 0 996 1134 Turn Type Prot Perm NA NA Protected Phases 4 2 6 Permitted Phases 2 Detector Phase 4 2 2 6 S.:ritch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 (Minimum Split(s) 30.0 30.0 30.0 30.0 Total Split(s) 31.5 46.5 46.5 46.5 Total Split(%) 40.4% 59.6% 59-6% 59.6% Yellows Time(s) 4.0 4.5 4.5 4.5 All-Red Time(s) 2.5 2.0 2.0 2.0 Lost Time Adjust(s) -2.0 -2.0 -2.0 Total Lost Time(s) 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None Min Min Min v/c Ratio 0.84 0.78 0.59 Control Delay 28.5 19.3 7.3 Queue Delay 0.0 0.0 0.0 Total Delay 28.5 19.3 7.3 Queue Length 50th (ft) 220 178 81 Queue Length 95th(ft) 4370 252 133 internal Link Dist(ft) 463 734 896 Turn Bay Length(ft) Base Capacity(vph) 1372 1566 2221 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.79 0,64 0.51 Intersection Summary _ Cycle Length: 78 Actuated Cycle Length: 70-1 Natural Cycle:60 Control Type:Actuated-Uncoordinated # 95th'oercenNe volume exceeds capacity;queue may be longer. Queue shown is maximum after two cycles. S^liis and Phases: 3.Osgood Street&Sutton Street t o S:1-'obs`i73781Synchroi4-NB PM.syri Synchro 10 Report Page HCM Signalized Intersection Capacity Analysis 2026 Build Weekday Morning 3: Osgood Street & Sutton Street 06/17/2019 Movement EBL E_B_R NBL NBT SBT SBR Lane Configurations ).f It tt> Traffic Volume(vph) 443 60 67 387 803 879 Future Volume(vph) 443 60 67 387 803 879 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 12 16 12 12 12 16 Total Lost time(s) 4.5 4.5 4.5 Lane Util. Factor 0.97 0.95 0.95 Frt 0.98 1.00 0.92 Fit Protected 0.96 0.99 1.00 Satd. Flow(prot) 3407 3494 3262 Fit Permitted 0.96 0.59 1.00 Satd.Flow(perm) 3407 2077 3262 Peak-hour factor,PHF 0.94 0.94 0.92 0.92 0.92 0.92 Adj. Flow(vph) 471 64 73 421 873 955 RTOR Reduction (vph) 15 0 0 0 218 0 Lane Group Flow(vph) 520 0 0 494 1610 0 Heavy Vehicles(%) 2% 0% 0% 3% 2% 2% Turn Type Prot Perm NA NA Protected Phases 4 2 6 Permitted Phases 2 Actuated Green,G(s) 15,6 38.5 38.5 Effective Green,g(s) 17.6 40.5 40.5 Actuated g/C Ratio 0,26 0.60 0.60 Clearance Time(s) 6.5 6.5 6.5 Vehicle Extension(s) 3,0 3.0 3.0 Lane Grp Cap(vph) 893 1253 1968 v/s Ratio Prot c0.15 c0.49 v/s Ratio Perm 0.24 v/c Ratio 0.58 0.39 0.82 Uniform Delay,dl 21.5 6.9 10A Progression Factor 1.00 1.00 1.00 Incremental Delay,d2 1.0 0.2 2.8 Delay(s) 22.5 7.1 13.2 Level of Service C A B Approach Delay(s) 22.5 7.1 13.2 Approach LOS C A B Intersection Summary . HCM 2000 Control Delay 13.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length(s) 67.1 Sum of lost time(s) 9.0 Intersection Capacity Utilization 83.4% ICU Level of Service Analysis Period(min) 15 c Craical Lane Group S:!�obs`,73781Synchrol5-B AM.syn Sy hrn 10 R.epert -ate Timings 2026 Build Weekday Morning 3: Osgood Street & Sutton Street 06/17/2019 Lane Group EEL i,1BL NBT SBT Lane Configurations W +Tt tT4 Traffic Volume(vph) 443 67 387 803 Future Volume(vph) 443 67 387 803 Lane Group Flow(vph) 535 0 494 1828 Turn Type Prot Perm NA NA Protected Phases 4 2 6 Permitted Phases 2 Detector Phase 4 2 2 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 Minimum Split(s) 30.0 30.0 30.0 30.0 Total Split(s) 31.5 46.5 46.5 46.5 Total Split(%) 40,4% 59.6''% 59.6% 59.6% Yellow Time(s) 4.0 4.5 4.5 4.5 All-Red Time(s) 2.5 2.0 2.0 2.0 Lost Time Adjust(s) -2.0 -2.0 -2.0 Total Lost Time(s) 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None Min Min Min v/c Ratio 0.59 0.39 0.84 Control Delay 23.8 8.6 12.4 Queue Delay 0.0 0.0 0.0 Total Delay 23.8 8.6 12.4 Queue Length 50th (ft) 97 48 190 Queue Length 95th(ft) 142 95 #379 Internal Link Dist(ft) 463 734 896 Turn Bay Length(ft) Base Capacity(vph) 1395 1310 2262 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.38 0.38 0.81 lnterseclion Summary Cycle Length: 78 Actuated Cycle Length:67.1 Natural Cycle: 70 Control Type:Actuated-Uncoordinated # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3:Osgood Street&Sutton Street _..._. .... _.._._ C Gns 1_ ,Sync io',.5-B Wsvn. Syncrro ":'U Repolt Page HCM Signalized Intersection Capacity Analysis 2026 Build Weekday Evening 1 Osgood Street & Sutton Street 06/17/2019 _ 4" t 1 Movement EBL EBR NBL NBT SBT SBR _. Lane Configurations W 'Tt t11 Traffic Volume(vph) 932 67 71 850 503 545 Future Volume(vph) 932 67 71 850 503 545 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane�Nidth 12 16 12 12 12 16 Total Lost time(s) 4.5 4.5 4.5 Lane Util. Factor 0.97 0.95 0.95 Frt 0.99 1.00 0.92 Flt Protected 0.96 1.00 1.00 Said. Flow(prot) 3486 3563 3297 Fit Permitted 0.96 0.70 1.00 Satd Flow(perm) 3486 2514 3297 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 1013 73 77 924 547 592 RTOR Reduction (vph) 7 0 0 0 269 0 Lane Group Flow(vph) 1079 0 0 1001 870 0 Heavy Vehicles(%) 0% 0% 0% 1% 2% 0% Turn Type Prot Perm NA NA Protected Phases 4 2 6 Permitted Phases 2 Actuated Green, G(s) 24.0 33.7 33.7 Effective Green,g(s) 26.0 35.7 35.7 Actuated g/C Ratio 0.37 0.50 0.50 Clearance Time(s) 6.5 6.5 6.5 Vehicle Extension(s) 3,0 3.0 3.0 Lane Grp Cap(vph) 1281 1269 1664 v/s Ratio Prot c0.31 0.26 v/s Ratio Perm c0.40 v/c Ratio 0.84 0.79 0.52 Uniform Delay,dl 20.5 14.4 11.8 Progression Factor 1.00 1.00 1.00 Incremental Delay,d2 5.2 3.3 0.3 Delay(s) 25.7 17.7 12.1 Level of Service C B B Approach Delay(s) 25.7 17.7 12.1 Approach LOS C B B Intersection Summary HCM 2000 Control Delay 18.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ralio 0.81 Actuated Cycle Length(s) 70.7 Sum of lost time(s) 9.0 Intersection Capacity Utilization 96.9°! ICU Level of Service Analysis Period(min) 15 c Critical Lane Group S:'�Jobs173r81Syrichrol6-B`fM.syn Syrchru 10 Report Page 2 Timings 2026 Build Weekday Evening 3: Osgood Street & Sutton Street 06/17/2019 Lane Group EBL NBL NBT SBT Lane Configurations liYr' 4t tT� Traffic Volume(vph) 932 71 850 503 Future Volume(vph) 932 71 850 503 Lane Group Flow(vph) 1086 0 1001 1139 Turn Type Prot Perm NA NA Protected Phases 4 2 6 Permitted Phases 2 Detector Phase 4 2 2 6 Switch Phase Minimum Initial(s) 5.0 5.0 5,0 5.0 Minimum Split(s) 30.0 30.0 30.0 30.0 Total Split(s) 31,5 46.5 46.5 46.5 Total Split(%) 40,4% 59.6% 59.6% 59.6% Yellow Time(s) 4.0 4.5 4.5 4.5 All-Red Time(s) 2.5 2.0 2.0 2.0 Lost Time Adjust(s) -2.0 -2.0 -2.0 Total Lost Time(s) 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None Min Min Min v/c Ratio 0.85 0.79 0.59 Control Delay 29.4 19.8 7.2 Queue Delay 0.0 0.0 0.0 Total Delay 29.4 19,8 7.2 Queue Length 50th(ft) 232 182 82 Queue Length 95th(ft) #371 260 133 Internal Link Dist(ft) 463 734 896 Turn Bay Length(ft) Base Capacity(vph) 1354 1513 2200 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.80 0.66 0.52 Intersection Summary Cycle Length:'8 Actuated Cycle Length:70.9 Natural Cycle:60 Control Type:Actuated-Uncoordinated 9 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum afler two cycles. Splits and Phases 3:Osgood Street& Sutton Street I1,5 &Wobs�173781Synchro',6-B PM.svn Synchro 10 Report Page . } i i I I i i i i i i 1 I i i 7 Sutton Street at Lawrence Municipal Airport Driveway 1 1 i 1 i i i { I i I 3 3 f i 1 I i i i i i HCM Unsignalized Intersection Capacity Analysis 2019 Existing Weekday Morning 5: Sutton Street & Lawrence Aiport Drive 06/18/2019 i,:loveme,;1 EBl_ (_51 *B_T *ci; SQL _ SoR, Lane Configurations 4 1+ Y Traffic Volume(veh1h) 14 445 825 17 4 7 Future Volume(Veh/h) 14 445 825 17 4 7 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.93 0.93 0.75 0.75 Hourly flow rate(vph) 15 464 887 18 5 9 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 543 pX,platoon unblocked vC,conflicting volume 905 1390 896 vC1,stage 1 conf vot vC2,stage 2 cent vol vCu,unblocked vol 905 1390 896 tC,single(s) 4.1 `6.0 *6.0 5C'CC,)J5 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 98 97 97 cM capacity(veh/h) 760 181 359 Direction,Lane EB 1 WB 1 SB 1 Volume Total 479 905 14 Volume Left 15 0 5 Volume Right 0 18 9 cSH 760 1700 266 Volume to Capacity 0.02 0.53 0.05 Queue Length 95th(ft) 2 0 4 Control Delay(s) 0.6 0.0 19.3 Lane LOS A C Approach Delay(s) 0.6 0.0 19.3 Approach LOS C Intersection Summary ____ Average Delay 0.4 Intersection Capacity Utilization 54.5% ICU Level of Service A Analysis Period(min) 15 . User Entered Value S:�,Jobs,73781Synchrol1 - EX AM.syn Synchro 10 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 2019 Existing Weekday Evening 5: Sutton Street & Lawrence Abort Drive 06/18/2019 'Jove rnen( EBL EBT WBT ,n;BR B! >BR Lane Configurations QT T> _ 'T° Traffic Volume(vehm) 4 846 480 3 11 4 Future Volume(Veh/h) 4 846 480 3 11 4 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.93 0.93 0.94 094 0.75 0.75 Hourly flow rate(vph) 4 910 511 3 15 5 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 543 pX,platoon unblocked vC,conflicting volume 514 1430 512 vC1,stage 1 conf vol vC2, stage 2 conf vol vCu,unblocked vol 514 1430 512 tC,single(s) 4.1 *6.0 *6.0 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 91 99 cM capacity(veh/h) 1062 175 582 Direction,Lane,# EB i WB 1 SB 1 Volume Total 914 514 20 Volume Left 4 0 15 Volume Right 0 3 5 cSH 1062 1700 212 Volume to Capacity 0.00 0.30 0.09 Queue Length 95th(ft) 0 0 8 Control Delay(s) 0.1 0.0 23.7 Lane LOS A C Approach Delay(s) 0.1 0.0 23.7 Approach LOS C. Intersection Summarv — Average Delay 0.4 Intersection Capacity Utilization 57.7% ICI; Level of Service B Analysis Period(min) 15 ` User Entered Value S:1Jobs!73781Synchrol2-EX PM.syn Synchro 10 Report Page HCM UnniQna|ized Intersection Capacity Analysis 2026 No Build Weekday Morning ��107O1g 5 Sutton Street & L Ai port Drive � Movement E8L EB[ �yoaCa��xu��� Tmffin Volume(vahih) A 514 828 17 4 7 Future � Volume 14 514 929 17 4 / QgnCooim| Free Free Stop Grade O� O% 8% Peak MuurFcm[o/ O95 8.53 0.93 0.82 0.92 Hourly Umy rate(vph) 15 535 999 18 4 O Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(vah) Median type None None Median utoragovah) Upstream signal(0) 543 pX.platoon unblocked vC.conflicting volume 1017 1573 1008 vCi.stage 1confvol vC2.stage 2confvol vCu.unblocked vol 1017 1573 1008 \C.single(u) 41 ^G.0 °80 K,2stage(s) 22 35 33 ��� � � pO queue free% 98 97 97 dN capacity(vah/h) 690 143 312 Volume Left 15 0 4 Volume Right D 18 8 o8H 890 1700 223 Volume toCapacity 0D2 H0 0.05 Queue Length 05th(ft) 2 O 4 Control00 OO 22 Da|ay(o) ,O Lane LOS A c Approach Delay(x) U�O 0.0 22.0 AppmaohLOS C Intersection Average Delay 0.4 Intersection Capacity Utilization 59.9% ICU Level of Service B Analysis Period(min) 15 ^ User Entered Value S:Unbx\7378\Synchn�3 MBAM.syo Synchm1ORnpnrt Page HCM Unsignalized Intersection Capacity Analysis 2026 No Build Weekday Evening 5: Sutton Street & Lawrence Aiport Drive 06/18/2019 .9 1P d- 'k \I,. -�,/ Movement EBL EBT WB ti^lBR_SO S B R Lane Configurations 4 Ta Y Traffic Volume(veh/h) 4 964 561 3 11 4 Future Volume(Veh/h) 4 964 561 3 11 4 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.93 0.93 0.94 0.94 0.92 0.92 Hourly flow rate(vph) 4 1037 597 3 12 4 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 543 pX,platoon unblocked vC,conflicting volume 600 1644 598 vC1,stage 1 conf vol vC2, stage 2 conf vol vCu,unblocked vol 600 1644 598 tC,single(s) 4.1 '6.0 '6.0 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 91 99 cM capacity(veh/h) 987 133 523 Direction,Land If EB 1 "WB 1 SB'1 Volume Total 1041 600 16 Volume Left 4 0 12 Volume Right 0 3 4 cSH 987 1700 163 Volume to Capacity 0.00 0.35 0.10 Queue Length 95th(ft) 0 0 8 Control Delay(s) 0.1 0.0 29.5 Lane LOS A D Approach Delay(s) 0.1 0.0 29.5 Approach LOS D Intersection Summary _ ---- Average DelayA 0.4 Intersection Capacity Utilization 63.9% ICU Level of Service B Analysis Period(min) 15 User Entered Value S^„obs17378\Synchro\4-NB PM.syn Synchro 10 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 2026 Build Weekday Morning 5: Sutton Street & Lawrence Aiport Drive 06/18/2019 bi Traffic Volume(veh/h) 14 528 931 17 4 ? Future Volume (Veh/h) 14 528 931 17 4 7 Sign Control Free Free Stop Grade Oho 0% 0% Peak Hour Factor 0.96 0.96 0.93 0.93 0.92 0.92 Hourly flow rate(vph) 15 550 1001 18 4 8 Pedestrians Lane Width (ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 543 pX,platoon unblocked vC,conflicting volume 1019 1500 1010 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1019 1590 1010 tC,single(s) 4.1 16.0 16.0 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 98 97 9 cM capacity(veh/h) 689 140 311 Direction,Lane EB 1 WB 1 SB 1 Volume Total 565 0019 12 Volume Left 15 0 4 Volume Right 0 18 8 cSH 689 1700 221 Volume to Capacity 0.02 0.60 0.05 Queue Length 95th (ft) 2 0 4 Control Delay(s) 0.6 0.0 22.3 Lane LOS A C Approach Delay(s) 0.6 0.0 22.3 Approach LOS Intersection Summary_ Average Delay 0.4 Intersection Capacity Utilization 60.0% ICU Level of Service B Analysis Period(min) 15 User Entered Value S:1Jobs17378\Synchro`,5- B AM.syn Synchro 10 Report Paae 1 HCM Unsignalized Intersection Capacity Analysis 2026 Build Weekday Evening 5: Sutton Street & Lawrence Aiport Drive 06/18/2019 SBL SBR_ _ Lane Configurations 4 t3 IffI Traffic Volume(veh/h) 4 967 571 3 11 4 Future Volume(Veh%h) 4 967 571 3 11 4 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.93 0.93 0.94 0.94 0.92 0.92 Hourly flow rate(vph) 4 1040 607 3 12 4 Pedestrians Lane 1AVidth(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 543 pX,platoon unblocked vC,conflicting volume 610 1656 608 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 610 1656 608 tC,single(s) 4.1 *6.0 *6.0 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 91 99 cM capacity(veh/h) 979 130 516 Direction; Lane 4. EB 1 WB 1 SB'1 Volume Total 1044 610 16 Volume Left 4 0 12 Volume Right 0 3 4 cSH 979 1700 160 Volume to Capacity 0.00 0.36 0.10 Queue Length 95th(ft) 0 0 8 Control Delay(s) 0.1 0.0 29.9 Lane LOS A D Approach Delay(s) 0.1 0.0 29.9 Approach LOS D Intersection Summary _ Average Delay 0.4 Intersection Capacitv Utilization 64.1% ICU Level of Service C Analysis Period(min) 15 * User Entered Value SaJobs!73781Synch,c'66-B PM.syn Synchro 10 Report Page 1 Batt n Street at Site Driveway A HCM Unsignalized Intersection Capacity Analysis 2019 Existing Weekday Morning 9: Site drive A & Sutton Street 06/18/2019 rilpveineni EBT EBR V0lBL VVBT NBL hIBR _ --Lane Configurations T} 4 qYd Traffic Volume(veh/h) 459 0 0 830 0 0 Future Volume(Veh/h) 459 0 0 830 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.93 0.93 0.75 0.75 Hourly flow rate(vph) 478 0 0 892 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 1187 pX,platoon unblocked vC,conflicting volume 478 1370 478 vC1,stage 1 conf vol vC2, stage 2 conf vol vCu,unblocked vol 478 1370 478 tC,single(s) 4A 6.4 6.2 tC,2 stage(s) IF(s) 2.2 3.5 3.3 p0 queue free% 100 100 100 cM capacity(veh/h) 1090 163 591 Direction,Lane 4 EB 1 V�iB'1 NB 1 Volume Total 478 892 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1090 1700 Volume to Capacity 0.28 0.00 0.00 Queue Length 95th(ft) 0 0 0 Control Delay(s) 0.0 0.0 0.0 Lane LOS A Approach Delay(s) 0.0 0.0 0.0 Approach LOS A Intersection Average Delay _ 0.0 Intersection Capacity Utilization 47.0% ICU Level of Service A Analysis Period(min) 15 Synch S:1Jobs`73781Synchrol1 -EX AM.syn ro 10 Report ?age 10 HCM Unsignalized Intersection Capacity Analysis 2019 Existing Weekday Evening 9: Site drive A & Sutton Street 06/18/2019 Movement EBT EBR UUBL ',r1BT NIB i%IBR Lane Confiaurations Traffic Volume(veh/h) 843 3 2 480 1 0 Future Volume(Vehh) 843 3 2 480 1 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0,93 0.93 0,94 0.94 0.75 0.75 Hourly flow rate(vph) 906 3 2 511 1 0 Pedestrians Lane',.Vieth (ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 1187 pX,platoon unblocked vC,conflicting volume 909 1422 908 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 909 1422 908 tC,single(s) 4.1 `6.0 6.2 1 5 D L—C6 tC,2 stage(s) tF(s) 2.2 3.5 3.3 t` Ut1 �ie1d 0�;�Wv(A�cy) p0 queue free% 100 99 100 cM capacity(veh/h) 757 177 337 Direction,Lane'4 EB 1 M 1 NlB'1 Volume Total 909 513 1 Volume Left 0 2 1 Volume Right 3 0 0 cSH 1700 757 177 Volume to Capacity 0.53 0.00 0.01 Queue Length 95th(ft) 0 0 0 Control Delay(s) 0.0 0.1 25.5 Lane LOS A D Approach Delay(s) 0.0 0.1 25.5 Approach LOS D Intersection Summary______ Average Delay 0.0 Intersection Capacity Utilization 54.6% ICU Level of Service A Analysis Period(min) 15 User Entered Value bs`,7378!Synchrol2 EX Pig".syn Synchro 10 Report Page 3 HCM Unsignalized Intersection Capacity Analysis 2026 No Build Weekday Morning 9: Site drive A & Sutton Street 06/18/2019 --P '-* *11 --- 4� /' tviovernenl cBT EBR 4VBL 0IBI iN8L ;JBR Lane Confiourations 4 ''' Traffic Volume(veh/h) 528 0 0 934 0 0 Future Volume(Veh/h) 528 0 0 934 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.93 0.93 0.92 0.92 Hourly flow rate(vph) 550 0 0 1004 0 0 Pedestrians Lane V'didth(ft) Walking Speed (ftls) Percent Blockage Right tum flare(veh) Median type None None Median storage veh) Upstream signal(ft) 1187 pX,platoon unblocked vC,conflicting volume 550 1554 550 vC1,stage 1 conf vol vC2,stage 2 cent vol vCu,unblocked vol 550 1554 550 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 100 cM capacity(vehih) 1025 126 539 Direction,Lane f} EB 1 WB 1 NB'1 Volume Total 550 1004 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1025 1700 Volume to Capacity 0.32 0.00 0.00 Queue Length 95th(ft) 0 0 0 Control Delay(s) 0.0 0.0 0.0 Lane LOS A Approach Delay(s) 0.0 0.0 0.0 Approach LOS A intersection Summary Average Delay 0.0 Intersection Capacity Utilization 52.5% ICU Level of Service A Analysis Period(min) 15 S:UobsV7378iSynchrol3-NB AM,syn Synchro 10 Report Paoe 3 HCM Unsignalized Intersection Capacity Analysis 2026 No Build Weekday Evening 9: Site drive A & Sutton Street 06/18/2019 —* --It 1�1- -,-- 4 r° (vlovernent EBT EBR tNB_L_ 'P1BT NBL HBR Lane Configurations 1a 4 Y Traffic Volume(veh/h) 961 3 2 561 1 0 Future Volume(Veh/h) 961 3 2 561 1 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.93 0.93 0.94 0.94 0.92 0.92 Hourly flow rate(vph) 1033 3 2 597 t 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 1187 pX,platoon unblocked vC,conflicting volume 1036 1636 1034 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1036 1636 1034 tC,single(s) 4.1 *6.0 6.2 tC,2 stage(s) IF(s) 2.2 3.5 3.3 p0 queue free% 100 99 100 cfvl capacity(veh/h) 679 134 284 Direction,Lane/f EB 1 WB 1 N13'1 Volume Total 1036 599 1 Volume Left 0 2 1 Volume Right 3 0 0 cSH 1700 679 134 Volume to Capacity 0.61 0.00 0.01 Queue Length 95th(ft) 0 0 1 Control Delay(s) 0.0 0.1 32.0 Lane LOS A D Approach Delay(s) 0.0 0.1 32.0 Approach LOS D Intersection�tlnln"1aCV �__.�_.______ Average Delay _ 0.0 Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period(min) 15 1 User Entered Value S:1Jobsi737M'7zynchrol4-NB PM.syn Synchro 10 Report Page 3 Sutton. Street at Site Driveway B HCM Unsignalized Intersection Capacity Analysis 2019 Existing Weekday Morning T Site Drive B & Sutton Street 06/18/2019 NBL NBR -- Lane Configurations T. 11 Y Traffic Volume(veh/h) 459 0 4 828 2 0 Future Volume(Veh/h) 459 0 4 828 2 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.93 0.93 0.75 0.75 Hourly flow rate(vph) 478 0 4 890 3 0 Pedestrians Lane Width(ft) Walking Speed (f/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 868 pX,platoon unblocked vC,conflicting volume 478 1376 478 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 478 1376 478 tC,single(s) 4.1 `6,0 6.2 � ,p SAP tC,2 stage(s) tF(s) 2.2 3.5 3.3g1vC � Q��d p0 queue free% 100 98 100 cM capacity(veh/h) 1090 188 591 Direction,`Lane# ! EB 1 WB 1 NB Volume Total 478 894 3 Volume Left 0 4 3 Volume Right 0 0 0 cSH 1700 1090 188 Volume to Capacity 0.28 0.00 0.02 Queue Length 95th(ft) 0 0 1 Control Delay(s) 0.0 0.1 24.5 Lane LOS A C Approach Delay(s) 0.0 0.1 24.5 Approach LOS C intersection Summary _ Average Delay 0.1 Intersection Capacity Utilization 56.8% ICU Level of Service B Analysis Period(min) 15 ' User Entered Value S:\Jobs`,7378!Synchrol1 -EX Aivl.syn Synchro 10 Report Page 2 HCM Unsignalized Intersection Capacity Analysis 2019 Existing Weekday Evening 7: Slte Drive B & Sutton Street 06/18/2019 Nlovement EBT EBR ABL A18T hJBL NBR _ Lane Configurations � 4 Traffic Volume(veh/h) 843 0 2 482 0 7 Future Volume(Veh,lh) 843 0 2 482 0 7 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.93 0,93 0.94 0.94 0.75 0.75 Hourly flow rate(vph) 906 0 2 513 0 9 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 868 pX,platoon unblocked vC,conflicting volume 906 1423 906 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 906 1423 906 tC,single(s) 4.1 6A *6.0 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 97 cM capacity(veh/h) 759 151 355 Direction,Lane It EB 1 WB"1 NB 1 Volume Total 906 515 9 Volume Left 0 2 0 Volume Right 0 0 9 cSH 1700 759 355 Volume to Capacity 0.53 0.00 0.03 Queue Length 95th(ft) 0 0 2 Control Delay(s) 0.0 0.1 15.4 Lane LOS A C Approach Delay(s) 0.0 0.1 15.4 Approach LOS C lntersection Summary Average Delay 0.1 intersection Capacity Utilization 54.4% ICU Level of Service A Analysis Period(min) 15 User Entered Value S:\Jobs\7378iSynchroi2-EX PM.syn Synchro 10 Report Paae 2 HCM Unsignalized Intersection Capacity Analysis 2026 No Build Weekday Morning 7: Site Drive B & Sutton Street 06/18/2019 Movement EBR 4NBL OBT FIB NBR Lane Configurations T* 4 Traffic Volume(veh/h) 528 0 4 932 2 0 Future Volume(Veh/h) 528 0 4 932 2 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.96 096 0.93 0.93 0.92 0.92 Hourly flow rate(vph) 550 0 4 1002 2 0 Pedestrians Lane Width (ft) Walking Speed(ftls) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 868 pX,platoon unblocked vC,conflicting volume 550 1560 550 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 550 1560 550 tC,single(s) 4.1 '6.0 6.2 tC,2 stage(s) tF(s) 2.2 3.5 3.3 pQ queue free% 100 99 100 cM capacity(veh/h) 1025 148 539 Direction Lane 4 EB 1 WB 1 NB 1 Volume Total 550 1006 2 Volume Leff 0 4 2 Volume Right 0 0 0 cSH 1700 1025 148 Volume to Capacity 0.32 0.00 0.01 Queue Length 95th(ft) 0 0 1 Control Delay(s) 0.0 0.1 29.7 Lane LOS A D Approach Delay(s) 0.0 0.1 29.7 Approach LOS D Intersection Summary - — Average Delay 0.1 Intersection Capacity Utilization 62.2% ICU Level of Service B Analysis Period(min) 15 User Entered Value S:1Jobs\73781Synchro\3-NB AM.syn Synchro 10 Report Page 2 HCM Unsignalized Intersection Capacity Analysis 2026 No Build Weekday Evening 7: Site Drive B & Sutton Street 06/18/2019 -+ �- -4\ /I- `sip°,fe;rr„n � EBT EBR WBL WBT NBL NBR Lane Configurations T� u ^ 4 kT` Traffic Volume(veh/h) 961 0 2 563 0 7 Future Volume(Vehlh) 961 0 2 563 0 7 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.93 0.93 0.94 0.94 0.92 0.92 Hourly flow rate(vph) 1033 0 2 599 0 8 Pedestrians Lane Width(ft) Walking Speed(ftls) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 868 pX,platoon unblocked vC,conflicting volume 1033 1636 1033 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 1033 1636 1033 tC,single(s) 4.1 6.4 *6.0 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 97 cM capacity(veh/h) 681 112 302 Direction;Lade It. EB 1 WB 1 NB 1 , Volume Total 1033 601 8 Volume Left 0 2 0 Volume Right 0 0 8 cSH 1700 681 302 Volume to Capacity 0.61 0.00 0.03 Queue Length 95th(ft) 0 0 2 Control Delay(s) 0.0 0.1 17.3 Lane LOS A C Approach Delay(s) 0.0 0.1 17.3 Approach LOS C Intersection Summary— _ Average Delay 0.1 _ Intersection Capacity Utilization 60.6% ICU Level of Service B Analysis Period(min) 15 User Entered Value SaJobs173781Synchrol4-NB PM.syn Synchro 10 Report Pace 2 Sutton Street at Proposed Site,Driv �y HCM Unsignalized Intersection Capacity Analysis 2026 Build Weekday Morning 7: Proposed Site Drive & Sutton Street 06/18/2019 ---0. --,* j- -4-- -4� k4ovement EBT EBR �A/BL WBT N13L t1BR _ Lane Configurations 14 4 Traffic Volume(veh/h) 528 7 6 932 22 14 Future Volume(Veh/h) 528 7 6 932 22 14 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.93 0.93 0.92 0.92 Hourly flow rate(vph) 550 7 6 1002 24 15 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) 6 Median type None None Median storage veh) Upstream signal(ft) 868 pX,platoon unblocked vC,conflicting volume 557 1568 554 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 557 1568 554 tC,single(s) 4.1 *6.0 `6.0 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 99 84 97 cM capacity(veh/h) 1019 146 553 Direction,Lane# EB 1 WB`1 NB Volume Total 557 1008 39 Volume Left 0 6 24 Volume Right 7 0 15 cSH 1700 1019 237 Volume to Capacity 0.33 0.01 0.16 Queue Length 95th(ft) 0 0 14 Control Delay(s) 0.0 0.2 25.7 Lane LOS A 0 Approach Delay(s) 0.0 0.2 25.7 Approach LOS D Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 63.8% ICU Level of Service B Analysis Period(min) 15 User Entered Value S^,Jobsi73781Synchro!5-B AKsy;, Synchro 10 Report Page 2 HCM Unsignalized Intersection Capacity Analysis 2026 Build Weekday Evening T Propose Site Drive & Sutton Street 06/18/2019 facvefneI"t EBT EBR WBL %,V BT NBL NBR Lane Configurations 1� a Traffic Volume(veh/h) 961 23 14 561 13 10 Future Volume(Veh/h) 961 23 14 561 13 10 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.93 0.93 0.94 0.94 0.92 0.92 Hourly flood rate(vph) 1033 25 15 597 14 11 Pedestrians Lane Width (ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) 6 Median type None None Median storage veh) Upstream signal(ft) 868 pX,platoon unblocked vC,conflicting volume 1058 1672 1046 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 1058 1672 1046 tC,single(s) 4.1 *6.0 *6.0 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 98 89 96 cM capacity(veh/h) 666 125 297 Direction,Lane# E51 'WB 1 'NB 1 Volume Total 1058 612 25 Volume Left 0 15 14 Volume Right 25 0 11 cSH '1700 666 224 Volume to Capacity 0,62 0.02 0.11 Queue Length 95th(ft) 0 2 9 Control Delay(s) 0.0 0.6 28.6 Lane LOS A D Approach Delay(s) 0.0 0.6 28.6 Approach LOS D Ir)(ersection Sumn7arY __ Average,Delay 0.6 intersection Capacity Uti'iLatioi; 62.0 ICU Level of Service B Analysis Period(rain) 15 User Entered Value S:!Jobs1,7378\Synchro46-B PM.syn Synchro^0 Report Page 2