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Home My WebLink About419 Andover Traffic Assessment ProposedTransportation Impact Assessment ci I Redevelopment Andover Street MassachusettsNorth Andover, Prepared for: ISO 110 Waltham, Massachusetts October 2020 Copyright©2020 by VAI All Rights Reserved CONTENTS EXECUTIVESUMMARY .............................................................................................................4 ProjectDescription.............................................................................................................4 INTRODUCTION...........................................................................................................................8 ProjectDescription .............................................................................................................8 StudyMethodology.............................................................................................................9 EXISTINGCONDITIONS............................................................................................................ 10 Existing Traffic Volumes.................................................................................................. 11 Pedestrian and Bicycle Facilities...................................................................................... 12 Public Transportation........................................................................................................ 12 SafetyAnalysis................................................................................................................. 13 FUTURECONDITIONS .............................................................................................................. 16 FutureTraffic Growth....................................................................................................... 16 Project-Generated Traffic................................................................................................. 19 Future Traffic Volumes - Build Condition.......................................................................21 TRAFFIC OPERATIONS ANALYSIS ........................................................................................22 AnalysisResults................................................................................................................24 CONCLUSIONS AND RECOMMENDATIONS ........................................................................29 Conclusions.......................................................................................................................29 Recommendations.............................................................................................................29 G:\8731 North Andover,MA\Reports\8731 N Andover TIA 1020.doe I FIGURES No. Title 1 Site Location Map 2 Study Area Intersections 3 2020 Existing Weekday Morning Peak Hour Traffic Volumes 4 2020 Existing Weekday Evening Peak Hour Traffic Volumes 5 2020 Existing Saturday Midday Peak Hour Traffic Volumes 6 2027 No-Build Weekday Morning Peak Hour Traffic Volumes 7 2027 No-Build Weekday Evening Peak Hour Traffic Volumes 8 2027 No-Build Saturday Midday Peak Hour Traffic Volumes 9 Trip Distribution Map 10 Project-Generated Peak Hour Traffic Volumes—Weekday Morning Peak Hour 11 Project-Generated Peak Hour Traffic Volumes—Weekday Evening Peak Hour 12 Project-Generated Peak Hour Traffic Volumes—Saturday Midday Peak Hour 13 2027 Build Weekday Morning Peak Hour Traffic Volumes 14 2027 Build Weekday Evening Peak Hour Traffic Volumes 15 2027 Build Saturday Midday Peak Hour Traffic Volumes G:\8731 North Andover,MA\2epons\873I N Andover TIA I020.doc 2. TABLES No. Title 1 2020 Existing Traffic Volumes 2 Motor Vehicle Crash Data Summary 3 Trip-Generation Summary 4 Trip-Distribution Summary 5 Level-of-Service Criteria for Signalized Intersections 6 Level-of-Service Criteria for Unsignalized Intersections 7 Signalized Intersection Level-of-Service Summary 8 Unsignalized Intersection Level-of-Service Summary G:\8731 North Andover,MA\Reports\8731 N Andover T1A 1020.doc 3 EXECUTIVE SUMMARY Vanasse & Associates, Inc. (VAI) has prepared this Traffic Impact Assessment (TIA) in order to evaluate the potential traffic impacts associated with the proposed redevelopment of two commercial properties located at 419 &435 Andover Street in North Andover, Massachusetts. The Project includes the razing of an existing 24,088+ sf building that currently houses an Ethan Allen store and a spa/salon and the construction of two new commercial buildings. The first building, located in the northern portion of the site, would provide a multi-tenant building that would house 5,148+ sf of medical office space and a 2,352+ sf coffee-shop with a drive-through window. Additionally, in the southwest portion of the size a new 3,352+ sf building is proposed that would house a drive-through bank. An existing 6,030+ sf building that houses an existing Bertucci's restaurant would be retained as part of the Project Under existing conditions the Project site currently provides a total of 120 parking spaces. As part of the site redevelopment the parking for the Project would be expanded to 139 total parking spaces, including five (5) handicap accessible parking spaces. As part of the site redevelopment the total number of compact spaces will also be reduced as compared to existing conditions. This study was prepared in accordance with Massachusetts Department of Transportation (MassDOT) Guidelines for Traffic Impact Assessments (TIAs) and was prepared in consultation with both the Town of North Andover as well as the Massachusetts Department of Transportation's District 4 Office. PROJECT DESCRIPTION The Project site is situated on two parcels of land located at 419 & 435 Andover Street in North Andover, Massachusetts. Specifically, under exiting conditions the 419 Andover Street property accommodates an approximate 24,088+ sf multi-tenant building that houses an Ethan Allen store and a salon/spa. The 435 Andover Street property houses an existing 6,030+ sf building that houses an existing Bertucci's restaurant, which the 419 Andover Street property houses an approximate 24,088+ sf building that currently houses an Ethan Allen store and a spa/salon. The proposed redevelopment involves the razing of the 419 Andover Street building and the construction of two new commercial buildings. The first building, located in the northern portion of the site, would provide a multi-tenant building that would house 5,148+ sf of medical office space and a 2,352+ sf coffee-shop with a drive-through window. Additionally, in the southwest portion of the size a new 3,352+ sf building is proposed that would house a drive-through bank. The existing 6,030+ sf building that houses the Bertucci's restaurant would be retained as part of the Project. G:\8731 North Andover,MA\Reports\8731 N Andover T[A 1020.doc 4 Access to the Project is currently provided via two right-in/right-out driveways onto Route 114, as well as two full access driveways onto Route 125. As part of the site redevelopment, the site access onto Route 114 will be consolidated to a single driveway location, with the existing driveway located most proximate to Route 125 closed as part of the Project. As documented in this assessment: • The proposed coffee shop, medical office space and drive-in bank are expected to generate approximately 77 new vehicle trips (48 entering and 29 exiting) during the weekday morning peak hour, approximately 87 new vehicle trips (40 entering and 47 exiting) during the weekday evening peak hour and approximately 120 new vehicle trips (62 entering and 58 exiting) during the Saturday midday peak hour. • In comparison to the current use of the Project site, if fully operational, the proposed redevelopment project is projected to amount to approximately 1 to 2 new vehicle trips per minute during peak hours of roadway traffic. • Project-related traffic increases are not projected to result in a notable impact to area traffic operations as compared to future No-Build conditions following the implementation of corridor improvements currently under design by MassDOT for the Route 114 corridor. • The site redevelopment will provide improved access by consolidating site access onto Route 114 to a single location. • The proposed coffee/donut shop restaurant with drive-through has been adequately situated on site and designed to ensure drive-through queueing can be accommodated without adversely impacting on-site circulation. Based on the findings of this assessment, the following recommendations are made with respect to site access, off-site mitigation and transportation demand management measures. RECOMMENDATIONS A detailed transportation mitigation program has been developed that is designed to provide safe and efficient access to the Project and promote the use of alternative modes of transportation through implementation of a comprehensive transportation demand management (TDM) program. Elements of the program are described below. Site Access Access to the project site is proposed via two driveways onto Route 125, with access onto Route 114 consolidated to a single driveway location. Specifically, consistent with MassDOT's Route 114 corridor improvement plan, access onto Route 114 would be consolidated to a single location, with the existing eastern driveway most proximate to the Bertucci's restaurant and the traffic signal at Route 125 closed as part of the Project. It is recommended that pavement markings, including a painted centerline and STOP-bar be installed at all driveway locations. Additionally a STOP-sign (MUTCD Rl-1) should be installed on the driveway approaches to Route 125 and Route 114. Centerline pavement markings, where provided, should consist of a double-yellow line in accordance with the centerline pavement G:\8731 North Andover,MA\Reports\8731 N Andover T1A 1020.doe 5 marking standards of the Manual on Uniform Traffic Control Devices (MUTCD).' In addition, all signs and other pavement markings to be installed within the Project should conform to the specifications of the MUTCD. Additionally, No Left Turn (MUTCD R3-2) signage should be installed at Route 114 driveway to indicate the restriction of left-turn movements at this location. Signs and landscaping adjacent to the Project driveways and within the Project site should be designed and maintained so as not to restrict lines of sight. Existing vegetation that currently obscures sight lines to the south of the southern Prospect Street site driveway should be removed and/or regularly maintained as required to ensure adequate sight distance is maintained at this location. On Site Circulation The site layout enhances on-site pedestrian circulation by providing for continuous pedestrian flow between the reconfigured commercial space and existing and proposed pedestrian infrastructure, including new sidewalk, via a series of sidewalks and crosswalks linking the uses on site. It is recommended that pedestrian crossing signs be installed on-site in appropriate locations adjacent to proposed crosswalks and that all internal sidewalk, wheelchair ramps and crosswalks be designed to meet applicable ADA design criteria. It is recommended that traffic flow patterns in the vicinity of the proposed medical office and coffee/donut shop building include a one-way circulation aisle on the northern side of the building with on-site signage restricting vehicles from making an immediate left-turn after entering the northern Route 125 driveway. Coffee/Donut Shop Vehicle Queue Analysis The redevelopment project involves the addition of a new coffee/donut shop on the 419 Andover Street property that will provide drive-through operations. The proposed drive-through will be located on the southern side of the building, which will allow for the use of the majority of the building's perimeter to accommodate vehicle queuing in the proposed drive-through lane. As currently designed, the drive-through lane will provide storage for approximately 11 vehicles in the marked drive-through lane, with additional queue storage available adjacent to the proposed building's northern edge without impacting on-site circulation. This queue storage will adequately accommodate the typical peak demands for a coffee/donut shop, with maximum queues expected during the weekday morning peak hour. MassDOT Highway Access Permit As the Project abuts state highway and proposes to modify access from both the Route 114 and Route 125 corridors, the Project will require a highway access permit from MassDOT. The proposed site access modifications are intended to improve the site access as well as safety along Route 114 and Route 125,by consolidating site access to a single location off Route 114. It is noted that MassDOT is currently in the process of designing corridor improvements to the Route 114 corridor, including geometric and traffic signal upgrades at the intersection of Route 114 with Route 125. Proposed improvements currently recommend the consolidation of the existing site access on to Route 114 to a single location, consistent with the proposed access plan for the Project. The proponent is committed to continuing to work with MassDOT to coordinate the site redevelopment design with MassDOT's improvements to both Route 114 and Route 125. 1 Manual on Uniform Traffic Control Devices(MUTCD);Federal Highway Administration;Washington,D.C.;2009. G:\8731 North Andover,MA\Reports\8731 N Andover TfA 1020.doe 6 Transportation Demand Management It is recommended that the proponent consider the following Transportation Demand Management (TDM) measures as a part of the Project in an effort to reduce the overall number of automobile trips to and from the project site and to promote the use of alternative modes of transportation. • Designation of a Transportation Coordinator within the Project to encourage the use of alternative modes of travel to single occupancy vehicles; • Consider providing a bicycle rack in a convenient area of the Project to promote the use of bicycles by employees and patrons of the Project; • Posting of transit maps and schedules in conspicuous locations within the Project to promote the use of area transit services by employees of the Project; • Construct all crosswalks and sidewalks proposed as part of the Project to adhere to Americans with Disabilities Act(ADA) guidelines; • The proponent will encourage tenants to offer alternative work schedules to all employees as well as staggered work shifts where appropriate to reduce peak period traffic volumes. It is noted that commercial employees typically work with staggered shifts that are not coincident with typical commuter travel times; • Offer direct deposit for employee paychecks. With implementation of the above recommendations, safe and efficient access will be provided to the Project site and the Project can be constructed with minimal impact on the roadway system. G.\8731 North Andover,MA\Reports\8731 N Andover TIA 1020.doe 7 INTRODUCTION Vanasse & Associates, Inc. (VAI) has prepared this Traffic Impact Assessment (TIA) in order to evaluate the potential traffic impacts associated with the proposed redevelopment of two commercial properties located at 419 &435 Andover Street in North Andover, Massachusetts. The Project includes the razing of an existing 24,088+ sf building that currently houses an Ethan Allen store and a spa/salon and the construction of two new commercial buildings. The first building, located in the northern portion of the site, would provide a multi-tenant building that would house 5,148+ sf of medical office space and a 2,352+ sf coffee-shop with a drive-through window. Additionally, in the southwest portion of the size a new 3,352+ sf building is proposed that would house a drive-through bank. An existing 6,030+ sf building that houses an existing Bertucci's restaurant would be retained as part of the Project Under existing conditions the Project site currently provides a total of 120 parking spaces. As part of the site redevelopment the parking for the Project would be expanded to 139 total parking spaces, including five (5) handicap accessible parking spaces. As part of the site redevelopment the total number of compact spaces will also be reduced as compared to existing conditions. This study was prepared in accordance with Massachusetts Department of Transportation (MassDOT) Guidelines for Traffic Impact Assessments (TIAs) and was prepared in consultation with both the Town of North Andover as well as the Massachusetts Department of Transportation's District 4 Office. PROJECT DESCRIPTION The Project site is situated on two parcels of land located at 419 & 435 Andover Street in North Andover, Massachusetts. Specifically, under exiting conditions the 419 Andover Street property accommodates an approximate 24,088+ sf multi-tenant building that houses an Ethan Allen store and a salon/spa. The 435 Andover Street property houses an existing 6,030+ sf building that houses an existing Bertucci's restaurant, which the 419 Andover Street property houses an approximate 24,088+ sf building that currently houses an Ethan Allen store and a spa/salon. The proposed redevelopment involves the razing of the 419 Andover Street building and the construction of two new commercial buildings. The first building, located in the northern portion of the site, would provide a multi-tenant building that would house 5,148+ sf of medical office space and a 2,352+ sf coffee-shop with a drive-through window. Additionally, in the southwest portion of the size a new 3,352+ sf building is proposed that would house a drive-through bank. The existing 6,030+ sf building that houses the Bertucci's restaurant would be retained as part of the Project. G:\8731 North Andover,MA\Reports\8731 N Andover TIA 1020.doc 8 Access to the Project is currently provided via two right-in/right-out driveways onto Route 114, as well as two full access driveways onto Route 125. As part of the site redevelopment, the site access onto Route 114 will be consolidated to a single driveway location, with the existing driveway located most proximate to Route 125 closed as part of the Project. The location of the Project site, relative to the surrounding roadway network is displayed on Figure 1. STUDY METHODOLOGY This study was prepared in general accordance with the Commonwealth of Massachusetts Executive Office of Energy and Environmental Affairs (EEA)/MassDOT Guidelines for Environmental Impact Report/Environmental Impact Statement Traffic Impact Assessments (TIAs), 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; review of recently collected area traffic volumes and collection of peak period traffic counts at the existing site access driveways; and review of safety characteristics along area roadways. 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. G:\8731 North Andover,MA\Reports\8731 N Andover TIA 1020.doe 9 Traffic Imp actAsse.c meat-Propo.sed'Zinwnei•cial Reclei,etopmexiat-419 435 l hover Street,: oi-th Atr(lt),er,.11n.�sziclnr.ce Me � i ., r r {G , x r � 1�L l R , E , ' 4 �. � V Q41 Q �r spp Cie x y x E x Souxce;"Gocrgle Earth b 1�5 AO Scale in Feet Figure 1 0 EXISTING CONDITIONS A comprehensive field inventory of existing conditions within the study area was conducted in October 2020. The field investigation consisted of an inventory of existing roadway geometrics; pedestrian facilities; 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 reviewed with MassDOT District 4 staff and was selected to contain the major roadways providing access to the Project, including the Route 114 and Route 125 corridors, including the following intersections: 1. Route 114 at Route 125 2. Route 114 at Route 133 3. Route 114 at eastern site driveway 4. Route 114 at western site driveway 5. Route 125 at northern site driveway 6. Route 125 at southern site driveway The study area intersections evaluated as part of this assessment are depicted on Figure 2. The following describes the study area roadways and intersections. Roadways Route 114 Route 114 (Turnpike Road) is classified as an urban principal arterial within the study area and is under the jurisdiction of MassDOT. Route 114 generally travels in a southeast-northwest orientation but is designated by the state as an east-west corridor. Route 114 provides connections between the Town of North Andover and the City of Lawrence to the west to the Town of Middleton to the east. The posted speed limit along Route 114 ranges from 30 miles per hour (mph) to 40 mph in the vicinity of the Project site. Route 114, within the study area, generally consists of two 11-foot travel lanes in each direction with 2- to 3-foot wide shoulders and a sidewalk on the southerly side of the roadway. Under existing conditions, a raised median island is provided along Route 114 along the site frontage. Intersections Route 114 and Route 125 Route 125 (Andover Street) intersects Route 114 at a slight skew from the north and south to form a four-way, signalized intersection. The Andover Street northbound and southbound approaches G:\8731 North Andover,MA\Reports\8731 N Andover TIA 1020.doc 10 ® y1p 1I ® l \ I Legend: 9yo0 ® Signalized Intersection Unsignalized Intersection '- w U 133 I u TURNPIKE STREET s u u s 114 Q� N� d rn M 125 M N O N O N O O Study Area Intersections Vanasse z Associates inc V60 r` W M r Copyright ©2019 by VAi. All Rights Reserved. consist of an approximate 12-foot wide exclusive left-turn lane and an approximate 12-foot wide shared through/right-turn lane with the right-turn lane channelized at Route 114 to provide approximately 22 feet in width. The northbound and southbound channelized right-turn lanes operate under YIELD-sign control. Directional flow along the northbound and southbound approaches are separated by an approximate 75-foot long raised concrete median that transitions to a striped median before tapering into a striped double-yellow centerline. The Route 114 eastbound approach consists of an approximate 11-foot wide exclusive left-turn lane, an approximate 12-foot wide through lane and an approximate 12-foot wide shared through/right-tum lane with directional flow separated by a raised concrete median. The Route 114 westbound approach consists of an approximate 12-foot wide exclusive left-turn lane, two approximate 12-foot wide exclusive through lanes, and an approximate 12-foot wide channelized right-turn lane that operates under YIELD- sign control. Directional flow along the Route 114 westbound approach are separated by a raised concrete median. This signalized intersection operates with a five-phase operation. Protective left-turn phasing is provided for left-turns from Route 114, with the westbound traffic operating as a lead phase and eastbound traffic operating as a lag phase. The Route 125 northbound and southbound approaches operate under split phasing, with an overlap phase for westbound right-turns provides with the southbound phase. A concurrent pedestrian phase is provided for the eastbound approach crosswalk during the southbound phase and for the northbound approach crosswalk during the eastbound through movement phase. Land use in the vicinity of this intersection is primarily commercial,residential or institutional in nature, including Merrimack College. Route 114 at Route 133 Route 133 (Peters Street) intersects Route 114 from the north and south to form a four-way intersection that operates under traffic signal control. The Route 133 northbound approach provides an approximate 12-foot wide exclusive left-turn lane and an approximate 12-foot wide shared through/right-turn lane with directional flow separated by a concrete median island that transitions to a striped median. The Route 133 southbound approach consists of an approximate 12-foot wide exclusive left-turn lane an approximate 12-foot wide shared through/right-turn lane. Directional flows on this approach are separated by a double-yellow centerline. The Route 114 eastbound and westbound approaches provide an approximate 11-foot wide exclusive left-turn lane, an approximate 12-foot wide through lane and an approximate 12-foot wide shared through/right-turn lane. Directional flow along Route 114 is separated by a striped double-yellow centerline. This intersection operates under a four-phase signal operation, with a protected lead phase provided for westbound traffic on Route 114, a permitted phase for both eastbound and westbound traffic on Route 114 and a lag protected phase for eastbound traffic on Route 114. Northbound and southbound traffic on Route 133 operate on a permissive phase. EXISTING TRAFFIC VOLUMES In order to determine existing traffic-volume demands and flow patterns within the study area, 2020 traffic volumes provided as part of the Functional Design Report2 (FDR) for the Route 114 corridor were reviewed. The FDR provides existing daily traffic volumes for the Route 114 corridor as well as 2020 peak hour traffic volumes for the two signalized study area intersections for the weekday morning (7:00 to 9:00 AM), weekday evening (4:00 to 6:00 PM) and Saturday midday (11:00 AM to 2:00 PM) time periods. These data were supplemented with manual turning 2 Functional Design Report—Corridor Improvements on Route 114 between Waverly Road and Willow Street/Mill Road, GPI,July 2020. G:\8731 North Andover,MA\Reports\8731 N Andover TIA 1020.doc 1 1 movement counts (TMCs) conducted at the existing site access driveways onto Route 114 and Route 125 in order to identify existing traffic patterns to and from the site. Based on a review of the collected data, Route 114 was found to accommodate approximately 32,200 vehicles per day (vpd) on a typical weekday, including approximately 2,320 vehicles per hour (vph) during the weekday morning peak hour and approximately 2,510 vph during the weekday evening peak hour. During the Saturday midday peak hour the corridor accommodates approximately 1,690 vph. The 2020 Existing weekday morning, weekday evening and Saturday midday peak hour traffic volumes are graphically depicted on Figure 3, Figure 4 and Figure 5, respectively, and summarized in Table 1. Table 1 2020 EXISTING TRAFFIC VOLUMES Weekday Morning Peak Hour Weekday Evening Peak Hour Saturday Midday Peak Hour K Directional K Directional K Directional Location AWT' VPH' Factor' Distribution' VPH Factor Distribution VPH Factor Distribution Route 114 32,200 2,320 7.2 56%EB 2,510 7.8 57%WB 1,690 51%WB Source:Functional Design Report—Corridor Improvements on Route 114 between Waverly Road and Willow Street/Mill Road,GPI,July 2020. 'Average weekday traffic in vehicles per day. 'Vehicles per hour. `Percent of daily traffic that occurs during the peak hour. Vercent traveling in the peak direction. EB=eastbound,WB=westbound PEDESTRIAN AND BICYCLE FACILITIES A comprehensive field inventory of pedestrian and bicycle facilities within the study area was undertaken in October of 2020. The field inventory consisted of a review of the location of sidewalks and pedestrian crossing locations along the study area roadways and intersections. In general, sidewalks are currently provided along the southern side of Route 114 and along the western side of Route 125 within the study area, with painted crosswalks provided across the eastbound and northbound approaches of the intersection of Route 114 with Route 125. Under existing conditions formal bicycle accommodations are not currently provided within the study area. As discussed in subsequent sections of this report, as part of the Route 114 corridor improvement project, significant pedestrian and bicycle improvements are proposed along the Route 114 corridor, including new sidewalk along the Project's Route 114 frontage and the construction of a multi-use path on the southern side of Route 114 that can accommodate bicycle traffic. PUBLIC TRANSPORTATION The Merrimack Valley Regional Transit Authority (MVRTA) provides public transit service to North Andover and surrounding communities. The system has three transit hubs at the Buckley and McGovern Transportation Centers in Lawrence and at Washington Square in Haverhill. Three G:\8731 North Andover,MA\Reports\8731 N Andover TIA t02O.doc 12 e ® ® r ® P 9'L O0 W rV�92 W 0� 0 133 SITE 00, o? 1 6 o� Z 18 r'��co t-258 N t--763 Ln L1 o LO a--947 TURNPIKE 1 �* r183 '1025 a� 11026 e j 105 114 STREET 69� 4 ? R 998—► w�/ /' 1259--* \ 18-y, o v� 64� N �� 125 1z TA a rn M co M N Aft N O N O N O 2020 Existing Va n a sse & Weekday Morning Z Associates inc Peak-Hour Traffic Volumes co f� M M W �' Copyright ©2019 by VAi. All Rights Reserved. O� s� w 1 s9 SITE 5 L716 —60 '9�01 ®--1253 1122 L1 nI L4 '�\S\�e r165 TURNPIKE e j �► 223 �1469 d 11465 L �2 STREET 114 225� 664—► �// 34� P� 46 � ry N 924 ► �y ry 86- �� Q tP� a v N M N 125 N O N O O 2020 Existing Vanasse & Ike Associates inc Weekday Evening Z Peak-Hour Traffic Volumes M M ti M �' Copyright ©2019 by VAi. All Rights Reserved. ® ° a 9� OI Ili FOR ss 1� � 0 133s 1� 1 L346 L34 t—703 ®-657 L9 � L6 � * �117 TURNPIKE �+ j 132 .� < 850 .� �---853 �2 v STREET 217I 625--+ 48- �N^ 720--► g8-Z o �GJ Q d M O LO M N O N O N O N ® _ O 2020 Existing Vanasse & Saturday Midday Z Associates inc Peak-Hour Traffic Volumes ke M r M M So- Copyright ©2019 by VAL All Rights Reserved. MVRTA fixed bus routes serve the Route 114 in the vicinity of the Project site. Stops along these routes are flag stops however Route 114 is designated as a `no stop zone.' The only curbside bus stopping areas in the project area occur on Waverly Road. The are no signs, pull-offs, shelters or benches on Waverly Road. The following summarizes bus service in along the Route 114 corridor. Route 21 — The Andover Shuttle — the MVTRA Route 21 provides service between the Andover Senior Center in Andover and the North Andover Mall via North Main. On weekdays, Route 21 runs between the hours of 8:00 AM and 6:25 PM, with typical headways of 90 minutes. This bus route does not operate on Saturdays or Sundays. Route 33 - North Andover — The MVTRA Route 33 provides service between the Buckley Transportation Center and the North Andover Mall via Union Street, Merrimack Street, Main Street and Chickering Road, Route 133 and Route 114. On weekdays, Route 33 runs between the hours of 5:08 AM and 7:20 PM on weekdays, between the hours of 7:00 AM and 6:40 PM on Saturdays, and between the hours of 9:00 AM and 5:40 PM on Sundays. The typical weekday headway is 30 minutes with weekend headways of 60 minutes. Route 39A - Colonial Heights / North Andover Mall — The MVRTA Route 39A provides service between the Buckley Transportation Center and the North Andover Mall via Route 114, Doctor's Park, and Waverly Road. Within the project area there are bus stops on Waverly Road on either side of Route 114. Route 39A runs between the hours of 5:25 AM and 7:46 PM on weekdays, between the hours of 7:00 AM and 6:46 PM on Saturdays, and between the hours of 9:00 AM and 5:46 PM on Sundays. The average weekday headway is 30 minutes with 60 minute headways on Saturdays and Sundays. SAFETY ANALYSIS In order to evaluate the existing safety characteristics of study area intersections serving the project site a motor vehicle crash analysis was conducted in accordance with MassDOT guidelines for traffic assessments. A summary of the safety analysis is provided below. Motor Vehicle Crash Analysis Motor vehicle crash information for the study area intersections was provided by the MassDOT Highway Division Safety Management/Traffic Operations Unit for the most recent five- year period available(2014 through 2018 inclusive) in order to examine motor vehicle crash trends occurring within the study area. The data is summarized by intersection, type, severity, roadway conditions and lighting, and are presented in Table 2. As summarized in Table 2, the intersection of G:\8731 North Andover,MA\Reports\8731 N Andover TIA 1020Aoc 13 Table 2 MOTOR VEHICLE CRASH DATA SUMMARYa Route 125 at Route 125 at Route 114 at Route 114 at Northern Southern Route 125 Route 133 Driveway Driveway Traffic Control Type:' S S U U Year: 2014 13 15 2 5 2015 17 9 0 5 2016 12 10 0 0 2017 9 8 0 1 2018 18 3 1 3 Total 69 45 3 14 Average 13.8 9.0 0.60 2.8 Rate` 0.34 0.44 0.08 0.37 MassDOT Crash Rate:d 0.56 0.68 0.57 0.57 Significant?' No No No No Type: Angle 19 20 1 4 Rear-End 34 17 1 9 Head-On 1 1 0 0 Sideswipe 9 5 1 0 Fixed Object 6 1 0 1 Pedestrian/Bicycle 0 1 0 0 Unknown/Other 0 0 0 0 Total 69 45 3 14 Conditions: Clear 53 31 2 11 Cloudy 6 5 1 0 Rain 6 6 0 1 Snow/Ice 4 3 0 2 Total 69 45 3 14 Lighting: Daylight 50 28 2 7 Dawn/Dusk 6 4 1 2 Dark(Road Lit) 13 13 0 5 Dark(Road Unlit) 0 0 0 0 Total 69 45 3 14 Day of Week: Monday through Friday 55 41 3 8 Saturday 7 3 0 3 Sunday 7 1 0 3 Total 69 45 3 14 Severity: Property Damage Only 56 37 2 10 Personal Injury 13 8 1 4 Fatality 0 0 0 0 Total 69 45 3 14 'Source:MassDOT Safety Management/Traffic Operations Unit records,2014 through 2018. 'Traffic Control Type:S=Signalized Intersection;U=Unsignalized Intersection. `Crash rate per million vehicles entering the intersection. 'Statewide/District crash rate. 'The intersection crash rate is significant if it is found to exceed the MassDOT crash rate for the MassDOT Highway Division District in which the Project is located(District 4). As summarized in Table 2, the intersection of Route 114 with Route 125 experienced a total of 69 reported motor vehicle collisions over the five-year review period. The majority of collisions involved rear-end crashes, resulting in property damage only, that occurred under clear, daylight G:\8731 North Andover,MA\Reports\8731 N Andover T[A 1020.doc 14 conditions. The motor vehicle crash rate for this intersection falls below MassDOT's crash rate for signalized intersections in this District. The intersection of Route 114 with Route 133 experienced a total of 45 reported motor vehicle collisions over the five-year review period. The majority of collisions involved angle crashes, resulting in property damage only, that occurred under clear, daylight conditions. The motor vehicle crash rate for this intersection falls below MassDOT's crash rate for signalized intersections in this District. The remaining study area intersections, including both driveways onto Route 125, exhibited motor vehicle crash rates that fall well below the MassDOT average crash rate for unsignalized intersections in this MassDOT District, with no reported collisions at the site driveways onto Route 114. Detailed MassDOT Crash Rate Worksheets are provided in the transportation appendix of this report. As reviewed in subsequent sections of this report, MassDOT has conducted a Road Safety Audit3 (RSA) for segments of the Route 114 corridor, including the segment of the corridor between Route 133 and Route 125 analyzed as part of this assessment. In consideration of the recommendations outlined in the RSA, specific traffic and safety enhancements, including geometric enhancements, traffic signal improvements and expanded pedestrian infrastructure, have been incorporated into the Route 114 corridor design to enhance overall safety along the corridor, including the intersections with Route 133 and Route 125. 3 Road Safety Audit—Merrimack College Route 114, 125 and 133, Town of North Andover, Beta Group, Inc., January 14,2014 G:\8731 North Andover,MA\Reports\8731 N Andover T1A 1020.doe 15 FUTURE CONDITIONS Traffic volumes in the study area were projected to the year 2027, which reflects a seven-year planning horizon from the date of the submission of this report, consistent with State traffic study guidelines. Independent of the Project, traffic volumes on the roadway network in the year 2027 under No-Build conditions include all existing traffic and new traffic resulting from background traffic growth. Anticipated Project-generated traffic volumes superimposed upon this 2027 No- Build traffic network reflect the 2027 Build conditions with the Project. 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. In conjunction with the preparation of the corridor improvements for Route 114, a Functional Design Report4 was prepared, in consultation with both MassDOT and the Town of North Andover, that evaluated traffic operations under both existing and a 20-year horizon traffic condition, to ensure the effectiveness of proposed improvements over an extended period. Based on consultation with the Town and MassDOT, the FDR identified the anticipated growth in area traffic over the 20-year design horizon. In order to provide a consistent baseline of future traffic conditions, the 2027 No-Build condition evaluated as part of this assessment reflect the FDR future design condition traffic volumes. It is noted that this approach is conservative given the longer design horizon evaluated as part of the FDR analysis. 4 Functional Design Report—Corridor Improvements on Route 114 between Waverly Road and Willow Street/Mill Road, GP1,July 2020. G:\8731 North Andover,MA\Reports\8731 N Andover T1A 1020.doc 16 Roadway Improvement Projects MassDOT and the Town of Andover were contacted in order to determine if there are any planned roadway improvement projects expected to be completed within the study area. Based on these discussions the following improvement project was identified. Route 114 Corridor Improvement Project—MassDOT proposes to construct roadway geometric, traffic signal and pedestrian/bicyclist improvements to the Route 114 corridor as part of MassDOT Project # 608095. The project entails the upgrade of the corridor between Waverly Road to the west and Willow Street/Mill Road to the east. At the time of this report's preparation, the project is at the 25% design stage, with specific mitigation measures outlined at locations within the study area. Specifically, as part of the project, the cross section of Route 114, within the study area, will be upgraded to generally provide two 11-foot travel lanes in each direction with turn lanes and 2- foot shoulders. Along the southern edge of the corridor a 10-foot wide multi-use path is proposed with a minimum 5-foot grass buffer separation the path from the travel way. Additionally, a nine signal interconnected adaptive traffic signal system is proposed for the corridor, including all signals between Waverly Road and Cotuit Street to the west and Willow Street and Main Street to the east. The signal upgrade will include modifications to existing signal equipment, including signal and pedestrian heads, video detection and emergency vehicle preemption. Furthermore, existing vehicle and pedestrian clearance times will be modified to enhance safety and meet current criteria. The following specific improvements are included at the signalized intersections within the study area: Route 114 at Route 133—Proposed improvements at the intersection of Route 114 at Route 133 include the following measures: • Reconstruct and restripe Route 114 to provide 11-foot travel and turn lanes in each direction, and 2-foot shoulders with directional travel separated by striped double-yellow centerline. On the eastbound and westbound approaches, provide an exclusive left-turn lane, a through lane and a shared through/right-turn lane with two receiving lanes. • Reconstruct and restripe Route 133 to provide 11-foot travel and turn lanes and 5-foot bicycle lanes. At both the northbound and southbound approaches, provide an exclusive left-turn lane, through lane, and exclusive right-turn lane, with one receiving lane. • Construct new sidewalk along the both sides of Route 133 from approximately 450 feet south of Route 114 that transitions to the multi-use path on Route 114. • Construct new sidewalk along the both sides of Route 133 extending approximately 350 feet north of Route 114 and a 10-foot shared use path at the northwesterly and southwesterly corners of the intersection to provide a transition to the two-way shared use path along the south side of Route 114. • Construct new sidewalk on the northerly side of Route 114. • Install MUTCD compliant bicycle signage and pavement markings for bicycle lanes, conflict area striping and transitions to and from the share-the-road pavement markings along Route 133. • Install pedestrian signals with countdown signal indications and APS with audible phase indications. install pedestrian push-buttons and placards for each crosswalk. G:\8731 North Andover,MA\Reports\8731 N Andover TIA 1020.doc 17 • Install receivers and strobes to provide emergency vehicle preemption. • Install video detection for vehicles and bicycles at all approaches. • Install broadband wireless communication system to support adaptive signal technology in ATC cabinet. Route 114 at Route 125—Proposed improvements at the intersection of Route 114 at Route 125 include the following measures: • Reconstruct and restripe the Route 114 eastbound approach to provide two 11-foot travel lanes in each direction, and 2-foot shoulders, with directional travel separated by striped double-yellow centerline. In the eastbound direction, provide an exclusive left-turn lane, through lane, shared through/right-turn lane and two westbound receiving lanes. • Reconstruct and restripe the Route 114 westbound approach to provide a 12-foot exclusive left-turn lane, two 11-foot through lanes, a 10-foot exclusive right-turn lane, two eastbound receiving lanes and 2-foot shoulders with directional travel separated striped double-yellow centerline. • Reconstruct and restripe the Andover Street northbound approach to provide an 11-foot exclusive left-turn lane, an 11-foot through lane, a 15-foot channelized right-turn lane, an 11-foot southbound receiving lane and a 5-foot bicycle lane. • Construct a raised concrete pedestrian refuge island with tactile warning panels between the right turn `slip' lane and the through lane. • Reconstruct and restripe the Route 125 southbound approach to provide two 11-foot exclusive left-turn lanes, an 11-foot through/right-turn lane, channelized exclusive right turn lane, one northbound receiving lane, and a 5-foot bicycle lane. • Construct a raised concrete pedestrian refuge island with tactile warning panels between the right turn `slip' lane and the through lane. • Construct new sidewalk along the northerly side of Route 114 both east and west of the intersection with Route 125. • Construct new sidewalk along the easterly side of Route 125 and reconstruct sidewalk along the • westerly side of Route 125 between Route 114 and Rock Road. • Remove existing signal equipment and install new fully-actuated signals with LED indications, louvered backplates and retro-reflective borders. • Install pedestrian signals with countdown signal indications and APS with audible phase indications. Install pedestrian push-buttons and placards for each crosswalk. • Install receivers and strobes to provide emergency vehicle preemption. • Install video detection for vehicles and bicycles at all approaches. G\8731 North Andover,MA\Reports\8731 N Andover TIA 1020.doc 18 • Install broadband wireless communication system to support adaptive signal technology in ATC cabinet. No-Build Traffic Volumes The 2027 No-Build peak-hour traffic-volume networks were developed to reflect the future design year traffic volumes utilized in the Route 144 Corridor Improvement Project FDRS. The resulting 2027 No-Build weekday morning, weekday evening and Saturday midday peak-hour traffic volume networks are shown on Figure 6, Figure 7 and Figure 8, respectively. PROJECT-GENERATED TRAFFIC Design year (2027 Build) traffic volumes for the study area roadways were determined by estimating Project-generated traffic volumes and assigning those volumes on the study roadways. The trip generation characteristics of the proposed development were determined through application of trip generation data published by the Institute of Transportation Engineers (ITE) for Land Use Code (LUC) 720 — Medical-Dental Office Building, LUC 912 — Drive-In Bank and LUC 937 — Coffee/Donut Shop with Drive-Through Window, the most appropriate categories for the proposed development. The trip generation estimates for the project are provided for a typical weekday and Saturday as well as the weekday morning, weekday evening and Saturday midday peak hours, which traditionally correspond to the critical impact periods for commercial developments. The trip estimates were also adjusted to reflect common characteristics associated with commercial developments: pass-by trips, as described below: • Pass-By Trips - ITE-recommended practice recognizes that a varying proportion of retail trips are drawn from the adjacent traffic stream and do not represent new trips on area roadways (referred to as "pass-by" trips). Pass-by data published by ITE6 includes surveys of shopping centers and commercial uses throughout the United States. This data indicates that the average pass-by trip percentage for LUC 912 — Drive-In Bank, indicates the average pass-by percentage during peak hours is approximately 38 percent, and is as high as 77 percent. ITE data also indicates pass-by data for Coffee/Donut Shops with Drive- Through Windows are on average 89 percent. Given the commuter patterns and commercial nature of the Route 114 corridor, it is expected that a significant percentage of Project-related traffic will be pass-by in nature, drawn from the adjacent traffic flows along both the Route 114 and Route 125 corridors, adjacent to the site. In order to provide a conservative assessment of project-related impacts, a 30 percent pass-by percentage was applied to trips associated with the proposed drive-through bank and an 80 percent pass-by rate to additional trips associated with the coffee shop trips • Internal Trips - ITE-recommended practice also recognizes that a percentage of trips occurring within multi-tenant commercial developments occur internal to the Project, between the various land uses, thereby not representing new external trips onto the adjacent roadway network. The presence of complementary commercial uses, such as the proposed s Ibid. 6Trip Generation Handbook Third Edition, Institute of Transportation Engineers; Washington,DC; September 2017 G:\8731 North Andover,MA\Report0731 N Andover TIA 1020.doc 19 ® ® ® B 9y O� 'o pHs 1 10 w o� 0 'o ITS, 0� 1 `n n 'k-19 1',9' ' —271 " " a—802 �0 '�\�s �--996 TURNPIKE �► j 193 J '1078 aJ 11079 � a r110 STREET 72--� 10 —► - j�/" 24 R 19 o ry 1368--� Q� Q CL CO LO M N O N O N O N • O 2027 No-Build Vana55e & Weekday Morning Z Associates inc Peak-Hour Traffic Volumes M r M r W �' Copyright ©2019 by VAI. All Rights Reserved. 92 �O 21 rnc,\ w ti 133 s IT R 10 oA6' Q L753 _LO L^ L74 r'o 06 ®-1318 N oo '1180 I t 1 n t4 c'o s y j 174 TURNPIKE '� �► j-234 Y 11545 � 11541 ��' �2 STREET 236_ 2� R 49Z 971-1- N 90-- .C7 125 n. M M M N O N O N O N O 2027 No-Build Vanasse & Weekday Evening Z Associates inc Peak-Hour Traffic Volumes M t` M _M �' Copyright ©2019 by VAi. All Rights Reserved. O�4 s0 N Lj 133 ss SIT y 9, 1� 1 ,p '_363 N 't-36 �p SP ®---739 °j �-691 Lg � L_6 moo � r123 TURNPIKE 'J I �► j-139 4- 894 J 1897 ��' G72 Ilk STREET 22851 � 7571�92� �r� N� n 125 0 M N O N O N O _2 2027 No-Build Vanasse Associates inc Saturday Midday Z Peak-Hour Traffic Volumes M M r Q' Copyright ©2019 by VAL All Rights Reserved. coffee shop with the proposed bank and medical office uses will likely result in internal trip making between employees and patrons of the bank and medical office space and the proposed coffee shop. However, in order to provide a conservative assessment of Project impacts, no credit was taken for internal trips within the site. As summarized in Table 3, the Project is expected to generate approximately 77 new vehicle trips (48 entering and 29 exiting) during the weekday morning peak hour, approximately 87 new vehicle trips (40 entering and 47 exiting) during the weekday evening peak hour and approximately 120 new vehicle trips (62 entering and 58 exiting) during the Saturday midday peak hour. Table 3 TRIP GENERATION SUMMARY Coffee/Donut Shop with Drive- Medical Drive- Through Office Pass-By New Time Period/Direction Througha Bankb Space, Total Tripsd Trips Weekday Daily: 1,930 336 180 2,446 -1,644 802 Weekday Morning: Entering 107 19 11 137 -89 48 Exiting 102 13 3 118 -89 29 Total 209 32 14 255 -178 77 Weekday Evening: Entering 51 35 5 91 -51 40 Exitin 51 34 13 98 -51 47 Total 102 69 18 189 -102 87 Saturday Daily: 1,902 290 44 2,236 -1,610 626 Saturday Midday. Entering 103 45 9 157 -95 62 Exitin 103 43 7 153 -95 58 Total 206 88 16 310 -190 120 Source:ITE Trip Generation Manual, 101h Edition,2017 a Based on ITE LUC 937,Coffee/Donut Shop with Drive-Through Window,applied to 2,352 sf coffee/donut shop b Based on ITE LUC 912,Drive-In Bank,applied to 3,352 bank Based on ITE LUC 710,Medical-Dental Office Building applied to 5,148 sf. dPass-By Trip:30%applied to bank trips and 80%applied to coffee-donut shop trips. It is noted that under post-development conditions, traffic volumes associated with the operational Ethan Allen and salon/spa would be eliminated as this building will be razed to accommodate the proposed development project. As such, future 2027 Build condition traffic volumes include the removal of traffic associated with these existing uses. Trip Distribution and Assignment The directional distribution of generated trips to and from the Project was determined based on a review of existing travel patterns within the study area. In general, 30 percent of Project-related traffic is projected to arrive and depart via Route 114, east of the site; 25 percent to and from Route 125, north of the Project site including traffic that would be diverted from Route 133, north of the study area; 20 percent to and from Route 114, west of the site; 15 percent to and from Route 125, south of the Project site; and 10 percent to and from Route 133, west of the site. G:\8731 North Andover,MA\Reports\8731 N Andover TIA 1020.doc 20 The trip distribution patterns for the Project are summarized in Table 4 and displayed on Figure 9. Table 4 TRIP-DISTRIBUTION SUMMARY Direction Percentage Roadway (To/From) N Route 114 East 30 Route 125 North 25 Route 114 West 20 Route 125 South 15 Route 133 South 10 TOTAL 100 Based on the trip generation and trip distribution patterns, the weekday morning, weekday evening and Saturday midday peak-hour site-generated traffic volumes were assigned on the study area roadway network as shown on Figure 10, Figure 11 and Figure 12. FUTURE TRAFFIC VOLUMES-BUILD CONDITION The 2027 Build condition networks consist of the 2027 No-Build traffic volumes with the anticipated Project-generated traffic added to them and the removal of the traffic volumes associated with the operational Ethan Allen and salon/spa. The 2027 Build condition weekday morning, weekday evening and Saturday midday peak-hour traffic-volume networks are graphically depicted on Figure 13, Figure 14 and Figure 15. G:\8731 North Andover,MA\Reports\8731 N Andover TIA 1020.doc 21 e e MEEIM ®/6 9�0 OL F� H W W V) 133 SITE / TURNPIKE STREET /0/n aM ®/0M n M N O N O N O N _ O Trip Distribution Map Vanasse zIke Associates inc M r c0 �' Copyright ©2019 by VAi. All Rights Reserved. ® ® a t t t I Legend: 9tio XX New Trips o QW Pass-by Trips UJ W CO SITE New Pass—by Total 133 —Trip s Trips Trips J\ In 48 89 137 k Out 29 89 118 Q Total 77 178 255 `��11'b� J J� 4— 6 L2(36) 'L12 TURNPIKE 1C3 t—(-36) �-2 STREET 10—► (13)15- h (-13)—► IQ Q �,A d N O M N O N O N 0 ® • • _ 0 O Project-Generated Vanasse & Weekday Morning Z Associates Inc Peak-Hour Traffic Volumes M CO �' Copyright ©2019 by VAL All Rights Reserved. Legend: 9�o XX New Trips 0 ()OC) Pass-by Trips w sOa N L011�� ,J New !ass—by Total 133 Trips Trips Trips J\ In 40 51 91 L Out 47 51 98 Total 87 o �J� Q 4_9 k-2(20) y C 10 TURNPIKE .f 5 .—(-20) t-2 A 14 STREET 8—► i Q a 0 0 N O N O N O N • � � _ O Project-Generated Vanasse & Weekday Evening z Associates inc Peak-Hour Traffic Volumes M _W 13� Copyright ©2019 by VAi. All Rights Reserved. Wi ILegend:1k NLso Prips La (� SITE New Pass—by Total 133 Trips Trips Trips 9i\ In 62 95 157 k Out 58 95 153 Q Total 120 190 310 6� � J> ®--12 � 'k-3(38) 9 �v '_16 TURNPIKE 5 —(-38) �' �3 STREET 14)18 co (-14)---► ,9 /12--, t,A d 0 v N O Oil O N O N • _ O Project-Generated Vanasse & Saturday Midday Associates inc Peak-Hour Traffic Volumes CO r W M Copyright ©2019 by VAL All Rights Reserved. ® ® ® PSEEM ill XZUU[13113 �O �O W W ti0/ O 0 133IQ IT 9 L283 `D L19 r'D Ri ®-997 I� a 803 �vI '�42 �� ° j 110 TURNPIKE + �► j196 y 11038 r�0 STREET 72-- / 0_ 1060—► �^�° 32� Q 19—y p� 1311—► s ^� 68� Q a N to N O N O N O N � O 2027 Build Vanasse & Weekday Morning Z Associates inc Peak-Hour Traffic Volumes M M f` _9 6' Copyright ©2019 by VAi. All Rights Reserved. UO �j V)133 tiro 'o Q L753 '�74 ri`�cP �'-1329 .-1179 n �-36 r'o`, `+ 4�174 TURNPIKE `�1 �► —239 11516 �. ' �2 m 114 STREET /727�� j 2� \ a //' S61 h o� y� 963—► oa6� N 90- 125 tn� a_ N N d' N O N O N O O_ 2027 Build Vanasse & Weekday Evening Z Associates Inc Peak-Hour Traffic Volumes M OJ M ti CO �, Copyright ©2019 by VAL All Rights Reserved. '9y O� s2 ILLJ V) goo 1 � s SITE cp o� s2 L370 o L36 '9�� 742 702 L56 'o\y r123 TURNPIKE 4 j-144 1844 � L �2 STREET 228,' °� } 669—► lo �//� 54� 51� N;tD 743—► ccp ,� 92� � Q IPA 73 d v 0 M v N O N O N O • O 2027 Build Vanasse & Saturday Midday Z Associates inc Peak-Hour Traffic Volumes m n �' Copyright ©2019 by VAi. All Rights Reserved. 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. Signalized Intersections The six levels of service for signalized intersections may be described as follows: • LOS A describes operations with very low control delay; most vehicles do not stop at all. • LOS B describes operations with relatively low control delay. However, more vehicles stop than LOS A. 7The capacity analysis methodology is based on the concepts and procedures presented in the Highway Capacity Manual; Transportation Research Board;Washington, DC;2010. G:\8731 North Andover,MA\Reports\8731 N Andover T[A 1020.doc 22 • 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. • LOS E describes operations with high control delay values. Individual cycle failures are 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 suggested by MassDOT in order to compensate for errors found when employing the 2010 Highway Capacity Manual methodology as a part of the software. 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 ill) 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 5 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 5 LEVEL-OF-SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONSa 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 Unsilznalized Intersections The six levels of service for unsignalized intersections may be described as follows: • LOS A 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. G:\8731 North Andover,MA\Reports\8731 N Andover TIA 1020.doc 23 • 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 2010 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 2010 Highway Capacity Manual. Table 6 summarizes the relationship between level of service and average control delay for two way stop controlled and all-way stop controlled intersections. Table 6 LEVEL-OF-SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONSa Level-Of-Service by Volume-to-Capacity Ratio Average Control Delay v/c <_1.0 v/c> 1.0 (Seconds Per Vehicle) A F 4�4 0.0 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 aSource: Highway Capacity Manual; Transportation Research Board; Washington, DC; 2010; page 19-2. ANALYSIS RESULTS Level-of-service and vehicle queue analyses were conducted for 2020 Existing, 2027 No-Build and 2027 Build conditions for the intersections within the study area. The results of the intersection capacity analyses for signalized and unsignalized intersections are summarized in Table 7 and Table 8, respectively, with the detailed analysis results presented in the transportation technical appendix of this document. The following is a summary of the level-of-service analyses for the intersections within the study area. $Highway Capacity Manual;Transportation Research Board;Washington,DC;2010. G:\8731 North Andover,MA\Reports\8731 N Andover TtA 1020.doc 24 Table 7 SIGNALIZED INTERSECTION CAPACITY ANALYSIS SUMMARY 2020 Existing 2027 No-Build, 2027 Build' Location/Time Period/Movement V/Cb Delay` LOSd V/C Delay LOS V/C Delay LOS Route 114 at Route 125 Weekday Morning: Route 114 EB 1.16 >80 F 1.02 63 E 1.01 61 E Route 114 WB 0.67 26 C 0.69 20 C 0.70 24 C Route 125 NB 0.55 36 D 0.61 36 D 0.63 37 D Route 125 SB >1.2 >80 F 0.97 63 E 1.00 68 E Overall - >80 F - 47 D 48 D Weekday Evening: Route 114 EB 0.85 42 D 0.87 35 C 0.86 35 C Route 114 WB 0.99 41 D 0.88 26 C 0.94 31 C Route 125 NB 0.90 60 E 0.79 36 D 0.79 36 D Route 125 SB >1.2 >80 F 0.83 48 D 0.86 50 D Overall - >80 F - 33 C - 36 D Saturday Midday: Route 114 EB 0.73 38 D 0.74 25 C 0.74 24 C Route 114 WB 0.65 25 C 0.49 13 B 0.53 14 B Route 125 NB 0.74 46 D 0.75 28 C 0.77 29 C Route 125 SB >1.2 >80 F 0.69 35 D 0.74 37 D Overall - >80 F - 22 C -- 23 C Route 114 at Route 133 Weekday Morning: Route 114 EB 0.66 27 C 0.63 24 C 0.64 24 C Route 114 WB 0.77 57 E 0.60 18 B 0.61 19 B Route 133 NB 0.70 32 C 0.66 30 C 0.67 31 C Route 133 SB 0.83 47 D 0.84 49 D 0.85 50 D Overall -- 41 D - 27 C - 27 C Weekday Evening: Route 114 EB 1.02 46 D 0.89 31 C 0.89 31 C Route 114 WB 0.84 18 B 0.90 31 C 0.90 31 C Route 133 NB 0.93 60 E 1.20 >80 F 1.20 >80 F Route 133 SB >1.2 >80 F 0.84 39 D 0.84 39 D Overall -- 48 D - 43 D 43 D Saturday Midday: Route 114 EB 0.52 22 C 0.72 22 C 0.73 22 C Route 114 WB 0.39 14 B 0.63 20 B 0.63 20 B Route 133 NB 0.76 49 D 0.73 31 C 0.74 32 C Route 133 SB 0.80 48 D 0.64 24 C 0.65 24 C Overall -- 29 C - 23 C 23 C ,Future year 2027 No-Build and Build condition analyses reflect Route 114 corridor improvements. bVotume to capacity ratio. 'Percentile delay in seconds per vehicle. dLevel of service. NB=northbound;SB=southbound;EB=eastbound;WB=westbound;NEB=north-eastbound G:\8731 North Andover,MA\Reports\8731 N Andover T1A 1020.doe 25 Table S UNSIGNALIZED INTERSECTION CAPACITY ANALYSIS SUMMARY 2020 Existing 2027 No-Build 2027 Build Location/Time Period/Movement V/Ca Delayb LOS° V/C Delay LOS V/C Delay LOS Route 114 at Eastern Site Driveway Weekday Morning: Route 114 WB 0.00 <5 A 0.00 <5 A Eastern Site Driveway SB 0.00 <5 A 0.00 <5 A Weekday Evening: Route 114 WB 0.00 <5 A 0.00 <5 A Eastern Site Driveway SB 0.02 16 C 0.02 17 C Saturday Midday: Route 114 WB 0.00 <5 A 0.00 <5 A Eastern Site Driveway SB 0.00 12 B 0.01 12 B Route 114 at Western Site Driveway Weekday Morning: Route 114 WB 0.00 <5 A 0.00 <5 A 0.00 <5 A Western Site Driveway SB 0.01 13 B 0.01 13 B 0.11 14 B Weekday Evening: Route 114 WB 0.00 <5 A 0.00 <5 A 0.00 <5 A Western Site Driveway SB 0.03 16 C 0.04 17 C 0.14 19 C Saturday Midday: Route 114 WB 0.00 <5 A 0.00 <5 A 0.00 <5 A Western Site Driveway SB 0.00 12 B 0.00 12 B 0.13 13 B Route 125 at the Northern Site Driveway Weekday Morning: Northern Site Driveway EB 0.00 <5 A 0.00 <5 A 0.24 >50 P Route 125 NB 0.00 <5 A 0.00 <5 A 0.11 <5 A Route 125 SB 0.00 <5 A 0.00 <5 A 0.00 <5 A Weekday Evening: Northern Site Driveway EB 0.04 32 D 0.05 36 E 0.37 >50 D Route 125 NB 0.01 <5 A 0.01 <5 A 0.05 <5 A Route 125 SB 0.00 <5 A 0.00 <5 A 0.00 <5 A Saturday Midday: Northern Site Driveway EB 0.01 23 C 0.01 25 C 0.24 39 E Route 125 NB 0.00 <5 A 0.00 <5 A 0.08 <5 A Route 125 SB 0.00 <5 A 0.00 <5 A 0.00 <5 A Route 125 at the Southern Site Driveway Weekday Morning: Southern Site Driveway EB 0.00 18 C 0.00 19 C 0.22 23 C Route 125 NB 0.00 <5 A 0.00 <5 A 0.00 <5 A Route 125 SB 0.00 <5 A 0.00 <5 A 0.00 <5 A Weekday Evening: Southern Site Driveway EB 0.04 22 C 0.04 24 C 0.12 14 B Route 125 NB 0.01 <5 A 0.01 <5 A 0.00 <5 A Route 125 SB 0.00 <5 A 0.00 <5 A 0.00 <5 A Saturday Midday: Southern Site Driveway EB 0.01 18 C 0.08 19 C 0.15 13 B Route 125 NB 0.01 <5 A 0.01 <5 A 0.00 <5 A Route l25 SB 0.00 <5 A 0.00 <5 A 0.00 <5 A aVolume to capacity ratio. bDelay in seconds per vehicle. Level of service. NB=northbound;SB=southbound;EB=eastbound;WB=westbound G:\8731 North Andover,MA\Reports\8731 N Andover T1A 1020.doc 26 Sil4nalized Intersections Route 114 at Route 133 Under 2020 Existing conditions, this signalized intersection currently operates at an overall I.OS D during the weekday morning and weekday evening peak hours and at an overall LOS C during the Saturday midday peak hour. Under 2027 No-Build conditions, following implementation of the Route 144 corridor improvements, this location is projected to operate at an overall LOS C during the weekday morning and Saturday midday peak hours and at an overall LOS D during the weekday evening peak hour. Under future 2027 Build conditions, this location is projected to continue to operate at an overall LOS C during the weekday morning and Saturday midday peak hours and at an overall LOS D during the weekday evening peak hour, with overall delays increasing by less than one second per vehicle as compared to future No-Build conditions. Route 114 at Route 125 Under 2020 Existing conditions, this signalized intersection currently operates at an overall LOS F during the weekday morning, weekday evening and Saturday midday peak hours. Under 2027 No- Build conditions, following implementation of the Route 144 corridor improvements, this location is projected to operate at an overall LOS D during the weekday morning peak hour and at an overall LOS C during the weekday evening and Saturday midday peak hours. Under future 2027 Build conditions, this location is projected to continue to operate at an overall LOS D during the weekday morning peak hour and at an overall LOS C during the weekday evening and Saturday midday peak hours, with overall delays increasing by 3 seconds per vehicle or less as compared to future No-Build conditions. Unsignalized Intersections Route 114 at Eastern Site Driveway Under 2020 Existing and 2027 No-Build conditions, critical movements (right-turns from the site driveway) currently operate at LOS C or better during all three peak periods and is projected to continue to operate at LOS C or better under future No-Build conditions. As discussed in the recommendations section of this report, under future Build conditions this driveway will be closed as recommended by the Route 114 corridor improvement plan. Route 114 at Western Site Driveway Under 2020 Existing, 2027 No-Build and 2027 Build conditions, critical movements (right-turns from the site driveway) currently operate at LOS C or better during all three peak periods and is projected to continue to operate at LOS C or better under future No-Build conditions, with driveway queuing expected to amount to only 1 vehicle or less during peak hours. Route 125 at Northern Site Driveway Under 2020 Existing and 2027 No-Build conditions, critical movements (all turns from the site driveway) currently operate at LOS E or better during all three peak periods. Under future 2027 Build conditions this driveway is projected to operate at LOS E during the Saturday midday peak hour and LOS F during the Saturday midday peak hour, with driveway queueing projected to amount to approximately 1 vehicle or less during peak hours. G:\8731 North Andover,MA\Reports\8731 N Andover TtA 1020Aoc 27 Route 125 at Southern Site Driveway Under 2020 Existing and 2027 No-Build conditions, critical movements (all turns from the site driveway) currently operate at LOS C or better during all three peak periods. Under future 2027 Build conditions this driveway is projected to continue to operate at LOS C during all three peak periods, with driveway queueing projected to amount to approximately 1 vehicle or less during peak hours. G:\8731 North Andover,MA\Reports\8731 N Andover TIA 1020.doc 28 CONCLUSIONS AND RECOMMENDATIONS CONCLUSIONS As documented in this report, the proposed redevelopment Project is expected to expected to generate approximately 77 new vehicle trips (48 entering and 29 exiting) during the weekday morning peak hour, approximately 87 new vehicle trips (40 entering and 47 exiting) during the weekday evening peak hour and approximately 120 new vehicle trips (62 entering and 58 exiting) during the Saturday midday peak hour. An analysis of traffic operations at the study area intersections indicates that in general, following the completion of the Route 114 corridor improvements, the Project will not result in a notable impact on motorist delays at study area intersections as compared to future No-Build conditions, with no reductions to overall signalized levels of service projected due to the Project. RECOMMENDATIONS A detailed transportation mitigation program has been developed that is designed to provide safe and efficient access to the Project and promote the use of alternative modes of transportation through implementation of a comprehensive transportation demand management (TDM) program. Elements of the program are described below. Site Access Access to the project site is proposed via two driveways onto Route 125, with access onto Route 114 consolidated to a single driveway location. Specifically, consistent with MassDOT's Route 114 corridor improvement plan, access onto Route 114 would be consolidated to a single location, with the existing eastern driveway most proximate to the Bertucci's restaurant and the traffic signal at Route 125 closed as part of the Project. It is recommended that pavement markings, including a painted centerline and STOP-bar be installed at all driveway locations. Additionally a STOP-sign (MUTCD RI-1) should be installed on the driveway approaches to Route 125 and Route 114. Centerline pavement markings, where provided, should consist of a double-yellow line in accordance with the centerline pavement marking standards of the Manual on Uniform Traffic Control Devices (MUTCD).9 In addition, all signs and other pavement markings to be installed within the Project should conform to the 9 Manual on Uniform Traffic Control Devices(MUTCD);Federal Highway Administration;Washington,D.C.;2009. G:\8731 North Andover,MA\Reports\8731 N Andover TIA 1020.doc 29 specifications of the MUTCD. Additionally, No Left Turn (MUTCD R3-2) signage should be installed at Route 114 driveway to indicate the restriction of left-turn movements at this location. Signs and landscaping adjacent to the Project driveways and within the Project site should be designed and maintained so as not to restrict lines of sight. Existing vegetation that currently obscures sight lines to the south of the southern Prospect Street site driveway should be removed and/or regularly maintained as required to ensure adequate sight distance is maintained at this location. On Site Circulation The site layout enhances on-site pedestrian circulation by providing for continuous pedestrian flow between the reconfigured commercial space and existing and proposed pedestrian infrastructure, including new sidewalk, via a series of sidewalks and crosswalks linking the uses on site. It is recommended that pedestrian crossing signs be installed on-site in appropriate locations adjacent to proposed crosswalks and that all internal sidewalk, wheelchair ramps and crosswalks be designed to meet applicable ADA design criteria. It is recommended that traffic flow patterns in the vicinity of the proposed medical office and coffee/donut shop building include a one-way circulation aisle on the northern side of the building with on-site signage restricting vehicles from making an immediate left-turn after entering the northern Route 125 driveway. Coffee/Donut Shop Vehicle Queue Analysis The redevelopment project involves the addition of a new coffee/donut shop on the 419 Andover Street property that will provide drive-through operations. The proposed drive-through will be located on the southern side of the building, which will allow for the use of the majority of the building's perimeter to accommodate vehicle queuing in the proposed drive-through lane. As currently designed, the drive-through lane will provide storage for approximately 11 vehicles in the marked drive-through lane, with additional queue storage available adjacent to the proposed building's northern edge without impacting on-site circulation. This queue storage will adequately accommodate the typical peak demands for a coffee/donut shop, with maximum queues expected during the weekday morning peak hour. MassDOT Highway Access Permit As the Project abuts state highway and proposes to modify access from both the Route 114 and Route 125 corridors, the Project will require a highway access permit from MassDOT. The proposed site access modifications are intended to improve the site access as well as safety along Route 114 and Route 125, by consolidating site access to a single location off Route 114. It is noted that MassDOT is currently in the process of designing corridor improvements to the Route 114 corridor, including geometric and traffic signal upgrades at the intersection of Route 114 with Route 125. Proposed improvements currently recommend the consolidation of the existing site access on to Route 114 to a single location, consistent with the proposed access plan for the Project. The proponent is committed to continuing to work with MassDOT to coordinate the site redevelopment design with MassDOT's improvements to both Route 114 and Route 125. Transportation Demand Management It is recommended that the proponent consider the following Transportation Demand Management (TDM) measures as a part of the Project in an effort to reduce the overall number of automobile G:\8731 North Andover,1VA\Reports\8731 N Andover TIA 1020.doc 30 trips to and from the project site and to promote the use of alternative modes of transportation. • Designation of a Transportation Coordinator within the Project to encourage the use of alternative modes of travel to single occupancy vehicles; • Consider providing a bicycle rack in a convenient area of the Project to promote the use of bicycles by employees and patrons of the Project; • Posting of transit maps and schedules in conspicuous locations within the Project to promote the use of area transit services by employees of the Project; • Construct all crosswalks and sidewalks proposed as part of the Project to adhere to Americans with Disabilities Act (ADA) guidelines; • The proponent will encourage tenants to offer alternative work schedules to all employees as well as staggered work shifts where appropriate to reduce peak period traffic volumes. It is noted that commercial employees typically work with staggered shifts that are not coincident with typical commuter travel times; • Offer direct deposit for employee paychecks. With implementation of the above recommendations, safe and efficient access will be provided to the Project site and the Project can be constructed with minimal impact on the roadway system. G:\8731 North Andover,MA\Reports\8731 N Andover TIA 1020.doc 31 APPENDIX TRAFFIC VOLUME DATA MOTOR VEHICLE CRASH DATA TRIP GENERATION CALCULATIONS CAPACITY ANALYSIS WORKSHEETS TRAFFIC VOLUME DATA MOTOR VEHICLE CRASH DATA FUNCTIONAL DESIGN REPORT --- ---- --- Corridor Improvements on Route 114 between Waverly Road and Willow Street/Mill Road-North Andover,Massachusetts v~ \1204 p</47 o 133 125 rr0 Ce ofor �of oOa0 258 ,N0v� 000 �18 N-0 +-9477 �9 vr ^c' 28 . 898 — I .-763 105 .--887 �12 --1013 . 847 �—14 i f—183 .� �. 0 6—460 .—1075 i—14 `—37 114 10 1103 —► 69 } } O g 2085 —► 3 '� 41 } 1115 49 1 P 21 � 998 —� � � 4 P 32—? fl 1 1210 —� 49 ~ 908 —+ 0r`0rn i mo MNto mono 0 M on so N 962 — r`m N 18 o m 1259 —> n n 1082 —� �o N n.— 151 —� N 84 v 64 913 i w m w o 1 N N O O N N O W }3 w o m — � F o W 0_ < W K ce w r 0 r a a 133 0 25 0 3 ¢ 3 NOT To SCALE WEEKDAY AM Figure 2A GPIGreenman-Pedersen,Inc. 2020 Base Engineering end Construction Services Weekday AM Peak Hour Traffic Volumes FUNCTIONAL DESIGN REPORT Corridor Improvements on Route 114 between Waverly Road and Willow Street/Mill Road-North Andover,Massachusetts 0 69 133 125 > ti es J � O '� > V� of J 3 � P U = N � o o F p � ✓� O ti a M.- 8 t 716 �154 dvr7 �60 _n <--1253 >> °�-41 mod- onm �-80 a-3 72 d 1269 � 1 ` 223 � `► 265 —2105 � f-1928 .j L 1171 i 64so J 1 i 200 114 76 } p 898 225 } ¢ 2 4 1400 —► 100 q 261 + 9877 844 ¢ 5 �_ 1 69 Ln an684 �_ (� 34 �� (- i o 802 —► N 'n u7 46 -i N 924 N rA 937 —� a N N 55 114 86 393 w o t- L cn to o 0 N L o H N Y o w m � o W W W N N W > W K n z > a r J 3 w 133 0 25 0 3 a 3 WEEKDAY PM NOT TO SCALE Figure 2B GPIGreenman-Pedersen,Inc. 2020 Base Weekday PM Engineering and Construction Services Peak Hour Traffic Volumes FUNCTIONAL DESIGN REPORT Corridor Improvements on Route 114 between Waverly Road and Willow Street/Mill Road-North Andover,Massachusetts o ��~ -p < 0 0 0 33 125 n > J w p > G Of CL S P U = 3 _ n of a, a O � w p o O a C o NN L 3 4_346 < _ ram)Ca 1 v Ln c0 17 54 rn r rn 34 o a <—703 J`s .—778 n L 23 <—722 `V 598 `a 238 114 j L. 1132 •j ► 219 17 .—1136 � ` 165 � � 834 f 56 � + 6-7 114 65 ¢ a 764 217 —+ 4 4 1186 + 6 g q 66 855 34 639 } 740 --• n"r 71 �uO un r N 48 -i ea o N 720 --► `r Fq:2 829 —+ N do to 42 133 88 -� 329 -� w oc o f- n on o a o a a w } y w m on of o w in w w N w O > w of o O 0' W N O r a of w 133 0 125 a 3 z 3 SATURDAY MIDDAY NOT TO SCALE Figure 2C GPIGreenman-Pedersen,Inc. 2020 Base Saturday Midday Engineering and Construction Services Peak Hour Traffic Volumes FUNCTIONAL DESIGN REPORT _ Corridor Improvements on Route 114 between Waverly Road and Willow Street/Mill Road-North Andover,Massachusetts o � 'Po o 0 33 25 - y ti �s o wo � O 4 on ul N U 3 = o o o b w O d O �a j"a a N� (O N LO L271 �-50 0O'n �-19 NmO1 •-996 �6' �9 rn�o mnc`yv �30 .—880 .—944 Mf n .—802 N r` t-110 el .—932 N� L 13 �--1064 an .—891 �� i-5 �14 j d d-193 .j + t. '0 .-2191 �-484 -j (+ +-1130 ,`-14 j � � •`-37 q r ¢ 4 114 q p A 21 ~ 72 � (� 0 �_ 2191 —► 3 43 72 .� e 52 � I r)0 O co as 0 1050 rn N n 4 r',n 32 O M O 1272 —+ 49 -� m co 954 N 1011 —� mm N 19 0 1324 + �� 1137 —� 00=N n- 151 i N 88 68 690 i w w o in N On L O m O ~ of O W un W W O W O W w z r a of a 133 0 125 0 3 a 3 NOT To SCALE WEEKDAY AM Figure 3A GPIGreenman-Pedersen,Inc. 2040 Future Year w/Existing Geometry Engineering and Construction Services Weekday AM Peak Hour Traffic Volumes FUNCTIONAL DESIGN REPORT Corridor Improvements on Route 114 between Waverly Road and Willow Street/Mill Road-North Andover,Massachusetts o a oc 133 125 n - r ti o o w J � J U� K o ILI o Ub a o �C L8 L753 o_�� 162 �nr` 4-74 000 �-1318 �> °`41 �-�n 0��+ '�84 1221 .—1324 --1180 174 .—1123 24 . 1104 . 894 1° i-39 -126 +� .� i-234 �. 2 .—2212 i-202 .—1231 i--64 � ! � d-20 114 i 944 " P � i 0 103875 69 0 �� 274 NN 256 719 36 195 128 ' 855 `0 e000 55 � "843 49 971 985 120 90 413 ma i w v, w O N N 0 0 r N N O W N m 0 w � W of N 0 7 W W F 0 D H n 0 J d Q N > 133 0 125 0 3 ¢ 3 NOT TO SCALE WEEKDAYPM Figure 3B GPI Greenman-Pedersen,Inc. 2040 Future Year w/Existing Geometry Engineering and Construction Services Weekday PM Peak Hour Traffic Volumes FUNCTIONAL DESIGN REPORT Corridor Improvements on Route 114 between Waverly Road and Willow Street/Mill Road-North Andover,Massachusetts /57 oOof0 125 n - Of eos� o > of ccOiOf o oO rrO N IV 363 1ocNo ouc� oro"'m 4--36 orn0 <-739 �.P °�-1918 .—872 �—691 "� ,`-123 a .—81 B �� L 24 <—759 .—629 t' 114 i-139 .i �. 2 .—1195 �-174 � � +—877 d-56 j � � `--7 114 69 --# 4 829 228 _? 1 } 1247 —+ 16 q -7' � ¢ 4 � 1 ( P �. (� 66 f v (' 74 776 —+ .l ,. 130 'Dm Co 64 Lnr` 657 —+ n000 22 r,�r, o0 0 899 —> 114 -i �� 671 777 --• of r`N 51 -i �n N n 757 —• cNv 872 —+ `�m 42 .- 140 -� 92 -i 346 -i w w o ol o ¢ N 3 W N m n01 w of o W O w >O w on O >i a w 133 o 125 o Q o J 3 ¢ 3 NOT To SCALE SATURDAY MIDDAY Figure 3C GPIGreenman-Pedersen,Inc. 2040 Future Year w/Existing Geometry Saturday Midday Engineering and Construction Services Peak Hour TIaie Volumes FUNCTIONAL DESIGN REPORT Corridor Improvements on Route 114 between Waverly Road and Willow Street/Mill Road—North Andover,MA Table 2 BASE YEAR TRAFFIC-VOLUME SUMMARY Daily Volume Peak Hour Directional Location/Time Period (vpd)a Volume(vph)b K Factor(%)` Distribution d Route 114 east of North Andover Mall south driveway: Weekday Average 34,150 Weekday AM Peak Hour -- 2,010 5.9 51%EB Weekday PM Peak Hour -- 2,530 7.4 59%WB Route 114 west of Andover Street: Weekday Average 32,200 Weekday AM Peak Hour -- 2,320 7.2 56%EB Weekday PM Peak Hour -- 2,510 7.8 57%WB Route 114 west of Pedestrian Crossing Signal: Weekday Average 42,950 Weekday AM Peak Hour -- 3,260 7.6 62%EB Weekday PM Peak Hour -- 3,520 8.2 58%WB Andover Bypass(Route 125)south of Rite Aid Driveway: Weekday Average 21,450 Weekday AM Peak Hour -- 1,890 8.8 74%SB Weekday PM Peak Hour -- 2,080 9.7 68%NB Hillside Road north of Route 114: Weekday Average 3,900 Weekday AM Peak Hour -- 370 9.6 84%SB Weekday PM Peak Hour -- 390 10.0 73%NB Route 114 west of Stop& Shop Driveway: Weekday Average 27,950 Weekday AM Peak Hour -- 2,120 7.6 52%EB Weekday PM Peak Hour -- 1,980 7.1 51%WB 12020 Average traffic volumes in vehicles per day. b In vehicles per hour. Percentage of daily traffic occurring during the peak hour. d WB=westbound,EB=eastbound,NB=northbound,SB=southbound. 21 m9lays/Off/Imly /�� 7 �� 1� �~�~�"�^�~ ��^�� ` ' ^^�`�� CITY/TOWN : NORTH ANDOVER COUNT DATE : 2020 MHD USE ONLY DISTRICT : 4 UNS|GNAL|ZEO : SIGNALIZED : Soumo#i____] - INTERSECTION OATA - -----------------------------------------------------..................................................................... T4 MAJOR STREET : ROUTE 114 s M|NORSTREET(S) : F<OUTE133 nr# oT# ST# ST# ' ` �INTERSECTION |wTsRsECT|om ! DIAGRAM � nEr# (Label Approaches) 957 , 627 ` ' ` � ' ` Peak Hour Volumes APPROACH : Entering DIRECTION : VOLUMES (AM8r[N) : ^ K^ FACTOR : APPROACH ADT : xoT~TOTAL voUK FACT. TOTAL#OF 45 #OF AVERAGE #OF ACCIDENTS : YEARS : ACCIDENTS (A) : ---------------------------'--------------------------------------------- CRASH RATE CALCULAT|ON ' [E] FmT� ~ ` ' ' (AoT^aso} Comments : Accident Rate for District 4 signalizedintersnoduna = O73 Accident Rate for District 5 unsignalized intersections = 0.57 NA199911011wdly CFASH RATE WORKSHEET CITY/TOWN : NORTH ANDOVER COUNT DATE -. 2020 MHQ USE ONLY DISTRICT : 4 UNSIGNALIZED SIGNALIZED Source# - INTERSECTION DATA - .................................................................................................................................................................................................................... MAJOR STREET : ROUTE 114 ST# MINOR STREETS) : ROUTE125 ST# ST# ST# ST# INTERSECTION North 600 INTERSECTION DIAGRAM D2 2,136 REF# (Label Approaches) 1,046 VV 532 Peak Hour Volumes APPROACH : 1 2 3 4 5 Total Entering DIRECTION : NB SB EB WB Vehicles VOLUMES (AM/PM) : 532 600 1,046 2,136 4,314 K " FACTOR : 0.078 APPROACH ADT ADT=TOTAL VOLP'K"FACT. TOTAL# OF #OF [::5: AVERAGE #OF ACCIDENTS 69 YEARS : ACCIDENTS (A) : 13.80 ............................................................................................................................................................................................................................... CRASH RATE CALCULATION : RATE (A 1,909,Oee EEI (ADT"`365 Comments : Accident Rate for District 4 signalized intersections = 0.73 Accident Rate for District 5 unsignalized intersections = 0.57 N97931011wdly �� p7 ��77[ ^~�~��,~~ ~^^~~~~ ' ` `^~~~�~~~~~~~ ~ C|TY/TOVVN : NORTH ANOOVER COUNT DATE : 2020 MHQ USE ONLY DISTRICT 4 UNS|(�NAL|�ED � SIGNALIZED : ovv�e#�____] � - INTERSECTION DATA - ........................................ .............................................................................................................................................................................. MAJOR STREET : ROUTE125 sr# MINOR STREET(S) � 418ANOOVER STREET DRIVEWAY or# nT# L----j sr# sr# , ` INTERSECTION North 612 |mTenxEcTIOm � DIAGRAM U2 0 REF (Label Approaches) � � 994 ^ ` , � ." � Peak Hour Volumes ^ APPROACH : 1 2 3 4 5 TotalEntering ' DIRECTION : VOLUMES (AM/PM).— 994 612 5 1 0 1 1,611 � ^ K^ FACTOR : APPROACHAOT : xor=TOTAL vou"KrFACT. TOTAL#0F #0F AVERAGE#0F 0.60 ACCIDENTS : YEARS . ACCIDENTS (A) . .................................................................................... _ - CRASH RATE CALCULATION : EEI n�rs ~ `� —~-q ' (AoT nno> Comments � Accident Rate for District 4 si |izedintors»obons = 073 Accident Rate fo District 5 unsignalized intersections = 057 N9,7991011WAly CRASH �� DT7� ~~"~�~^'�" "~'"=�� ` ~^~^~~~~~~~~~ ~ CITY/TOWN: N{}RTHANDOVER COUNT DATE : 2020 MHD US] DISTRICT : 4 UNS|GNAL|ZED : SIGNALIZED : Source# - INTERSECTION DATA - -----------------------------------------------------........................................................................ MAJOR STREET : R0UTE125 sT# K8|NORSTREET(S) : 435ANDDVER STREET DRIVEWAY aT# sT# : sT# ST# INTERSECTION North 612 |wTEnss DIAGRAM U2 0 neF# (Label Approaches) 994 Peak Hour Volumes ` � APPROACH : Entering DIRECTION : NB SB EB WB Vehicles � � VOLUyWES ( \M0,M) : 994 612 5 0 1,611 ! ' ^ K^ FACTOR : 0.078 APPROACH ADT � xoT~T0TaLv0U�^pACT . TOTAL#OF 14 #OF AVERAGE #DF ACCIDENTS : YEARS : 5 ACCIDENTS (A) : ��_��. CRASH RATE CALCULAT|ON ' m�� ~ ` ---' ' . (aoT~»no) Crash Data Summary Table Turnpike Street(Route 114)at Andover Street(Route 125)/Elm Street,North Andover,MA January 2011-December 2018 Crash Day of - Number of Vehicle Travel Driver Comments Crash Date Crash Time Time of Day Injury Ambient Light Weather Condition Road Surface Manner of Collision Diagram ff Week Vehicles Directions Contribution Failure to keep in VI traveling ES out of 44S1 Andover St.driveway attempting left-turn NB.Witness was 39 11/1/2013 Fri 7:39 1 Day Clear Dry Angle 2 E-S proper lane or waiting for Vl to pull out.V2 traveling SB crossed double yellow line and went around running off road witness and struck V1. 40 11/9/2013 Sat 8:16 2 Day Clear Dry Rear-End 2 E-E Followed too close V1 and V2 traveling EB,vl stopped at red light.V2 began driving and claimed to be blinded /Glare by the sun and didn't see Vl still stopped. 41 11/14/2013 Thu 1S:40 5 Day Clear Dry Rear-End 2 W-W Inattention Vl and V2 traveling WO and crossed over Route 125.Vl slowed in traffic and was struck in rear by V2. Visibility Vl traveling SB in right hand lane.V2 traveling NB attempting left-turn into 4435 Andover 42 12/5/2013 Thu 16:46 6 Dark-Lighted Clear Dry Angle 2 S-N St.parking lot(0ertucci's).The left hand SB left lane had stopped for V2 and blocked view obstructed of V1. 43 12/6/2013 Fri 21:52 8 Dark-Lighted Snow Slush Angle 2 E-W Unknown V1 traveling EB.V2 traveling WB attempting left-turn and struck Vl.Both claim to have green. 44 12/23/2013 Mon 9:34 2 Y Day Rain Wet Angle 2 E-W Failed to yield the Vl traveling EB attempting left turn.V2 traveling WB struck Vl.Vl spun as a result of the I' 45 2/22/2014 Sat 14:04 5 Day Clear Dry Rear-End 2 N-N Inattention 9424 Andover St-Vl traveling NB slowed down and was rear-ended by V2 traveling NB. Failure to keep in 4404 Andover St-Vl traveling N0 slowed to make right turn into 4404 Andover St 46 4/23/2014 Wed 18:39 7 Day Clear Dry Sideswipe same 2 N-N proper lane or driveway.V2 traveling NS thought Vl was turning left and attempted to pass Vl on right running off road hand side,struck side of Vl and then struck a telephone pole. 47 5/29/2014 Thu 8:59 2 Y Day Clear Dry Rear-End 2 E-E No Improper Vl traveling EB on Turnpike St stopped in traffic.V2 was stopped behind V1,when Driving operator of V2 sneezed,foot came off the brake and struck rear of Vl. V2 traveling WB on Turnpike was stopped in traffic at the intersection V1 traveling WB 48 6/4/2014 Wed 16:34 6 Day Clear Dry Rear-End 3 W-W-W followed too behind V2 did not stop in time and struck rear of V2.V2 was then pushed into the rear of closely V3.Report states vehicles traveling in westbound direction but diagram shows eastbound. Vl and V2 traveling WB and stopped in left turn lane to make left turn onto Andover St.V2 49 6/11/2014 Wed 13:4S 4 Day Clear Dry Rear-End 2 W to S-W to S No Improper stated he thought Vl was making turn but instead,the light changed from a green left Driving arrow to solid green and Vl stopped for oncoming traffic.V2 struck rear of Vl. Followed too VI traveling NB on Elm St.tried to maneuver around school bus in order to get through 50 6/12/2014 Thu 14:50 5 Day Cloudy Dry Rear-End 2 N-N closely/ intersection.(construction ongoing at the time).V2 traveling NB struck rear of Vl while Inattention trying to get through the intersection. 51 7/2/2014 Wed 16:S6 6 Y Day Clear Dry Rear-End 2 E-E Followed too VI traveling EB on Turnpike St.stopped at intersection.V2 traveling EB behind Vl,started closely to pull forward in anticipation of light turning green,struck rear of Vl. 52 7/22/2014 Tue 17:52 6 Day Clear Dry Angle 2 E-S Visibility Vl traveling SB in inside lane.V2 traveling EB out of Bertucci's driveway.Route 125 SB obstructed traffic in right hand lane let V2 into traffic and Vl visibility obstructed by other SB vehicles. 53 7/27/2014 Sun 13:31 4 Y Day Rain Wet Rear-End 2 W-W Unknown VI and V2 traveling WE.V2 stopped abruptly.Vl attempted to brake and slid on wet roadway and struck V2 in rear. V2 traveling EB on Turnpike St.attempted left turn onto Andover St.NB suddenly turned in 54 7/30/2014 Wed 21:13 9 Dark-Lighted Clear Dry Angle Z W-EtN Failed[,yield right front of V7 traveling WB on Turnpike St.in left hand through lane causing a collision.V2 ri way had a green light,not a green arrow. Crash Data Summary Table Turnpike Street(Route 114)at Andover Street(Route 125)/Elm Street,North Andover,MA January 2011-December 2018 Crash Day of ` Numberof Vehicle Travel Driver Crash Date Crash Time Time of Day injury Ambient Light Weather Condition Road Surface Manner of Collision Comments Diagram Week :Vehicles .Directions Contribution 55 9/18/2014 Thu 12:04 4 Day Clear Dry Rear-End 2 N-N Inattention V2 was traveling WB on Turnpike St.stopped on the right-turn channellzed for turn NB onto Andover St.when V1 hit V2 in the rear. V1 traveling NB on Elm St.ran a red light continuing straight through the Route 114 56 11/6/2014 Thu 12:07 4 Day Rain Wet Angle 2 W-N Inattention intersection.V2 traveling W B on Route 114 began to go straight as she had a green light and hit vl in the passenger side front bumper as V2 ran the red light,Operator of V2 said she never saw the red light. Over- correcting/over- Vl and V2 were traveling SB on Elm St.and turning left onto Turnpike St,V2 in the left 57 11/17/2014 Mon 6:24 1 Day Rain Wet Sideswipe same 2 E-E steering and failure hand left turn lane and Vl in the right hand left turn lane.Both vehicles made the left to keep in proper hand turn and V2 went into VS's lane and hit the drivers side of Vl. lane VI traveling WB on Turnpike St In right turn channellzed lane to NB onto Andover St.and 58 1/22/201S Thu 14:46 S y Day Clear Dry Rear-End 2 N-N Inattention yielded to a vehicle on Andover St, V2 hit the rear of V1 when Vl yielded to traffic on Andover St. - Failed to yield right V2 traveling W8 on Turnpike St,going straight through the Andover 51,intersection when 59 2/8/2015 Sun 18:59 7 Dark-Lighted Snow Snow Angle 2 N-W Vl traveling EB on Turnpike St.attempted left turn to NB on Andover St.turned In front of of way V2 who had a green light,causing V2 to hit Vl. Vl and V2 traveling EB in the righlhand lane approaching Elm St.intersection when V3 a dump truck traveling EB passed Vl and V2 in the left-hand lane.V3 had a plow and a wing Inattention/Other 60 2/12/2015 Thu 17:45 6 Dark-Lighted Snow Snow Sideswipe same 3 E-E-E plow attached to the passengers side of truck.V3 left the wing plow down forgetting it improper action was[here and the wing plow scraped downwn the drivers side of both Vl and V2 as V3 passed them. No Improper Vl traveling WB slowing to stop at traffic signal when an unknown vehicle hit him in the 61 2/16/2015 Man 11:48 3 Day Clear Wet Rear-End i W rear,forcing Vl to bump the car in front of him. Drivers get out and agree to pull off road, Driving other two drivers leave when their vehicles have no visible damage. 62 2/27/2015 Fri 20:15 8 Dark-Lighted Clear Dry Rear-End 2 W-W Inattention Vl traveling WB was stopped at the traffic light when V2 traveling WB hit Vl in the rear. Operator of V2 was intoxicated. V2 traveling WB in the right hand lane veered into the left hand lane where Vl was 63 5/8/2015 Fri 20:20 8 Dark-Lighted Clear Dry Angle 2 W-W Unknown traveling WB and struck Vl in the passenger side rear door.V2 fled the scene of the accident. 64 6/4/2015 Thu 17:51 6 Day Clear Dry Rear-End 2 W-W Inattention Vl traveling WB in right turn channellzed lane for NB on Andover St.yielding to traffic when V2 hit Vl in the rear. Vl,V2,and V3 all traveling SB approaching the Turnpike St,intersection stop signal.V1 65 6/8/2015 Mon 16:18 6 Day Clear Dry Rear-End 3 S-S-S Inattention and V2 were stopped when V3 hit the rear of V2 causing V2 to hit Vl.V3 took her eyes off road and couldn't stop fast enough. Vl traveling WB on Turnpike St.came to a stop for the traffic light at Andover St. 66 6/20/2015 Sat 14:24 5 Day Clear Dry Rear-End 3 W-W-W Inattention intersection.V2 slowing down to stop for stop light was hit in the rear by V3 who didn't slow down in time for the stop light causing V2 to hit Vl in the rear. Crash Data Summary Table Turnpike Street(Route 114)at Andover Street(Route 125)/Elm Street,North Andover,MA January 2011-December 2018 Crash Crash Da to Day of Crash Time Time of Day Injury' Ambient Light Weather Condition Road Surface Manner of Collision Numberof Vehicle Travel Driver o Comments Diagram N Week Vehicles Directions Contribution 67 6/25/201S Thu 16:54 6 Day Clear Dry Rear-End 2 N-N Inattention Vl traveling WB on right turn channelized lane for NB on Andover St.yielding to traffic when V2 hit Vl in the rear. 68 7/S/2015 Sun 14:11 5 Day Clear Dry Rear-End 2 E-E Inattention Vl traveling NB on Elm St.turning right EB onto Turnpike St.was yielding to traffic on Turnpike St.when V2 hit Vl in the rear. Made an improper Vl traveling NB on Elm St.went to merge into the left lane to take a left turn at the prop Turnpike St,intersection and hit V2 in the passenger side as V2 attempted to get in the left 69 7/s/2015 Wed 16:17 6 Day Clear Dry Sideswipe same 2 N-N turn,Failure to turn lane to turn on to Turnpike St.heading WE,Vl claimed to be going to 4459 Andover keep in proper lane St.for work,but when finished with police Vl exited 4458 Andover St,and proceeded to or running off road take a left heading WB on Turnpike St. Vl and V2 traveling WB through intersection.VS slowed down to stop for backed up traffic 70 7/10/2015 Fri 9:06 2 Day Cloudy Dry Rear-End 2 W-W Followed to closely from a construction zone and V2 struck V1 in the rear as V2 failed to stop in time. V2 traveling E8 on Turnpike St.going straight through the intersection.Vl traveling WB 71 8/31/2015 Mon 12:16 4 Y Day Clear Dry Angle 2 W-E Inattention turned left to go SB on Elm St.cutting off Vl causing a collision.V2 then collided with a street sign. VS traveling SB in the right hand lane on Andover St.is stopped in traffic for a red light at the Turnpike St.intersection. V2 traveling NB on Andover St,made left turn into 9435 72 12/7/2015 Mon 16:46 6 Dusk Clear Dry Angle 2 S-N Unknown Andover St.Traffic in left hand SB lane makes room for V2 but right hand lane did not see. Vl collides with V2 as V1 tries to go for the green light.Witness states that operator of V2 was on a cell phone. Failed to yield right Vl traveling EB in the righthand lane straight through the green light of the Andover St. 73 12/14/2015 Mon 7:58 1 Day Cloudy Dry Angle 2 E-5 intersection when V2 traveling WB made left turn SB to Elm St,V2 made the left turn on a of way green light not a green arrow. VS traveling EB on Turnpike St.made right turn SB on Elm St.and hit a street sign in 74 12/20/2015 Sun 0:27 10 Dark-Lighted Clear Dry Unknown 1 _ Other improper median or Elm St.Vl left the scene after hitting the street sign.A piece of the bumper action came off the car at the scene.Police found the car with the missing bumper. Vl and V2 traveling WB east of Andover St.V1 pulled out of Royal Crest Driveway and 75 2/12/2016 Fri 16:13 6 Dusk Clear Dry Sideswipe same 2 W-W Unknown struck V2.VI hit and ran unaware of contact.Diagram has crash occurring at the intersection. Operating vehicle in erratic,reckless, Driver of VI appeared to be operating under the influence of drugs.V2 and V3 stopped in 76 3/18/201G Fri 12:53 4 Y Day Clear Dry Rear-End 3 E-E-E careless,negligent traffic. or aggressive manner Crash Data Summary Table Turnpike Street(Route 114)at Andover Street(Route 125)/Elm Street,North Andover,MA January 2011-December 2018 Crash Crash Date Day of Crash Time Time of Day Injury Ambient Light Weather Condition Road Surface Manner of Collision Numberof Vehicle Travel Driver ,Comments Diagram# Week Vehicles Directions Contribution Over- correcting/over- V2 traveling EB through intersection.V1 traveling SB attempting a left turn to Rio 114 EB 77 3/29/2016 Tue 9:58 2 Day Clear Dry Angle 2 E-S[E steering and failure and struck V2. to keep in proper lane 78 3/31/2016 Thu 9t45 2 Y Day Clear Dry Sideswipe same 1 S-S Unknown VI traveling SB attempting a right turn to Route 114 WB and struck a cyclist in the right turn lane.The bike was dragged but the cyclist jumped off. 79 5/13/2016 Fri 20:25 8 Dusk Rain Wet Rear-End 2 WtN-WIN Unknown V1 and V2 traveling WB on Fit,114 in channelized right-turn lane to turn NB.V1 slowed for YIELD sign when struck by V2 in rear. 80 5/18/2016 Wed 11:58 3 Y Day Clear Dry Angle 2 W-E failed to yield rightV1 traveling WB.V2 traveling EB attempted left[urn Infront of Vl. of way 81 7/19/2016 Tue 10:54 3 Day Cloudy Dry Rear-End 2 N-N Inattention VI and V2 traveling NB in queue+200 FT from intersection.Vl stopped in traffic when struck in rear by V2 who thought traffic had started moving. 82 8/4/2016 Thu 12:59 4 Day Clear Dry Rear-End 2 N-N Followed too V1 and V2 traveling NB attempting left turns to Rio 114 WE.V2 struck VI in rear by closely following too close. Failure to keep in Vl and V2 traveling WE.V1 traveling through in outside through lane.V2 attempted right 83 8/6/2016 Sat 13:12 4 Day Cloudy Dry Angle 2 W-W proper lane or turn from inside through lane. running off road 84 8/29/2016 Mon 17:43 6 Day Clear Dry Sideswipe same 1 W-W No Improper V1 and V2 traveling WB in outside right turn lane.V2 hit and ran from the scene. Driving 85 9/27/2016 Tue 18:34 7 Dark-Lighted Clear Dry Rear-End 2 E-E Unknown V1 and V2 traveling EB.VI stopped at red light when struck in rear by V2. 86 10/22/2016 Sat 12:52 4 Day Rain Wet Angle 2 N-EtN Failed to yield right 4451 Andover St-VI traveling NB.V2 attempting left turn from driveway where lane splits of way into 2lanes. 87 4/5/2017 Wed 7:13 1 Day Clear Dry Rear-End Z - S-S Distracted 4401 Andover St-V1 and V2 traveling SB.V1 stopped at red light.Driver of V2 distracted by cleaning glasses and struck Vl. 88 5/17/2017 Wed 10:52 3 Day clear Dry Single Vehicle 2 E-N Other improper VI and V2 traveling NB in channelized right turn lane.V2 was following too close and could action not stop in time.Crash involved 2 vehicles in a rear-end collision. 89 6/5/2017 Man 6:14 1 Day Rain Wet Rear-End 2 E-E Inattention VI and V2 traveling EB.Vl stopped at red light when struck in rear by V2. 90 9/6/2017 Wed 6:39 1 Y Day Clear Dry Single Vehicle 1 W Illness V1 traveling WB struck sign in median then crashed into utility pole in SW corner.No narrative provided. 91 10/4/2017 Wed 13:58 4 Day Clear Dry Head-on 2 E-W Illness IV l traveling EB when driver suffered a medical emergency,drove over median into WB lane and struck V2. 92 10/4/2017 Wed 14:09 5 Day Clear Dry Rear-End 2 W-W Distracted V2 and V2 traveling WB.Police officer was directing traffic as a result of an earlier crash. V2 was distracted by crash and struck V1 in rear. 93 11/7/2017 Tue 16:06 6 Day Rain Wet Rear-End 2 WIN-WtN Inattention Vl and V2 traveling W8 in channelized right turn lane.Vl stopped for traffic and was struck in rear by V2. Disregarded traffic 94 11/18/2017 Sat 4:25 11 Y Dark-Lighted Clear Dry Angle 2 N-E signs,signals,road VI traveling NB and ran red light.V2 traveling EB had green light and was struck by Vl. markings 95 12/13/2017 Wed 16:26 6 Dusk Clear Sand Rear-End 2 WIN-WtN Inattention Vl and V2 traveling WB in channelized right turn lane.V1 stopped for traffic and was struck in rear by V2. 96 1/7/2018 Sun 6:27 1 Dawn Cloudy Snow Single Vehicle 7 5 Visibility #246 Turnpike St-Vl traveling SB on Andover St crashed into median from sliding on ice. obstructed Crash Data Summary Table Turnpike Street(Route 114)at Andover Street(Route 12S)/Elm Street,North Andover,MA January 2011-December 2018 Crash .Crash Date Day of Crash Time Time of Day Injury Ambient Light Weather Condition Road Surface Manner of Collision Numberof vehicle Travel r Driver Comments Diagram# Week Vehicles Directions Contribution 97 2/7/2018 Wed 13:32 4 Day Snow Snow Rear-End 2 W-W Operating defective VIand V2 traveling W8.No narrative provided. equipment 4451 Andover St-Vl and V2 traveling 58.Vl stopped at red light when struck in rear by 98 3/23/2018 Fri 15:12 5 Day Clear Dry Rear-End 2 5-5 Inattention V2.Driver of V2 stated their foot slipped off brake. 99 4/21/2018 Sat 17:50 6 Day Clear Dry Rear-End 2 E-E Unknown Vl and V2 traveling EB.No narrative provided. 100 4/24/2018 Toe 15:29 5 Day Clear Dry Rear-End 2 W-W Vl and V2 traveling W B. 101 5/15/2018 Toe 13:42 4 Y Day Clear Dry Angle 2 W_StW Failed to yield right Vl traveling NB(WB).V2 traveling WB(SB)in channelized right turn lane to Rte 114 WB of way and went through YIELD sign. 102 5/20/2018 Sun 9:03 2 Day Clear Dry Rear-End 2 E-E Followed too V1 and V2 traveling EB approaching Andover St.Vl stopped at red light when struck In rear closely by V2.Crash incorrectly labeled as occurring at 4,315 Turnpike St. Failure to keep in 103 6/l/2018 Fri 20:29 8 Dark-Lighted Clear Dry Single Vehicle 1 W proper lane or running off road Vl traveling WB crashed into utility pole on NE corner driving on a suspended license. 104 7(5/2018 Thu 12:46 4 Day Clear Dry Sideswipe same 2 W-W No Improper 94SI Andover St-V1 and V2 traveling WB approaching Andover St.V1 attempted to Driving change lanes and struck front tire of V2. 105 8/29/2018 Wed 15:58 S Day Clear Dry Angle 2 WtS-E Unknown Vl traveling WB attempting left-turn.V2[raveling EB.Both claim to have green light. Over-correcting/ over-steering, 106 10/20/2018 Sat 5:36 11 Y Dark-Lighted Clear Dry Single Vehicle 1 E Failure to keep in proper lane or #435 Andover St-V1 traveling EB swerved to avoid object in roadway,jumped median, running off road and struck utility pole on WB side.Officially reported as having an unknown cause. Operating vehicle in erratic,reckless, 107 10/21/2018 Sun 1:10 10 Y Dark-Lighted Clear Dry Angle 2 E-WtS careless,negligent or aggressive Vl traveling EB at high speed.V2 traveling WB attempting left-turn and struck V1.Both manner claim to have green. V1 traveling SB through intersection on green light.V2 traveling EB passed unknown 108 10/23/2018 Tee 16:59 6 Day Clear Dry Angle 2 5-E Unknown vehicle attempting a left turn. Vl and V2 traveling WB attempting right turn onto Andover St.Vi waiting to merge.V2 No Improper 109 I1/15/2018 Thu 21:29 8 Dark-Lighted Sleet Snow Rear-End 2 WtN-W tN Driving attempted to slow and slid on snow covered road and struck V1 in rear.Roads not yet plowed or treated. 110 11/29/2018 Thu 12:56 4 Day Clear Dry Rear-End 3 E-E-E Inattention Vl and V2 stopped at red light.V3 struck V2 in rear and pushed into Vl. Failure to keep in ill 12/3/2018 Man 18:13 7 Dark-Lighted Clear Dry Sideswipe same 2 5-S proper lane or Vl traveling SB attempted left turn from right lane.V2 traveling SB through from left lane running off road struck Vl in side. 12 12/21/2018 Fri 18:11 7 Dusk Clear Dry Angie 1 WtN-WtN No Improper Vl and V2 traveling WB attempting right turn onto Andover St.VI waiting to merge.V2 Driving attempted to pass Vl and struck side.V2 fled the scene. 1 F113 12/31/2018 Mon 17:48 6 Dusk Clear Dry Angle 2 EtN-W Failed to yield right of way Vl traveling E8 attempting left turn,V2 traveling WB.Vl failed to yield to V2. Crash Data Summary Tables and Charts Turnpike Street (Route 114)at Andover Street/Elm Street, North Andover, MA CRASH MONTH 12% 11% 11% 10 10% 9% 9% 9% 8% 8% l MEN Pam, 6% 6% 5/° r 4% r s 0% J F M A M J 1 A S 0 N D CRASH DAY OF WEER 28% 25% 24% 20% 19% ��e a 16% 14% 12% 12% 12% 10% 8% 8% 4% IS r� ~ Monday Tuesday Wednesday Thursday Friday Saturday Sunday CRASH TIME OF DAY 25% 22% 20% 17% 15% 13% 11% i0% 9% 9% 7% 6% 5% 3% 2% 1% hI n 0% 0% <1 ti Crash Data Summary Tables and Charts Turnpike Street(Route 114) at Andover Street/Elm Street, North Andover, MA CRASH MANNER OF COLLISION 60% 55% 50% 50% 45% 40% 35% 31% 30% 25% 20% 15% 10% 10% 5% 1% 1% ° 2� /° 5% 0 0% Single Vehicle Rear-end Angle Sideswipe, Sideswipe, Head on Rear to Rear Unknown Crash same opposite direction direction CRASH LIGHT CONDITION 80% o 7110 70% 60% 50% 40% 30% 19% 20% 10% 4% 6% 0% 0% 0% 0% 0% momm E= In Daylight Dawn Dusk Dark-Lighted Dark- Dark- Other Unknown Roadway Roadway not Unknown lighted roadway lighting CRASH WEATHER CONDITION 70% 70% 60 50% 40% 30% 20% 9% 13% 10% 6/0_ 1% 0% 0% 0% 1% 0% 0% EM Zati` °ao �=o lac J Crash Data Summary Table Turnpike Street(Route 114)at Peters Street(Route 133)/Haverhill Street(Route 133),North Andover,MA January 2011-December 2018 Crash Day of Crash < Number Vehicle Crash Date Time of Day Injury. Ambient Light Weather Condition Road Surface Manner of Culllsion Travel Driver Contribution Comments Diagram g :Week .Time Vehicles Directions 1 1/10/2011 Mon 18:04 7 Y Dark-Lighted Clear Dry Angle 2 E-N Inattention VI was traveling NB on Peters St,V2 exiting the parking lot WB of 937 Peter St and collided with Vl. 2 1/13/2011 Thu 8:27 2 Day Clear Wet Rear-End 2 W-W Unknown VI was stopped at a red light.V2 traveling WB applied brakes but vehicle kept sliding and couldn't stop in time and struck Vl from behind. 3 1/17/2011 Mon 20:06 8 Dark-Lighted Cloudy Dry Angle 2 E-S Unknown V2 traveling WB was making a left-turn onto Peters Street when Vl traveling EB failed to yield right of way and struck V2 on the passenger's side. 4 3/1/2011 Tue 12:35 4 Day Clear Dry Angle 2 W-N Failed to yield the V2 traveling EB was making a left-turn onto Peters Street failed to yield right of way right of way when VS traveling WB struck V2 on the driver's side. 5 5/21/2011 Sat 12:44 4 Day Cloudy Dry Rear-End 2 W-W Inattention VI was stopped at a red light.V2 applied brakes but couldn't stop in time and struck Vl from behind. 6 7/28/2011 Thu 17:34 6 Day Clear Dry Rear-End 2 5-S Unknown V2 was stopped at red light SB when Vl traveling SB struck her from behind. CFailure to apply 7 8/1/2011 Mon 13:43 4 Day Clear Dry Rear-End 2 N-N brakes VI[raveling NB failed to apply brakes and rolled forward hitting V2. Inattentive,under Vl and V2 stopped for red light EB.V3 traveling EB struck V2 which was pushed forward 8 8/12/2011 Fri 11:02 3 Day Clear Dry Rear-End 3 E-E-E the influence of and struck Vl. drugs 9 10/7/2011 Fri 9:46 2 Day Clear Dry Rear-End 2 W-W Unknown VI traveling WB was rear-ended by V2 traveling W8. 10 10/24/2011 Mon 8:34 2 Day Clear Dry Angle 2 5-W Unknown No narrative provided.Vl traveling WB,V2 traveling Se. VI traveling NB was making left turn from Peters St to Route 114 W B and lost control of 11 2/29/2012 Wed 19:45 7 Dark-Lighted Snow Wet Angle 2 W-E Inattention vehicle causing it to spin around hitting V2 traveling EB front bumper with it's rear bumper. 12 4/4/2012 Wed 16:42 6 Day Clear Dry Angle 2 E-S Unknown Vi traveling EB had a green light when V2 traveling WB failed to yield the right of way while making a left turn to Peters 5t SB and struck Vl. 13 7/4/2012 Wed 14:31 5 Day Clear Dry Angle 2 E-W Unknown Vl traveling EB was making a left turn onto Peters St NB while V2 was traveling WB.Both drivers stated they had green light. 14 7/il/2012 Wed 15:03 5 Y Day Clear Dry Angle 2 E-W Unknown V2 traveling S8 was making a left turn into BK driveway and collided with the rear bumper of VI traveling NB.Crash report described Peters St as an east-west direction. 15 7/16/2012 Mon 16:48 6 Y Day Rain Wet Rear-End 2 W-W Inattention VI traveling WB was stopped at the red light when V2 traveling WB failed to stop in time and struck Vl(motorcycle). 16 7/28/2012 Sat 20:49 8 Dark-Lighted Rain Wet Angle 2 W-E Unknown VI traveling EB was making a left turn onto Peters St NB on green left turn arrow while V2 was traveling WE, Disregarded traffic V1 traveling NB had a green light and was hit by V2 traveling EB who ran a red light at 17 10/14/2012 Sun 11:31 3 Y Day Rain Wet Angle 2 N-E signs,signals,road the intersection. markings Vl traveling S8 was stopped at the red light when V2 traveling SB failed to stop in time 18 i/10/2013 Thu 19:04 7 Dark-Lighted Clear Dry Rear-End 2 S-S Unknown and ,at ended VS. 19 1/13/2013 Sun 12:10 4 Y Day Clear Dry Angle 2 E-W Unknown Vl traveling EB was making a left turn onto Peters St.NB when V2 traveling WB which was traveling straight and struck Vl.Both approaches had green light. 20 2/22/2013 Fri 17:15 6 Dusk Clear Dry Single Vehicle 1 N- Unknown V2 was stopped at red light NB and was hit by VI traveling NB which was turning Into the left lane.VS fled the scene(hit and run). 21 5/9/2013 Thu 18:47 7 Day Rain Wet Rear-End 2 W-W Inattention Vl traveling WB was struck from behind while stopped In traffic by V2 traveling WB. 22 1 6/28/2013 Fri 6:31 1 Day Clear Dry Angle 2 E W Failure[o yield the V2 traveling WB was making a left turn on a green light but did not give Vl traveling EB right of way the right of way and both vehicles collided. Crash Data Summary Table Turnpike Street(Route 114)at Peters Street(Route 133)/Haverhill Street(Route 133),North Andover,MA January 2011-December 2018 Crash Day of Crash ' Number of Vehicle Crash Date Timeofbay injury+ Ambient light Weather Condition Road Surface Manner of Collision - Travel Driver Contribution Comments Diagram It Week Time Vehicles .Directions 23 8/5/2013 Mon 82 Failure to use care3 2 Y Day Clear Dry Unknown 1 S VI traveling SB moved around a stopped bus and struck pedestrian crossing the road. while passing 24 9/21/2013 Sat 10:32 3 Day Clear Dry Angle 2 E-W Inattention Vl traveling EB distracted by cell phone.V2 traveling WB attempting left-turn. 25 1/2/2014 Thu 11:01 3 Day Snow Snow Rear-End 2 W-W Unknown VI traveling W8 stopped at intersection.V2 traveling WB tried to stop but skidded on ,new covered road and rear-ended Vl. V1 traveling WB stopped at intersection for yellow light.V2 traveling WB could not stop 26 1/16/2014 Thu 10.41 3 Day Cloudy Dry Angle 3 W-W-W Followed too closely in time,tried to change lanes to avoid Vl but clipped V2.Only two vehicles included In rcrash az second vehicle was a tractor trailer. L 27 3/29/2014 Sat 14:44 5 Y Day Clear Dry Angle 2 E-5 Unknown V7 traveling EB on Turnpike St collided with passenger side of V2 traveling SB on Peters St.Unclear who had right of way. Crash Data Summary Table Turnpike Street(Route 114)at Peters Street(Route 133)/Haverhill Street(Route 133),North Andover,MA January 2011-December 2018 Crash Day of Crash Number of vehicle Crash Date Time of Day injury' Ambient light Weather Condition Road Surface Manner of Collision Travel Driver Contribution Comments Diagram k Week Time Vehicles Directions Physical Impairment/Vl traveling WB made left turn onto Peter St.At the same time V2 traveling EB made a 28 5/22/2014 Thu 20:59 8 Dark-lighted Rain Wet Sideswipe opp 2 W toN-E toN Failed to yield right of right turn onto Peter St and struck side of Vl.Operator of V2 was visibly impaired due to way alcohol. Vl traveling NB on Peters St made right turn to continue EB on Turnpike St.V2 traveling 29 6/30/2014 Man 18:10 7 Day Clear Dry Sideswipe same 2 E-E Failed to yield[o right of way SB on Peters St,made left turn to continue EB on Turnpike St,collided with driver side of Disregarded traffic Vl.Vl traveling EB through intersection.V2 traveling WE,attempted to make left turn in 30 7/2/2014 Wed 9:13 2 Y Day Clear Dry Angle 2 W-E signs,signals,road front of Vl and struck front/driver's side of Vl. markings VI traveling EB on Turnpike St,stopped at intersection.Pedestrian crossing southern leg 31 7/8/2014 Toe 10:57 3 Y Day Clear Dry Single Vehicle 1 E-W Inattention of Peter's St from E to W.Vl made right turn on red,did not see pedestrian,and struck her. 32 9/2/2014 Tue 19:22 7 Dusk Clear Wet Rear-End 2 W-W Inattention Vl traveling WE was stopped in traffic for red light at Peters St.intersection and was struck in the rear by V2 as V2 failed to stop in time. Vl,V2,V3 all traveling SB on Peters St.VI and V2 were slowing down to stop for signal 33 9/5/2014 Fri 16:31 6 Day Clear Dry Rear-End 3 S-S-S Distracted at Route 114 when V3 struck V2 in the rear causing V2 to hit Vl in the rear.Operator of V3 said she was distracted by a large spider in her car. 34 9/11/2014 Thu 20:29 8 Dark-Lighted Clear Dry Rear-End 2 W-W Inattention VI traveling WB was stopped at the Peters St.intersection at the traffic light when V2 hit Vl in the rear.The operators spoke briefly before V2 fled the scene. Followed to closely, 35 9/15/2014 Mon 16:00 6 Day Clear Dry Rear-End 2 E-E other improper V2 and VI traveling east of Peters Operator of VI said he didn't realize he was so dose to V2 and thinkkss there is a problem with his hrakes. action VI was traveling EB stopped at the exit of CVS when a vehicle not involved in the Failed to yield right of accident traveling SB on Peters St.stopped/was turning right into CVS so Vl went to turn 36 10/26/2014 Sun 12:17 4 Day Clear Dry Unknown 2 E-S way/Failure to keep right out of CVS.V2 traveling S8 following the car stopping/turning into CVS went in proper lane around the car to continue SB on Peters St.and Vl hit V2 in the passengers side as V1 was turning S8 onto Peters St. 37 ll/ZS/2014 Tue 12:49 4 Day Clear Dry Sideswipe same 2 E-E Inattention Vl traveling EB was stopped waiting for traffic when V2 traveling EB tried to switch lanes and hit Vl in the driver's side rear. VI traveling SB on Peters St.turned left onto Turnpike St.and lost control because of ice 38 12/5/2014 Fri 22:56 9 Dark-Lighted Sleet Ice Single Vehicle 1 E No improper driving and slid off the road into a Route 114 EB road sign. Vl traveling EB from CVS driveway wanting to turn north.Traffic was backed up from the Peters St./Turnpike 5t.intersection and a vehicle stopped to let Vl turn left out of 39 12/20/2014 Sat 17:48 6 Dark-Lighted Clear Dry Sideswipe same 2 N-N Visibility obstructed CVS.V2 was traveling NB on Peters St.when Vl came out of CVS and hit the drivers side of V2. 40 2/3/2015 Toe 20:24 8 Y Dark-Lighted Clear Dry Angle 2 E W Failed to yield right of V2 traveling EB turned left onto Peters St.in front of V1 traveling WB causing a collision. way V2 did not have the right of way to make the left turn onto Peters St. Failed to yield right of Vl traveling WB through the Peters St,intersection when V2 traveling EB made a left 41 2/18/2015 Wed 7:41 1 Day Clear Dry Angle 2 W-N way/Failure to keep turn to go NB on Peters St.V2 hit the driver's side of V1. in proper lane Crash Data Summary Table Turnpike Street(Route 114)at Peters Street(Route 133)/Haverhill Street(Route 133),North Andover,MA January 2011-December 2018 Number f Vehicle Crash Day of Crash o Crash Date Tlme of Day Injury Ambient light Weather Condition Road Surface Manner of Collision Travel Driver Contrlbutlon Comments Diagram# :Week Time Vehicles ..Directions Vl traveling EB was continuing straight through the Peters St,intersection and V2 42 5/12/2015 Tue 17:22 6 y Day Rain Wet Angle 2 E-S Unknown traveling WB attempted left-turn SB onto Peters St.Vl and V2 collided as V2 was making the turn. Both operators say they had a green light. Vl traveling ES on Turnpike St.was stopped at the Peters St.intersection in the right 43 7/21/2015 Tue 10:37 3 Day Clear Dry Rear-End 2 E-E Inattention hand lane when V2 traveling EB struck the rear of Vl as V2 tried to change lanes to left hand lane from the right hand lane. Vl traveling EB on Turnpike St.going straight through Peters St.intersection.V2 44 7/22/2015 Wed 16:41 6 Day Clear Dry Angle 1 E Unknown traveling WB an Turnpike St.turning left onto Peters St.in front of Vl and Vl couldn't slow down and hit V2 In the passenger side rear.V2 fled the scene. Disregarded traffic signs,signals,road V2 traveling WB going straight through Peters St.intersection and Vl traveling EB on 45 7/24/2015 Fri 21:07 8 Dark-Lighted Cloudy Wet Angle 2 E-W Turnpike St.attempting left turn to NB onto Peters St.in front of V2 and V2 couldn't slow markings/Failed to down and hit Vl in the passenger side. yield right of way 46 8/7/2015 Fri 22:29 9 Dark-Lighted Clear Dry Angle 2 N-E Failed to yield right of Vl traveling NB on Peters St.through Intersection,V2 traveling SB turned left to way continue EB on Turnpike St.and struck driver's side rear of Vl. Operating defective V1 traveling WB was stopped at a red light at the Peters St,intersection when V2 hit Vl 47 8/13/2015 Thu 6:51 1 Day Cloudy Dry Rear-End 2 W-W equipment/ in the rear. Inattention VI was traveling WB straight through a green light at the Peters St.intersection when V2 48 9/14/201S Mon 18:56 7 Day Clear Dry Angle 2 W-E Failed to yield right of traveling EB on Turnpike St.made left turn NB onto Peters St.cutting in front of Vl.VI way couldn't slow down/stop and hit V2 in the passengers side.V2 had a green light net a green arrow. 49 2/4/2016 Thu 17:21 6 Dark-Lighted Clear Dry Angle 2 E-Wt5 Failed to yield right of V1 traveling EB through intersection.V2 traveling WB attempted to make left[urn in way front of Vl and struck front/driver's side of Vl. 5o r4/7/2016 Wed 13:02 4 Day Cloudy Wet Angle 2 N-EtN Failed to yield right of 450 Peters St-Vl traveling NB.V2 traveling EB attempting to take a left-turn from way driveway to NB. 51 Wed 18:14 7 y Dark-Lighted Clear Dry Angle 2 W-EtN Unknown Vl traveling WB.V2 attempted left turn Infront of Vl. 52 Thu 15:39 5 Day Rain Wet Rear-End 2 N-N Inattention Vl and V2 traveling NB.Vl stopped at red light.V2 looked away from roadway and struck Vl in rear. Failed to yield right ofS3 Thu 13:02 4 Day Clear Dry Angle 2 N-StE Vl traveling N0.V2 traveling SB attempting left turn[o Rte 114 EB. way 54 Mon 17:46 6 Day Clear Dry Rear-End 2 E-E Inattention IV1 and V2 traveling EB.Vl stopped at red light when struck in rear by V2. 55 9/21/2016 Wed 10:43 3 Day Clear Dry Angle 2 E-5 Made an improper 450 Peters St-Vl traveling S8.V2 traveling EB attempting to take a left-turn from turn driveway to NB. 56 10/3/2016 Mon 18:43 7 y Dusk Clear Dry Head-on 2 W-E Made an improper Vl traveling WB.V2 attempted left turn Infront of el,Both claim to have green light. turn 57 10/18/2016 Tue 614 1 y Dark-Lighted Rain Wet Rear-End 2 E-E Unknown V1 and V2 traveling EB.V1 stopped at red light when struck in rear by V2- 58 11/21/2016 Man 17:43 6 Dusk Clear Dry Sideswipe same 2 E-E Inattention V1 traveling EB in left lane.V2 traveling ES merged into left lane and struck Vl. 59 8/17/2017 Thu 17:43 6 Day Clear Dry Angle 2 N-W Made an improper Vl traveling NB made a left-turn through a red light and struck V2 who had a green light. turn 60 8/22/2017 Tue 17:21 6 Day Clear Dry Rear-End 2 5-S Inattention V1 and V2 traveling SB.V2 distracted by drinking water and struck V1 in rear. 61 11/14/2017 Tue 9:56 2 Day Clear Dry Rear-End 2 E-E Inattention Vl and V2 traveling EB.V1 stopped at red light.V2 looked away from roadway and struck Vl i I rear. Crash Data Summary Table Turnpike Street(Route 114)at Peters Street(Route 133)/Haverhill Street(Route 133),North Andover,MA January 2011-December 2018 Crash Day of Crash - Number of vehicle Crash Date, Time ofDay Injuryc Ambient Light Weather Condition Road Surface Manner of Collision - Travel Driver Contribution Comments Diagramk .Week .Time Vehicles Directions Vl,V2,V3 all traveling SB on Peters St.Vl and V2 were slowing down to stop for signal 62 12/5/2017 Tue 16:50 6 Dark-Lighted Rain Wet Rear-End 3 S-S-S Inattention at Route 114 when V3 struck V2 in the rear causing V2 to hit Vl in the rear.V3 stated they did not see vehicles in front slowing down. 63 12/9/2017 Sat 15:07 S Dusk Snow Snow Rear-End 2 E-E Unknown V1 struck in rear by V2.Report Incorrectly has vehicles traveling WB. 64 12/15/2017 Fri 17:48 6 Dark-Lighted Clear Dry Angle 2 E-WtS Inattention Vl traveling EB cut off by V2.V2 traveling W8 attempting left turn and thought Vl was slowing down. 65 12/21/2017 Thu 19:22 7 Dark-lighted Clear Wet Rear-End 2 N-N Unknown V1 and V2 traveling NB.Vl cut off by unknown vehicle and stopped abruptly.V2 struck Vl in rear. Disregarded traffic 66 12/26/2017 Tue 9:20 2 Day Rain Dry Angle 2 W-N signs,signals,road Vl traveling NB.V2 traveling WE.No narrative provided. markings 67 2/8/2018 Thu 15:55 5 Day Clear Dry Rear-End 2 E-E Inattention Vl and V2 traveling EB.V1 stopped at red light when struck in rear by V2. 66 2/12/2018 Mon 11:18 3 Day Clear Dry Angle 2 E-WtS Visibility obstructed Vl traveling EB in outside lane.V2 traveling WB attempting left turn was waived in by pother vehicle without seeing Vl.Crash incorrectly classified as rear-end. 69 9/12/2018 Wed 15:23 5 Day Cloudy Wet Rear-End 2 E-E Followed too closely V1 and V2 traveling EB.V1 stopped at red light when struck in rear by V2. Crash Data Summary Tables and Charts Turnpike Street(Route 114) at Peters Street/Haverhill Street, North Andover, MA CRASH MONTH 16% 14% 14% 13% 12% 12% 12% 10% 10% 100/ 9% ter: 8% ' 6% ,. 4/o 4% 0 °" 4% 3% 3% ' 2% M v R p - --- J F M A M J J A S O N D CRASH DAY OF WEEK 20% 19/ 18°� 17% 16% 16% -r- 14°/ 13% 12% 10% 9% x 8% 6% 4% z , 4% .. 2% 0% Monday Tuesday Wednesday Thursday Friday Saturday Sunday CRASH TIME OF DAY 25% 20% 14% 15% 13% 12% 10% 10% 9% 10% 6% 5% 3% 0% 0% 0% 0% ti � Crash Data Summary Tables and Charts Turnpike Street(Route 114) at Peters Street/Haverhill Street, North Andover, MA CRASH MANNER OF COLLISION 60% 55% 50% 47% 45% 38% 40% 35% 30% 2_5% 20% 15% 10% 4% 6% 3% 5% 1% 1% 0% 0% Single Vehicle Rear-end Angle Sideswipe, Sideswipe, Head on Rear to Rear Unknown Crash same opposite direction direction ........ ........._.. ..... . .. GASH LIGHT CONDITION 70% 67% 60% 50% 40% 30% 26% 20% 10% 7% 0% 0% 0% 0% 0% 0% Daylight Dawn Dusk Dark-Lighted Dark- Dark- Other Unknown Roadway Roadway not Unknown lighted roadway lighting CRASH WEATHER CONDITION 70% 70°/ 60% 50% 40% 30% 20% a 14% 10% 10% 4% 2% 0% 0% 0% 0% 0% 0% ova fi Crash Data Summary Tables and Charts Turnpike Street(Route 114) at Peters Street/Haverhill Street, North Andover, MA CRASH ROAD SURFACE 72% 70% 60% 50% 40% 30% 23% 20% 10% 3% 2% 0% 0% 0% 0% 0% 0% Dry Wet Snow Ice Sand,Mud, Water Slush Other Unknown Dirt,Oil, (standing, Gravel moving) Crash Data Summary Table Turnpike Street(Route 114)at Andover Street(Route 125)/Elm Street,North Andover,MA January 2011-December 2018 Crash Day of Numberof Vahtde Travel Driver Crash Date Crash Time Time of Day Injury Ambient light Weather Condition Road Surface ce Manner of Collision Comments Diagram tl Week Vehicles Directions Contribution Disregarded traffic VI traveling NB disregarded the yellow light and kept going through the intersection.V2 1 1/26/2011 Wed 19:23 7 Dark-Lighted Snow Wet Angle 2 N-E signs,signals,road traveling EB on green light and struck V1. markings 2 2/8/2011 Tue 18:00 7 Dark-Lighted Rain Wet Angle 2 W-N Failed to yield the V2 traveling EB was making a left turn onto Rte.125 NB cutting right in front of VI right of way traveling WB straight on Rte.114, 3 2/9/2011 Wed 11:50 3 Day Clear Dry Angle 2 S-E Unknown V1 traveling SB on Andover St as V2 pulling up out of P451 Andover St.Driveway,V2 couldn't see incoming traffic due to snowbank. 4 2/21/2011 Mon 0:46 10 Y Dark-Lighted Clear Dry Sideswipe same 2 N-N Failure to stay onV1 and V2 traveling NB.V2 failed to stay in[raveling lane and sideswiped Vl. travel lane 5 3/23/2011 Wed 1041 3 Y Day Clear Dry Angle 2 E-W Failed to yield the V2 traveling W B made a left turn onto Andover St SB and cut in front of V1 traveling EB right of way which had a green light. 6 4/6/2011 Wed 16:37 6 Day Clear Dry Rear-End 2 W-W Unknown Vl and V2 traveling WS.Vl struck V2 in rear at channeiized right-turn. 7 4/13/2011 Wed 18:04 7 Day Rain Wet Rear-End 2 W-W Inattention Vl stopped for the red light WB,V2 traveling WB applied brakes and slid on wet road before rear ended Vl. 8 5/2/2011 Mon 19:37 7 Day Clear Dry Rear-End 2 E-E Inattention Vl traveling NB,yielded to oncoming traffic in channeiized right-turn lane and was struck by V2 from behind. 9 8/15/2011 Mon 8:35 2 Day Rain Wet Rear-End 4 S-S-S-S Unknown All vehicles traveling SB.V1 struck V2 from behind,which struck V3,which struck V4.V4 left the scene(hit and run). 10 9/7/2011 Wed 7:42 1 Dawn Cloudy Wet Sideswipe same 2 E-N Failure to yield the V2 traveling NB made right turn to continue EB on Turnpike St.,Vl traveling SB made left right of way turn to continue EB on Turnpike St.V2 fishtailed while making turn and struck side of V1. 11 9/7/2011 Wed 16:13 6 Day Rain Wet Rear-End 3 W-W-W Unknown All vehicles traveling WE.V1 slowed down for traffic,VI did not stop and struck V2,V3 struck V2. 12 9/9/2011 Fri 14:40 5 Da Clear Dr Rear-End 2 N-N Failure to apply Vl stopped to yield on the right turn lane into Andover St NB,V2 rear ended V1. y y brakes ppe y g going 13 9/21/2011 Wed 12:02 4 Y Day Clear Dry Angle 2 W-E Unknown V1 traveling WB was making a left turn onto Andover St.as it collided with V2 traveling EB (motorcycle). 14 11/22/2011 Toe 9:05 2 Day Other Dry Angle 2 N-E Unknown No narrative provided.Crash occurred at 4451 Andover St driveway and Andover St. Disregarded traffic Vl was switching to the right lane as V2 stopped for traffic on the right hand lane.Vl 15 12/5/2011 Mon 17:02 6 Dark-Lighted Rain Wet Rear-End 2 W-W signs,signals,road struck V2 from the rear end.Crash diagram showing vehicle direction traveling east. markings 16 1/4/2012 Wed 6:41 1 Dawn Clear Dry Rear-End 3 S-S-5 Inattention VI and V2 traveling SB slowed in traffic.V3 struck V2 which was pushed into V1. 17 1/8/2012 Sun 15:44 5 Day Clear Dry Rear-End 2 W-W Inattention V2 traveling WB failed to stop in time as VI traveling WB was slowing or stopped on the and. Failed to yield the V1 was traveling WB straight as V2 traveling EB made a left turn.Vl traveling EB applied 18 1/12/2012 Thu 17:58 6 Dark-lighted Rain Wet Sideswipe opp 2 W-E brakes and slid on wet road and hit V2 on the passenger side.Both direction had green right of way light. 19 1/15/2012 Sun 11:46 3 Day Clear Dry Single Vehicle 1 N Unknown VI was traveling in excess of the speed limit and lost control of the vehicle and struck a STOP sign post at 0424 Andover St near Highland Terrace. Crash Data Summary Table Turnpike Street(Route 114)at Andover Street(Route 125)/Elm Street,North Andover,MA January 2011-December 2018 Crash Day of ' Number of Vehicle Travel: Driver: Crash Date Crash Time Time of Day Injury Ambient light Weather Condition Road Surface Manner of Collision Comments Diagram g :Week Vehicles -Directions- '. a.Contribution 20 7/31/2012 Tue 6:27 1 Y Dawn Clear Wet Rear-End 2 E-E Inattention Vl traveling EB was stopping for the light and V2 traveling EB failed to stop and struck Vl from rear. 21 2/23/2012 Thu 7:17 1 Day Clear Dry Unknown 2 E-S Unknown V2 traveling SB was stopped at traffic light,V1 traveling EB was making a left turn and struck a traffic sign on the median with no contact to V2. 22 3/1/2012 Thu 7:54 1 Day Snow Ice Rear-End 2 W-W Unknown V2 traveling WB was unable to stop in time and slid an ice and rear ended V2 traveling WE which was stopped in traffic. Disregarded traffic V2 traveling EB ran through red light and swerved to avoid collision with unknown vehicle. 23 4/1/2012 Sun 1420 5 Y Day Cloudy Dry Angle 3 N-E-W signs,signals,road In the process of doing so,V2 struck Vl traveling NB,which had a green light,and caused V2 to swerve crossing the median and struck V3 traveling WE which was stopped at the markings red light. 24 S/2/2012 Wed 16:49 6 Y Day Clear Dry Angle 2 S-N Failed to yield the V2 traveling NB was making left turn into 9435 Andover St(Bertucci's)driveway when Vl right of way traveling SB,traveling on the outside lane,struck V2. 25 6/28/2012 Thu 16:24 6 Day Clear Dry Angle 2 E-W Unknown Vl traveling EB failed to yield the right of way as it was turning left onto Andover St.and collided with V2 traveling WB. 26 7/11/2012 Wed 9:00 2 Day Clear Dry Rear-End 1 S-S Unknown Vl(school bus)traveling SB stopped at red light.V2 traveling 58 struck Vl and fled the scene. 27 9/8/2012 Sat 13:46 4 Day Clear Dry Rear-End 2 E-E Followed too close V2 traveling EB could not stop in time and rear ended V1 traveling EB who was stopped at a red light. 28 10/2/2012 Tue 12:59 4 Day Cloudy Dry Rear-End 2 W-W Unknown Vl traveling WB stopped due to traffic on the right-turn lane when it got struck by V2 traveling WE. V2 traveling WB stopped due to traffic on the right-turn lane when it got struck by Vl 29 10/ll/2012 Thu 19:08 7 Dark-Lighted Clear Dry Rear-End 2 W-W Followed too dose traveling WE. V1 traveling WB stopped abruptly as an emergency vehicle approached the Intersection 30 12/19/2012 Wed 6:36 1 Dawn Cloudy Wet Rear-End 2 W-W Unknown causing V2 traveling WE unable to react in time and struck Vl in the rear end.Westbound approach had a green light, 31 12/24/2012 Mon 14:19 5 Day Clear Dry Rear-End 2 N-N Unknown Vl traveling W8 in right-turn lane struck V2 from behind as V2 stopped on the right-turn lane to give traffic traveling NB the right of way. 32 1/23/2013 Wed 13:01 4 Day Clear Dry Rear-End 2 W-W Inattention Vl and V2 had stopped at a red light WB.When the light turned green VI started to go but then stopped suddenly while on the phone which caused V2 to struck Vl from behind. 33 3/8/2013 Fri 13:19 4 Day Snow Slush Rear-End 2 W-W Followed too close V2 traveling WB in right-turn lane slid on snowy/slushy road and struck Vl from behind which was slowing down at the yield sign on right-turn lane. 34 4/5/2013 Fri 10:11 3 Day Clear Dry Rear-End 2 S-S Inattention V2 traveling SB was not able to stop in time and struck V1 traveling SB which was stopped at the red light. 35 5/12/2013 Sun 17:31 6 Y Day Clear Dry Angle 2 W-E Inattention V2 was traveling WB straight with a left turn blinker on.V2 traveling EB proceed to make a left turn in front of Vl and both vehicles collided. 36 6/11/2013 Tue 20:15 8 Dusk Rain Wet Angle 2 E-N Unknown V1 traveling EB.V2 traveling NB.Both vehicles stated they had green light.No witnesses. 37 6/20/2013 Thu 17:30 6 Day Clear Dry Rear-End 2 N-N Followed too close Vl traveling NB in right-turn lane slowed down to yield for traffic,V2 traveling NB struck Vl from behind. 38 10/8/2013 Too 14:45 5 Day Clear Dry Angle 2 W.E Failerightd to yield the VS traveling WB attempting left-turn.V2 traveling EB. of way schools 1 1 H-1 gg.,. m ----------- 1 HIT BUT 111 Pull 1 41 E 1- -1,1,- 1- i i 11'-11-I-S, TRIP GENERATION DATA Institute of Transportation Engineers (ITE) Trip Generation, 10th Edition Land Use Code (LUC) 937 - Coffee/Donut Shop with Drive-Through Window Average Vehicle Trips Ends vs: 1,000 Sq. Feet Gross Floor Area Independent Variable(X): 2.352 AVERAGE WEEKDAY DAILY T= 820.38 * (X) T= 820.38 * 2.352 T= 1,929.53 T= 1,930 vehicle trips with 50%( 965 vpd) entering and 50%( 965 vpd) exiting. WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 88.99 * (X) T= 88.99 * 2.352 T= 209.30 T= 209 vehicle trips with 51%( 107 vph) entering and 49%( 102 vph)exiting. WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 43.38 * (X) T= 43.38 * 2.352 T= 102.03 T= 102 vehicle trips with 50%( 51 vph) entering and 50%( 51 vph)exiting. SATURDAY DAILY ITE LUC 937 Weekday Daily Trip Rate = ITE LUC 937 Saturday Daily Trip Rate ITE LUC 937 Weekday Morning Trip Rate ITE LUC 937 Saturday Midday Trip Rate 820.38 = M Y= 808.48776 88.99 87.70 T= Y* 2.352 T= 1901.56 T= 1,902 vehicle trips with 50%( 951 vph)entering and 505 951 vph)exiting. SATURDAY MIDDAY PEAK HOUR OF GENERATOR T= 87.70 * (X) T= 87.70 * 2.352 T= 206.27 T= 206 vehicle trips with 50%( 103 vph)entering and 50%( 103 vph)exiting. Institute of Transportation Engineers (ITE) Trip Generation, 10 th Edition Land Use Code (LUC) 912 - Drive-In Bank Average Vehicle Trips Ends vs: 1,000 Square Feet Gross Floor Area Independent Variable (X): 3.352 AVERAGE WEEKDAY DAILY T= 100.03 * (X) T= 100.03 * 3.352 T= 335.30 T= 336 vehicle trips with 50% ( 168 vpd) entering and 50% ( 168 vpd) exiting. WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 9.50 * (X) T= 9.50 * 3.352 T= 31.84 T= 32 vehicle trips with 58% ( 19 vph) entering and 42% ( 13 vph) exiting. WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 20.45 * (X) T= 20.45 * 3.352 T= 68.55 T= 69 vehicle trips with 50% ( 35 vph) entering and 50% ( 34 vph) exiting. SATURDAY DAILY T= 86.48 * (X) T= 86.48 * 3.352 T= 289.88 T= 290 vehicle trips with 50% ( 145 vpd) entering and 50% ( 145 vpd) exiting. SATURDAY MIDDAY PEAK HOUR OF GENERATOR T= 26.35 * (X) T= 26.35 * 3.352 T= 88.33 T= 88 vehicle trips with 51% ( 45 vph) entering and 49% ( 43 vph) exiting. Institute of Transportation Engineers (ITE) Trip Generation, 10 th Edition Land Use Code (LUC) 720 - Medical-Dental Office Building Average Vehicle Trips Ends vs: 1000 Sq. Feet Gross Floor Area Independent Variable (X): 5.15 AVERAGE WEEKDAY DAILY T= 34.80 * (X) T= 34.80 * 5.15 T= 179.15 T= 180 vehicle trips with 50% ( 90 vpd) entering and 50% ( 90 vpd) exiting. WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 2.78 * (X) T= 2.78 * ( 5.15 ) T= 14.31 T= 14 vehicle trips with 78% ( 11 vph) entering and 22% ( 3 vph) exiting. WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 3.46 * (X) T= 3.46 * ( 5.15 ) T= 17.81 T= 18 vehicle trips with 28% ( 5 vph) entering and 72% ( 13 vph) exiting. SATURDAY DAILY T= 8.57 * (X) T= 8.57 * 5.15 T= 44.12 T= 44 vehicle trips with 50% ( 22 vpd) entering and 50% ( 22 vpd) exiting. SATURDAY MIDDAY PEAK HOUR OF GENERATOR T= 3.10 * (X) T= 3.10 * 5.15 T= 15.96 T= 16 vehicle trips with 57% ( 9 vph) entering and 43% ( 7 vph) exiting. Trip Generation Comparison-Proposed Retail Plaza Redevelopment-419&435 Andover Street-North Andover,Massachusetts Time Period Plaza Redevelopment(Fully Occupied) Medical Pass-By Pass-by Pass-By Starbucks Office Bank Total starbucks Bank Total New Trips Delta Size 2352 5148 3352 10852 Weekday Morning Peak Hour Entering 107 11 19 137 -84 -5 -89 48 122 Exiting 102 3 13 118 -84 -5 -89 29 110 Total 209 14 32 255 -168 -10 -178 77 232 Weekday Evening Peak Hour Entering 51 5 35 91 -41 -10 -51 40 47 Exiting 51 13 34 98 -41 -10 -51 47 50 Total 102 18 69 189 -82 -20 -102 87 97 Saturday Midday Peak Hour Entering 103 9 4S 157 -82 -13 -95 62 101 Exiting 103 7 43 153 -82 -13 -95 58 101 Total 206 16 88 310 -164 -26 -190 120 202 Weekday Daily 1,930 180 336 2,446 -1,544 -100 -1,644 802 1,536 Saturday Daily 1,902 44 290 2,236 -1,522 -88 -1,610 626 1,126 CAPACITY ANALYSIS WORKSHEETS Lanes, Volumes, Timings 2020 AM EXISTING 1: Route 133 & Route 114 1I10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 't`T+ tT T Vi T Traffic Volume(vph) 69 998 18 183 763 18 18 107 288 33 288 100 Future Volume(vph) 69 998 18 183 763 18 18 107 288 33 288 100 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 12 12 11 12 12 12 12 12 12 12 12 Grade(%) 3% -2% 2% -3% Storage Length (ft) 300 0 200 0 130 0 140 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util.Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.997 0.996 0.891 0.961 Fit Protected 0,950 0.950 0.950 0.950 Satd. Flow(prot) 1685 3476 0 1728 3560 0 1752 1643 0 1796 1817 0 Fit Permitted 0.332 0.108 0.148 0.242 Satd. Flow(perm) 589 3476 0 196 3560 0 273 1643 0 458 1817 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 2 3 113 15 Link Speed(mph) 30 30 30 30 Link Distance(ft) 1301 353 717 695 Travel Time(s) 29.6 8.0 16.3 15.8 Peak Hour Factor 0.97 0.97 0.97 0.96 0.96 0.96 0.91 0.91 0.91 0.76 0.76 0.76 Adj.Flow(vph) 'i 71 1029 19 191 795 ` 19 20 118 316 43 379 132 Shared Lane Traffic(%) Lane Group Flow(vph) 71 1048 0 191 814 0 20 434 0 43 511 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment ` Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.02 1.02 1.03 0.99 0.99 1.01 1.01 1.01 0.98 0.98 0.98 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru left Thru Left Thru Leading Detector(ft) 20 100 20 100 20 100 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Baseline Synchro 10 Report Page 1 Lanes, Volumes, Timings 2020 AM EXISTING 1: Route 133 & Route 114 10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 1 6 5 2 4 8 Permitted Phases 6 2 4 8 Detector Phase 1 6 5 2 4 4 8 8 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 10.0 23.0 10.0 23.0 24.0 24.0 24.0 24.0 Total Split(s) 21.0 68.0 12.0 59.0 40.0 40.0 40.0 40.0 Total Split(%) 17.5% 56.7% 10.0% 49.2% 33.3% 33.3% 33.3% 33.3% Maximum Green(s) 17.0 63.0 8.0 54.0 34.0 34.0 34.0 34.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 0.0 1.0 0.0 1.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 -2.0 0.0 -2.0 0.0 -1.0 0.0 -1.0 Total Lost Time(s) 4.0 3.0 4.0 3.0 6.0 5.0 6.0 5.0 Lead/Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min None None None None Act Effct Green(s) 54.2 55.2 51.7 52.7 38.9 39.9 38.9 39.9 Actuated g/C Ratio 0.45 0.46 0.43 0.44 0.32 0.33 0.32 0.33 v/c Ratio 0.17 0.66 0.77 0.52 0.23 0.70 0.29 0.83 Control Delay 22.8 27.7 67.2 54.0 36.0 31.5 35.2 48.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.8 27.7 67.2 54.0 36.0 31.5 35.2 48.4 LOS C C E D D C D D Approach Delay 27.4 56.5 31.7 47.3 Approach LOS C E C D Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset:13(11%), Referenced to phase 2:WBTL and 6:EBTL Start of Yellow Natural Cycle:60 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.83 Intersection Signal Delay:40.9 Intersection LOS:D Intersection Capacity Utilization 76.6% ICU Level of Service D Analysis Period(min) 15 Splits and Phases: 1: Route 133&Route 114 0 (R 01 04 R 08 ry . _ u Baseline Synchro 10 Report Page 2 Queues 2020 AM EXISTING 1: Route 133 & Route 114 10/22/2020 Lane Group <EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 71 1048 191 814 20 434 43 511 v/c Ratio 0.17 0.66 0.77 0.52 0.23 0.70 0.29 0.83 Control Delay 22.8 27.7 67.2 54.0 36.0 31.5 35.2 48.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.8 27.7 67.2 54.0 36.0 31.5 35.2 48.4 Queue Length 50th(ft) 34 359 149 333 11 212 24 345 Queue Length 95th (ft) 56 373 #276 397 34 335 48 379 Internal Link Dist(ft) 1221 273 637 615 Turn Bay Length(ft) 300 200 130 140 Base Capacity(vph) 444 1883 248 1798 89 627 150 620 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.56 0.77 0.45 0.22 0.69 0.29 0.82 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer.'' Queue shown is maximum after two cycles. Baseline Synchro 10 Report Page 3 Lanes, Volumes, Timings 2020 AM EXISTING 2: Route 125 & Route 114 10/22/2020 ~ `- Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tT+ '� tt r t r t r Traffic Volume(vph) 4 1259 64 105 947 258 68 130 138 684 279 11 Future Volume(vph) 4 1259 64 105 947 258 68 130 138 684 279 11 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 12 12 11 12 12 12 12 16 12 12 16 Grade(%) 4% -3% 2% -1% Storage Length(ft) 100 0 300 300 160 75 300 75 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.993 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1676 3444 0 1736 3592 1607 1752 1844 1777 1778 1872 1803 Flt Permitted 0.163 0.105 0.575 0.118 Satd. Flow(perm) 288 3444 0 192 3592 1607 1060 1844 1777 221 1872 1803 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 4 293 182 182 Link Speed(mph) 30 30 30 30 Link Distance(ft) 305 1279 705 355 Travel Time(s) 6.9 29.1 16.0 8.1 Peak Hour Factor 0.94 0.94 0.94 0.88 0.88 0.88 0.95 0.95 0.95 0.92 0.92 0.92 Adj.Flow,(vph) 4 1339 68 119 1076 293 72 137 145 743 303 12 Shared Lane Traffic(%) Lane Group Flow(vph) 4 1407 0 119 1076 293 72 137 145 743 303 12 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Leff Left Right Left Left Right Median Width(ft) 11 11 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way;Left Turn Lane Headway Factor 1.07 1.03 1.03 1.02 0.98 0.98 1.01 1.01 0.86 0.99 0.99 0.84 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector(ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 ' 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 U 0.0 0.0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm Perm NA Perm Baseline Synchro 10 Report Page 4 Lanes, Volumes, Timings 2020 AM EXISTING 2: Route 125 & Route 114 10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 1 6 5 2 4 3 Permitted Phases 6 2 2 4 4 3 3 Detector Phase 1 6 5 2 2 4 4 4 3 3 3 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 11.0 26.0 10.0 26.0 26.0 24.0 24.0 24.0 26.0 26.0 26.0 Total Split(s) 12.0 43.0 12.0 43.0 43.0 25.0 25.0 25.0 40.0 40.0 40.0 Total Split(%) 10.0% 35.8% 10.0% 35.8% 35.8% 20.8% 20.8% 20.8% 33.3% 33.3% 33.3% Maximum Green (s) 6.0 37.0 7.0 37.0 37.0 19.0 19.0 19.0 34.0 34.0 34.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) -2.0 -2.0 -1.0 -2.0 -2.0 -2.0 -2.0 -2.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 6.0 6.0 6.0 Lead/Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min ' C-Min None None None ' None None None Act Effct Green (s) 42.2 42.2 53.5 53.5 53.5 16.1 16.1 16.1 34.0 34.0 34.0 Actuated g/C Ratio 0.35 0.35 0.45 0.45 0.45` 0.13 0.13 013 0.28 0.28 0.28 v/c Ratio 0.02 1.16 0.57 0.67 0.33 0.51 0.55 0.37 11.98 0.57 0.02 Control Delay 28.8 117.3 34.6 30.4 4.1 60.0 56.6 5.4 4979.1 41.8 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.8 117.3 34.6 30.4 4.1 60.0 56.6 5.4 '4979.1 41.8 0.1 LOS C F C C A E E A F D A Approach Delay 117.1 25.6 363 3508.6 Approach LOS F C D F Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 117(98%),Referenced to phase 2:WBTL and 6:EBTL,Start of Green Natural Cycle:90 Control Type:Actuated-Coordinated Maximum v/c Ratio: 11.98 Intersection Signal Delay:911.2 intersection LOS:F Intersection Capacity Utilization 102.4% ICU Level of Service G Analysis Period(min) 15 Splits and Phases: 2: Route 125&Route 114 02(R)qP -#01 03 04 Baseline Synchro 10 Report Page 5 Queues 2020 AM EXISTING 2: Route 125 & Route 114 10/22/2020 Lane Group EBL EBT WBIL WBT WBR NBL NBT NBR SBIL SBT SBR Lane Group Flow(vph) 4 1407 119 1076 293 72 137 145 743 303 12 v/c Ratio 0.02 1.16 0.57 0.67 0.33 0.51 0.55 0.37 11.98 0.57 0.02 Control Delay 28.8 117.3 34.6 30.4 4.1 60.0 56.6 5.4 4979.1 41.8 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.8 117.3 34.6 30.4 4.1 60.0 56.6 5.4 4979.1 41.8 0.1 Queue Length 50th(ft) 2 -704 52 326 0 53 101 0 -1120 201 0 Queue Length 95th(ft) 11 #862 #133 #528 56 98 160 31 #1361 295 0 Internal Link Dist(ft) 225 1199 625 275 Turn Bay Length(ft) 100 300 300 160 75 300 75 Base Capacity(vph) 193 1213 210 1601 879 185 322 461 62 530 641 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0, 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced A Ratio 0.02 1.16 0.57 0.67 0.33 0.39 0.43 0.31 11.98 - 0.57 0.02 Intersection Summary Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Baseline Synchro 10 Report Page 6 HCM 2010 TWSC 2020 AM EXISTING 9: South Drive & Route 125 10/22/2020 Intersection Int Delay,s/veh 0 Movement EBL `EBR NBL NBT SBT SBR Lane Configurations Y +' T Traffic Vol,veh/h 0 1 0 392 973 6 Future Vol,veh/h 0 1 0 392 973 6 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage,# 0 - - 0 0 Grade, % 0 - 0 -1 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 1 0 426 1058 7 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1488 1062 1065 0 0 Stage 1 1062 - - - - Stage 2 426 - - Critical Hdwy 6.42 6.22 4.12 - - Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5.42 - - - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 137 272 654 - - - Stage 1 332 - - Stage 2 659 - - - - Platoon blocked,% Mov Cap-1 Maneuver 137 272 654 - Mov Cap-2 Maneuver 137 - - Stage 1 332 - - Stage 2 659 Approach EB NB SB HCM Control Delay,s 18.3 0 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 654 272 HCM Lane V/C Ratio - 0.004 HCM Control Delay(s) 0 - 18.3 - - HCM Lane LOS A C HCM 95th%tile 0(veh) 0 0 Baseline Synchro 10 Report Page 8 HCM 2010 TWSC 2020 AM EXISTING 11: Route 125 & North Drive 10/22/2020 Intersection Int Delay,s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y a' T Traffic Vol,veh/h 0 0 0 392 979 2 Future Vol,veh/h 0 0 0 392 979 2 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage,# 0 - 0 0 - Grade,% 0 - 0 -1 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 0 0 0 426 1064 2 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1491 1065 1066 0 0 Stage 1 1065 - - Stage 2 426 - - Critical Hdwy 6.42 6.22 4.12 - Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5.42 - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 136 270 654; - - Stage 1 331 - - Stage 2 659 - - Platoon blocked,% Mov Cap-1 Maneuver 136 270 654 - Mov Cap-2 Maneuver 136 - - Stage 1 331 Stage 2 659 - Approach EB NB SB HCM Control Delay,s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBW SBT SBR Capacity(veh/h) 654 - HCM Lane V/C Ratio - HCM Control Delay(s) 0 - 0 HCM Lane LOS A - A HCM 95th%tile Q(veh) 0 Baseline Synchro 10 Report Page 10 HCM 2010 TWSC 2020 AM EXISTING 13: Route 114 & East Drive 10/22/2020 Intersection Int Delay,s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations t t' tt r Traffic Vol,veh/h 0 0 1026 0 0 0 Future Vol,veh/h 0 0 1026 0 0 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None None Storage Length - 0 Veh in Median Storage,# 0 0 0 - Grade,% 4 -2 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 0 0 1115 0 0 0 Major/Minor Majors Major2 Minor2 Conflicting Flow All 0 0 558 Stage 1 - - - - Stage 2 - Critical Hdwy — 6.94 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - - Follow-up Hdwy - 3.32 Pot Cap-1 Maneuver 0 - 0 0 473 Stage 1 0 0 0 - Stage 2 '0 - 0 0 - Platoon blocked,% Mov Cap-1 Maneuver - - - - - 473 Mov Cap-2 Maneuver Stage 1 Stage 2 - Approach EB WB SB HCM Control Delay,s 0 "0 "0 HCM LOS A Minor Lane/Major Mvmt EBT WBT SBLn1' Capacity(veh/h)` - - HCM Lane V/C Ratio - HCM Control Delay(s) - 0 HCM Lane LOS - A HCM 95th%tile Q(veh) - - Baseline Synchro 10 Report Page 12 HCM 2010 TWSC 2020 AM EXISTING 15: Route 114 & West Drive 10/22/2020 Intersection Int Delay,s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt tt r Traffic Vol,veh/h 0 0 1025 1 0 5 Future Vol,veh/h 0 0 1025 1 0 5 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None None Storage Length - 0 Veh in Median Storage,# 0 0 0 - Grade,% 4 -2 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 0 0 1114 1 0 5 Major/Minor Majors Major2 Minor2 Conflicting Flow All 0 0 - 558 Stage 1 - - - - - Stage 2 - - Critical Hdwy - - 6.94 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - - - Follow-up Hdwy - 3.32 Pot Cap-1 Maneuver 0 - - 0 473 Stage 1 0 - 0 - Stage 2 0 - - 0 - _ Platoon blocked,% Mov Cap-1 Maneuver - - 473 Mov Cap-2 Maneuver - Stage 1 - Stage 2 Approach EB WB SB HCM Control Delay,s 0 0 12.7 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBR SBLni Capacity(veh/h) 473 HCM Lane V/C Ratio 0.011 HCM Control Delay(s) - 12.7 HCM Lane LOS B HCM 95th%tile Q(veh) - 0 Baseline Synchro 10 Report Page 14 Lanes, Volumes, Timings 2020 AM NO-BUILD 1: Route 133 & Route 114 10/22/2020 �. a-- " •r Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBI- SBT SBR Lane Configurations '� 0 0. T r T r Traffic Volume(vph) 72 1050 19 193 802 19 19 112 303 35 303 105 Future Volume(vph) 72 1050 19 193 802 19 19 112 303 35 303 105 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade(%) 3% -2% 2% -3% Storage Length(ft) 300 0 200 0 130 0 140 0 Storage Lanes 1 0 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.997 0.996 0.928 0.850 0.995 0.850 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1719 3358 0 1762 3373 0 1694 1526 1412 1719 1740 1381 Fit Permitted 0.271 0.143 0.153 0.376 Satd. Flow(perm) 490 3358 0 265 3373 0 273 1526 1412 681 1740 1381 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 2 3 34 139 1 103 Link Speed(mph) 30 30 30 30 Link Distance (ft) 1301 353 717 695 Travel Time(s) 29.6 8.0 16.3 15.8 Peak Hour Factor 0.97 0.97 0.97 0.96 0.96 0.96 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 0% 2% 5% 0% 4% 7% 2% 6% 4% 3% 1% 9% Adj. Flow(vph) 74 1082 20 201 835 20 21 122 329 38 329 114 Shared Lane Traffic(%) 34% 10% Lane Group Flow(vph) 74 1102 0 201 855 0 21 234 217 38 340 103 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.07 1.07 1.03 1.03 1.03 1.06 1.06 1.06 1.02 102 1.02 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector(ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Baseline Synchro 10 Report Page 1 Lanes, Volumes, Timings 2020 AM NO-BUILD 1: Route 133 & Route 114 1I10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type pm+pt NA pm+pt NA pm+pt NA pm+ov pm+pt NA pm+ov Protected Phases 1 6 5 2 7 4 5 3 8 1 Permitted Phases 6 2 4 4 8 8 Detector Phase 1 6 5 2 7 4 5 3 8 1 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 18.5 23.0 18.5 23.0 9.5 24.0 18.5 9.5 24.0 18.5 Total Split(s) 16.0 60.0 20.0 64.0 12.0 31.0 20.0 12.0 31.0 16.0 Total Split(%) 13.0% 48.8% 16.3% 52.0% 9.8% 25.2% 16.3% 9.8% 25.2% 13.0% Maximum Green (s) 9.5 53.5 13.5 57.5 7.5 24.5 13.5 7.5 24.5 9.5 Yellow Time(s) 4.0 4.0 4.0 4.0 3.5 4.0 4.0 3.5 4.0 4.0 All-Red Time(s) 2.5 2.5 2.5 2.5 1.0 2.5 2.5 1.0 2.5 2.5 Lost Time Adjusts) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 0.0 -2.0 -2.0 -2.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 2.5 4.5 6.5 2.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0, 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min None None None None None None Act Effct Green(s) 73.0 63.6 80.4 67.6 35.9 26.3 38.4 33.6 28.5 40.6 Actuated g/C Ratio 0.59 0.52 0.65 0.55 0.29 0.21 0.31 0.27 0.23 0.33 v/c Ratio 0.19 0.63 0.60 0.46 0.13 0.66 0.41 0.15 0.84 0.20 Control Delay 9.9 24.8 17.8 18.6 34.2 47.8 11.0 33.7 64.5 5.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.9 24.8 17.8 18.6 34.2 47.8 11.0 33.7 64.5 5.1 LOS A C B B C D B C E A Approach Delay 23.9 18.4 30.3 49.4 Approach LOS C B C D Intersection Summary Area Type: ; Other Cycle Length: 123 Actuated Cycle Length: 123 Offset:0(0%), Referenced to phase 2:WBTL and 6:EBTL,Start of Yellow Natural Cycle:90 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.84 Intersection Signal Delay:26.9 Intersection LOS:C Intersection Capacity Utilization 77.1% ICU Level of Service D Analysis Period(min) 15 Splits and Phases: 1: Route 133&Route 114 01 02L) 0 03 Baseline Synchro 10 Report Page 2 Queues 2020 AM NO-BUILD 1: Route 133 & Route 114 10/22/2020 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 74 1102 201 855 21 234 217 38 340 103 v/c Ratio 0.19 0.63 0.60 0.46 0.13 0.66 0.41 0.15 0.84 0.20 Control Delay 9.9 24.8 17.8 18.6 34.2 47.8 11.0 33.7 64.5 5.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.9 24.8 17.8 18.6 34.2 47.8 11.0 33.7 64.5 5.1 Queue Length 50th(ft) 20 323 58 211 11 160 41 22 256 0 Queue Length 95th (ft) 41 451 112 288 32 251 91 48 #465 35 Internal Link Dist(ft) 1221 273 637 615 Turn Bay Length(ft) 300 200 130 140 Base Capacity(vph) 413 1736 370 1854 193 364 562 275 408 546 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.63 0.54 0.46 0.11 0.64 0.39 0.14 0.83 0.19 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Baseline Synchro 10 Report Page 3 Lanes, Volumes, Timings 2020 AM NO-BUILD 2: Route 125 & Route 114 10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '� fl tt r '� t r '� 1� Traffic Volume(vph) 4 1324 68 110 996 271 71 137 145 719 293 12 Future Volume(vph) 4 1324 68 110 996 271 71 137 145 719 293 12 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 12 11 10 11 11 15 11 11 11 Grade(%) 4% -3% 2% -1% Storage Length(ft) 100 0 300 300 160 75 300 75 Storage Lanes 1 0 1 1 1 1 2 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 0.993 0.850 0.850 0.994 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1676 3329 0 1796 3473 1500 1694 1783 1724 3335 1799 0 Flt Permitted 0.163 0.068 0.561 0.950 Satd. Flow(perm) 288 3329 0 129 3473 1500 1000 1783 1724 3335 1799 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 5 295 113 2 Link Speed(mph) 30 30 30 30 Link Distance(ft) 305 1279 705 355 Travel Time(s) 6.9 29.1 16.0 8.1 Peak Hour Factor 0.94 0.94 0.94 0.92 0.92 0.92 0.95 0.95 0.95 0.92 0.92 0.92 Adj. Flow(vph) 4 1409 72 120 1083 295 75 144 153 782 318 13 Shared Lane Traffic(%) Lane Group Flow(vph) 4 1481 0 120 1083 295 75 144 153 782 331 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 22 22 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.07 1.07 0.98 1.02 1.07 1.06 1.06 0.89 1.04 1.04 1.04 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Leading Detector(ft) 20 100 20 100 20 20 100 20 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA pm+ov pm+pt NA pm+ov Prot NA Baseline Synchro 10 Report Page 4 Lanes, Volumes, Timings 2020 AM NO-BUILD 2: Route 125 & Route 114 10/22/2020 - -I. - .- 4 Lane Group EEL EBT EBR WBL WET WBR NBL NET NBR SBL SBT SBR Protected Phases 1 6 5 2 7 3 8 5 7 4 Permitted Phases 6 2 2 8 8 Detector Phase 1 6 5 2 7 3 8 5 7 4 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 11.0 26.0 11.0 26.0 9.5 10.5 24.0 11.0 9.5 26.0 Total Split(s) 11.0 58.0 11.0 58.0 33.0 10.6 24.0 11.0 33.0 46.4 Total Split(%) 8.7% 46.0% 8.7% 46.0% 26.2% 8.4% 19.0% 8.7% 26.2% 36.8% Maximum Green(s) 5.0 52.0 5.0 52.5 28.5 5.1 18.0 5.0 28.5 40.9 Yellow Time(s) 4.0 4.0 4.0 3.0 3.5 4.0 4.0 4.0 3.5 4.0 All-Red Time(s) 2.0 2.0 2.0 2.5 1.0 1.5 2.0 2.0 1.0 1.5 Lost Time Adjust(s) -2.0 -2.0 -1.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 0.0 Total Lost Time(s) 4.0 4.0 5.0 3.5 2.5 3.5 4.0 4.0 2.5 5.5 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min None None None None None None Act Effct Green (s) 62.4 55.0 66.2 66.5 100.5 24.4 16.8 30.0 30.5 39.8 Actuated g/C Ratio 0.50 0.44 0.53 0.53 0.80 0.19 0.13 0.24 0.24 0.32 v/c Ratio 0.02 1.02 0.69 0.59 0.23 0.32 0.61 0.31 0.97 0.58 Control Delay 15.0 63.3 42.4 23.3 1.0 29.7 62.1 13.8 72.4 40.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.0 63.3 42.4 23.3 1.0 29.7 62.1 13.8 72.4 40.8 LOS B E D C A C E B E D Approach Delay 63.2 20.4 35.7 63.0 Approach LOS E C D E Intersection Summary Area Type: Other Cycle Length: 126 Actuated Cycle Length: 126 Offset:0(0%), Referenced to phase 2:WBTL and 6:EBTL,Start of Green Natural Cycle: 130 Control Type:Actuated-Coordinated Maximum v/c Ratio: 1.02 Intersection Signal Delay:46.5 Intersection LOS: D Intersection Capacity Utilization 86.7% ICU Level of Service E Analysis Period(min) 15 Splits and Phases: 2: Route 125&Route 114 04 l r, 5 -Pr 6 l"R'� Cl 7 I �a 10,... .r,^r.✓.,+s. xs �sT-: ^-!�,�^s,.;'f„�Y/".-�'Y.'.' v.T `i .✓.`:� :� �4�v,yf.. xJr'',u"v..^'�✓'/'�„ Baseline Synchro 10 Report Page 5 Queues 2020 AM NO-BUILD 2: Route 125 & Route 114 10/22/2020 --* -,, f- '~ 4-- I f Lane Group EBL EBT WBL WBT WBR NBIL NBT NBR SBL SBT Lane Group Flow(vph) 4 1481 120 1083 295 75 144 153 782 331 v/c Ratio 0.02 1.02 0.69 0.59 0.23 0.32 0.61 0.31 0.97 0.58 Control Delay 15.0 63.3 42.4 23.3 1.0 29.7 62.1 13.8 72.4 40.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.0 63.3 42.4 23.3 1.0 29.7 62.1 13.8 72.4 40.8 Queue Length 50th(ft) 1 -683 48 298 0 38 112 25 327 229 Queue Length 95th(ft) 8 #824 #164 458 25 68 179 83 #455 320 Internal Link Dist(ft) 225 1199 625 275 Turn Bay Length(ft) 100 300 300 160 75 300 Base Capacity(vph) 223 1457 175 1833 1256 232 283 496 807 592 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 1.02 0.69 0.59 0.23 0.32 0.51 0.31 0.97 0.56 Intersection Summary - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Baseline Synchro 10 Report Page 6 HCM 2010 TWSC 2020 AM NO-BUILD 9: South Drive & Route 125 10/22/2020 Intersection Int Delay,s/veh 0 Movement EBL =EBR NBL NBT SBT SBR Lane Configurations Y 4 T Traffic Vol,veh/h 0 1 0 412 1023 6 Future Vol,veh/h 0 1 0 412 1023 6 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free FIT Channelized - None None None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade,% 0 0 -1 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 0 1 0 448 1112 7 Major/Minor Minor2 Majors Major2' Conflicting Flow All 1564 1116 1119 0 0 Stage 1 1116 - - - Stage 2 448 - - Critical Hdwy 6.42 6.22 4.12 - - Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 123 253 624 - - - Stage 1 313 - - - Stage 2 644 - - Platoon blocked, % Mov Cap-1 Maneuver 123 253 624 - Mov Cap-2 Maneuver 123 - - Stage 1 313 - Stage 2 644 Approach EB NB SB I HCM Control Delay,s 19.3 0 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 624 253 HCM Lane V/C Ratio - 0.004 HCM Control Delay(s) 0 19.3 HCM Lane LOS A C HCM 95th%tile Q(veh) 0 0 Baseline Synchro 10 Report Page 8 HCM 2010 TWSC 2020 AM NO-BUILD 11: Route 125 & North Drive 10/22/2020 Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +T T Traffic Vol,veh/h 0 0 0 412 1029 2 Future Vol,veh/h 0 0 0 412 1029 2 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade,% 0 0 -1 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 0 448 1118 2 Major/Minor Minor2 Majors Major2 Conflicting Flow All 1567 1119 1120 0 0 Stage 1 1119 - - - Stage 2 448 - - Critical Hdwy 6.42 6.22 4.12 - Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 122 252 624 - Stage 1 312 - - Stage 2 644 - - - - Platoon blocked,% Mov Cap-1;Maneuver 122 252 624 - - Mov Cap-2 Maneuver 122 - - Stage 1 312 - - - Stage 2 644 - Approach EB NB SB HCM Control Delay,s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT'EBLn1 SBT 'SBR Capacity(veh/h) 624 - - HCM Lane V/C Ratio - HCM Control Delay(s) 0 0 HCM Lane LOS A A HCM 95th%tile Q(veh) 0 - - Baseline Synchro 10 Report Page 10 HCM 2010 TWSC 2020 AM NO-BUILD 13: Route 114 10/22/2020 Intersection Int Delay,s/veh 0 Movement EBL rEBT WBT WBR SBL' SBR Lane Configurations tt tT+ d� Traffic Vol,veh/h 0 0 1079 0 0 0 Future Vol,veh/h 0 0 1079 0 0 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop AT Channelized None None - None Storage Length - - 0 Veh in Median Storage,# 0 0 0 - Grade,% 4 -2 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 0 0 1173 0 0 0 Major/Minor Majors Major2 Minor2' Conflicting Flow All 0 0 587 Stage 1 - - - Stage 2 - Critical Hdwy - 6.94 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - - Follow-up Hdwy 3.32 Pot Cap-1 Maneuver 0 0 453 Stage 1 0 0 - Stage 2 0 0 - Platoon blocked,% Mov Cap-1 Maneuver - - 453 Mov Cap-2 Maneuver Stage 1 - Stage 2 Approach EB WB SB HCM Control Delay,s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) - HCM Lane V/C Ratio - HCM Control Delay(s) - 0 HCM Lane LOS A HCM 95th%tile Q(veh) Baseline Synchro 10 Report Page 12 HCM 2010 TWSC 2020 AM NO-BUILD 15: Route 114 & West Drive 10/22/2020 Intersection Int Delay,s/veh 0.1 Movement EBL EBT WBT WBR SBL =SBR Lane Configurations tt tt r Traffic Vol,veh/h 0 0 1078 1 0 5 Future Vol,veh/h 0 0 1078 1 0 5 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None None None Storage Length - - 0 Veh in Median Storage,# - 0 0 - 0 - Grade,% - 4 -2 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 0 0 1172 1 0 5 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 0 0 587 Stage 1 - - - - - Stage 2 - - Critical Hdwy - - - - 6.94 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - - Follow-up Hdwy 3.32 Pot Cap-1 Maneuver 0 - - 0 453 Stage 1 0 - 0 - Stage 2 0 - - 0 - Platoon blocked, - - Mov Cap-1 Maneuver - 453 Mov Cap-2 Maneuver - - Stage 1 - - - Stage 2 - - Approach EB WB+ SB HCM Control Delay,s " 0 0 13 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) - - 453 HCM Lane V/C Ratio 0.012 HCM Control Delay(s) - 13 HCM Lane LOS B HCM 95th%tile O(veh) - 0 Baseline Synchro 10 Report Page 14 Lanes, Volumes, Timings 2020 AM BUILD 1: Route 133 & Route 114 10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL: NBT NBR SBL SBT SBR Lane Configurations '� tT+ tT Vi T r T if Traffic Volume(vph) 72 1060 19 196 803 19 19 112 308 35 303 105 Future Volume (vph) 72 1060 19 196 803 19 19 112 308 35 303 105 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade(%) 3% -2% 2% -3% Storage Length (ft) 300 0 200 0 130 0 140 0 Storage Lanes 1 0 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.997 0.996 0.927 0.850 0.995 0.850 At Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1719 3358 0 1762 3373 0 1694 1525 1412 1719 1740 1381 Flt Permitted 0.273 0.139 0.154 0.365 Satd. Flow(perm) 494 3358 0 258 3373 0 275 1525 1412 661 1740 1381 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 2 3 36 137 1 103 Link Speed(mph) 30 30 30 30 Link Distance(ft) 1301 353 717 695 Travel Time(s) 29.6 8.0 16.3 ` 15.8 Peak Hour Factor 0.97 0.97 0.97 0.96 0.96 0.96 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 0% 2% 5% 0% 4% 7% 2% 6% 4% ` 3% 1% 9% Adj. Flow(vph) 74 1093 20 204 836 20 21 122 335 38 329 114 Shared Lane Traffic(%) 35% 10% Lane Group Flow(vph) 74 1113 0 204 856 0 21 239 218 38 340 103 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.07 1.07 1.03 1.03 1.03 1.06 1.06 1.06 - 1.02 1.02 1.02 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector(ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Baseline Synchro 10 Report Page 1 Lanes, Volumes, Timings 2020 AM BUILD 1: Route 133 & Route 114 10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT "SBR Turn Type pm+pt NA pm+pt NA pm+pt NA pm+ov pm+pt NA pm+ov Protected Phases 1 6 5 2 7 4 5 3 8 1 Permitted Phases 6 2 4 4 8 8 Detector Phase 1 6 5 2 7 4 5 3 8 1 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 1 B.5 23.0 18.5 23.0 9.5 24.0 18.5 9.5 24.0 18.5 Total Split(s) 16.0 60.0 20.0 64.0 12.0 31.0 20.0 12.0 31.0 16.0 Total Split(%) 13.0% 48.8% 16.3% 52.0% 9.8% 25.2% 16.3% 9.8% 25.2% 13.0% Maximum Green(s) 9.5 53.5 13.5 57.5 7.5 24.5 13.5 7.5 24.5 9.5 Yellow Time(s) 4.0 4.0 4.0 4.0 3.5 4.0 4.0 3.5 4.0 4.0 All-Red Time(s) 2.5 2.5 2.5 2.5 1.0 2.5 2.5 1.0 2.5 2.5 Lost Time Adjust(s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 0.0 -2.0 -2.0 -2.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 2.5 4.5 6.5 2.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension(s), 3.0 3.0 3.0 3.0 .3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min None None None None None None Act Effct Green(s) 73.0; 63.5 80.6 67.6 35.9 26.4 38.6 33.4 28.4 40.5 Actuated g/C Ratio 0.59 0.52 0.66 0.55 0.29 0.21 0.31 0.27 0.23 0.33 v/c Ratio 019; 0.64 0.61 0.46 0.13 0.67 0.41 0.16 0.85 0.20 Control Delay 9.9 25.0 18.6 18.5 34.3 47.9 11.2 34.0 64.8 5.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.9 25.0 18.6 18.5 34.3 47.9 11.2 34.0 64.8 5.1 LOS A C B B C D B C E A Approach Delay 24.1 18.6 30.6 49.6 Approach LOS C B C D Intersection Summlry' Area Type: Other Cycle Length: 123 Actuated Cycle Length:123 Offset:0(0%), Referenced to phase 2:WBTL and 6:EBTL,Start of Yellow Natural Cycle:90 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.85 Intersection Signal Delay:27.1 Intersection LOS: C Intersection Capacity Utilization 77.6% ICU Level of Service D Analysis Period(min) 15 Splits and Phases: 1: Route 133&Route 114 01 02 R} Is 04 015-r, ..; .. ..x=.'.� ::,, h ..> e``,�-:; WRIEST .`.„'^ ' a5 " 06 R 8 07 Kx 11-810 M3JX y Baseline Synchro 10 Report Page 2 Queues 2020 AM BUILD 1: Route 133 & Route 114 10/22/2020 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 74 1113 204 856 21 239 218 38 340 103 v/c Ratio 0.19 0.64 0.61 0.46 0.13 0.67 0.41 0.16 0.85 0.20 Control Delay 9.9 25.0 18.6 18.5 34.3 47.9 11.2 34.0 64.8 5.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.9 25.0 18.6 18.5 34.3 47.9 11.2 34.0 64.8 5.1 Queue Length 50th(ft) 20 331 59 212 11 162 42 22 255 0 Queue Length 95th(ft) 41 457 119 288 32 255 92 48 #465 35 Internal Link Dist(ft) 1221 273 637 615 Turn Bay Length (ft) 300 200 130 140 Base Capacity(vph) 415 1735 367 1856 194 366 562 271 407 545 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.64 0.56 0.46 0.11 0.65 0.39 0.14 0.84 0.19 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer, Queue shown is maximum after two cycles. Baseline Synchro 10 Report Page 3 Lanes, Volumes, Timings 2020 AM BUILD 2: Route 125 & Route 114 10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tT+ tt r t r T Traffic Volume(vph) 32 1311 68 110 997 283 71 144 145 741 297 12 Future Volume(vph) 32 1311 68 110 997 283 71 144 145 741 297 12 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 12 11 10 11 11 15 11 11 11 Grade(%) 4% -3% 2% -1% Storage Length (ft) 100 0 300 300 160 75 300 75 Storage Lanes 1 0 1 1 1 1 2 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 0.993 0.850 0.850 0.994 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1676 3329 0 1796 3473 1500 1694 1783 1724 3335 1799 0 Fit Permitted 0.144 0.070 0.558 0.950 Satd. Flow(perm) 254 3329 0 132 3473 1500 995 1783 1724 3335 1799 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 5 308 113 2 Link Speed(mph) 30 30 30 30 Link Distance(ft) 305 1279 705 355 Travel Time(s) 6.9 29.1 16.0 8.1 Peak Hour Factor 0.94 0.94 0.94 0.92 0.92 0.92 0.95 0.95 0.95 0.92 0.92 0.92 Adj. Flow(vph) 34 1395 72 120 1084 308 75 152 153 805 323 13 Shared Lane Traffic(%) Lane Group Flow(vph) 34 1467 , 0 120 1084 308 75 152 153 805 336 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left- Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 22 22 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.07 1.07 0.98 1.02 1.07 1.06 1.06 0.89 1.04 1.04 1.04 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Leading Detector(ft) 20 100 20 100 20 20 100 20 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA pm+ov pm+pt NA pm+ov Prot NA Baseline Synchro 10 Report Page 4 Lanes, Volumes, Timings 2020 AM BUILD 2: Route 125 & Route 114 10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 1 6 5 2 7 3 8 5 7 4 Permitted Phases 6 2 2 8 8 Detector Phase 1 6 5 2 7 3 8 5 7 4 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 11.0 26.0 11.0 26.0 9.5 10.5 24.0 11.0 9.5 26.0 Total Split(s) 11.0 58.0 11.0 58.0 33.0 10.6 24.0 11.0 33.0 46.4 Total Split(%) 8.7% 46.0% 8.7% 46.0% 26.2% 8.4% 19.0% 8.7% 26.2% 36.8% Maximum Green(s) 5.0 52.0 5.0 52.5 28.5 5.1 18.0 5.0 28.5 40.9 Yellow Time(s) 4.0 4.0 4.0 3.0 3.5 4.0 4.0 4.0 3.5 4.0 All-Red Time(s) 2.0 2.0 2.0 2.5 1.0 1.5 2.0 2.0 1.0 1.5 Lost Time Adjust(s) -2.0 -2.0 -1.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 0.0 Total Lost Time(s) 4.0 4.0 5.0 3.5 2.5 3.5 4.0 4.0 2.5 5.5 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min None None None None None None Act Effct Green(s) 62.6 54.9 63.9 61.4 95.4 24.7 17.1 30.1 30.5 40.2 Actuated g/C Ratio 0.50 0.44 0.51 0.49 0.76 0.20 0.14 0.24 0.24 0.32 v/c Ratio 0.16 1.01 0.70 0.64 0.25 0.32 0.63 0.31 1.00 0.59 Control Delay 16.6 61.5 45.0 27.7 1.2 29.5 62.8 13.8 78.8 40.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.6 61.5 45.0 27.7 1.2 29.5 62.8 13.8 78.8 40.7 LOS B E D C A C E B E D Approach Delay 60.5 23.7 36.5 67.6 Approach LOS E C D E Intersection Surnmary Area Type: Other Cycle Length:126 Actuated Cycle Length: 126 Offset:0(0%), Referenced to phase 2:WBTL and 6:EBTL,Start of Green Natural Cycle: 130 Control Type:Actuated-Coordinated Maximum v/c Ratio: 1.01 Intersection Signal Delay:48.0 Intersection LOS: D Intersection Capacity Utilization 87.4% ICU Level of Service E Analysis Period(min) 15 Splits and Phases: 2: Route 125&Route 114 r� M Baseline Synchro 10 Report Page 5 Queues 2020 AM BUILD 2: Route 125 & Route 114 10/22/2020 * Lane Group EBL EBT WBL WBT WBR NBL NBT NBIR SBL SBT Lane Group Flow(vph) 34 1467 120 1084 308 75 152 153 805 336 v/c Ratio 0.16 1.01 0.70 0.64 0.25 0.32 0.63 0.31 1.00 0.59 Control Delay 16.6 61.5 45.0 27.7 1.2 29.5 62.8 13.8 78.8 40.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.6 61.5 45.0 27.7 1.2 29.5 62.8 13.8 78.8 40.7 Queue Length 50th (ft) 13 -670 48 375 0 37 118 25 339 231 Queue Length 95th (ft) 31 #812 #162 459 25 68 187 83 #476 325 Internal Link Dist(ft) 225 1199 625 275 Turn Bay Length(ft) 100 300 300 160 75 300 Base Capacity(vph) 212 1453 171 1693 1210 234 283 497 807 593 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 1.01 0.70 0.64 0.25 0.32 0.54 0.31 1.00 0.57 Intersection Summary Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Baseline Synchro 10 Report Page 6 HCM 2010 TWSC 2020 AM BUILD 9: South Drive & Route 125 10/22/2020 Intersection Int Delay, s/veh 0.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +' T Traffic Vol,veh/h 0 54 0 459 996 6 Future Vol,veh/h 0 54 0 459 996 6 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade,% 0 0 -1 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 0 59 0 499 1083 7 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1586 1087 1090 0 0 Stage 1 1087 - - - Stage 2 499 - - Critical Hdwy 6,42 >6.22 4.12 - Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 119 263 640 - - Stage 1 323 - - Stage 2 610 - - Platoon blocked, % Mov Cap-1 Maneuver 119 263 640 - - Mov Cap-2 Maneuver 119 - - Stage 1 323 - - Stage 2 610 Approach EB NB SB HCM Control Delay,s 22.6 "0 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1i SBT SBR Capacity(veh/h) 640 263 HCM Lane V/C Ratio - 0.223 HCM Control Delay(s) 0 22.6 HCM Lane LOS A C HCM 95th%tile Q(veh) 0 0.8 Baseline Synchro 10 Report Page 8 HCM 2010 TWSC 2020 AM BUILD 11: Route 125 & North Drive 10/22/2020 Intersection Int Delay,s/veh 1.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +' T Traffic Vol,veh/h 20 0 60 399 1002 39 Future Vol,veh/h 20 0 60 399 1002 39 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free FIT Channelized - None - None None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade,% 0 0 -1 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 22 0 65 434 1089 42 Major/Minor Minor2 Majori'i Major2 Conflicting Flow All 1674 1110 1131 0 0 Stage 1 1110 - - - - Stage 2 564 - - Critical Hdwy 6.42 6.22 4.12 - Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 105 255 618 - - Stage 1 315 - - Stage 2 569 - - - - Platoon blocked,% - Mov Cap-1 Maneuver 90 255 618 - - Mov Cap-2 Maneuver 90 - - Stage 1 271 - - - Stage 2 569 - Approach ' EB NB SB HCM Control Delay,s 57.3 1.5 0 HCM LOS F Minor Lane/Major`Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 618 - 90 - HCM Lane V/C Ratio 0.106 - 0.242 - - HCM Control Delay(s) 11.5 0 57.3 - - HCM Lane LOS B A F - - HCM 95th%tile O(veh) 0.4 - 0.9 - - Baseline Synchro 10 Report Page 10 HCM 2010 TWSC 2020 AM BUILD 15: Route 114 & West Drive 10/22/2020 Intersection Int Delay,s/veh 0.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations t ` tt r Traffic Vol,veh/h 0 0 1038 42 0 45 Future Vol,veh/h 0 0 1038 42 0 45 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length - 0 Veh in Median Storage,# 0 0 0 - Grade,% 4 -2 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 0 0 1128 46 0 49 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 0 0 - 587 Stage 1 - - - - Stage 2 - Critical Hdwy - - 6.94 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - - - - Follow-up Hdwy 3.32 Pot Cap-1 Maneuver 0 0 453 Stage 1 0 0 - Stage 2 0 - 0 Platoon blocked,% Mov Cap-1 Maneuver - - - - - 453 Mov Cap-2 Maneuver Stage 1 - - Stage 2 Approach EB WB SB HCM Control Delay,s 0 0 13.9 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBR'SBLn1 I Capacity(veh/h) 453 HCM Lane WC Ratio 0.108 HCM Control Delay(s) - - 13.9 HCM Lane LOS B HCM 95th%tile O(veh) - 0.4 Baseline Synchro 10 Report Page 12 Lanes, Volumes, Timings 2020 PM EXISTING 1: Route 133 & Route 114 10/22/2020 --I' ---I. 1- -4- *-- -* ♦l I f *1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 01 '� tT-3� Tl� T Traffic Volume(vph) 225 684 46 223 1122 60 71 329 227 83 247 146 Future Volume(vph) 225 684 46 223 1122 60 71 329 227 83 247 146 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 12 12 11 12 12 12 12 12 12 12 12 Grade(%) 3% -2% 2% -3% Storage Length (ft) 300 0 200 0 130 0 140 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util.Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.991 0.992 0.939 0.944 FIt Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1702 3459 0 1745 3583 0 1718 1759 0 1779 1740 0 Flt Permitted 0.103 0.160 0.168 0.098 Satd. Flow(perm) 184 3459 0 294 3583 0 304 1759 0 183 1740 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 7 6 32 27 Link Speed(mph) 30 30 30 30 Link Distance(ft) 1301 353 717 695 Travel Time(s) 29.6 8.0 16.3 15.8 Peak Hour Factor 0.94 0.94 0.94 0.90 0.90 0.90 0.94 0.94 0.94 0.76 0.76 0.76 Heavy Vehicles(%) 1% 2% 0% 1% 1% 0% 4% 0% 1% 3% 2% 9% Adj. Flow(vph) 239 728 49 248 1247 67 76 350 241 109 325 192 Shared Lane Traffic(%) Lane Group Flow(vph) 239 777 0 248 1314 0 76 591 0 109 517 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16; 16 Two way Left Turn Lane Headway Factor 1.07 1.02 1.02 1.03 0.99 0.99 1.01 1.01 1.01 0.98 0.98 0.98 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector(ft) 20 100 20 100 20 100 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Baseline Synchro 10 Report Page 1 Lanes, Volumes, Timings 2020 PM EXISTING 1: Route 133 & Route 114 110/22/2020 * Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Protected Phases 1 6 5 2 4 8 Permitted Phases 6 2 4 8 Detector Phase 1 6 5 2 4 4 8 8 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 10.0 23.0 10.0 23.0 24.0 24.0 24.0 24.0 Total Split(s) 14.0 55.0 18.0 59.0 47.0 47.0 47.0 47.0 Total Split(%) 11.7% 45.8% 15.0% 49.2% 39.2% 39.2% 39.2% 39.2% Maximum Green(s) 10.0 50.0 14.0 54.0 41.0 41.0 41.0 41.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 0.0 1.0 0.0 1.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 -2.0 0.0 -2.0 0.0 -1.0 0.0 -1.0 Total Lost Time(s) 4.0 3.0 4.0 3.0 6.0 5.0 6.0 5.0 Lead/Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min None None None None Act Effct Green (s) 51.3 52.3 52.6 53.6 41.0: 42.0 41.0 42.0 Actuated g/C Ratio 0.43 0.44 0.44 0.45 0.34 0.35 0.34 0.35 v/c Ratio 1.02 0.51 0.84 0.82 0.74 0.93 1.76 0.83 Control Delay 111.0 26.0 53.0 10.9 75.9 58.2 426.5 46.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 111.0 26.0 53.0 10.9 75.9 58.2 426.5 46.4 LOS F C D B E E F D Approach Delay 46.0 17.6 60.2 112.6 Approach LOS D B E F Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 106(88%), Referenced to phase 2:WBTL and 6:EBTL,Start of Yellow Natural Cycle:65 Control Type:Actuated-Coordinated Maximum v/c Ratio: 1.76 Intersection Signal Delay:47.7 Intersection LOS: D Intersection Capacity Utilization 97.0% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 1: Route 133&Route 114 �4_ 5 "-DES fR' 08 l Baseline Synchro 10 Report Page 2 Queues 2020 PM EXISTING 1: Route 133 & Route 114 10/22/2020 -,' --I. f-- .- t ` Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 239 777 248 1314 76 591 109 517 v/c Ratio 1.02 0.51 0.84 0.82 0.74 0.93 1.76 0.83 Control Delay 111.0 26.0 53.0 10.9 75.9 58.2 426.5 46.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 111.0 26.0 53.0 10.9 75.9 58.2 426.5 46.4 Queue Length 50th(ft) -169 225 121 118 51 419 -125 347 Queue Length 95th (ft) #334 283 m132 m118 #142 #647 #198 379 Internal Link Dist(ft) 1221 273 637 615 Turn Bay Length(ft) 300 200 130 140 Base Capacity(vph) 235 1510 298 1675 103 636 62 626 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.02 0.51 0.83 0.78 0.74 0.93 1.76 0.83 Intersection Summary Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal Baseline Synchro 10 Report Page 3 Lanes, Volumes, Timings 2020 PM EXISTING 2: Route 125 & Route 114 10/22/2020 ---* --y- -4-- Lane Group EBL EBT EBR WBL WBT WBR NBIL NBT NBR SBL SBT SBR Lane Configurations tT tt r t r �S t r Traffic Volume(vph) 36 924 86 167 1253 716 191 254 87 386 195 19 Future Volume(vph) 36 924 86 167 1253 716 191 254 87 386 195 19 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 12 12 11 12 12 12 12 16 12 12 16 Grade(%) 4% -3% 2% -1% Storage Length (ft) 100 0 300 300 160 75 300 75 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.987 0.850 0.850 0.850 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1676 3423 0 1736 3592 1607 1752 1844 1777 1778 1872 1803 Fit Permitted 0.104 0.106 0.625 0.155 Satd. Flow(perm) 184 3423 0 194 3592 1607 1153 1844 1777 290 1872 1803 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 9 661 182 182 Link Speed(mph) 30 30 30 30 Link Distance(ft) 305 1279 705 355 Travel Time(s) 6.9 29.1 16.0 8.1 Peak Hour Factor 0.94 0.94 0.94 0.88 0.88 0.88 0.95 0.95 0.95 0.92 0.92 0.92 Adj.Flow(vph) 38 983 91 190 1424 814 201 267 92 420 212 21 Shared Lane Traffic(%) Lane Group Flow(vph) 38 1074 0 190 1424 814 201 267 92 420 212 21 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right `'Left Left Right Left Left flight Left Left Right Median Width(ft) 11 11 12 12 Link Offset(ft) 0 0 0: - 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.03 1.03 1.02 0.98 0.98 1.01 1.01 0.86 0.99 0.99 0.84 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left ` Thru Right Leading Detector(ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 U Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm Perm NA Perm Baseline Synchro 10 Report Page 4 Lanes, Volumes, Timings 2020 PM EXISTING 2: Route 125 & Route 114 10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 1 6 5 2 4 3 Permitted Phases 6 2 2 4 4 3 3 Detector Phase 1 6 5 2 2 4 4 4 3 3 3 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 11.0 26.0 10.0 26.0 26.0 24.0 24.0 24.0 26.0 26.0 26.0 Total Split(s) 12.0 50.0 12.0 50.0 50.0 28.0 28.0 28.0 30.0 30.0 30.0 Total Split(%) 10.0% 41.7% 10.0% 41.7% 41.7% 23.3% 23.3% 23.3% 25.0% 25.0% 25.0% Maximum Green(s) 6.0 44.0 7.0 44.0 44.0 22.0 22.0 22.0 24.0 24.0 24.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) -2.0 -2.0 -1.0 -2.0 -2.0 -2.0 -2.0 -2.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 6.0 6.0 6.0 Lead/Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes- Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None None _ None Act Effct Green (s) 45.8 44.2 49.7 49.7 49.7 23.3 23.3 23.3 25.8 25.8 25.8 Actuated g/C Ratio 0.38 0.37 0.41 0.41 0.41 0.19 0.19 0.19 0.22 0.22 0.22 v/c Ratio 0.23 0.85 0.99 0.96 0.77 0.90 0.75 0.19 6.77 0.53 0.04 Control Delay 36.9 41.8 93.3 50.3 11.8 86.7 59.3 0.8 2640.6 48.0 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.9_ 41.8 93.3 50.3 11.8 86.7 59.3, 0.8 2640.6 48,0 0.2 LOS D D F D B F E A F D A Approach Delay 41.6 40.7 59.5 1714.0 Approach LOS D D E F Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset:60(50%),Referenced to phase 2:WBTL and 6:EBTL,Start of Green Natural Cycle:90 Control Type:Actuated-Coordinated Maximum v/c Ratio:6.77 Intersection Signal Delay:273.0 Intersection LOS: F Intersection Capacity Utilization 88.6% ICU Level of Service E Analysis Period(min) 15 Splits and Phases: 2: Route 125&Route 114 NEW �'fi 10-006(R) Baseline Synchro 10 Report Page 5 Queues 2020 PM EXISTING 2: Route 125 & Route 114 10/22/2020 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 38 1074 190 1424 814 201 267 92 420 212 21 v/c Ratio 0.23 0.85 0.99 0.96 0.77 0.90 0.75 0.19 6.77 0.53 0.04 Control Delay 36.9 41.8 93.3 50.3 11.8 86.7 59.3 0.8 2640.6 48.0 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.9 41.8 93.3 50.3 11.8 86.7 59.3 0.8 2640.6 48.0 0.2 Queue Length 50th(ft) 18 385 -112 -624 91 152 195 0 -600 150 0 Queue Length 95th(ft) 42 475 #254 #732 254 #291 #297 0 #805 231 0 Internal Link Dist(ft) 225 1199 625 275 Turn Bay Length(ft) 100 300 300 160 75 300 75 Base Capacity(vph) 170 1317 192 1487 1052 230 368 501 62 402 530 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.82 0.99 0.96 0.77 0.87 0.73 0.18 6.77 0.53 0.04 Intersection Summary Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Baseline Synchro 10 Report Page 6 HCM 2010 TWSC 2020 PM EXISTING 9: South Drive & Route 125 10/22/2020 Intersection Int Delay,s/veh 0.2 Movement EBL ;EBR NBL NBT SBT 'SBR Lane Configurations Y +' T Traffic Vol,veh/h 2 5 10 994 595 5 Future Vol,veh/h 2 5 10 994 595 5 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade, % 0 0 -1 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 2 5 11 1080 647 5 Major/Mirror Minor2 Majorl Major2 Conflicting Flow All 1752 650 652 0 0 Stage 1 650 - - - - Stage 2 1102 - - Critical Hdwy 6.42 6.22 4.12 - Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5:42 - - - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 94 469 935 - - Stage 1 520 - - - Stage 2 318 - - Platoon blocked,% Mov Cap-1 Maneuver 91 469 935 Mov Cap-2 Maneuver 91 - - - Stage 1 505 - - - Stage 2 318 - Approach EB NB' SB HCM Control Delay,s 22.4 0.1 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 935 214 HCM Lane V/C Ratio 0.012 0.036 HCM Control Delay(s) 8.9 0 22.4 - HCM Lane LOS A A C HCM 95th%tile Q(veh) 0 - 0.1 - - Baseline Synchro 10 Report Page 8 HCM 2010 TWSC 2020 PM EXISTING 11: Route 125 & North Drive 10/22/2020 Intersection Int Delay,s/veh 0.2 Movement EBL EBR NBL iNBT SBT SBR Lane Configurations Y +' Traffic Vol,veh/h 3 2 6 988 598 14 Future Vol,veh/h 3 2 6 988 598 14 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade,% 0 0 -1 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 3 2 7 1074 650 15 Major/Minor Minor2 Majorf Major2 Conflicting Flow All 1746 658 665 0 0 Stage 1 658 - - - - Stage 2 1088 - - Criticai Hdwy 6.42 6.22 4.12 - Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 =5.42 - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 95 464 924 - - Stage 1 515 - - Stage 2 323 - - Platoon blocked,% Mov Gap-1 Maneuver 93 464 924 - Mov Cap-2 Maneuver 93 - - Stage 1 505 - Stage 2 323 - Approach EB NB SB HCM Control Delay,s 32.4 0.1 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 924 137 - HCM Lane V/C Ratio 0.007 0.04 HCM Control Delay(s) 8.9 0 32.4 HCM Lane LOS A A D HCM 95th%tile Q(veh) 0 - 0.1 Baseline Synchro 10 Report Page 10 HCM 2010 TWSC 2020 PM EXISTING 13: Route 114 & East Drive 10/22/2020 Intersection Int Delay,s/veh 0.1 Movement EBL EBT WBT WBR SBL 'SBR Lane Configurations tt tt r Traffic Vol,veh/h 0 0 1465 4 0 5 Future Vol,veh/h 0 0 1465 4 0 5 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - - 0 Veh in Median Storage,# 0 0 0 - Grade, % 4 -2 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 1592 4 0 5 Major/Miner Majorl Major2' Minor2 Conflicting Flow All 0 0 798 Stage 1 - - - - - Stage 2 - Critical Hdwy - - 6.94 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - Follow-up Hdwy - 3.32 Pot Cap-1 Maneuver 0 - 0 329 Stage 1 0 0 - Stage 2 0 - 0 - Platoon blocked,% Mov Cap-1 Maneuver - - 329 Mov Cap-2 Maneuver - Stage 1 - Stage 2 - Approach EB WB' SB HCM Control Delay,s 0 0 16:1 HCM LOS C Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) - - 329 HCM Lane V/C Ratio - 0.017 HCM Control Delay(s) - - 16.1 HCM Lane LOS - C HCM 95th%tile Q(veh) - 0.1 Baseline Synchro 10 Report Page 12 HCM 2010 TWSC 2020 PM EXISTING 15: Route 114 & West Drive 10/22/2020 Intersection Int Delay,s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt tt r Traffic Vol,veh/h 0 0 1469 1 0 10 Future Vol,veh/h 0 0 1469 1 0 10 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None None Storage Length - 0 Veh in Median Storage,# 0 0 0 - Grade,% 4 -2 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 1597 1 0 11 Major/Minor Majorl Major2 Minor2 Conflicting Flow All - 0 0 799 Stage 1 - - - - Stage 2 - - - Critical Hdwy - - - 6.94 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - - - - Follow-up Hdwy - 3.32 Pot Cap-1 Maneuver 0 - 0 328 Stage 1 0 0 - Stage 2 0 - 0 - Platoon blocked,% Mov Cap-1 Maneuver - - - - 328 Mov Cap-2 Maneuver - Stage 1 - Stage 2 - Approach EB WB SB HCM Control Delay,s 0 `0 16.4 HCM LOS C Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) - 328 HCM Lane V/C Ratio 0.033 HCM Control Delay(s) 16.4 HCM Lane LOS C HCM 95th%tile Q(veh) 0.1 Baseline Synchro 10 Report Page 14 Lanes, Volumes, Timings 2027 PM NO-BUILD 1 : Route 133 & Route 114 10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT` NBR SBL SBT SBR Lane Configurations '� t'+ Vi 0 T r T r Traffic Volume(vph) 236 719 49 234 1180 74 74 346 238 87 259 154 Future Volume(vph) 236 719 49 234 1180 74 74 346 238 87 259 154 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade(%) 3% -2% 2% -3% Storage Length (ft) 300 0 200 0 130 0 140 0 Storage Lanes 1 0 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.990 0.991 0.990 0.850 0.991 0.850 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1719 3330 0 1762 3353 0 1694 1615 1412 1719 1730 1381 Fit Permitted 0.108 0.223 0.239 0.208 Satd. Flow(perm) 195 3330 0 414 3353 0 426 1615 1412 376 1730 1381 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 9 9 3 161 3 116 Link Speed(mph) 30 30 30 30 Link Distance(ft) 1301 353 717 695 Travel Time(s) 29.6 8.0 16.3 15.8 Peak Hour Factor 0.97 0.97 0.97 0.96 0.96 0.96 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 0% 2% 5% 0% 4% 7% 2% 6% 4% 3% 1% 9% Adj. Flow(vph) 243 741 51 244 1229 77 80 376 259 95 282 167 Shared Lane Traffic(%) 10% 10% Lane Group Flow(vph) 243 792 0 244 1306 0 80 402 233 95 299 150 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11,_ 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.07 1.07 _1.03 1.03 1.03 1.06 1.06 1.06 1.02 1.02 1.02 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector(ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Baseline Synchro 10 Report Page 1 Lanes, Volumes, Timings 2027 PM NO-BUILD 1: Route 133 & Route 114 10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR NBIL NBT NBR SBL SBT SBR Turn Type pm+pt NA pm+pt NA pm+pt NA pm+ov pm+pt NA pm+ov Protected Phases 1 6 5 2 7 4 5 3 8 1 Permitted Phases 6 2 4 4 8 8 Detector Phase 1 6 5 2 7 4 5 3 8 1 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 11.5 23.0 11.5 23.0 9.5 11.5 11.5 9.5 11.5 11.5 Total Split(s) 15.0 42.0 18.0 45.0 12.0 21.0 18.0 12.0 21.0 15.0 Total Split(%) 16.1% 45.2% 19.4% 48.4% 12.9% 22.6% 19.4% 12.9% 22.6% 16.1% Maximum Green(s) 8.5 35.5 11.5 38.5 7.5 14.5 11.5 7.5 14.5 8.5 Yellow Time(s) 4.0 4.0 4.0 4.0 3.5 4.0 4.0 3.5 4.0 4.0 All-Red Time (s) 2.5 2.5 2.5 2.5 1.0 2.5 2.5 1.0 2.5 2.5 Lost Time Adjust(s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 0.0 -2.0 -2.0 -2.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 2.5 4.5 6.5 2.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 ' '' '3.0 Recall Mode None C-Min None C-Min None None None None None None Act Effct Green(s) 48.7 38.2 52.8 40.3 28.7 19.1 34.2 28.8 19.2 34.2 Actuated g/C Ratio 0.52 0.41 0.57 0.43 0.31 0.21 0.37 0.31 0.21 0.37 v/c Ratio 0.89 0.58 0.59 0.90 0.31 1.20 0.38 0.38 0.84 026 Control Delay 55.5 23.1 15.0 34.0 25.6 151.6 9.6 27.1 58.4 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.5 23.1 15.0 34.0 25.6 151.6 9.6 27.1 58.4 8.1 LOS E G B C C F A C E A Approach Delay 30.7 31.0 91.2 39.1 Approach LOS C C F D Intersection Summary Area Type: Other' Cycle Length:93 Actuated Cycle Length:93 Offset:0(0%), Referenced to phase 2:WBTL and 6:EBTL,Start of Yellow Natural Cycle:90 Control Type:Actuated-Coordinated Maximum v/c Ratio:1.20 Intersection Signal Delay:43.3 Intersection LOS: D Intersection Capacity Utilization 90.5% ICU Level of Service E Analysis Period(min) 15 Splits and Phases: 1: Route 133&Route 114 01 02 R' 03 1 04 h O5 0E 'r D7 08 57-5 Baseline Synchro 10 Report Page 2 Queues 2027 PM NO-BUILD 1: Route 133 & Route 114 10/22/2020 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL- SBT SBR Lane Group Flow(vph) 243 792 244 1306 80 402 233 95 299 150 v/c Ratio 0.89 0.58 0.59 0.90 0.31 1.20 0.38 0.38 0.84 0.26 Control Delay 55.5 23.1 15.0 34.0 25.6 151.6 9.6 27.1 58.4 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.5 23.1 15.0 34.0 25.6 151.6 9.6 27.1 58.4 8.1 Queue Length 50th(ft) 91 185 62 361 33 -336 30 40 184 13 Queue Length 95th (ft) #232 245 100 #503 67 #528 90 77 #357 58 Internal Link Dist(ft) 1221 273 637 615 Turn Bay Length(ft) 300 200 130 140 Base Capacity(vph) 273 1372 435 1465 260 335 633 253 358 580 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.89 0.58 0.56 0.89 0.31 1.20 0.37 0.38 0.84 0.26 Intersection Summary Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Baseline Synchro 10 Report Page 3 Lanes, Volumes, Timings 2027 PM NO-BUILD 2: Route 125 & Route 114 10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tT tt r t r 1� Traffic Volume(vph) 38 971 90 176 1318 753 201 267 91 406 205 20 Future Volume(vph) 38 971 90 176 1318 753 201 267 91 406 205 20 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 12 11 10 11 11 15 11 11 11 Grade(%) 4% -3% 2% -1% Storage Length (ft) 100 0 300 300 160 75 300 75 Storage Lanes 1 0 1 1 1 1 2 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 0.987 0.850 0.850 0.987 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1676 3309 0 1796 3473 1500 1694 1783 1724 3335 1786 0 Fit Permitted 0.122 0.120 0.588 0.950 Satd. Flow(perm) 215 3309 0 227 3473 1500 1048 1783 1724 3335 1786 0 Right Turn on Red Yes Yes Yes Yes Said. Flow(RTOR) 12 297 210 5 Link Speed(mph) 30 30 30 30 Link Distance(ft) 305 1279 705 355 Travel Time(s) 6.9 29.1 16.0 8.1 Peak Hour Factor 0.94 0.94 0.94 0.92 0.92 0.92 0.95 0.95 0.95 0.92 0.92 0.92 Adj. Flow(vph) 40 1033 96 191 1433 818 212 281 96 441 223 22 Shared Lane Traffic(%) Lane Group Flow(vph) 40 1129 0 191 1433 818 212 281 96 441 245 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left "Left Right Left '' Left Right Left Left Right Left Left Right Median Width(ft) 12 12 22 22 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.07 1.07 0.98 1.02 1.07 1.06 1.06 0.89 1.04 1.04 1.04 Turning Speed(mph) 15 9 15 9 15 9 15 "9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Leading Detector(ft) 20 100 20 100 20 20 100 20 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA pm+ov pm+pt NA pm+ov Prot NA Baseline Synchro 10 Report Page 4 Lanes, Volumes, Timings 2027 PM NO-BUILD 2: Route 125 & Route 114 10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR ' NBL NBTfi NBR SBL SBT SBR Protected Phases 1 6 5 2 7 3 8 5 7 4 Permitted Phases 6 2 2 8 8 Detector Phase 1 6 5 2 7 3 8 5 7 4 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 11.0 26.0 11.0 26.0 9.5 10.5 24.0 11.0 9.5 26.0 Total Split(s) 11.0 41.6 13.0 43.6 17.4 11.B 24.0 13.0 17.4 29.6 Total Split(%) 11.5% 43.3% 13.5% 45.4% 18.1% 12.3% 25.0% 13.5% 18.1% 30.8% Maximum Green(s) 5.0 35.6 7.0 38.1 12.9 6.3 18.0 7.0 12.9 24.1 Yellow Time(s) 4.0 4.0 4.0 3.0 3.5 4.0 4.0 4.0 3.5 4.0 All-Red Time(s) 2.0 2.0 2.0 2.5 1.0 1.5 2.0 2.0 1.0 1.5 Lost Time Adjust(s) -2.0 -2.0 -1.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 0.0 Total Lost Time(s) 4.0 4.0 5.0 3.5 2.5 3.5 4.0 4.0 2.5 5.5 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min None None None None None None Act Effct Green (s) 38.5 37.6 43.5 45.0 62.3 28.5 19.1 32.6 15.3 23.0 Actuated g/C Ratio 0.40 0.39 0.45 0.47 0.65 0.30 0.20 0.34 0.16 0.24 v/c Ratio 0.21 0.87 0.80 0.88 0.76 0.57 0.79 0.13 0.83 0.57 Control Delay 28.2 35.1 44.6 32.6 11.2 29.1 53.6 0.4 54.3 36.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.2 35.1 44.6 32.6 11.2 29.1 53.6 0.4 54.3 36.9 LOS C D D C B C D A D D Approach Delay_ 34.9 26.4 36A 48.1 Approach LOS C C D D intersection Summary Area Type: Other Cycle Length:96 Actuated Cycle Length:96 Offset:'0(0%), Referenced to phase 2:WBTL and 6:EBTL,Start of Green Natural Cycle: 90 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.88 Intersection Signal Delay:32.6 Intersection LOS:C Intersection Capacity Utilization 79.6% ICU Level of Service D Analysis Period(min) 15 Splits and Phases: 2: Route 125&Route 114 Mir NOW b '� � 0r 108 ice. WEEK . :.,'.. Baseline Synchro 10 Report Page 5 Queues 2027 PM NO-BUILD 2: Route 125 & Route 114 I 10/22/2020 } Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow(vph) 40 1129 191 1433 818 212 281 96 441 245 v/c Ratio 0.21 0.87 0.80 0.88 0.76 0.57 0.79 0.13 0.83 0.57 Control Delay 28.2 35.1 44.6 32.6 11.2 29.1 53.6 0.4 54.3 36.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.2 35.1 44.6 32.6 11.2 29.1 53.6 0.4 54.3 36.9 Queue Length 50th (ft) 15 324 76 444 137 88 162 0 136 127 Queue Length 95th (ft) 36 #426 #192 #610 298 144 #280 0 #217 205 Internal Link Dist(ft) 225 1199 625 275 Turn Bay Length (ft) 100 300 300 160 75 300 Base Capacity(vph) 192 1304 240 1627 1077 371 371 723 530 452 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.87 0.80 0.88 0.76 0.57 0.76 0.13 0.83 0.54 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Baseline Synchro 10 Report Page 6 HCM 2010 TWSC 2027 PM NO-BUILD 9: South Drive & Route 125 10/22/2020 Intersection Int Delay,s/veh 0.2 Movement EBL <EBR NBL NBT SBT SBR Lane Configurations Y *T 1� Traffic Vol,veh/h 2 5 10 1046 626 5 Future Vol,veh/h 2 5 10 1046 626 5 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade,% 0 0 -1 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 2 5 11 1137 680 5 Major/Minor M1nor2 Majors Major2 Conflicting Flow All 1842 683 685 0 0 Stage 1 683 - - - - - Stage 2 1159 - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5.42 - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 83 449 908 - Stage 1 502 - - - Stage 2 299 - - - - - Platoon blocked,% Mov Cap-1 Maneuver 80 449 908 - Mov Cap-2 Maneuver 80 - - Stage 1 485 Stage 2 299 Approach EB NB SB HCM Control Delay,s 24.3 0.1 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT iSBR Capacity(veh/h) 908 194 - HCM Lane WC Ratio 0.012 0.039 - HCM Control Delay(s) 9 0 24.3 - HCM Lane LOS A A C - HCM 95th%tile Q(veh) 0 - 0.1 - Baseline Synchro 10 Report Page 8 HCM 2010 TWSC 2027 PM NO-BUILD 11: Route 125 & North Drive 10/22/2020 Intersection Int Delay,s/veh 0.2 Movement EBL EBR 'NBL NBT< SBT SBR Lane Configurations Y +' T Traffic Vol,veh/h 3 2 6 1042 629 14 Future Vol,veh/h 3 2 6 1042 629 14 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade,% 0 0 -1 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 3 2 7 1133 684 15 Major/Minor Minor2 Maiorl Major2 Conflicting Flow All 1839 692 699 0 0 Stage 1 692 - - - - Stage 2 1147 - - Critical Hdwy 6.42 6.22 4.12 - Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 83 444 898 Stage 1 497 - - Stage 2 303 - Platoon blocked,% Mov Cap-1 Maneuver 81 444 898 Mov Cap-2 Maneuver 81 - - Stage 1 487 - Stage 2 303 Approach EB NB SB HCM Control Delay,s 36.4 0.1 0 HCM LOS E Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 898 120 HCM Lane V/C Ratio 0.007 0.045 HCM Control Delay(s) 9 0 36.4 HCM Lane LOS A A E HCM 95th%tile Q(veh) 0 - 0.1 - Baseline Synchro 10 Report Page 10 HCM 2010 TWSC 2027 PM NO-BUILD 13: Route 114 10/22/2020 intersection Int Delay,s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt tt r Traffic Vol,veh/h 0 0 1541 4 0 5 Future Vol,veh/h 0 0 1541 4 0 5 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None None - None Storage Length - - - 0 Veh in Median Storage,# - 0 0 0 - Grade,% - 4 -2 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 0 0 1675 4 0 5 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 0 0 840 Stage 1 - Stage 2 - Critical Hdwy - - - 6.94 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - - Follow-up Hdwy 3.32 Pot Cap-1 Maneuver 0 0 309 Stage 1 0 - 0 - Stage 2 0 - 0 - Platoon blocked,% - Mov Cap-1 Maneuver - - 309 Mov Cap-2 Maneuver - - Stage 1 - - Stage 2 Approach EB WB SB HCM Control Delay,s 0 0 16.9 HCM LOS C Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) - - - 309 HCM Lane V/C Ratio 0.018 HCM Control Delay(s) - - 16.9 HCM Lane LOS C HCM 95th%tile Q(veh) 0.1 Baseline Synchro 10 Report Page 12 HCM 2010 TWSC 2027 PM NO-BUILD 15: Route 114 & West Drive 10/22/2020 Intersection Int Delay,s/veh 0.1 Movement EBL EBT WBT WBR` SBL SBR Lane Configurations tt tt r Traffic Vol,veh/h 0 0 1545 1 0 10 Future Vol,veh/h 0 0 1545 1 0 10 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None None Storage Length - 0 Veh in Median Storage,# 0 0 0 - Grade,% 4 -2 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 1679 1 0 11 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 0 0 840 Stage 1 - - - Stage 2 - Critical Hdwy - 6.94 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - - Follow-up Hdwy 3.32 Pot Gap-1 Maneuver 0 - 0 309 Stage 1 0 0 - Stage 2 0 0 - Platoon blocked,% Mov Cap-1 Maneuver - - - 309 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach EB WB SB HCM Control Delay,s 0 0 17.1 HCM LOS C Minor Lane/Major"Mvmt EBT WBT WBR'SBLn1 Capacity(veh/h) - 309 HCM Lane V/C Ratio 0.035 HCM Control Delay(s) 17.1 HCM Lane LOS C HCM 95th%tile Q(veh) 0.1 Baseline Synchro 10 Report Page 14 Lanes, Volumes, Timings 2027 PM BUILD 1: Route 133 & Route 114 10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '� tlt+ fl� 1 r T r Traffic Volume(vph) 236 727 49 239 1179 74 74 346 242 87 259 154 Future Volume(vph) 236 727 49 239 1179 74 74 346 242 87 259 154 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade(%) 3% -2% 2% -3% Storage Length (ft) 300 0 200 0 130 0 140 0 Storage Lanes 1 0 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util.Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.990 0.991 0.990 0.850 0.991 0.850 Fit Protected 0.950 0.950 0.950 0.950 Said. Flow(prot) 1719 3330 0 1762 3353 0 1694 1615 1412 1719 1730 1381 Fit Permitted 0.108 0.219 0.239 0.208 Satd. Flow(perm) 195 3330 0 406 3353 0 426 1615 1412 376 1730 1381 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 9 9 3 158 3 116 Link Speed(mph) 30 30 30 30 Link Distance(ft) 1301 353 717 695 Travel Time(s) 29.6 8.0 16.3 15.8 Peak Hour Factor 0.97 0.97 0.97 0.96 0.96 0.96 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 0% 2% 5% 0% 4% 7% 2% 6% 4% 3% "1% 9% Adj. Flow(vph) 243 749 51 249 1228 77 80 376 263 95 282 167 Shared Lane Traffic(%) 10% 10% Lane Group Flow(vph) 243 800 0 249 1305 0 80 402 237 95 299 150 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.07 1.07 1.03 1.03 1.03 1.06 1.06 1.06 1.02 1.02 1.02 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector(ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Baseline Synchro 10 Report Page 1 Lanes, Volumes, Timings 2027 PM BUILD 1 : Route 133 & Route 114 10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type pm+pt NA pm+pt NA pm+pt NA pm+ov pm+pt NA pm+ov Protected Phases 1 6 5 2 7 4 5 3 8 1 Permitted Phases 6 2 4 4 8 8 Detector Phase 1 6 5 2 7 4 5 3 8 1 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 11.5 23.0 11.5 23.0 9.5 11.5 11.5 9.5 11.5 11.5 Total Split(s) 15.0 42.0 18.0 45.0 12.0 21.0 18.0 12.0 21.0 15.0 Total Split(%) 16.1% 45.2% 19.4% 48.4% 12.9% 22.6% 19.4% 12.9% 22.6% 16.1% Maximum Green(s) 8.5 35.5 11.5 38.5 7.5 14.5 11.5 7.5 14.5 8.5 Yellow Time(s) 4.0 4.0 4.0 4.0 3.5 4.0 4.0 3.5 4.0 4.0 All-Red Time(s) 2.5 2.5 2.5 2.5 1.0 2.5 2.5 1.0 2.5 2.5 Lost Time Adjust(s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 0.0 -2.0 -2.0 -2.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 2.5 4.5 6.5 2.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension(s) "3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min None None None None None None Act Effct Green(s) 48.6 38.1 52.9 40.3 28.7 19.1 34.3 28.8 19.2 34.2 Actuated g/C Ratio 0.52 0.41 0.57 0.43 0.31 0.21 0.37 0.31 0.21 0.37 v/c Ratio 0.89 0.58 0.60 0.90 0.31 1.20 0.38 0.38 0.84 0.26 Control Delay 55.6 23.3 15.5 33.9 25.6 151.6 10.1 27.1 58.4 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.6 23.3 15.5 33.9 25.6 151.6 10.1 27.1 58.4 8.1 LOS E C B C C IF B C E A Approach Delay 30.8 30.9 90.9 39.1 Approach LOS C C IF D Intersection Summary Area Type: Other Cycle Length: 93 Actuated Cycle;Length:93 Offset:0(0%), Referenced to phase 2:WBTL and 6:EBTL,Start of Yellow Natural Cycle:90 Control Type:Actuated-Coordinated Maximum v/c Ratio:1.20 Intersection Signal Delay:43.2 Intersection LOS: D Intersection Capacity Utilization 90.5% ICU Level of Service E Analysis Period(min) 15 Splits and Phases: 1:Route 133&Route 114 --- 132'R ,3 L4 07 08 Baseline Synchro 10 Report Page 2 Queues 2027 PM BUILD 1: Route 133 & Route 114 10/22/2020 - - - 41 t Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 243 800 249 1305 80 402 237 95 299 150 v/c Ratio 0.89 0.58 0.60 0.90 0.31 1.20 0.38 0.38 0.84 0.26 Control Delay 55.6 23.3 15.5 33.9 25.6 151.6 10.1 27.1 58.4 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.6 23.3 15.5 33.9 25.6 151.6 10.1 27.1 58.4 8.1 Queue Length 50th(ft) 91 187 63 360 33 -336 33 40 184 13 Queue Length 95th(ft) #232 248 102 #503 67 #528 96 77 #357 58 Internal Link Dist(ft) 1221 273 637 615 Turn Bay Length (ft) 300 200 130 140 Base Capacity(vph) 273 1371 431 1465 260 335 632 253 358 580 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.89 0.58 0.58_ 0.89 0.31 1.20 0.38 0.38 0.84 0.26 Intersection'Summary Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Baseline Synchro 10 Report Page 3 Lanes, Volumes, Timings 2027 PM BUILD 2: Route 125 & Route 114 10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tT� '� tt r t r T Traffic Volume(vph) 58 963 90 176 1329 753 201 267 91 428 212 20 Future Volume(vph) 58 963 90 176 1329 753 201 267 91 428 212 20 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 12 11 10 11 11 15 11 11 11 Grade(%) 4% -3% 2% -1% Storage Length (ft) 100 0 300 300 160 75 300 75 Storage Lanes 1 0 1 1 1 1 2 0 Taper Length (ft) 25 25 25 25 Lane Util.Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 0.987 0.850 0.850 0.987 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1676 3309 0 1796 3473 1500 1694 1783 1724 3335 1786 0 Flt Permitted 0.127 0.125 0.580 0.950 Satd. Flow(perm) 224 3309 0 236 3473 1500 1034 1783 1724 3335 1786 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 12 264 210 5 Link Speed(mph) 30 30 30 30 Link Distance(ft) 305 1279 705 355 Travel Time(s) 6.9 29.1 16.0 8.1 Peak Hour Factor 0.94 0.94 0.94 0.92 0.92 0.92 0.95 0.95 0.95 0.92 0.92 0.92 Adj.'Flow(vph) 62 1024 96 191 1445 818 212 281 96 465 230 22 Shared Lane Traffic(%) Lane Group Flow(vph) 62 1120 0 191 1445 818 212 281 96 465 252 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left ' Right Left Left "Right Left Left Right Left Left Right Median Width(ft) 12 12 22 22 Link'Off set(ft) 0 " 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.07 1.07 0.98 1.02 1.07 1.06 1.06 0.89 1.04 1.04 1.04 Turning Speed(mph) 15 9 ' 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Leading Detector(ft) 20 100 20 100 20 20 100 20 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 - 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0` 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA pm+ov pm+pt NA pm+ov Prot NA Baseline Synchro 10 Report Page 4 Lanes, Volumes, Timings 2027 PM BUILD 2: Route 125 & Route 114 10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 1 6 5 2 7 3 8 5 7 4 Permitted Phases 6 2 2 8 8 Detector Phase 1 6 5 2 7 3 8 5 7 4 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 11.0 26.0 11.0 26.0 9.5 10.5 24.0 11.0 9.5 26.0 Total Split(s) 11.0 41.6 13.0 43.6 17.4 11.8 24.0 13.0 17.4 29.6 Total Split(%) 11.5% 43.3% 13.5% 45.4% 18.1% 12.3% 25.0% 13.5% 18.1% 30.8% Maximum Green (s) 5.0 35.6 7.0 38.1 12.9 6.3 18.0 7.0 12.9 24.1 Yellow Time(s) 4.0 4.0 4.0 3.0 3.5 4.0 4.0 4.0 3.5 4.0 All-Red Time(s) 2.0 2.0 2.0 2.5 1.0 1.5 2.0 2.0 1.0 1.5 Lost Time Adjust(s) -2.0 -2.0 -1.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 0.0 Total Lost Time(s) 4.0 4.0 5.0 3.5 2.5 3.5 4.0 4.0 2.5 5.5 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes _ Yes Yes Yes Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None - C-Min None None None None None None Act Effct Green (s) 38.3 37.4 41.1 42.6 59.6 28.5 19.1 32.6 15.5 23.3 Actuated g/C Ratio 0.40 0.39 0.43 0.44 0.62 0.30 0.20 0.34 0.16 0.24 v/c Ratio 0.32 0.86 0.81 0.94 0.79 0.58 0.79 0.13 0.86 0.58 Control Delay 32.9 35.0 46.8 39.7 13.2 29.2 53.6 0.4 57.3 37.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.9 35.0 46.8 39.7 13.2 29.2 53.6 0.4 57.3 37.1 LOS C D D D B C D A E D Approach Delay 34.9 31.4 36.2 50.2 Approach LOS C C D D Intersection Summary Area Type: Other Cycle Length:96 Actuated Cycle Length:96 Offset:0(0%),Referenced to phase 2:WBTL`and 6:EBTL,Start of Green Natural Cycle: 90 Control Type:Actuated-Coordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay:35.5 Intersection LOS:D Intersection Capacity Utilization 80.5% ICU Level of Service D Analysis Period(min) 15 Splits and Phases: 2: Route 125&Route 114 11� � i4 ZI'45i 07 08 Baseline Synchro 10 Report Page 5 Queues 2027 PM BUILD 2: Route 125 & Route 114 # I 10/22/2020 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow(vph) 62 1120 191 1445 818 212 281 96 465 252 v/c Ratio 0.32 0.86 0.81 0.94 0.79 0.58 0.79 0.13 0.86 0.58 Control Delay 32.9 35.0 46.8 39.7 13.2 29.2 53.6 0.4 57.3 37.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.9 35.0 46.8 39.7 13.2 29.2 53.6 0.4 57.3 37.1 Queue Length 50th (ft) 23 320 76 451 150 88 162 0 145 131 Queue Length 95th (ft) 50 #416 #188 #618 #346 144 #280 0 #234 211 Internal Link Dist(ft) 225 1199 625 275 Turn Bay Length(ft) 100 300 300 160 75 300 Base Capacity(vph) 195 1303 237 1539 1031 368 371 723 538 452 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.32 0.86 0.81 0.94 0.79 0.58 0.76 0.13 0.86 0.56 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Baseline Synchro 10 Report Page 6 HCM 2010 TWSC 2027 PM BUILD 9: South Drive & Route 125 10/22/2020 Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y *' T Traffic Vol,veh/h 0 49 0 1076 611 5 Future Vol,veh/h 0 49 0 1076 611 5 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 0 - Veh in Median Storage,# 0 0 0 Grade,% 0 0 -1 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 53 0 1170 664 5 Major/Minor Minor2 Majors Major2 Conflicting Flow All 1837 667 669 0 0 Stage 1 667 - - - - - Stage 2 1170 - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5.42 - - - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 83 459 921 - Stage 1 510 - - - Stage 2 295 - - - - Platoon blocked,% Mov Cap-1 Maneuver 83 459 921 - - Mov Cap-2 Maneuver 83 - - Stage 1 510 - - Stage 2 295 Approach EB NB SB HCM Control Delay,s 13.9 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 921 459 - - HCM Lane V/C Ratio - 0.116 HCM Control Delay(s) 0 13.9 HCM Lane LOS A B HCM 95th%tile Q(veh) 0 0.4 - Baseline Synchro 10 Report Page 8 HCM 2010 TWSC 2027 PM BUILD 11: Route 125 & North Drive 10/22/2020 Intersection Int Delay, s/veh 1.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y *T T Traffic Vol,veh/h 22 0 44 1032 611 25 Future Vol,veh/h 22 0 44 1032 611 25 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade,% 0 0 -1 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 24 0 48 1122 `664 27 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1896 678 691 0 0 Stage 1 678 - - - - - Stage 2 1218 - - - Critical Hdwy 6.42 6.22 4.12 - - Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5.42 Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 76 '`452 904 - - Stage 1 504 - - Stage 2 280 - - - Platoon blocked,% - Mov Cap-1 Maneuver 65 452 904 - Mov Cap-2 Maneuver 65 - - - Stage 1 433 - - - Stage 2 280 - Approach EB NB SB HCM Control Delay,s 89.6 0.4 0 HCM LOS F Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 904 65 — HCM Lane V/C Ratio 0.053 - 0.368 - - HCM Control Delay(s) 9.2 0 89.6 - - HCM Lane LOS A A F - - HCM 95th%tile 0(veh) 0.2 - 1.4 - - Baseline Synchro 10 Report Page 10 HCM 2010 TWSC 2027 PM BUILD 15: Route 114 & West Drive 10/22/2020 Intersection Int Delay,s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt tt r Traffic Vol,veh/h 0 0 1516 36 0 39 Future Vol,veh/h 0 0 1516 36 0 39 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length - - 0 Veh in Median Storage,# - 0 0 0 - Grade,% - 4 -2 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 0 0 1648 39 0 42 Major/Minor'! Majorl Major2 Minor2 Conflicting Flow All 0 0 844 Stage 1 - - - - Stage 2 - Critical Hdwy - 6.94 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - - Follow-up Hdwy 3.32 Pot Cap-1 Maneuver 0 0 307 Stage 1 0 0 - Stage 2 0 - - 0 - Platoon blocked,% Mov Cap-1 Maneuver - - 307 Mov Cap-2 Maneuver Stage 1 - - - Stage 2 Approach EB WB SB HCM Control Delay,s 0 0 18.6 HCM LOS C Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) - 307 HCM Lane WC Ratio 0.138 HCM Control Delay(s) - 18.6 HCM Lane LOS C HCM 95th%tile 0(veh) - 0.5 Baseline Synchro 10 Report Page 12 Lanes, Volumes, Timings 2020 SAT EXISTING 1- Route 133 & Route 114 10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR NBLI NBT NBR SBL SBT SBR Lane Configurations '� tT4 '� tT T+ '� 1� Traffic Volume(vph) 217 625 48 132 657 34 63 206 124 79 176 191 Future Volume(vph) 217 625 48 132 657 34 63 206 124 79 176 191 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 12 12 11 12 12 12 12 12 12 12 12 Grade(%) 3% -2% 2% -3% Storage Length (ft) 300 0 200 0 130 0 140 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1,00 1.00 Frt 0.989 0.993 0.944 0.922 At Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1702 3484 0 1745 3586 0 1787 1758 0 1832 1734 0 Flt Permitted 0.372 0.259 0.181 0.262 Satd. Flow(perm) 666 3484 0 476 3586 0 340 1758 0 505 1734 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 8 5 31 56 Link Speed(mph) 30 30 30 30 Link Distance(ft) 1301 353 717 695 Travel Time(s) 29.6 8.0 16.3 15.8 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.91 0.91 0.91 0.88 0.88 0.88 Heavy Vehicles(%) 1% 1% 0% 1% 1% 0% 0%i 1%° 1% 0% 2% 3% Adj. Flow(vph) 231 665 51 140 699 36 69 226 136 90 200 217 Shared Lane Traffic(%) Lane Group Flow(vph) 231 716 0 140 735 0 69 362 0 90 417 0 Enter Blocked'Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median'Width(ft) 11 11 ! 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.02 1.02 1.03 0.99 0.99 1.01 1.01 1.01 0.98 0.98 0.98 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector(ft) 20 100 20 100 20 100 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 "0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Baseline Synchro 10 Report Page 1 Lanes, Volumes, Timings 2020 SAT EXISTING 1: Route 133 & Route 114 10/22/2020 --I. �-- `` t Lane Group; EBL EBT EBIR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Protected Phases 1 6 5 2 4 8 Permitted Phases 6 2 4 8 Detector Phase 1 6 5 2 4 4 8 8 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 10.0 23.0 10.0 23.0 24.0 24.0 24.0 24.0 Total Split(s) 20.0 50.0 15.0 45.0 55.0 55.0 55.0 55.0 Total Split(%) 16.7% 41.7% 12.5% 37.5% 45.8% 45.8% 45.8% 45.8% Maximum Green (s) 16.0 45.0 11.0 40.0 49.0 49.0 49.0 49.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 0.0 1.0 0.0 1.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 -2.0 0.0 -2.0 0.0 -1.0 0.0 -1.0 Total Lost Time(s) 4.0 3.0 4.0 3.0 6.0 5.0 6.0 5.0 Lead/Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min None None None None Act Effct Green(s) 62.7 63.7 62.1 63.1 32.4 33.4 32.4 33.4 Actuated g/C Ratio 0.52 0.53 0.52 0.53 0.27 0.28 0.27 0.28 We Ratio 0.52 -0.39 0.39 0.39 0.76 0.71 0.66> 0.80' Control Delay 30.0 19.2 24.7 12.3 83.5 42.4 60.4 45.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0' Total Delay 30.0 19.2 24.7 12.3 83.5 42.4 60.4 45.6 LOS C B C B IF D E D Approach Delay 21.9 14.3 49.0 48.2 Approach LOS C B D D" I,ntersectiort Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset:98(82%), Referenced to phase 2:WBTL and 6:EBTL,Start of Yellow Natural Cycle:60 Control Type:Actuated-Coordinated Maximum`v/c Ratio:0.80 Intersection Signal Delay:28.5 Intersection LOS:C Intersection Capacity Utilization 72.2% ICU Level of Service C Analysis Period(min) 15 Splits and Phases: 1: Route 133&Route 114 #- 02 Ri 01 T04 a _ �._. . Baseline Synchro 10 Report Page 2 Queues 2020 SAT EXISTING 1: Route 133 & Route 114 } 10/22/2020 --,I. .F- I Lane Group EBL EBT WBL WBT NBL NBT SBL': SBT Lane Group Flow(vph) 231 716 140 735 69 362 90 417 v/c Ratio 0.52 0.39 0.39 0.39 0.76 0.71 0.66 0.80 Control Delay 30.0 19.2 24.7 12.3 83.5 42.4 60.4 45.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.0 19.2 24.7 12.3 83.5 42.4 60.4 45.6 Queue Length 50th (ft) 95 163 51 111 49 231 62 262 Queue Length 95th (ft) 193 275 m75 77 #111 297 109 326 Internal Link Dist(ft) 1221 273 637 615 Turn Bay Length (ft) 300 200 130 140 Base Capacity(vph) 512 1852 376 1888 138 750 206 755 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.45 0.39 0.37 0.39 0.50 0.48, 0.44 0.55 Intersection Summary # '95th percentile volume exceeds capacity,queue may be longer.` Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Baseline Synchro 10 Report Page 3 Lanes, Volumes, Timings 2020 SAT EXISTING 2: Route 125 & Route 114 10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR! Lane Configurations '� tT31 '� tt r '� t r '� t r Traffic Volume(vph) 22 720 88 119 703 346 140 211 130 341 180 9 Future Volume(vph) 22 720 88 119 703 346 140 211 130 341 180 9 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 12 12 11 12 12 12 12 16 12 12 16 Grade(%) 4% -3% 2% -1 Storage Length (ft) 100 0 300 300 160 75 300 75 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.984 0.850 0.850 0.850 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1693 3450 0 1753 3628 1639 1787 1862 1794 1814 1872 1786 Fit Permitted 0.316 0.121 0.629 0.128` Satd. Flow(perm) 563 3450 0 223 3628 1639 1183 1862 1794 244 1872 1786 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 13 368 182 182 Link Speed(mph) 30 30 30 30 Link Distance(ft) 305 1279 705 355 Travel Time(s) 6.9 29.1 16.0 8.1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.91 0.91 0.91 0.88 0.88 0.88 Heavy Vehicles(%) 1% 1% 0% 1% 1% 0% 0% 1% 1% 0%; 2% 3%° Adj. Flow(vph) 23 766 94 127 748 368 154 232 143 388 205 10 Shared Lane Traffic(%) Lane Group Flow(vph) 23 860 0 127 748 368 154 232 143 388 205 10 Enter Blocked Intersection No < No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.03 1.03 1.02 0.98 0.98 1.01 1.01 0.86 0.99 0.99 0.84 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 <2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector(ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex' CI+Ex CI+Ex CI+Ex 'CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 U 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Baseline Synchro 10 Report Page 4 Lanes, Volumes, Timings 2020 SAT EXISTING 2: Route 125 & Route 114 t 10/22/2020 ♦ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm Perm NA Perm Protected Phases 1 6 5 2 4 3 Permitted Phases 6 2 2 4 4 3 3 Detector Phase 1 6 5 2 2 4 4 4 3 3 3 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 11.0 26.0 10.0 26.0 26.0 24.0 24.0 24.0 26.0 26.0 26.0 Total Split(s) 12.0 50.0 12.0 50.0 50.0 28.0 28.0 28.0 30.0 30.0 30.0 Total Split(%) 10.0% 41.7% 10.0% 41.7% 41.7% 23.3% 23.3% 23.3% 25.0% 25.0% 25.0% Maximum Green(s) 6.0 44.0 7.0 44.0 44.0 22.0 22.0 22.0 24.0 24.0 24.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) -2.0 -2.0 -1.0 -2.0 -2.0 -2.0` -2.0 -2.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 6.0 6.0 6.0 Lead/Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle`Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 30 30 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None None None Act Effct Green(s) 40.6 40.6 45.4 45.4 45.4 21.3 21.3 213 313 31.3 31.3 Actuated g/C Ratio 0.34 0.34 0.38 0.38 0.38 0.18 0.18 0.18 0.26 0.26 0.26 v/c Ratio 0.08 0.73 0.65 0.55 0.43 0.74 0.70 0.31 6.16 042 0.02 Control Delay 27.1 38.2 43.0 31.7 4.3 67.1 58.1 4.2 2364.4 41.9 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.1 38.2 43.0 31.7 4.3 67.1 58.1 4.2 2364.4 41.9 0.0 LOS C D D C A E' E A F D A Approach Delay 37.9 24.8 46.1 1535.6 Approach LOS D C D F Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length:120 Offset:60(50%), Referenced to phase 2:WBTL and 6:EBTL,Start of Green Natural Cycle:90 Control Type:Actuated-Coordinated Maximum v/c Ratio:6.16 Intersection Signal Delay:311.4 Intersection LOS: F Intersection Capacity Utilization 74.3% ICU Level of Service D Analysis Period(min) 15 Splits and Phases: 2:Route 125&Route 114 f- s '4 f 5 Baseline Synchro 10 Report Page 5 Queues 2020 SAT EXISTING 2: Route 125 & Route 114 10/22/2020 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBA Lane Group Flow(vph) 23 860 127 748 368 154 232 143 388 205 10 v/c Ratio 0.08 0.73 0.65 0.55 0.43 0.74 0.70 0.31 6.16 0.42 0.02 Control Delay 27.1 38.2 43.0 31.7 4.3 67.1 58.1 4.2 2364.4 41.9 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.1 38.2 43.0 31.7 4.3 67.1 58.1 4.2 2364.4 41.9 0.0 Queue Length 50th(ft) 12 307 73 264 0 111 166 0 -539 133 0 Queue Length 95th (ft) 29 351 #122 295 61 #190 253 28 #740 218 0 Internal Link Dist(ft) 225 1199 625 275 Turn Bay Length (ft) 100 300 300 160 75 300 75 Base Capacity(vph) 274 1330 196 1456 878 236 372 504 63 487 600 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08. 0.65 0.65 0.51 0.42 0.65 0.62 0.28 6.16 0.42. 0.02 Intersection Summary Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds'capacity,queue may be longer. Queue shown is maximum after two cycles. Baseline Synchro 10 Report Page 6 HCM 2010 TWSC 2020 SAT EXISTING 9: South Drive & Route 125 10/22/2020 Intersection Int Delay,s/veh 0.1 Movement EBL EBR NBL NBT SBT `i SBR Lane Configurations Y 4 T Traffic Vol,veh/h 1 1 9 569 529 6 Future Vol,veh/h 1 1 9 569 529 6 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade,% 0 0 -1 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 1 10 618 575 7 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1217 579 582 0 0 Stage 1 579 - - - Stage 2 638 - - - Critical Hdwy 6.42 6.22 4.12 - - Critical Hdwy Stg 1 5.42 - - - Critical Hdwy Stg 2 5.42 - - Follow-up Hdwy 3.518 3.318 2.218 Pot Gap-1 Maneuver 200 515 992 - - Stage 1 560 - - Stage 2 526 - - - Platoon blocked,% Mov Cap-1 Maneuver 197 515 992 - - Mov Cap-2 Maneuver 197 - - Stage 1 552 - _ Stage 2 526 - Approach EB NB SB HCM Control Delay,s 17.7 01 0 HCM LOS C Minor Lane/Major Mvmt ' NBL NBT EBLn1 SBT SBR Capacity(veh/h) 992 285 - HCM Lane WC Ratio 0.01 0.008 - HCM Control Delay(s) 8.7 0 17.7 - HCM Lane LOS A A C - HCM 95th%tile 0(veh) 0 - 0 - Baseline Synchro 10 Report Page 8 HCM 2010 TWSC 2020 SAT EXISTING 11: Route 125 & North Drive 10/22/2020 Intersection Int Delay,s/veh 0 Movement EBL EBR NBL' NBT SBT SBR Lane Configurations Y +T T Traffic Vol,veh/h 1 0 2 568 535 9 Future Vol,veh/h 1 0 2 568 535 9 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage,# 0 - 0 0 Grade,% 0 0 -1 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 1 0 2 617 582 10 Major/Minor Minor2 Majors Major2 Conflicting Flow All 1208 587 592 0 0 Stage 1 587 - Stage 2 621 - - - Critical Hdwy 6.42 6.22 4.12` - Critical Hdwy Stg 1 5.42 - - - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3.518 3.318 2.218 - Pot Gap-1 Maneuver 202 510 984 - - Stage 1 556 - - - - Stage 2. 536 - - Platoon blocked,% Mov Cap-1 Maneuver 201 510 984 - - Mov Cap-2 Maneuver 201 - - - Stage 1 554 - - - Stage 2 536 - - - Approach 'EB NB" SB HCM Control Delay,s 23 0 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 `SBT " SBR Capacity(veh/h) 984 - 201 - HCM Lane V/C Ratio 0.002 - 0.005 - - HCM Control Delay(s) 8.7 0 23 - - HCM Lane LOS A A C - HCM 95th%tile Q(veh) 0 - 0 - Baseline Synchro 10 Report Page 10 HCM 2010 TWSC 2020 SAT EXISTING 13: Route 114 & East Drive 10/22/2020 Intersection Int Delay,s/veh 0 Movement EBL EBT WBT WBR SBL =SBR Lane Configurations tt tt r Traffic Vol,veh/h 0 0 853 6 0 1 Future Vol,veh/h 0 0 853 6 0 1 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length - 0 Veh in Median Storage,# 0 0 0 - Grade,% 4 -2 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 0 0 927 7 0 1 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 0 0 - 467 Stage 1 - - - - - - Stage 2 - - Critical Hdwy - - - 6.94 Critical Hdwy Stg 1 - Critical Hdwy Stg`2 - - - - - Follow-up Hdwy - - 3.32 Pot Cap-1 Maneuver 0 - - 0 542 Stage 1 0 - 0 - Stage 2 0 0 Platoon blocked,% Mov Cap-1 Maneuver - - - 542 Mov Cap-2 Maneuver - Stage 1 - - - Stage 2 - - Approach EB WB SB HCM Control Delay,s 0 0 11.7 HCM LOS B Minor Lane/Major i Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) 542 HCM Lane V/C Ratio 0.002 HCM Control Delay(s) - - - 11.7 HCM Lane LOS B HCM 95th%tile Q(veh) - 0 Baseline Synchro 10 Report Page 12 HCM 2010 TWSC 2020 SAT EXISTING 15: Route 114 & West Drive 10/22/2020 Intersection Int Delay,s/veh 0 Movement EBL EBT WBT WBR ' SBL 'iSBR Lane Configurations tt tt r Traffic Vol,vehih 0 0 850 9 0 1 Future Vol,veh/h 0 0 850 9 0 1 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None None None Storage Length - - 0 Veh in Median Storage,# - 0 0 0 - Grade,% - 4 -2 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 924 10 0 1 Major/Minor Majorl Ma`or2 Minor2 Conflicting Flow All 0 0 467 Stage 1 - - ' Stage 2 - Critical Hdwy - - "6.94 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - Follow-up Hdwy - 3.32 Pot Cap-1 Maneuver 0 - 0 542 Stage 1 0 - 0 - Stage 2 0 0 ' Platoon blocked,% Mov Cap-1 Maneuver - - 542 Mov Cap-2 Maneuver - - Stage 1 - Stage 2 - Approach EB WB' SB HCM Control Delay,s 0 0 11.7 HCM LOS B Minor Lane/Major Mvrnt EBT WBT WBR 5BLn1 Capacity(veh/h) - - 542 HCM Lane V/C Ratio - 0.002 HCM Control Delay(s) - 11.7 HCM Lane LOS - B HCM 95th%tile O(veh) - 0 Baseline Synchro 10 Report Page 14 Lanes, Volumes, Timings 2027 SAT NO-BUILD 1 : Route 133 & Route 114 10/22/2020 Lane Group EBL EBT EBR WBL WBT ` WBR NBL NBT NBR SBL SBT SBR Lane Configurations 0 0. T* T r Traffic Volume(vph) 228 657 51 139 691 36 67 216 130 83 185 201 Future Volume (vph) 228 657 51 139 691 36 67 216 130 83 185 201 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade(%) 3% -2% 2% -3% Storage Length(ft) 300 0 200 0 130 0 140 0 Storage Lanes 1 0 1 0 1 1 1 1 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.989 0.993 0.992 0.850 0.984 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1702 3368 0 1745 3467 0 1727 1697 1454 1771 1707 1462 At Permitted 0.214 0.234 0.442 0.364 Satd. Flow(perm) 383 3368 0 430 3467 0 804 1697 1454 679 1707 1462 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 13 9 3 127 7 194 Link Speed(mph) 30 30 30 30 Link Distance(ft) 1301 353 717 695 Travel Time(s) 29.6 8.0 16.3 15.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 1% 1% 0% 1% 1% 0% 0% 1% 1% 0% 2% 3%° Adj. Flow(vph) 248 714 55 151 751 39 73 235 141 90 201 218 Shared Lane Traffic(%) 10% 11% Lane Group Flow(vph) 248 769 0 151 790 0 73 249 127 90 225 194 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.07 1.07 1.03 1.03 "1.03 1.06 1.06 1.06 1.02 1.02 1.02 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector(ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex 'CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 "`'0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Baseline Synchro 10 Report Page 1 Lanes, Volumes, Timings 2027 SAT NO-BUILD 1: Route 133 & Route 114 10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR INK NBT NBR;' SBL SBT SBR Turn Type pm+pt NA pm+pt NA pm+pt NA pm+ov pm+pt NA pm+ov Protected Phases 1 6 5 2 7 4 5 3 8 1 Permitted Phases 6 2 4 4 8 8 Detector Phase 1 6 5 2 7 4 5 3 8 1 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 11.5 23.0 11.5 23.0 9.5 11.5 11.5 9.5 11.5 11.5 Total Split(s) 13.0 35.0 13.0 35.0 12.0 13.0 13.0 12.0 13.0 13.0 Total Split(%) 17.8% 47.9% 17.8% 47.9% 16.4% 17.8% 17.8% 16.4% 17.8% 17.8% Maximum Green(s) 6.5 28.5 6.5 28.5 7.5 6.5 6.5 7.5 6.5 6.5 Yellow Time(s) 4.0 4.0 4.0 4.0 3.5 4.0 4.0 3.5 4.0 4.0 All-Red Time(s) 2.5 2.5 2.5 2.5 1.0 2.5 2.5 1.0 2.5 2.5 Lost Time Adjust(s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 0.0 -2.0 -2.0 -2.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 2.5 4.5 6.5 2.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min None None None None None None Act Effct Green(s) 35.4 26.7 34.8 26.4 24.1 14.5 25.5 24.6 14.8 28.0 Actuated g/C Ratio 0.48 0.37 0.48 0.36 0.33 0.20 0.35 0.34 0.20 0.38 We Ratio 0.72 0.62 0,42 0.63 0.19 0.73 0.22 0.24 0.64 0.29 Control Delay 23.4 20.9 11.9 21.2 18.3 48.3 5.5 18.8 42.0 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.4 20.9 11.9 21.2 18.3 48.3 5.5 18.8 42.0 4.6 LOS C C B C B D A B D A Approach Delay 21.5 19.7 31.3 23.6 Approach LOS C B C C Intersection Summary Area Type: Other Cycle Length:73 Actuated Cycle Length:73 Offset:0(0%), Referenced to phase 2:WBTL and 6:EBTL,Start of Yellow Natural Cycle:60 Control Type:Actuated-Coordinated Maximum'v/c Ratio:0.73 Intersection Signal Delay:22.8 Intersection LOS:C Intersection Capacity Utilization 66.1% ICU Level of Service G Analysis Period(min) 15 Splits and Phases: 1: Route 133&Route 114 +M- 01. 02.(R a3 04 �f i5 --R06(R) C37 08 Baseline Synchro 10 Report Page 2 Queues 2027 SAT NO-BUILD 1 : Route 133 & Route 114 10/22/2020 Lane Group EBL EBT WBL WBT NBL NBT NBR SBIL SBT ;SBR Lane Group Flow(vph) 248 769 151 790 73 249 127 90 225 194 v/c Ratio 0.72 0.62 0.42 0.63 0.19 0.73 0.22 0.24 0.64 0.29 Control Delay 23.4 20.9 11.9 21.2 18.3 48.3 5.5 18.8 42.0 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.4 20.9 11.9 21.2 18.3 48.3 5.5 18.8 42.0 4.6 Queue Length 50th(ft) 56 146 32 151 21 114 0 26 98 0 Queue Length 95th (ft) #119 182 51 186 53 #294 38 62 #258 46 Internal Link Dist(ft) 1221 273 637 615 Turn Bay Length (ft) 300 200 130 140 Base Capacity(vph) 344 1414 358 1453 390 339 590 378 350 680 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.72 0.54 0.42 0.54 0.19 0.73 0.22 0.24 0.64 0.29 Intersection Summary # 95th percentile volume exceeds capacity,queue maybe longer. Queue shown is maximum after two cycles. Baseline Synchro 10 Report Page 3 Lanes, Volumes, Timings 2027 SAT NO-BUILD 2: Route 125 & Route 114 10/22/2020 } Pw Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tT* '� tt r t r 11� Traffic Volume(vph) 23 757 92 125 739 363 147 221 137 358 190 10 Future Volume(vph) 23 757 92 125 739 363 147 221 137 358 190 10 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 12 11 10 11 11 15 11 11 11 Grade(%) 4% -3% 2% -1% Storage Length(ft) 100 0 300 300 160 75 300 75 Storage Lanes 1 0 1 1 1 1 2 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 0.984 0.850 0.850 0.992 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1710 3332 0 1832 3507 1530 1727 1800 1741 3402 1831 0 Fit Permitted 0.263 0.139 0.622 0.950 Satd. Flow(perm) 473 3332 0 268 3507 1530 1131 1800 1741 3402 1831 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 19 395 122 3 Link Speed(mph) 30 30 30 30 Link Distance(ft) 305 1279 705 355 Travel Time(s) 6.9 29.1 16.0 8.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 0% 1% 1% 0% 1% 0% 0% 1% 1% 0% 0% 0% Adj. Flow(vph) 25 823 100 136 803 395 160 240 149 389 207 11 Shared Lane Traffic(%) Lane Group Flow(vph) 25 923 0 136 803 395 160 240 149 389 218 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 22 22 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.07 1.07 0.98 1.02 1.07 1.06 1.06 0.89 1.04 1.04 1.04 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Leading Detector(ft) 20 100 20 100 20 20 100 20 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 Detector 1 Type_ CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Baseline Synchro 10 Report Page 4 Lanes, Volumes, Timings 2027 SAT NO-BUILD 2: Route 125 & Route 114 10/22/2020 -A �- Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type pm+pt NA pm+pt NA pm+ov pm+pt NA pm+ov Prot NA Protected Phases 1 6 5 2 7 3 8 5 7 4 Permitted Phases 6 2 2 8 8 Detector Phase 1 6 5 2 7 3 8 5 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 4.0 Minimum Split(s) 11.0 11.0 11.0 11.0 9.5 10.5 11.0 11.0 9.5 9.5 Total Split(s) 11.0 31.9 11.0 31.9 15.1 10.6 18.0 11.0 15.1 22.5 Total Split(%) 14.5% 42.0% 14.5% 42.0% 19.9% 13.9% 23.7% 14.5% 19.9% 29.6% Maximum Green(s) 5.0 25.9 5.0 26.4 10.6 5.1 12.0 5.0 10.6 17.0 Yellow Time(s) 4.0 4.0 4.0 3.0 3.5 4.0 4.0 4.0 3.5 4.0 All-Red Time(s) 2.0 2.0 2.0 2.5 1.0 1.5 2.0 2.0 1.0 1.5 Lost Time Adjust(s) -2.0 -2.0 -1.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 0.0 Total Lost Time(s) 4.0 4.0 5.0 3.5 2.5 3.5 4.0 4.0 2.5 5.5 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min None None None None None None Act Effct Green(s) 35.1 28.0 36.3 35.4 51.5 21.7 13.6 24.8 12.6 16.2 Actuated g/C Ratio 0.46 0.37 0.48 0.47 0.68 0.29 0.18 0.33 0.17 0.21 v/c Ratio 0.07 0.74 0.53 0.49 < 0.34 0.42 0.75 0.23 0.69 0.56 Control Delay 9.9 24.9 19.2 16.7 1.7 20.3 45.4 6.5 36.9 32.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.9 24.9 19.2 16.7 1.7 20.3 45.4 6.5 36.9 32.1 LOS A C B B A C D A D C Approach Delay 24.5 12.5 27.5 35.2 Approach LOS C B C D Intersection Summary Area Type: Other Cycle Length: 76 Actuated Cycle Length:76 Offset:0(0%), Referenced to phase 2:WBTL and 6:EBTL,Start of Green Natural Cycle:60 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.75 Intersection Signal Delay:22.2 Intersection LOS:C Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period(min) 15 Splits and Phases: 2: Route 125&Route 114 01 �0'5 0--O.T 6^F" 07 Lj Baseline Synchro 10 Report Page 5 Queues 2027 SAT NO-BUILD 2: Route 125 & Route 114 10/22/2020 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow(vph) 25 923 136 803 395 160 240 149 389 218 v/c Ratio 0.07 0.74 0.53 0.49 0.34 0.42 0.75 0.23 0.69 0.56 Control Delay 9.9 24.9 19.2 16.7 1.7 20.3 45.4 6.5 36.9 32.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.9 24.9 19.2 16.7 1.7 20.3 45.4 6.5 36.9 32.1 Queue Length 50th(ft) 5 191 33 116 0 50 108 9 90 90 Queue Length 95th (ft) 17 261 #66 216 32 91 #208 46 135 156 Internal Link Dist(ft) 225 1199 625 275 Turn Bay Length (ft) 100 300 300 160 75 300 Base Capacity(vph) 334 1246 256 1631 1165 382 331 651 569 411 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.74 0.53 0.49 0.34 0.42 0.73 0.23 0.68 0.53 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Baseline Synchro 10 Report Page 6 HCM 2010 TWSC 2027 SAT NO-BUILD 9: South Drive & Route 125 10/22/2020 Intersection Int Delay,s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +' T Traffic Vol,veh/h 1 1 9 597 557 6 Future Vol,veh/h 1 1 9 597 557 6 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free AT Channelized - None - None None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade,% 0 0 -1 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 1 1 10 649 605 7 Major/Minor Minor2 Majorl Maior2 Conflicting Flow All 1278 609 612 0 0 Stage 1 609 - - - - - Stage 2 669 - - Critical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 183 495 967 - Stage 1 543 - - Stage 2 509 - Platoon blocked, % Mov Cap-1 Maneuver 180 495 967 Mov Cap-2 Maneuver 180 - - Stage 1 534 - - Stage 2 509 Approach EB NB SB HCM Control belay,s 18.8 0.1 0 HCM LOS C Minor Lane/Major Mvmt' NBL NBT EBLn1 SBT SBR Capacity(veh/h) 967 264 HCM Lane V/C Ratio 0.01 0.008 HCM Control Delay(s) 8.8 0 18.8 HCM Lane LOS A A C HCM 95th%tile Q(veh) 0 - 0 Baseline Synchro 10 Report Page 8 HCM 2010 TWSC 2027 SAT NO-BUILD 11: Route 125 & North Drive 10/22/2020 Intersection Int Delay,s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y + T�' Traffic Vol,veh/h 1 0 2 596 563 9 Future Vol,veh/h 1 0 2 596 563 9 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage,# 0 - 0 0 Grade,% 0 - 0 -1 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 1 0 2 648 612 10 Major/Minor Minor2 Maiorl Major2 Conflicting Flow All 1269 617 622 0 0 Stage 1 617 - - Stage 2 652 - - - Critical Hdwy 642 6.22 4.12 - - Critical Hdwy Stg 1 5.42 - Critical Hdwy Stg 2 5,42 - - " - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 186 490 959 - Stage 1 538 - - Stage 2 518 - - - Platoon blocked,% Mov Gap-1 Maneuver 185 490 959 - - Mov Cap-2 Maneuver 185 - - Stage 1 536 - - - Stage 2 518 - - Approach EB NB SB HCM Control Delay,s 24.6 0 0 HCM LOS C Minor,Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 959 - 185 - HCM Lane V/C Ratio 0.002 0.006 HCM Control Delay(s) 8.8 0 24.6 - - HCM Lane LOS A A C HCM 95th°/otile Q(veh) 0 - 0 - Baseline Synchro 10 Report Page 10 HCM 2010 TWSC 2027 SAT NO-BUILD 13: Route 114 10/22/2020 Intersection Int Delay,s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt tt r Traffic Vol,veh/h 0 0 897 6 0 6 Future Vol,veh/h 0 0 897 6 0 6 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - - 0 Veh in Median Storage,# - 0 0 0 - Grade, % - 4 -2 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 0 0 975 7 0 7 Major/Minor Majorl Major2 Minor2l Conflicting Flow All 0 0 491 Stage 1 - - Stage 2 - - Critical Hdwy - - - 6.94 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - - Follow-up Hdwy 3.32 Pot Cap-1 Maneuver 0 0 523 Stage 1 0 0 - Stage 2 0 - - 0 Platoon blocked,% Mov Cap-1 Maneuver - 523 Mov Cap-2 Maneuver - Stage 1 - - - Stage 2 - Approach EB WB SB HCM Control Delay,s 0 0 12 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) 523 HCM Lane V/C Ratio 0.012 HCM Control Delay(s) - 12 HCM Lane LOS B HCM 95th%tile O(veh) 0 Baseline Synchro 10 Report Page 12 HCM 2010 TWSC 2027 SAT NO-BUILD 15: Route 114 & West Drive 10/22/2020 Intersection Int Delay,s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations t t' tt r Traffic Vol,veh/h 0 0 894 9 0 1 Future Vol,veh/h 0 0 894 9 0 1 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop FIT Channelized None None None Storage Length - 0 Veh in Median Storage,# 0 0 0 - Grade,% 4 -2 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 972 10 0 1 Major/Minor Majorl Ma or2 Minor2 Conflicting Flow All 0 0 491 Stage 1 - - - Stage 2 - Critical Hdwy - - - 6.94 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - - Follow-up Hdwy 3.32 Pot Cap-1 Maneuver 0 -! - 0 523 Stage 1 0 - - 0 - Stage 2 0 - - 0 - Platoon blocked,% - - Mov Cap-1 Maneuver - - 523 Mov Cap-2 Maneuver - - - Stage 1 - - - Stage 2 - - - Approach . EB WB SB HCM Control Delay,s 0 0 11.9 HCM LOS B Minor Lane/Major Mvmt EBT WBT" WBR SBLn1 Capacity(veh/h) 523 HCM Lane V/C Ratio 0.002 HCM Control Delay(s) - 11.9 HCM Lane LOS B HCM 95th%tile Q(veh) - 0 Baseline Synchro 10 Report Page 14 Lanes, Volumes, Timings 2027 SAT BUILD 1: Route 133 & Route 114 10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 0 '� tT T r T r Traffic Volume(vph) 228 669 51 144 702 36 67 216 136 83 185 201 Future Volume(vph) 228 669 51 144 702 36 67 216 136 83 185 201 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 11 11 11 11 11 11 11 11 Grade(%) 3% -2% 2% -3% Storage Length (ft) 300 0 200 0 130 0 140 0 Storage Lanes 1 0 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.989 0.993 0.991 0.850 0.984 0.850 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1702 3368 0 1745 3467 0 1727 1695 1454 1771 1707 1462 Fit Permitted 0.209 0.227 0.440 0.360 Satd. Flow(perm) 374 3368 0 417 3467 0 800 1695 1454 671 1707 1462 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 13 9 4 133 7 194 Link Speed(mph) 30 30 30 30 Link Distance (ft) 1301 353 717 695 Travel Time(s) 29.6 8.0 16.3 15.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles{%) 1% 1% 0% 1% 1% 0%'` 0% 1% 1% 0% 2% 3% Adj. Flow(vph) 248 727 55 157 763 39 73 235 148 90 201 218 Shared Lane Traffic(%) 10% 11% Lane Group Flow(vph) 248 782 0 157 802 0 73 250 133 90 225 194 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.07 1.07 1.03 1.03 1.03 1.06 1.06 1.06 1.02 1.02 1.02 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector(ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Baseline Synchro 10 Report Page 1 Lanes, Volumes, Timings 2027 SAT BUILD 1: Route 133 & Route 114 10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type pm+pt NA pm+pt NA pm+pt NA pm+ov pm+pt NA pm+ov Protected Phases 1 6 5 2 7 4 5 3 8 1 Permitted Phases 6 2 4 4 8 8 Detector Phase 1 6 5 2 7 4 5 3 8 1 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 11.5 23.0 11.5 23.0 9.5 11.5 11.5 9.5 11.5 11,5 Total Split(s) 13.0 35.0 13.0 35.0 12.0 13.0 13.0 12.0 13.0 13.0 Total Split(%) 17.8% 47.9% 17.8% 47.9% 16.4% 17.8% 17.8% 16.4% 17.8% 17.8% Maximum Green(s) 6.5 28.5 6.5 28.5 7.5 6.5 6.5 7.5 6.5 6.5 Yellow Time(s) 4.0 4.0 4.0 4.0 3.5 4.0 4.0 3.5 4.0 4.0 All-Red Time(s) 2.5 2.5 2.5 2.5 1.0 2.5 2.5 1.0 2.5 2.5 Lost Time Adjust(s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 0.0 -2.0 -2.0 -2.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 2.5 4.5 6.5 2.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min None None None None None None Act Effct Green (s) 35.5 26.8 35.0 26.5 24.0 14.4 25.4 24.5 14.6 27.9 Actuated g/C Ratio 0.49 0.37 0.48 0.36 0.33 0.20 0.35 0.34 0.20 0.38 v/c Ratio 0.73 0.63 0.44 0.63 0.19 0.74 0.23 0.25 0.65 0.29 Control Delay 24.0 21.0 12.2 21.2 18.4 49.2 5.5 18.9 42.5 4.6 Queue Delay 0.0 0.0 ;H 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.0 21.0 12.2 21.2 18.4 49.2 5.5 18.9 42.5 4.6 LOS C C B C B D A B D A Approach Delay 21.7 19.8 31.5 23.9 Approach LOS C B C C Intersection Summary Area Type: Other Cycle Length:73 Actuated Cycle Length:73 Offset:0(0%), Referenced to phase 2:WBTL and 6:EBTL,Start of Yellow Natural Cycle:60 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.74 - Intersection Signal Delay:23.0 Intersection LOS:C Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period(min) 15 Splits and Phases: 1: Route 133&Route 114 01 02 R � x`h ;:.k; d8�-'iz;��^.r,�...;��^ ,c,..3,��-;.-.�t;'"��':-„�. .,��.-��`�:'�.4 t'�,�� .;, ;s4.�:'`!`.^•c'<„..,,>:,r;',,,N 10 4f 05.._. - ao R) 07 R 08 Baseline Synchro 10 Report Page 2 Queues 2027 SAT BUILD 1: Route 133 & Route 114 I 10/22/2020 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 248 782 157 802 73 250 133 90 225 194 v/c Ratio 0.73 0.63 0.44 0.63 0.19 0.74 0.23 0.25 0.65 0.29 Control Delay 24.0 21.0 12.2 21.2 18.4 49.2 5.5 18.9 42.5 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.0 21.0 12.2 21.2 18.4 49.2 5.5 18.9 42.5 4.6 Queue Length 50th(ft) 56 148 33 153 21 115 0 27 98 0 Queue Length 95th (ft) #123 185 53 190 53 #295 40 62 #258 46 Internal Link Dist(ft) 1221 273 637 615 Turn Bay Length (ft) 300 200 130 140 Base Capacity(vph) 341 1414 354 1453 388 336 592 376 347 678 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.73 0.55 0.44 0.55 0.19 0.74 0.22 0.24 0.65 0.29 Intersection Summary # 95th percentile volume exceeds capacity,queue maybe longer. Queue shown is maximum after two cycles. Baseline Synchro 10 Report Page 3 Lanes, Volumes, Timings 2027 SAT BUILD 2: Route 125 & Route 114 10/22/2020 Lane Group EBL EST EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tlt+ tt r t r 11� Traffic Volume(vph) 55 743 92 125 742 370 147 228 137 389 199 10 Future Volume (vph) 55 743 92 125 742 370 147 228 137 389 199 10 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 12 11 10 11 11 15 11 11 11 Grade(%) 4% -3% 2% -1% Storage Length (ft) 100 0 300 300 160 75 300 75 Storage Lanes 1 0 1 1 1 1 2 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 0.983 0.850 0.850 0.993 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1710 3328 0 1832 3507 1530 1727 1800 1741 3402 1833 0 Fit Permitted 0.243 0.148 0.617 0.950 Satd. Flow(perm) 437 3328 0 285 3507 1530 1122 1800 1741 3402 1833 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 20 344 122 3 Link Speed(mph) 30 30 30 30 Link Distance(ft) 305 1279 705 355 Travel Time(s) 6.9 29.1 16.0 8.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 0% 1% 1% 0% 1% 0% 0% 1% 1% 0% 0% 0% Adj. Flow(vph) 60 808 100 136 807 402 160 248 149 423 216 11 Shared Lane Traffic(%) Lane Group Flow(vph) 60 908 0 136 807 402 160 248 149 423 227 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 22 22 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.07 1.07 0.98 1.02 1.07 1.06 1.06 0.89 1.04 1.04 1.04 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2- 1 1 2 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Leading Detector(ft) 20 100 20 100 20 20 100 20 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Baseline Synchro 10 Report Page 4 Lanes, Volumes, Timings 2027 SAT BUILD 2: Route 125 & Route 114 10/22/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type pm+pt NA pm+pt NA pm+ov pm+pt NA pm+ov Prot NA Protected Phases 1 6 5 2 7 3 8 5 7 4 Permitted Phases 6 2 2 8 8 Detector Phase 1 6 5 2 7 3 8 5 7 4 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 4.0 Minimum Split(s) 11.0 11.0 11.0 11.0 9.5 10.5 11.0 11.0 9.5 9.5 Total Split(s) 11.0 31.9 11.0 31.9 15.1 10.6 18.0 11.0 15.1 22.5 Total Split(%) 14.5% 42.0% 14.5% 42.0% 19.9% 13.9% 23.7% 14.5% 19.9% 29.6% Maximum Green (s) 5.0 25.9 5.0 26.4 10.6 5.1 12.0 5.0 10.6 17.0 Yellow Time(s) 4.0 4.0 4.0 3.0 3.5 4.0 4.0 4.0 3.5 4.0 All-Red Time (s) 2.0 2.0 2.0 2.5 1.0 1.5 2.0 2.0 1.0 1.5 Lost Time Adjust(s) -2.0 -2.0 -1.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 0.0 Total Lost Time (s) 4.0 4.0 5.0 3.5 2.5 3.5 4.0 4.0 2.5 5.5 Lead/Lag Lead " Lag Lead Lag ''` Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min None None None None None None Act Effct Green(s) 34.8 27.7 35.0 32.9 49.2 21.8 13.7 24.9 12.8 16.4 Actuated g/C Ratio 0.46 0.36 0.46 0.43 0.65 0.29 0.18 0.33 0.17 0.22 v/c Ratio 019 0.74 0.53 0.53 0.36 0.42 0.77 0.23 0.74 0.57 Control Delay 11.1 24.9 18.7 18.7 2.5 20.2 46.9 6.5 39.0 32.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.1 24.9 18.7 18.7 2.5 20.2 46.9 6.5 39.0 32.4 LOS B C B B A C D A D C Approach Delay 24.1 13.9 28.5 36.7 Approach LOS C B C D Intersection Summary Area Type: Other Cycle Length:76 Actuated Cycle Length:76 Offset:0(0%), Referenced to phase 2:WBTL and 6:EBTL,Start of Green Natural Cycle:60 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.77 Intersection Signal Delay:23.2 Intersection LOS:C Intersection Capacity Utilization 67.7% ICU Level of Service C Analysis Period(min) 15 Splits and Phases: 2: Route 125&Route 114 .14 +4- 01 0 02(p, 04 o5 ki7 too Baseline Synchro 10 Report Page 5 Queues 2027 SAT BUILD 2: Route 125 & Route 114 10/22/2020 Lane Group EBL EBT WBL WBT WBR NBIL NBT > NBR SBL SBT Lane Group Flow(vph) 60 908 136 807 402 160 248 149 423 227 v/c Ratio 0.19 0.74 0.53 0.53 0.36 0.42 0.77 0.23 0.74 0.57 Control Delay 11.1 24.9 18.7 18.7 2.5 20.2 46.9 6.5 39.0 32.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.1 24.9 18.7 18.7 2.5 20.2 46.9 6.5 39.0 32.4 Queue Length 50th(ft) 14 187 33 159 11 50 112 9 99 94 Queue Length 95th(ft) 31 255 62 217 46 91 #217 46 #158 162 Internal Link Dist(ft) 225 1199 625 275 Turn Bay Length (ft) 100 300 300 160 75 300 Base Capacity(vph) 318 1235 257 1516 1111 382 331 652 575 412 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced vIc Ratio 0.19 0.74 0.53 0.53 0.36 0.42 0.75 0.23 0.74 0.55 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Baseline Synchro 10 Report Page 6 HCM 2010 TWSC 2027 SAT BUILD 9: South Drive & Route 125 10/22/2020 Intersection Int Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +T '+ Traffic Vol,veh/h 0 70 0 652 528 6 Future Vol,veh/h 0 70 0 652 528 6 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage,# 0 0 0 - Grade,% 0 0 -1 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 0 76 0 709 574 7 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1287 578 581 0 0 Stage 1 578 - - - Stage 2 709 - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5.42 - Follow-up Hdwy 3.518 3.318 2.218 - Pot Cap-1 Maneuver 181 516 993 - - Stage 1 561 - - Stage 2 488 - Platoon blocked, % - Mov Cap-1 Maneuver 181 516 ' 993 Mov Cap-2 Maneuver 181 - - Stage 1 561 - Stage 2 488 - Approach' EB NB SB HCM Control Delay,s 13.2 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLni SBT SBR Capacity(veh/h) 993 - 516, - - HCM Lane V/C Ratio - - 0.147 - - HCM Control Delay(s) 0 - 13.2 - HCM Lane LOS A - B - - HCM 95th%tile O(veh) 0 - 0.5 - - Baseline Synchro 10 Report Page 8 HCM 2010 TWSC 2027 SAT BUILD 11: Route 125 & North Drive 10/22/2020 Intersection Int Delay,s/veh 1.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +T T Traffic Vol,veh/h 30 0 71 581 528 45 Future Vol,veh/h 30 0 71 581 528 45 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade, % 0 0 -1 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 33 0 77 632 574 49 Major/Minor Minor2 Majors Major2 Conflicting Flow All 1385 599 623 0 0 Stage 1 599 - - - - Stage 2 786 - - Critical Hdwy 6.42 6.22 4.12 - Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5.42 - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-,1 Maneuver 158 502 958 - Stage 1 549 - - - Stage 2 449 - - - - - Platoon blocked,% Mov Cap-1 Maneuver 138 502 958 - - Mov Cap-2 Maneuver 138 - - Stage 1 481 - - Stage 2 449 Approach EB NB SB HCM Control Delay,s 39 1 0 HCM LOS E Minor Lane/Major Mvmt NBL NBT'EBLn1 SBT SBR Capacity(veh/h) 958 - 138 - HCM Lane V/C Ratio 0.081 - 0.236 - HCM Control Delay(s) 9.1 0 39 - HCM Lane LOS A A E - HCM 95th%tile Q(veh) 0.3 - 0.9 Baseline Synchro 10 Report Page 10 HCM 2010 TWSC 2027 SAT BUILD 15: Route 114 & West Drive 10/22/2020 Intersection Int Delay,s/veh 0.8 Movement EBL EBT `WBT WBR SBL SBR Lane Configurations tt tt r Traffic Vol,veh/h 0 0 844 56 0 61 Future Vol,veh/h 0 0 844 56 0 61 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length - 0 Veh in Median Storage,# - 0 0 0 - Grade,% 4 -2 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 0 0 917 61 0 66 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 0 0 489 Stage 1 - - - - Stage 2 - Critical Hdwy - - - 6.94 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - - Follow-up Hdwy - 3.32 Pot Gap-1 Maneuver 0 - 0 i 525 Stage 1 0 0 - Stage 2 0 0 - Platoon blocked,% Mov Cap-1 Maneuver - - 525 Mov Cap-2 Maneuver - Stage 1 - - Stage 2 - Approach EB WB SB HCM Control Delay,s 0 0 12.8 HCM LOS B Minor Lame/Major Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) - 525 HCM Lane V/C Ratio 0.126 HCM Control Delay(s) 12.8 HCM Lane LOS B HCM 95th%tile Q(veh) 0.4 Baseline Synchro 10 Report Page 12