Traffic Impact and Access Study

TRAFFIC IMPACT AND ACCESS STUDY

Proposed Distribution Center 384-386 South Street Shrewsbury, Massachusetts

Prepared for:

Beals Associates, Inc. 2 Park Plaza, Suite 200 Boston, Massachusetts 02116

April 2021

Greenman-Pedersen, Inc. 181 Ballardvale Street, Suite 202 Wilmington, MA 01887 p 978-570-2999 TRAFFIC IMPACT AND ACCESS STUDY Proposed Distribution Center – Shrewsbury, Massachusetts

TABLE OF CONTENTS

EXECUTIVE SUMMARY ...... 4 Existing Conditions ...... 5 Future Conditions ...... 5 Mitigation ...... 6 EXISTING CONDITIONS ...... 7 Introduction ...... 7 Prior Traffic Studies ...... 10 Study Area ...... 10 Geometrics and Traffic Control ...... 11 Traffic Volumes ...... 13 Collision History ...... 16 Vehicle Speeds ...... 19 Sight Distance ...... 19 Public Transportation ...... 21 FUTURE CONDITIONS ...... 22 Traffic Growth ...... 22 Planned Roadway Improvements ...... 27 No-Build Traffic Volumes ...... 27 Trip Generation ...... 29 Truck Trip Generation ...... 29 Project Environmental Review (MEPA) Thresholds ...... 30 Trip Distribution ...... 31 Traffic Increases ...... 32 Build Traffic Volumes ...... 32 PARKING ...... 36 Proposed Parking Supply ...... 36 Projected Parking Demand...... 36 CAPACITY ANALYSIS ...... 37 Capacity Analysis Methodology ...... 37 Queue Analysis Methodology ...... 39 Capacity and Queue Analysis Results ...... 39 MITIGATION ...... 49

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Traffic Signal Warrant Analysis ...... 49 Transportation Demand Management ...... 50 Traffic Monitoring Program ...... 51

APPENDIX

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LIST OF TABLES

No. Title

1 2021 Existing Traffic-Volume Summary 2 Collision Summary 3 Observed Travel Speeds 4 Sight Distance Summary 5 Proposed Trip-Generation Summary 6 Trip Generation Comparison 7 Trip-Distribution Summary 8 Level-of-Service Criteria for Intersections 9 Intersection Capacity Analysis Summary 10 Traffic Signal Warrant Analysis Summary

LIST OF FIGURES

No. Title

1 Project Location Map 2 2021 Existing Traffic Volumes 3 Developments by Others Traffic Volumes – Weekday AM Peak Hour 4 Developments by Others Traffic Volumes – Weekday PM Peak Hour 5 2028 No-Build Traffic Volumes 6 Site-Generated Traffic Volumes – Weekday AM Peak Hour 7 Site-Generated Traffic Volumes – Weekday PM Peak Hour 8 2028 Build Traffic Volumes

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EXECUTIVE SUMMARY

Greenman-Pedersen, Inc. (GPI) has prepared this Traffic Impact and Access Study (TIAS) to analyze the traffic impacts associated with the construction of a proposed distribution center, referred to as Centech Park, to be located in Shrewsbury, Massachusetts, and to identify traffic mitigation measures necessary to minimize those impacts. The site is located on the northwest corner of South Street and Hartford Turnpike (U.S. Route 20) and is bounded by Hartford Turnpike (U.S. Route 20) to the south, South Street to the east, the Charles River Laboratories to the north, and a solar farm and residential properties to the west. The project consists of constructing two warehouse / office buildings with a total of ±280,000 square feet (SF) of warehouse distribution space and ±12,500 SF of office space, as well as a ±16,800 SF campus building. The site will provide approximately 67 truck loading bays, 52 trailer parking spaces, and 271 passenger vehicle parking spaces. Access and egress to the site will be provided via a full-access/egress driveway on U.S. Route 20 (Hartford Turnpike) and a full- access/egress driveway on South Street. Truck traffic will be restricted at the South Street driveway and all trucks will be directed to utilize the driveway on Hartford Turnpike (U.S. Route 20).

U.S. Route 20 (Hartford Turnpike) along the site frontage is a state highway and, therefore, a permit to access state highway will be required from the Massachusetts Department of Transportation (MassDOT) for construction of the driveway on U.S. Route 20.

This site was previously reviewed by the Massachusetts Environmental Policy Act (MEPA) office for a ±450,000 SF office and industrial park development known as Centech Park North. Sub-District A was proposed to contain ±110,000 SF of office space and ±165,000 SF of industrial park space, with access via a single full-access/egress driveway to South Street. Sub-District B was proposed to contain ±70,000 SF of office space and ±105,000 SF of industrial park space, with access via a full- access/egress driveway on Hartford Turnpike (U.S. Route 20). A Certificate of the Secretary of Energy and Environmental Affairs (EEA) on the Final Environmental Impact Report (FEIR) for the Centech Park North development was issued on February 14, 2020 (EEA #15950). Based on the findings of the FEIR, the previously proposed development was estimated to generate 2,664 new daily vehicle trips. As the currently proposed warehouse / office development is anticipated to generate a total of only 774 daily vehicle trips, which represents a substantial reduction in trip generation, preparation of a Notice of Project Change (NPC) for review by the MEPA office will not be required for this Project.

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Existing Conditions

The study area for this TIAS was developed consistent with MDM’s TIAS and FEIR prepared as part of the permitting for the previously proposed Centech Park North development. Due to the COVID-19 pandemic, MassDOT has issued guidance recommending the use of traffic volumes collected prior to February 2020 whenever possible. Accordingly, base traffic conditions within the study area were developed by utilizing manual turning movement counts (TMCs) and automatic traffic recorder (ATR) counts performed as part of previously submitted traffic studies to the greatest extent possible. The TMCs were performed during the weekday AM peak period (7:00 to 9:00 AM) and weekday PM peak period (4:00 to 6:00 PM) in October 2018 and October 2019. The ATRs were performed in October 2018 and December 2020. All count data was grown to represent 2021 existing conditions using the methodologies and growth rates outlined in the MassDOT directive, “Guidance of Traffic Count Data” dated April 2020.

Existing conditions within the study area were derived from adjusting the historic counts to represent 2021 Existing traffic volumes; researching collision history; inventory of study area roadways, intersections, and traffic controls; evaluating vehicle speeds and sight distances; and assessing the availability of public transportation.

Future Conditions

Future conditions were derived by projecting existing traffic volumes to the year 2028, representing a seven-year design horizon consistent with local and state guidelines. The future No-Build peak-hour traffic volumes were developed by applying a 0.5 percent compounded annual growth rate to the existing volumes and adding traffic to be generated by several developments by others in the surrounding area.

Traffic generated by the proposed development was estimated based on trip rates published by the Institute of Transportation Engineers (ITE). The project is anticipated to generate 774 vehicle trips on a daily basis. In addition, the project is expected to generate 93 vehicle trips (74 entering and 19 exiting) during the weekday AM peak hour and 95 vehicle trips (21 entering and 74 exiting) during the weekday PM peak hour. This level of trip generation represents a 52 percent reduction in site- generated trips as compared to the previously proposed Centech Park North – Phase I (Sub-District A) development and a 71 percent reduction in trips as compared to full build-out of Centech Park North.

The results of the capacity and queue analyses indicate that there are several movements at multiple study area intersections that are anticipated to operate over capacity (V/C ratio greater than 1.00) at LOS E or F under 2028 No-Build and Build conditions. However, the additional traffic generated by the proposed development is not anticipated to increase delay at any of these locations by more than nine seconds per vehicle or increase queues by more than two vehicles. Therefore, no project-specific mitigation is warranted at any of the study area intersections.

It should be noted that MassDOT is currently in the preliminary design stages for a roadway improvement project along U.S. Route 20 through the study area that includes widening of U.S. Route 20 and several of the side street approaches to provide additional travel lanes, and installation of new

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traffic signal equipment with improved signal timings. These improvements will significantly reduce delay and queues and increase the capacity of the intersections along U.S. Route 20.

Mitigation

A traffic signal warrant analysis was conducted to determine if signal control would be warranted at the intersection of U.S. Route 20 and the proposed site driveway. The proposed intersection is not expected to meet any of the volume-related signal warrants. Accordingly, a traffic signal is not recommended to be installed at this location. Instead, separate left- and right-turn lanes are recommended on the site driveway approach to minimize delay and queuing exiting the site driveway. MassDOT’s Route 20 improvement project will widen U.S. Route 20 to provide a second eastbound travel lane, which is anticipated to create additional gaps in traffic to allow vehicles to more efficiently exit the site driveway onto U.S. Route 20.

Transportation Demand Management (TDM) measures to reduce vehicles trips to the site will be implemented / investigated. These include pedestrian accommodations, bicycle storage and racks, electric vehicle charging stations, and development tenant lease agreements to encourage alternative mode travel.

A post-occupancy monitoring study is anticipated to be required as part of the MassDOT permitting process, which will likely include traffic counts collected at the site driveway intersections with U.S. Route 20 and South Street to verify that the actual volumes entering and exiting the site driveways does not significantly exceed the volumes projected as part of this TIAS. The Applicant will coordinate with MassDOT to develop the scope of this monitoring study as part of the Access Permit Application process.

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EXISTING CONDITIONS

Introduction

Greenman-Pedersen, Inc. (GPI) has prepared this Traffic Impact and Access Study (TIAS) to analyze the traffic impacts associated with the construction of a proposed distribution center, referred to as Centech Park, to be located on the northwest corner of South Street and Hartford Turnpike (U.S. Route 20) in Shrewsbury, Massachusetts, and to identify traffic mitigation measures necessary to minimize those impacts. The project consists of constructing two warehouse / office buildings with a total of ±280,000 square feet (SF) of warehouse distribution space and ±12,500 SF of office space, as well as a ±16,800 SF campus building. The site will provide approximately 67 truck loading bays, 52 trailer parking spaces, and 271 passenger vehicle parking spaces. Access and egress to the site will be provided via a full-access/egress driveway on U.S. Route 20 (Hartford Turnpike) and a full- access/egress driveway on South Street. Truck traffic will be restricted at the South Street driveway and all trucks will be directed to utilize the driveway on Hartford Turnpike (U.S. Route 20).

The site is bounded by Hartford Turnpike (U.S. Route 20) to the south, the Charles River Laboratories to the north, South Street to the east, and a combination of residential housing and undeveloped land to the west. The site location in relation to the surrounding roadways is shown on Figure 1.

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only 774 daily vehicle trips, which represents a substantial reduction in trip generation, preparation of a Notice of Project Change (NPC) for review by the MEPA office will not be required for this Project.

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STUDY AREA INTERSECTION

UMASS DRIVEWAY PROPOSED SITE

CHARLES RIVER LABORATORIES SOUTH DRIVEWAY STREET

GRAFTON CIRCLE

140

ROUTE 9 WB CONN. ROUTE 9 EB CONN.

Greenman-Pedersen, Inc. || 181 Ballardvale Street, Suite 202, Wilmington, MA 01887 PROPOSED DISTRIBUTION CENTER – SHREWSBURY, MA FIGURE 1 – LOCUS MAP TRAFFIC IMPACT AND ACCESS STUDY Proposed Distribution Center – Shrewsbury, Massachusetts

Prior Traffic Studies

This site was previously the subject of review by MEPA for the development of a ±450,000 SF office and industrial park development. Multiple transportation assessments were completed by MDM Transportation Consultants, Inc. (MDM) as part of the MEPA review process, which have been submitted to and reviewed by the Town of Shrewsbury and the Massachusetts Department of Transportation (MassDOT). These studies have been reviewed and incorporated, to the greatest extent possible, to provide consistency. The studies reviewed include:

 Environmental Notification Form; Centech Park North, 384-386 South Street, Shrewsbury Massachusetts; Bohler Engineering; November 30, 2018.

 Transportation Impact and Access Study; Proposed Centech Park North, Sub-District A; MDM Transportation Consultants, Inc.; April 2019.

 Road Safety Audit; Route 9 at South Street, Shrewsbury, MA; MDM Transportation Consultants, Inc.; June 26, 2019.

 FEIR Transportation Component; Proposed Centech Park North; MDM Transportation Consultants, Inc.; December 2019.

Study Area

Evaluation of traffic impacts associated with the proposed project requires an evaluation of existing and projected traffic volumes on the adjacent streets, the volume of traffic expected to be generated by development of the site, and the impact that this traffic will have on the adjacent streets and nearby intersections. To be consistent with the traffic studies previously prepared and reviewed for the prior development proposal, the following intersections have been evaluated in the completion of this study:

 Route 9 (Boston Worcester Turnpike) at South Street  South Street at Charles River Laboratories Driveway / University of Massachusetts Driveway  U.S. Route 20 (Hartford Turnpike) at South Street / Green Street  U.S. Route 20 (Hartford Turnpike) at Cherry Street / Centech Boulevard  Route 140 (Grafton Circle) at Route 9 Westbound Connector  Route 140 (Grafton Circle / Memorial Drive) at Route 9 Eastbound Connector  Route 9 (Boston Worcester Turnpike) Westbound at Route 9 Westbound Connector  Route 9 (Boston Worcester Turnpike) Eastbound at Grafton Street

Additionally, the following site driveway locations have been evaluated:  South Street at proposed site driveway  U.S. Route 20 (Hartford Turnpike) at proposed site driveway

A description of the geometric and traffic control characteristics of the study area intersections is provided in the Geometrics and Traffic Control section of this report, followed by quantification of existing traffic volumes, collision history, vehicle speeds, sight distances, and availability of public transportation.

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Geometrics and Traffic Control

A comprehensive field inventory of the project study area was conducted in January and March 2021. The data collected during the field inventory included intersection geometry, vehicle speeds, sight distances, and traffic control devices. A description of each roadway and intersection that is a part of the project network follows.

ROADWAYS

U.S. Route 20 (Hartford Turnpike)

U.S. Route 20 (Hartford Turnpike) is an urban principal arterial that is aligned in an overall east-west direction. The roadway is under the jurisdiction of MassDOT and provides connection between the City of Worcester to the west and the Town of Northborough to the east. Within the study area, U.S. Route 20 is generally 36 feet wide providing one 12-foot travel lane eastbound, two 12-foot travel lanes westbound with directional travel separated by a striped double-yellow centerline. U.S. Route 20 has a posted speed limit of 50 miles per hour (MPH) in both directions. There are no pedestrian or bicycle accommodations provided and on-street parking is prohibited along both sides of U.S. Route 20. Land use along U.S. Route 20 in the site vicinity includes undeveloped land, industrial, commercial, and low density residential.

South Street

South Street is an urban collector that is aligned in an overall north-south direction. The roadway under the jurisdiction of the Town of Shrewsbury and provides connection between Main Street to the north and U.S. Route 20 (Hartford Turnpike) to the south. South Street is generally 20 feet wide providing one 10-foot trave lane in each direction with less than 1-foot wide shoulders and directional travel separated by a striped double-yellow centerline. While there is no posted speed limit provided within the study area, the enforced speed limit of 35 mph is assumed based on the MassDOT Road Inventory online database. There are no pedestrian or bicycle accommodations provided and on-street parking is prohibited along both sides of South Street. Land use along South Street includes a mixture of undeveloped land, multi-family to low density residential, industrial, and commercial.

INTERSECTIONS

Route 9 (Boston Worcester Turnpike) at South Street

South Street intersects Boston Worcester Turnpike (Route 9) to form a four-way, signalized intersection. The Route 9 eastbound approach consists an exclusive left-turn lane, a through lane, and a shared through / right-turn lane. The Route 9 westbound approach consists of an exclusive left- turn lane, two through lanes, and an exclusive right turn lane. Directional travel along Route 9 is separated by a jersey barrier. The South Street northbound approach provides an exclusive left-turn lane and a shared through / right-turn lane. The South Street southbound approach consists of an exclusive left turn lane, a shared left-turn / through travel lane, and an exclusive right turn lane. Traffic signal phasing includes protected left turns along Route 9 and split phasing along South Street. Right-

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turn-on-red movements are restricted on the Route 9 eastbound and South Street southbound approaches. There are no crosswalks or pedestrian signal heads provided at the intersection.

South Street at Charles River Laboratories Driveway / University of Massachusetts Driveway

The Charles River Laboratories Driveway and the University of Massachusetts Driveway intersect South Street from the west and east, respectively, to form a four-way, unsignalized intersection. The Charles River Laboratories Driveway eastbound approach is striped as an exclusive left-turn and an exclusive right-turn, however, vehicles were observed using the right lane to travel straight through the intersection. Directional travel for the Charles River Laboratories Driveway is separated by a striped double-yellow centerline. The University of Massachusetts Driveway westbound approach provides a general-purpose lane with directional travel not separated. The South Street northbound and southbound approaches provide an exclusive left-turn lane and a shared through / right-turn lane. The South Street northbound and southbound approaches operate under free-flow conditions while the Charles River Laboratories Driveway and the University of Massachusetts Driveway operate under STOP sign control. A crosswalk is provided across the eastbound and northbound approaches to the intersection.

U.S. Route 20 (Hartford Turnpike) at South Street / Green Street

South Street and Green Street intersect Hartford Turnpike (U.S. Route 20) from the north and south, respectively, to form a four-way, signalized intersection. The U.S. Route 20 eastbound approach provides an exclusive left-turn lane and a shared through / right-turn lane. The U.S. Route 20 westbound approach provides a shared left / through travel lane and a shared through / right-turn lane. Directional travel along Route 20 is separated by a grooved concrete median on the easterly leg of the intersection. The Green Street northbound approach and the South Street southbound approach to the intersection each provide a single general-purpose lane. Traffic signal phasing includes protected left turns for the U.S. Route 20 eastbound approach only. There are no crosswalks or pedestrian signal heads provided at the intersection.

U.S. Route 20 (Hartford Turnpike) at Centech Boulevard / Cherry Street

Centech Boulevard and Cherry Street intersect U.S. Route 20 from the south and north, respectively, to form a four-way, signalized intersection. The U.S. Route 20 eastbound approach provides an exclusive left-turn lane, an exclusive through lane, and a shared through / right-turn lane. The U.S. Route 20 westbound approach provides an exclusive left-turn lane and a shared through / right-turn lane. The Centech Boulevard northbound and Cherry Street southbound approaches each provide a shared left / through lane and an exclusive right-turn lane. Traffic signal phasing includes protected left turns for the U.S. Route 20 eastbound and westbound approaches with overlapping right-turns for the northbound and southbound approaches. Right-turn-on-red movements are restricted on the Centech Boulevard northbound and Cherry Street southbound approaches. There are no crosswalks or pedestrian signal heads provided at the intersection.

Route 140 (Grafton Circle) at Route 9 Westbound Connector

The Route 9 Westbound Connector intersects Route 140 from the west to form a three-way, signalized intersection. The Route 140 northbound approach provides an exclusive left-turn lane and an exclusive through lane. The Route 140 southbound approach provides a through lane and an exclusive right-turn lane. The Route 9 Westbound Connector eastbound approach provides an

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exclusive left-turn lane and a channelized right-turn lane. Traffic signal phasing includes protected- permitted left turns for the Route 140 northbound approach only. A crosswalk is provided across the Route 140 southbound approach.

Route 140 (Grafton Circle / Memorial Drive) at Route 9 Eastbound Connector

The Route 9 Eastbound Connector intersects Route 140 from the west to form a three-way, unsignalized intersection. All three approaches to the intersection provide a single general-purpose lane. The Route 140 northbound and southbound approaches operate under free-flow conditions while the Route 9 Westbound Connector eastbound approach operates under STOP sign control. There are no pedestrian or bicycle accommodations provided at this intersection.

Route 9 (Boston Worcester Turnpike) Westbound at Route 9 Westbound Connector

The Route 9 Westbound Connector intersects Route 9 from the north to form a three-way, unsignalized intersection. The Route 9 westbound approach provides a through lane and a shared through / right- turn lane. The Route 9 Westbound Connector southbound approach provides a channelized right- turn only lane. The Route 9 westbound approach operates under free-flow conditions while the Route 9 Westbound Connector southbound approach operates under STOP sign control. There are no pedestrian or bicycle accommodations provided at this intersection.

Route 9 (Boston Worcester Turnpike) Eastbound at Grafton Street

Grafton Street intersects Route 9 from the south to form a three-way, unsignalized intersection. The Route 9 eastbound approach provides a through lane and a shared through / right-turn lane. The Grafton Street northbound approach provides a channelized right-turn only lane. The Route 9 eastbound approach operates under free-flow conditions while the Grafton Street northbound approach operates under STOP sign control. There are no pedestrian or bicycle accommodations provided at this intersection.

Traffic Volumes

Due to the COVID-19 pandemic, current traffic patterns may not be representative of a typical travel patterns under non COVID conditions. Therefore, MassDOT has issued guidance to utilize traffic volumes collected prior to March 2020 whenever possible to estimate traffic volumes for a non-COVID condition. Accordingly, base traffic conditions within the study area were developed by utilizing manual turning movement counts (TMCs) and automatic traffic recorder (ATR) counts performed in October 2018 and 2019 as part of the TIAS and FEIR prepared by MDM for the previously proposed Centech Park North development. The TMCs were performed during the weekday AM peak period (7:00 to 9:00 AM) and weekday PM peak period (4:00 to 6:00 PM) at the following study area intersections:

 Route 9 (Boston Worcester Turnpike) at South Street – October 2018  South Street at Charles River Laboratories Driveway / University of Massachusetts Driveway – October 2018  U.S. Route 20 (Hartford Turnpike) at South Street / Green Street – October 2018  U.S. Route 20 (Hartford Turnpike) at Cherry Street / Centech Boulevard – October 2018  Route 140 (Grafton Circle) at Route 9 Westbound Connector – October 2019

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 Route 140 (Grafton Circle / Memorial Drive) at Route 9 Eastbound Connector – October 2019  Route 9 (Boston Worcester Turnpike) Westbound at Route 9 Westbound Connector – Oct. 2019  Route 9 (Boston Worcester Turnpike) Eastbound at Grafton Street – October 2019

The ATR counts were conducted on Hartford Turnpike (U.S. Route 20) west of South Street, and on South Street north of U.S. Route 20 in October 2018. All traffic count data are provided in the Appendix.

GPI collected supplemental ATR counts on Hartford Turnpike (U.S. Route 20) and South Street adjacent to the site driveways on from Thursday, December 10, 2020 to Saturday, December 12, 2020 to obtain vehicle travel speeds for use in evaluating available sight distances at the proposed site driveways.

Seasonal Adjustment

Traffic on a given roadway typically fluctuates throughout the year depending on the area and the type of roadway. To account for the seasonal fluctuation, MassDOT historical seasonal factors were reviewed for Factor Group U1-Wocrester (urban – interstate) for the most recent three years of available data (2017-2019). This information revealed that October traffic volumes are typically 5.0 percent higher than average-month conditions and December traffic volumes are typically 6.5 percent lower than average-month conditions. Therefore, the ATRs collected in December were upwardly adjusted by 6.5 percent to reflect average-month conditions and the TMCs collected in October were unadjusted to provide a conservative (worse case) scenario. The MassDOT seasonal adjustment data is provided in the Appendix.

Table 1 summarizes the existing daily and peak-hour traffic volumes. Figure 2 graphically depicts the 2021 Existing peak-hour traffic-flow network.

TABLE 1 2021 Existing Traffic Volume Summary

Daily Peak Hour Directional Location/Time Period Volume (vpd) a Volume (vph) b K Factor c Distribution d

South Street adjacent to the site Weekday Daily: 5,440 Weekday AM Peak Hour 450 8.3 62% NB Weekday PM Peak Hour 505 9.3 50% SB

U.S. Route 20 adjacent to the site Weekday Daily: 23,130 Weekday AM Peak Hour 1,710 7.4 73% EB Weekday PM Peak Hour 1,770 7.7 56% WB

a Vehicles per day. Based on Table 1 of Centech Park North TIAS. b In vehicles per hour. c Percentage of daily traffic occurring during the peak hour. d EB = eastbound; WB = westbound; NB = northbound; SB = southbound.

Page | 14 20312 TIAS 2021-04-09 BOSTON WORCESTER TURNPIKE (1300)923 (274)156 (66)100 (46)66 9 10(20) 74(134) 1252(1011) 146(110)

GRAFTON 801(531) CIRCLE 92(39) MEMORIAL DRIVE 140 140 (1617)1162 (786)348 (303)51

(124)83 89(131) 78(117)

RTE. 9 RTE. GRAFTON STREET 218(123) CONN. EB XX(XX) = WEEKDAY AM(WEEKDAY PM) (192)191 GRAFTON NOT TO SCALE

1446(1262) 147(263) STREET FIGURE 2

Greenman-Pedersen, Inc. || 181 Ballardvale Street, Suite 202, Wilmington, MA 01887 PROPOSED DISTRIBUTION CENTER – SHREWSBURY, MASSACHUSETTS 2021 EXISTING TRAFFIC VOLUMES TRAFFIC IMPACT AND ACCESS STUDY Proposed Distribution Center – Shrewsbury, Massachusetts

Collision History

Collision data for the study area intersections were obtained from MassDOT for the five-year period from 2014 to 2018. A summary of the collision data for each intersection is provided in Table 2. In addition to the collision summary, crash occurrence also should be compared to the volume of traffic through a particular intersection to determine any significance. Accordingly, the crash rate was calculated for the study area intersection and compared with the statewide and district-wide averages. An intersection crash rate is a measure of the frequency of collisions compared to the volume of traffic through an intersection and is presented in crashes per million entering vehicles (c/mev). For signalized intersections, the statewide average is 0.78 c/mev and the district-wide (District 3) average is 0.89 c/mev. For unsignalized intersections, the statewide average is 0.57 c/mev and the district- wide average is 0.61 c/mev. A comparison of the calculated crash rate to these averages can be used to establish the significance of collision occurrence and whether or not potential safety problems exist. All crash rate worksheets are provided in the Appendix.

Route 9 (Boston – Worcester Turnpike) / South Street

The intersection of Route 9 and South Street has experienced, on average, 25 collisions per year. The crash rate for this intersection (1.58 c/mev) is higher than the statewide and district-wide averages for signalized intersections. The majority of collisions (89 of 126) were identified as rear-end collisions, which are common at signalized intersections. This intersection was evaluated as part of a Road Safety Audit (RSA) conducted by MDM in June 2019. A summary of the noted RSA observations and their corresponding low-cost countermeasures (shown in italics) is provided below:

Signage & Pavement Markings  Signs in generally good condition except for a faded intersection warning sign (W2-1), and placement of a “No Turn on Red” sign (R10-11b) and “Advanced Traffic Signal” sign (W3-3). o Consider installing a supplemental “No Turn on Red” sign on the far side of the intersection for the South Street southbound approach. This has already been implemented at the time of this report’s submission and was included as part of the traffic analysis of 2021 Existing conditions. o Replace faded pavement markings along Route 9. o Relocate or replace deficient signage along Route 9 to improve visibility.

Roadway Geometry  High percentage of vehicles on Route 9 eastbound use the paved shoulder as a deceleration lane to turn onto South Street.  Extended queues on the South Street northbound approach go beyond the available left-turn lane storage which results in longer delays during the weekday AM and weekday PM peak hours. o Consider a “No Turn on Red” sign for the Route 9 eastbound right turn movements to prevent conflicts between turning vehicles and vehicles using the shoulder. This has already been implemented at the time of this report’s submission and was included as part of the traffic analysis of 2021 Existing conditions.

Travel Speeds and Sight Lines  It was observed that the 85th percentile speeds along Route 9 exceed the posted speed limits of 50 MPH and 55 MPH for the eastbound and westbound directions, respectively. The

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clearance intervals at the signal are therefore likely insufficient for the faster speeds and thus resulting in rear-end collisions. o Consider increase enforcement of the regulatory travel speed. o Verify the if the signal clearance times (yellow and all red) are appropriate and adjust if required. This has already been implemented at the time of this report’s submission and was included as part of the traffic analysis of 2021 Existing conditions.

Pedestrian, Bicycle and School Bus Accommodations  It was observed that bicyclists are utilizing the paved shoulders along Route 9.  Despite the lack of striped pedestrian and bicycle accommodations, bicycle detection and signage are provided on all approaches to the intersection.  There is a Shrewsbury Public School bus stop located at the Ashford Crossing and South Meadow residences which causes queueing through the intersection during pick-up and drop- off periods. o Consider relocating the school bus stop further south along South Street or into Yorkshire Terrace and Laxfield Road to provide a safer drop-off and pick-up location for student/passengers and less impact of the intersection.

U.S. Route 20 (Hartford Turnpike) / South Street / Green Street

The intersection of U.S. Route 20 and South Street experienced, on average, five collisions per year. The crash rate for this intersection (0.46 c/mev) is lower than the statewide and district-wide averages for signalized intersections. Approximately 40 percent of collisions occurred during pear commuter hours, indicating traffic congestion and queuing may be a contributing factor to collisions at this location.

U.S. Route 20 (Hartford Turnpike) / Centech Boulevard / Cherry Street

The intersection of U.S. Route 20 and Centech Boulevard experienced, on average, nine collisions per year. The crash rate for this intersection (0.87 c/mev) is higher than the statewide average but lower than the district-wide average for signalized intersections. Approximately 45 percent of collisions occurred during pear commuter hours, indicating traffic congestion and queuing may be contributing factors to collisions at this location. There were three collisions reported as a result of a driver disregarding traffic signs/signals and 10 collisions as a result of a driver failing to yield right-of way.

Route 9 WB / Route 9 WB Connector (Grafton Circle)

The intersection of Route 9 Westbound and the Route 9 Westbound Connector experienced, on average, five collisions per year. The crash rate for this intersection (0.64 c/mev) is slightly higher than the district-wide average for unsignalized intersections. The majority of crashes were rear-end collisions, which may be the result of high travel speeds on Route 9 westbound combined with the short deceleration area for vehicles turning onto the Route 9 WB Connector and short acceleration area for vehicles entering Route 9 westbound.

The remaining study area intersections all experienced fewer than three collisions per year and a crash rate well below the state and district-wide averages.

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TABLE 2 Collision Summary

Number of Collisions Severity a Collision Type b Percent During Average Crash Commuter Wet/Icy Location Total per Year Rate c PD PI F NR CM RE HO FO SS Other Peak d Conditions e Route 9 at South Street 126 25.2 1.58 109 13 0 4 9 89 3 2 14 9 28% 13%

U.S. Route 20 at South 23 4.6 0.46 15 8 0 -- 8 7 0 2 2 4 39% 22% Street / Green Street

U.S. Route 20 at Centech 43 8.6 0.87 30 13 0 -- 22 11 1 2 6 1 44% 14% Boulevard / Cherry Street

South Street / Charles River Laboratories Driveway / ------UMass Driveway

Route 9 WB at Route 9 WB 27 5.4 0.64 22 2 -- 3 1 16 -- 3 4 3 30% 19% Connector (Grafton Circle)

Route 140 at Route 9 WB 15 3.0 0.38 13 1 -- 1 6 3 2 2 2 -- 20% 27% Connector (Grafton Circle)

Route 140 at Route 9 EB 8 1.6 0.20 7 1 -- -- 3 4 ------1 50% 25% Connector

Source: MassDOT Collision Data from 2014 to 2018. a PD = property damage only; PI = personal injury; F = fatality, NR = not reported/unknown. b CM = cross movement/angle; RE = rear end; HO = head on; FO = fixed object; SS = sideswipe. c Measured in crashes per million entering vehicles. d Percent of vehicle incidents that occurred during the weekday AM and weekday PM commuter peak periods. e Represents the percentage of only “known” collisions occurring during inclement weather conditions.

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Vehicle Speeds

Vehicle speed measurements were conducted along South Street and U.S. Route 20 by measuring the elapsed time for vehicles traveling a short, pre-measured distance between two checkpoints. The travel times were recorded using ATRs and the speeds were derived by dividing the elapsed time into the measured distance between checkpoints. The primary use of this information is explained in the Sight Distance section where the speeds are correlated to sight distance measurements taken at the location of the site driveway to assure that adequate sight distances exist to provide safe operation. The results of the speed measurements are summarized in Table 3.

TABLE 3 Observed Travel Speeds

Posted Speed Average 85th Percentile Location/Direction Limit a Speed a Speed b

South Street at Site Driveway: South of intersection (NB) 35 33 37 North of intersection (SB) 35 34 38

U.S. Route 20 at Site Driveway: West of intersection (EB) 50 46 51 East of intersection (WB) 50 48 54 a In miles per hour (mph). b Speed at, or below which 85 percent of all observed vehicles travel.

As shown in Table 3, the 85th percentile speeds along South Street and U.S. Route 20 were found to be generally consistent with the enforced speed limits despite the overall reduction in traffic due to the COVID-19 pandemic.

Sight Distance

To identify potential safety concerns associated with site access and egress, sight distances have been evaluated at the site driveway locations to determine if the available sight distances for vehicles exiting the site meet or exceed the minimum distances required for approaching vehicles to safely stop. The available sight distances were compared with minimum requirements, as established by the American Association of State Highway and Transportation Officials (AASHTO).1 AASHTO is the national standard by which vehicle sight distance is calculated, measured, and reported. The Massachusetts Executive Office of Energy and Environmental Affairs/Executive Office of Transportation (EOEEA/EOT) require the use of AASHTO sight distance standards when preparing traffic impact assessments and studies, as stated in their guidelines for traffic impact assessments.

1 A Policy on Geometric Design of Highways and Streets; American Association of State Highway and Transportation Officials (AASHTO); 2018.

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Sight distance is the length of roadway ahead that is visible to the driver. Stopping Sight Distance (SSD) is the minimum distance required for a vehicle traveling at a certain speed to safely stop before reaching a stationary object in its path. The values are based on a driver perception and reaction time of 2.5 seconds and a braking distance calculated for wet, level pavements. When the roadway is either on an upgrade or downgrade, grade correction factors are applied. Stopping sight distance is measured from an eye height of 3.5 feet to an object height of 2 feet above street level, equivalent to the taillight height of a passenger car. The SSD is measured along the centerline of the traveled way of the major road.

Intersection Sight Distance (ISD) is provided on minor street approaches to allow the drivers of stopped vehicles a sufficient view of the major roadway to decide when to enter the major roadway. By definition, ISD is the minimum distance required for a motorist exiting a minor street to turn onto the major street, without being overtaken by an approaching vehicle reducing its speed from the design speed to 70 percent of the design speed. ISD is measured from an eye height of 3.5 feet to an object height of 3.5 feet above street level. The use of an object height equal to the driver eye height makes intersection sight distances reciprocal (i.e., if one driver can see another vehicle, then the driver of that vehicle can also see the first vehicle). When the minor street is on an upgrade that exceeds 3.0 percent, grade correction factors are applied.

SSD is generally more important as it represents the minimum distance required for safe stopping while ISD is based only upon acceptable speed reductions to the approaching traffic stream. The ISD, however, must be equal to or greater than the minimum required SSD in order to provide safe operations at the intersection. In accordance with the AASHTO manual, “If the available sight distance for an entering or crossing vehicle is at least equal to the appropriate stopping sight distance for the major road, then drivers have sufficient sight distance to anticipate and avoid collisions. However, in some cases, this may require a major-road vehicle to stop or slow to accommodate the maneuver by a minor-road vehicle. To enhance traffic operations, intersection sight distances that exceed stopping sight distances are desirable along the major road.” Accordingly, ISD should be at least equal to the distance required to allow a driver approaching the minor road to safely stop.

The available SSD and ISD at the site driveway locations were measured and compared to minimum requirements as established by AASHTO. Since the distance required to stop a vehicle is dependent on the speed of that vehicle, speed studies were conducted as presented in the Vehicle Speeds section of this report. The roadway grade of South Street and U.S. Route 20 were measured using ConnectExplorer. The required minimum and desired sight distance requirements for the driveways are shown in Table 4. Due to the presence of vegetation close to the edge of the roadway along South Street and U.S. Route 20 where the site driveways are proposed, GPI has provided sight line plans in the Appendix to verify that that the minimum and desirable distances can be met. The plans also illustrate the required “clear zones” that will be required to maintain that sight lines are not obstructed.

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TABLE 4 Sight Distance Summary

Stopping Sight Distance (feet) Intersection Sight Distance (feet)

Minimum Minimum Location/Direction Required a Required b Desirable c

South Street at Site Driveway: South of intersection (NB) 260 260 335 North of intersection (SB) 290 290 390

U.S. Route 20 at Site Driveway: West of intersection (EB) 485 485 480 East of intersection (WB) 440 440 590 a Values based on AASHTO requirements for 85th percentile speeds of 37 mph (NB), 38 mph (SB) mph on South Street and 51 mph (EB), 54 mph (WB) on U.S. Route 20. b Values based on AASHTO requirements for SSD. c Values based on AASHTO requirements for an enforced speed of 35 mph South Street and a posted speed limit of 50 mph on U.S. Route 20.

As indicated in Sheet and 2 in the Appendix, adequate sight triangles to meet AASHTO guidelines for safe operations can be achieved with minor clearing and trimming of vegetation immediately adjacent to the site driveways within the public right-of-way or on property under control of the Applicant.

In order to maintain the sight distances at the site driveways, it is recommended that any proposed vegetation and signing along the site frontage be kept low to the ground (less than 3.0 feet from street level) or set back sufficiently from the edge of U.S. Route 20 and South Street so as not to inhibit the available sight lines.

Public Transportation

The Massachusetts Bay Transit Authority (MBTA) operates the Framingham / Worcester commuter rail service to the south of the site at Grafton Station, which may be accessed by Centech Boulevard and is approximately 2.2 miles from the Project site. As a result of the COVID-19 pandemic, the MBTA has been forced to reduce services as part of their “Forging Ahead” initiative. The Worcester Regional Transit Authority (WRTA) operates the Route 15 bus route between Union Station in Worcester and South Street in Shrewsbury via Route 9. The route operates with flag stops but does not provide any stops or points of interest within the study area. The MBTA Framingham / Worcester line and WRTA Route 15 maps and schedules are provided in the Appendix.

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FUTURE CONDITIONS

To estimate the impact of site-generated traffic within the study area, existing traffic volumes were projected to the year 2028. This represents a seven-year design horizon in accordance with the EOEEA/EOT traffic impact assessment guidelines. The proposed development is expected to be occupied within this time period. Traffic volumes on the roadway network at that time will include existing traffic, new traffic due to normal traffic growth, and traffic related to any significant development by others expected to be completed within the area by 2028. Consideration of these factors resulted in the development of 2028 No-Build traffic volumes, which assume that the proposed project is not built. The incremental impacts of the proposed project may then be determined by adding site-generated traffic volumes (Build conditions) and making comparisons to the No-Build conditions.

Traffic Growth

To develop the 2028 No-Build forecast volumes, two components of traffic growth were considered. First, an annual average traffic-growth percentage was determined. Consistent with other recent traffic studies in the immediate vicinity (including the TIAS performed by MDM), a 0.5 percent compounded annual growth rate was assumed to account for general population growth and the traffic generated by smaller area developments. GPI also reviewed U.S. Census total population data for the Town of Shrewsbury and the City of Worcester (2014-2018) and found that the average annual growth rate is 0.58 percent per year.

Second, any traffic that may be generated by planned developments that could add substantial volume of traffic through the study area within the next seven years was considered. Based on discussions with officials from the Town of Shrewsbury, the following projects were identified:

 The Pointe at Hills Farm2,3 – The proposed residential project is currently permitted to include 280 apartment units to be located along Route 20 in Shrewsbury between the two Stoney Hill Road connections. The site-specific trip tracings were obtained from the zoning board traffic presentation prepared by Tetra Tech in December 2015 and MDM’s TIAS.

2 The Pointe at Hills Farm – Traffic Study Presentation – Shrewsbury, MA; Tetra Tech; December 28, 2015. 3 Transportation Impact and Access Study; Proposed Centech Park North, Sub-District A; MDM Transportation Consultants, Inc.; April 2019.

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 Charles River Laboratories4,5 – The Charles River building at 334 South Street in Shrewsbury includes ±412,000 SF of research and development (R&D) space, which was approximately half vacant at the time of data collection based on the MDM TIAS. To account for the full occupancy of the building, the existing traffic entering and exiting the Charles River Laboratories was increased proportionally and distributed to the adjacent roadway network. The site-specific trip tracings were obtained from the MDM TIAS and FEIR.

 University of Massachusetts Office6,7 – The UMass office buildings at 333 South Street in Shrewsbury include ±664,000 SF of Office/R&D space which was approximately ¼ vacant at the time of data collection based on the MDM TIAS. To account for the full occupancy of the buildings, the existing traffic entering and exiting the UMass campus was increased proportionally and distributed to the adjacent roadway network.. The site-specific trip tracings were obtained from the MDM TIAS and FEIR.

 UPS Grafton – UPS is in discussions with the Town of Grafton to develop a ±900,000 SF facility within Centech Park located on Centennial Drive. The project was in the preliminary design stages and no formal site plans or filings had been submitted at the time of data collection based on the MDM TIAS. GPI confirmed with the Town that no further steps have been taken as of February 16, 2021 and therefore the trips for this project are not included in the future No-Build traffic volume networks.

 Edgemere Crossing at Flint Pond8 – This project is currently proposed to provide a mixed-use development including 250 apartment units in 9 buildings, ±58,785 SF of retail, a ±2,030 SF bank, a ±13,120 SF pharmacy, and a ±79,750 SF supermarket to be located at 180-222 Hartford Turnpike. The site is proposed to provide 388 residential parking spaces and 689 commercial parking spaces. A Transportation Impact and Access Study for this project was performed by Vanasse Hangen Brustlin, Inc. (VHB) in June 2019 with updated site plans submitted by RJ O’Connell & Associates, Inc. (RJ O’Connell) in March 2020. The site- generated trips associated with Edgemere Crossing were obtained from VHB’s TIAS and from the MDM TIAS and FEIR.

 The Village at Grafton Woods9 – This project is proposed to be located at 8 Pine Street in Grafton, Massachusetts and consists of constructing a mixed-use development which includes approximately 23,300 gross SF of retail space and 316 rental apartment units (some of which will be earmarked for affordable housing), and 608 parking spaces. No traffic study has been submitted to the Town to date; however, site-generated trips associated with this project were estimated based on the descriptions provided in the Environmental Notification Form (ENF).

4 Transportation Impact and Access Study; Proposed Centech Park North, Sub-District A; MDM Transportation Consultants, Inc.; April 2019. 5 Final Environmental Impact Report – Centech Park North; MDM Transportation Consultants, Inc.; June 2, 2020. 6 Transportation Impact and Access Study; Proposed Centech Park North, Sub-District A; MDM Transportation Consultants, Inc.; April 2019. 7 Final Environmental Impact Report – Centech Park North; MDM Transportation Consultants, Inc.; June 2, 2020. 8 Environmental Notification Form – Edgemere Crossing at Flint Pond; Vanasse Hangen Brustlin; June 17, 2019. 9 Environmental Notification Form – Village at Grafton Woods; Tighe&Bond; March 2021.

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The site-generated trips were calculated based on trip generation rates published by the 10 Institute of Transportation Engineers (ITE) Trip Generation Manual for Land Use Code (LUC) 820 (Shopping Center) and LUC 221 (Multi-Family Housing (Low-Rise)). In addition, a 10 percent reduction in vehicle trips was applied for use of transit as the proposed development will be marketed as a transit-oriented development (TOD). A reduction was also applied for pass-by trips based on pass-by rates for retail uses published in the ITE Trip 11 Generation Handbook . The trips were distributed to the adjacent roadway network based on the retail and residential gravity models prepared as part of the TIAS for the Edgemere Crossing development.

Trip tracings for the proposed developments by others are illustrated in Figures 3 and 4 for weekday AM and PM peak hours, respectively. The detailed calculations are provided in the Appendix.

10 Trip Generation Manual, 10th Edition; Institute of Transportation Engineers; Washington, DC; 2017. 11 Trip Generation Handbook, 3rd Edition; Institute of Transportation Engineers; Washington, DC; 2017.

Page | 24 20312 TIAS 2021-04-09 BOSTON WORCESTER TURNPIKE

[4](5) 9 [4] [26] (27)[22]

GRAFTON 35{25}|30| CIRCLE MEMORIAL DRIVE 140 140 |8|{25}4

[24](13) 9|6| [1](1) [1](1)

RTE. 9 RTE. GRAFTON STREET (13)[24] CONN. EB XX(XX)[XX]{XX}|XX| = The Pointe(Charles River)[25% |12|23 GRAFTON UMass]{Edgemere Crossing}|Village @ Grafton Woods|

(14)[24] 9|6| STREET NOT TO SCALE FIGURE 3 DEVELOPMENTS BY OTHERS TRAFFIC VOLUMES Greenman-Pedersen, Inc. || 181 Ballardvale Street, Suite 202, Wilmington, MA 01887 PROPOSED DISTRIBUTION CENTER – SHREWSBURY, MASSACHUSETTS WE E K D AY A M BOSTON WORCESTER TURNPIKE

9 [1] (1)[1]

GRAFTON 20{35}|27| CIRCLE MEMORIAL DRIVE 140 140 |21|{40}12 [13](10) [13](10)

[1] 25|14|

RTE. 9 RTE. GRAFTON STREET [1] CONN. EB XX(XX)[XX]{XX}|XX| = The Pointe(Charles River)[25% |11|13 GRAFTON UMass]{Edgemere Crossing}|Village @ Grafton Woods|

(1)[1] 25|14| STREET NOT TO SCALE FIGURE 4 DEVELOPMENTS BY OTHERS TRAFFIC VOLUMES Greenman-Pedersen, Inc. || 181 Ballardvale Street, Suite 202, Wilmington, MA 01887 PROPOSED DISTRIBUTION CENTER – SHREWSBURY, MASSACHUSETTS WE E K D AY P M TRAFFIC IMPACT AND ACCESS STUDY Proposed Distribution Center – Shrewsbury, Massachusetts

Planned Roadway Improvements

Based on the TIAS prepared by MDM, MassDOT is in the planning stages for multiple roadway improvement projects which include roadway widening, signal and geometric improvements, and pedestrian and bicycle accommodations as part of a Master Plan effort along U.S. Route 20 from the Northborough Town Line and the Worcester City Line (approximately 4.6 miles), which includes the following intersections within the study area:  U.S. Route 20 / South Street / Green Street; and  U.S. Route 20 / Centech Boulevard / Cherry Street.

MassDOT finalized their Route 20 master plan12 and presented to the public in March 2020. The improvements include widening U.S. Route 20 to four lanes (two lanes in each direction), with additional turning lanes at key intersections. In addition, a sidewalk will be added along the northerly side and a two-way shared-use path will be added along the south side of the roadway.

At the U.S. Route 20 / South Street / Green Street intersection, U.S. Route 20 will be widened to provide an exclusive left-turn lane and two through lanes in each direction, with an additional exclusive right-turn lane in the westbound direction. The South Street and Green Street approaches will both be widened to provide a dedicated left-turn lane and a shared through-right-turn lane. Crosswalks with pedestrian signal phases and equipment will be added across all approaches to the intersection. All new signal equipment will be installed with improved signal timing.

At the U.S. Route 20 / Centech Boulevard / Cherry Street intersection, U.S. Route 20 will be widened to provide an exclusive left-turn lane, two through lanes, and an exclusive right-turn lane in the eastbound direction. The westbound approach will provide two exclusive left-turn lanes, a through lane, and a shared through / right-turn lane. The Centech Boulevard northbound approach will be widened to provide two exclusive left-turn lanes, a through lane, and an exclusive right-turn lane. Crosswalks with pedestrian signal phases and equipment will be added across all approaches to the intersection. All new signal equipment will be installed with improved signal timing.

Design of these improvements is still in the conceptual level and no funding has currently been identified for construction of these improvements. Therefore, these improvement measures were not included in the analysis of the 2028 No-Build traffic conditions in order to provide a conservative (worse case) analysis condition without the MassDOT improvements. However, it is anticipated that the construction of the Route 20 Master Plan will significant reduce delays and queues, and improve safety and mobility through the study area intersections.

No-Build Traffic Volumes

The 2028 No-Build peak-hour traffic volumes were accordingly developed by applying a 0.5 percent annual traffic growth rate (or 3.6 percent compounded over seven years) to the 2021 Existing volumes and adding traffic to be generated by the proposed developments by others. The 2028 No-Build traffic volumes are shown graphically on Figure 5.

12 Master Plan Report – Shrewsbury – Route 20 Corridor Improvements; Howard Stein Hudson; 2019.

Page | 27 20312 TIAS 2021-04-09 BOSTON WORCESTER TURNPIKE (1346)956 (284)162 (66)104 (48)77 9 10(20) 77(139) 1322(1048) 200(116)

GRAFTON 919(632) CIRCLE 95(40) MEMORIAL DRIVE 140 140 (1697)1205 (887)397 (337)55

(129)123 92(136) 96(160)

RTE. 9 RTE. GRAFTON STREET 263(128) CONN. EB XX(XX) = WEEKDAY AM(WEEKDAY PM) (223)233 GRAFTON NOT TO SCALE

1535(1309) 167(311) STREET FIGURE 5

Greenman-Pedersen, Inc. || 181 Ballardvale Street, Suite 202, Wilmington, MA 01887 PROPOSED DISTRIBUTION CENTER – SHREWSBURY, MASSACHUSETTS 2028 NO-BUILD TRAFFIC VOLUMES TRAFFIC IMPACT AND ACCESS STUDY Proposed Distribution Center – Shrewsbury, Massachusetts

Trip Generation

The project consists constructing ±280,000 SF of warehousing / distribution space and ±12,500 SF of office space over two buildings and a ±16,800 SF campus building. To estimate the volume of traffic to be generated by the proposed warehouse / office space, trip generation rates published by the 13 Institute of Transportation Engineers (ITE) Trip Generation Manual were used for Land Use Code (LUC) 150 (Warehouse) and LUC 710 (General Office Space). All trip-generation data are provided in detail in the Appendix.

Table 5 PROPOSED TRIP-GENERATION SUMMARY

Proposed Trips Passenger Warehouse Office Total Vehicle Time Period / Direction (LUC 150) a (LUC 710) b Trips c Truck Trips d Trips e Weekday Daily 488 286 774 146 628 Weekday AM Peak Hour Enter 45 29 74 14 60 Exit 14 5 19 4 15 Total 59 34 93 18 75 Weekday PM Peak Hour Enter 16 5 21 5 16 Exit 45 29 74 14 60 Total 61 34 95 19 76 a Based on ITE trip rates for LUC 150 for ±280,000 SF. b Based on ITE trip rates for LUC 710 for ±29,300 SF. c Sum of Warehouse and Office Trips. d 30 percent of Warehouse Trips. e Total Proposed Trips minus Truck Trips.

As shown in Table 5, the proposed development is expected to generate 774 daily vehicle trips. The proposed development is expected to generate 93 vehicle trips (74 entering and 19 exiting) during the weekday AM peak hour and 95 vehicle trips (21 entering and 74 exiting) during the weekday PM peak hour.

Truck Trip Generation

To estimate the percentage breakdown of heavy vehicles and passenger vehicles, truck trip generation 14 data published by the ITE Trip Generation Handbook were evaluated for LUC 130 (Industrial Park),

13 Trip Generation Manual, 10th Edition; Institute of Transportation Engineers; Washington, DC; 2017. 14 Trip Generation Handbook, 3rd Edition; Institute of Transportation Engineers; Washington, DC; 2017.

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LUC 150 (Warehouse), LUC 152 (High-Cube Warehouse/Distribution Center). Table I.1 in Appendix I: Truck Trip Generation Research and Data showed the following:

 LUC 130 – Between 1 and 31 percent with an average of 13 percent of trips were represented by trucks.  LUC 150 – 20 percent of trips were represented by trucks. However, this was based on a single site.  LUC 152 – Between 9 and 29 percent with an average of 19 percent of trips were represented by trucks.

In order to provide a conservative (worse case) scenario, 30 percent of all warehouse trips were considered to be truck trips. In addition, these truck trips have been superimposed on the peak hour of adjacent street traffic when they would normally be scheduled for off-peak hours to reduce impact of deliveries. The resulting breakdown of truck and passenger vehicle trips is summarized in Table 5.

Project Environmental Review (MEPA) Thresholds

As previously noted, this site previously underwent review by the MEPA office for the development of a ±450,000 SF office and industrial park development to be constructed in two phases. MEPA review guidelines required the preparation of a Notice of Project Change (NPC) with the MEPA office for any changes in the proposed development that result in an increase of site-generated trips or parking supply of ten (10) percent or more. Therefore, GPI has compared the trips anticipated to be generated by the currently proposed warehouse / office development to the previously reviewed Centech Park North office and industrial park development. The results of this comparison are summarized in Table 6.

Table 6 TRIP-GENERATION COMPARISON

Previously Proposed Development a Net Change in Trips e Proposed Phase I a Phase II b Development Compared Compared to Time Period / Direction (Sub-District A) (Sub-District B) Trips c to Phase I d Phase II e Weekday Daily 1,628 2,664 774 -854 (-52%) -1890 (-71%) Weekday AM Peak Hour 194 317 93 -101 (-52%) -224 (-71%) Weekday PM Peak Hour 193 316 95 -98 (-51%) -221 (-70%) a Based on TIAS performed by MDM; April 2019. b Based on FEIR Certificate for Centech Park Boulevard, February 14, 2020. c Total Proposed Trips from Table 5. d Proposed Development Trips minus Previously Proposed Phase I Trips. e Proposed Development Trips minus Previously Proposed Phase II Trips.

As shown in Table 6, the proposed development is estimated to generate approximately 52 percent fewer vehicle trips than Phase I and approximately 71 percent fewer vehicle trips than Phase II of the previously reviewed Centech Park North development. Therefore, filing of an NPC with the MEPA

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office will not be required based on the change in transportation impacts associated with the proposed development.

Trip Distribution

Having estimated project-generated vehicle trips, the next step is to determine the distribution of project traffic and assign these trips to the local roadway network. The distribution of site-generated trips were based on a Journey-to-Work gravity model using 2011-2015 U.S. Census data for place of residency of employees of Shrewsbury, MA.

The detailed trip distribution calculations are provided in the Appendix. Table 7 summarizes the resulting trip distribution percentages. A graphical depiction of the trip distribution on the surrounding area roadways and the resulting site-generate traffic volume networks are shown on Figures 6 and 7 for the weekday AM and PM peak hours, respectively.

TABLE 7 Trip Distribution Summary

Direction Percentage Roadway To/From Trips to/from U.S. Route 20 East 5% Route 9 East 5% U.S. Route 20 West 30% Route 9 West 20% Route 140 North 10% South Street North 20% Route 140 South 5% Centech Boulevard South 5%

TOTAL -- 100%

Cut-Through Trips

Based on the location of the driveways, it was assumed that 60 percent of trips traveling between U.S. Route 20 West and Building “A” will utilize the site driveway along U.S. Route 20 to avoid the traffic signal at the U.S. Route 20 / South Street / Green Street intersection. Similarly, it has been assumed that 25 percent of trips traveling between South Street North and Building “B” and the Campus Building will utilize the site driveway along South Street to avoid the traffic signal at the U.S. Route 20 / South Street / Green Street intersection.

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Traffic Increases

The proposed development will result in increases in traffic on the study area roadways. As shown on Figures 6 and 7 traffic-volume increases beyond the study area are expected to be in the range of 4 to 34 vehicles during the weekday AM and PM peak hours. These increases represent, on average, one additional vehicle every approximately every two to fifteen minutes during the peak hours. Lesser increases are anticipated during other times of the day.

Build Traffic Volumes

Based on the traffic generation and distribution estimates for this project, the traffic volumes associated with the proposed development were assigned to the roadway network. The site-generated traffic volumes were then combined with the 2028 No-Build traffic volumes to develop the 2028 Build peak- hour traffic-volume networks. The 2028 Build peak hour traffic volumes are illustrated on Figure 8.

Page | 32 20312 TIAS 2021-04-09 Assumed that the 5% to/from Route 9 (east of the site) actually occurs at the interchange with US Route 20. BOSTON WORCESTER TURNPIKE

9 22

GRAFTON CIRCLE MEMORIAL DRIVE 140 140 Assumed that the 5% to/from 7 Route 140 (south of the site) actually occurs at the interchange with US Route 20. (2) (6)

RTE. 9 RTE. GRAFTON STREET 7 CONN. EB XX(XX) = ENTERING(EXITING) GRAFTON NOT TO SCALE

26 STREET

20% FIGURE 6 SITE-GENERATED TRAFFIC VOLUMES Greenman-Pedersen, Inc. || 181 Ballardvale Street, Suite 202, Wilmington, MA 01887 PROPOSED DISTRIBUTION CENTER – SHREWSBURY, MASSACHUSETTS WE E K D AY A M Assumed that the 5% to/from Route 9 (east of the site) actually occurs at the interchange with US Route 20. BOSTON WORCESTER TURNPIKE

9 5

GRAFTON CIRCLE MEMORIAL DRIVE 140 140 Assumed that the 5% to/from 3 Route 140 (south of the site) actually occurs at the

(18) interchange with US Route 20. (7)

RTE. 9 RTE. GRAFTON STREET 3 CONN. EB XX(XX) = ENTERING(EXITING) GRAFTON NOT TO SCALE

2 STREET

20% FIGURE 7 SITE-GENERATED TRAFFIC VOLUMES Greenman-Pedersen, Inc. || 181 Ballardvale Street, Suite 202, Wilmington, MA 01887 PROPOSED DISTRIBUTION CENTER – SHREWSBURY, MASSACHUSETTS WE E K D AY P M BOSTON TURNPIKE WORCESTER (1346)956 (284)162 (66)104 (48)77 9 10(20) 77(139) 1322(1048) 222(121)

GRAFTON 919(632) CIRCLE 95(40) MEMORIAL DRIVE 140

140 (1715)1211 (887)397 (344)57

(132)130 92(136) 96(160) 9

CONN. RTE.

270(131) EB GRAFTON STREET XX(XX) = WEEKDAY AM(WEEKDAY PM) (223)233 GRAFTON NOT TO SCALE 1550(1311) 167(311) STREET FIGURE 8

Greenman-Pedersen, Inc. || 181 Ballardvale Street, Suite 202, Wilmington, MA 01887 PROPOSED DISTRIBUTION CENTER – SHREWSBURY, MASSACHUSETTS 2028 BUILD TRAFFIC VOLUMES TRAFFIC IMPACT AND ACCESS STUDY Proposed Distribution Center – Shrewsbury, Massachusetts

PARKING

Proposed Parking Supply

As part of the project, the site will provide approximately 67 truck loading bays, 52 trailer parking spaces, and 271 passenger vehicle parking spaces.

Projected Parking Demand

Section VII, Sub-Section D – Off-Street Parking and Loading Areas of the Town of Shrewsbury’s Zoning Bylaws provides the following off-street parking supply requirements:

 Offices – One (1) parking space for each four hundred (400) square feet of gross floor area, plus space for all company vehicles, space for visitors and loading space for all deliveries and shipping.  Warehouses – One (1) parking space for each fifteen hundred (1500) square feet of gross floor area.

Based on the Town of Shrewsbury’s Zoning Bylaws, the proposed 271 passenger vehicle parking spaces will provide adequate supply to accommodate the parking demand of 261 spaces estimated based on local zoning bylaws.

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CAPACITY ANALYSIS

Capacity and queue analyses were conducted at all locations throughout the study area. These analyses were conducted under 2021 Existing, 2028 No-Build, and 2028 Build conditions. The impact of site-generated traffic can be measured by comparing 2028 No-Build conditions to 2028 Build conditions.

Capacity Analysis Methodology

A primary result of capacity analysis is the assignment of levels of service to traffic facilities under various traffic flow conditions. The capacity analysis methodology is based on the concepts and procedures in the Highway Capacity Manual (HCM).15 The TIAS utilizes HCM 2000 methodology at the signalized intersections due to the fact that HCM 2010 and HCM 6th Edition methodology only supports strict NEMA phasing and does not analyze U-turn movements or exclusive pedestrian phases. HCM 2000 methodology was used at the unsignalized intersections as well to be consistent. The concept of level of service (LOS) is defined as a qualitative measure describing operational conditions within a traffic stream and their perception by motorists and/or passengers. A level-of- service definition provides an index to quality of traffic flow in terms of such factors as speed, travel time, freedom to maneuver, traffic interruptions, comfort, convenience, and safety.

Six levels of service are defined for each type of facility. They are given letter designations from A to F, with LOS A representing the best operating conditions and LOS F the worst. Since the level of service of a traffic facility is a function of the traffic flows placed upon it, such a facility may operate at a wide range of levels of service, depending on the time of day, day of week, or period of year. A description of the operating condition under each level of service is provided below:

15 Highway Capacity Manual 2000, Transportation Research Board; Washington, D.C.; 2000.

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 LOS A describes conditions with little to no delay to motorists.

 LOS B represents a desirable level with relatively low delay to motorists.

 LOS C describes conditions with average delays to motorists.

 LOS D describes operations where the influence of congestion becomes more noticeable. Delays are still within an acceptable range.

 LOS E represents operating conditions with high delay values. This level is considered by many agencies to be the limit of acceptable delay.

 LOS F is considered to be unacceptable to most drivers with high delay values that often occur, when arrival flow rates exceed the capacity of the intersection.

Unsignalized Intersections

Levels of service for unsignalized intersections are calculated using the operational analysis methodology of the HCM. The procedure accounts for lane configuration on both the minor and major street approaches, conflicting traffic stream volumes, and the type of intersection control (STOP, YIELD, or all-way STOP control). The definition of level of service for unsignalized intersections is a function of average control delay. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. The level-of-service criteria for unsignalized intersections are shown in Table 8.

Signalized Intersections

Levels of service for signalized intersections are also calculated using the operational analysis methodology of the HCM. The methodology for signalized intersections assesses the effects of signal type, timing, phasing, and progression; vehicle mix; and geometrics on average control delay. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. Table 8 summarizes the relationship between level of service and average control delay.

For signalized intersections, this delay criterion may be applied in assigning level-of-service designations to individual lane groups, to individual intersection approaches, or to the entire intersection. For unsignalized intersections, this delay criterion may be applied in assigning level-of- service designations to individual lane groups or to individual intersection approaches.

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TABLE 8 Level-of-Service Criteria for Intersections

Unsignalized Intersection Criteria Signalized Intersection Criteria Level of Average Control Delay Average Control Delay Service (Seconds per Vehicle) (Seconds per Vehicle) A 10 10

B >10 and 15 >10 and 20

C >15 and 25 >20 and 35

D >25 and 35 >35 and 55

E >35 and 50 >55 and 80

F >50 >80

Source: Highway Capacity Manual 2000, Transportation Research Board; Washington, D.C.; 2000. Pages 10-16 and 17-2.

Queue Analysis Methodology

For signalized intersections, the maximum back of queue during a typical (average) signal cycle and a 95th percentile signal cycle were calculated for each lane group during the peak periods studied. The back of queue is the length of a backup of vehicles from the stop line of a signalized intersection to the last vehicle in the queue that is required to stop, regardless of the signal indication. The length of this queue depends on a number of factors including signal timing, vehicle arrival patterns, and the saturation flow rate.

For unsignalized intersections, the 95th percentile queue represents the length of queue of the critical minor-street movement that is not expected to be exceeded 95 percent of the time during the analysis period (typically one hour). In this case, the queue length is a function of the capacity of the movement and the movement’s degree of saturation.

Capacity and Queue Analysis Results

The study area intersections have been analyzed through application of the procedures described above. The level-of-service (LOS) and queue analysis results are presented in Table 9 and are discussed below. All analysis worksheets are provided in the Appendix.

Route 9 (Boston Worcester Turnpike) at South Street

Several movements at the Route 9 (Boston Worcester Turnpike) / South Street intersection are anticipated to operate near or over capacity and at LOS E or F under 2028 No-Build and Build conditions during the weekday AM and PM peak hours. However, the additional traffic generated by the proposed development is not anticipated to increase overall delay through the intersection by more than six seconds per vehicle or increase queues in any given lane by more than two vehicles.

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It should also be noted that this intersection was previously evaluated by the Town of Shrewsbury and MassDOT as part of the MEPA review process for the previously proposed Centech Park North development. The currently proposed warehouse / office development is anticipated to generate 52 to 71 percent fewer trips through the intersection than the previously reviewed development. As mitigation for the previously-proposed development, a Road Safety Audit (RSA) was conducted at this intersection, which identified several short-term, low-cost improvements to be completed as mitigation for the project. These measures included upgrading existing signage to meet MUTCD standards, verifying and adjusting the signal clearance intervals, and relocating the bus stop further south along South Street. Subsequent to the RSA, the signal clearance intervals were adjusted by MassDOT at this intersection and these updated timings were included in the analysis of Existing, No-Build, and Build conditions. In addition, new lane-use signage, right-turn-on-red turn restriction signage, and speed limit signage were also installed by MassDOT at this intersection. These improvements were included in the analysis of Existing, No-Build, and Build analysis conditions. No additional project- specific mitigation was identified as part of the review of the previously-proposed development.

South Street at Charles River Laboratories Driveway / University of Massachusetts Driveway

All movements at the South Street / Charles River Laboratories Driveway / University of Massachusetts Driveway intersection will operate under capacity at LOS E or better and queues not exceeding three vehicles under all analysis conditions. The additional traffic generated by the proposed development is not anticipated to increase delay on any given movement by more than seven seconds per vehicle or increase queues by more than one vehicle.

U.S. Route 20 (Hartford Turnpike) at South Street / Green Street

Under No-Build traffic-volume conditions, the U.S. Route 20 eastbound left-turn movement and the South Street southbound approach are anticipated to operate over capacity (V/C ratio greater than 1.00) during the weekday AM and weekday PM peak hours, respectively. However, the additional traffic generated by the proposed development is not anticipated to increase overall intersection delay by more than six seconds per vehicle or increase queues by more than one vehicle. The FEIR Certificate for the Centech Park North development noted that no Project-specific mitigation would be required at this location to accommodate Phase I – Sub-District A of the development. The currently proposed development is anticipated to generate 52 percent fewer vehicle during the weekday AM and PM peak hours as compared to Phase I of Centech Park North. Therefore, no project-specific mitigation is required at this intersection to accommodate site-generated vehicle trips.

As described in the Planned Roadway Improvements section of this TIAS, MassDOT is currently in the preliminary design stages for a roadway improvement project along U.S. Route 20 that proposes widening of Route 20 to provide two through lanes in each direction through this intersection, along with widening of the South Street and Green Street approaches to provide dedicated left-turn lanes. New signal equipment and signalized pedestrian crosswalks are also proposed as part of MassDOT’s project. These improvements will significantly increase the capacity and reduce delays and queues on all approaches to the intersection.

U.S. Route 20 (Hartford Turnpike) at Centech Boulevard / Cherry Street

The Centech Boulevard and Cherry Street approaches to the intersection with U.S. Route 20 are anticipated to operate over capacity at LOS E or F during the weekday AM and PM peak hours under 2028 No-Build and Build conditions. However, the additional traffic generated by the proposed

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development is not anticipated to increase overall intersection delay by more than two seconds per vehicle or increase queues by more than one vehicle. A significant portion of the delay and queues on the Centech Boulevard approach are the result of traffic-volume increases generated by the proposed Village at Grafton Woods development, which is currently under review by the Town of Grafton. A traffic study has not yet been completed for this project, but is likely to identify project- specific mitigation at this location, which may include construction of a portion of the improvements proposed as part of the MassDOT Route 20 improvement project. As described in the Planned Road Improvements section of this report, MassDOT’s improvements include widening U.S. Route 20 to provide two through lanes and multiple dedicated turn lanes in each direction, as well as widening Centech Boulevard to provide two dedicated left-turn lanes, a through lane, and a dedicated right-turn lane. These improvements will greatly increase the capacity of the intersection and significantly reduce delays and queues.

Route 140 (Grafton Circle) at Route 9 Westbound Connector

All movements at the signalized intersection of Route 140 (Grafton Circle) at Route 9 Westbound Connector are expected to operate at LOS D or better under all analysis scenarios. The additional traffic generated by the proposed development is not anticipated to increase delay on any given movement by more than one second per vehicle or will have negligible impacts to queues.

Route 140 (Grafton Circle / Memorial Drive) at Route 9 Eastbound Connector

Traffic exiting the Route 9 EB Connector onto Route 140 (Grafton Circle / Memorial Drive) currently experiences long delays and queues during the weekday AM and PM peak hours. However, the additional traffic generated by the proposed development is not anticipated to increase delay on this approach by more than three seconds per vehicle or increase queues by more than one vehicle. All other movements through this intersection are anticipated to operate at LOS A with queues not exceeding a single vehicle.

Route 9 (Boston Worcester Turnpike) Westbound at Route 9 Westbound Connector

Under 2028 No-Build and Build conditions, the Route 9 Westbound Connector southbound right-turn is anticipated to operate over capacity (V/C ratio greater than 1.00) during the weekday PM peak hour. However, this movement is expected to be only slightly over capacity. In addition, the analysis assumes a significant amount of traffic growth due to background growth and other development in the surrounding area that may never be realized. The additional traffic generated by the proposed development is not expected to increase delay on this movement by more than seven seconds per vehicle or increase queues by more than one vehicle. This movement is anticipated to operate at acceptable levels of service (LOS D or better) during all other time periods.

Route 9 (Boston Worcester Turnpike) Eastbound at Grafton Street

Under 2028 No-Build and Build conditions, the Grafton Street northbound right-turn is anticipated to operate over capacity (V/C ratio greater than 1.00) during the weekday AM peak hour. However, this movement is expected to be only slightly over capacity. In addition, the analysis assumes a significant amount of traffic growth due to background growth and other development in the surrounding area that may never be realized. The additional traffic generated by the proposed development is not expected to increase delay on this movement by more than nine seconds per vehicle or increase

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queues by more than one vehicle. This movement is anticipated to operate at acceptable levels of service (LOS C or better) during all other time periods.

South Street at Site Driveway

The T-type intersection is proposed to be STOP-controlled for the site driveway approach. All approaches are expected to operate at optimal levels (LOS B or better) during the peak hours with all v/c ratios well below 1.00, indicating ample capacity. Queue lengths are expected to be one vehicle or less on any approach.

U.S. Route 20 at Site Driveway

The T-type intersection is proposed to be STOP-controlled for the site driveway approach. Separate left- and right-turn lanes are recommended on the site driveway approach to reduce delay exiting the site driveway. Traffic exiting left from the site driveway onto U.S. Route 20 is anticipated to experience long delays during the weekday AM and PM peak hours. However, all delay will be incurred on the site and queues are not expected to exceed four vehicles. As described in the Traffic Signal Warrant Analysis section of this TIAS, the volume of traffic exiting the site driveway is not expected to meet thresholds to warrant installation of a traffic signal. Much of the delay is due to a limited number of gaps in U.S. Route 20 traffic to allow traffic to enter the roadway as a result of only a single travel lane in the eastbound direction. The MassDOT Route 20 improvement project proposes to widen U.S. Route 20 to provide two travel lanes in each direction. With these improvements, additional gaps in eastbound traffic will be created to allow vehicles to exit the site driveway, reducing delays and queues on the site driveway approach.

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2021 Existing 2028 No-Build 2028 Build Intersection/Peak Hour/Lane Group V/C a Del. b LOS c Queue d V/C Del. LOS Queue V/C Del. LOS Queue Route 9 (Boston Worcester Turnpike) / South Street Weekday AM: Route 9 EBL 0.63 75.7 E 86/154 0.65 79.1 E 91/159 0.65 78.8 E 92/160 Route 9 EB T/R 0.99 65.9 E 766/>999 1.11 106.1 F 975/>999 1.13 116.0 F >999/>999 Route 9 WBL 0.81 86.4 F 170/269 0.84 90.2 F 189/315 0.84 90.5 F 189/316 Route 9 WBT 0.60 31.7 C 370/514 0.63 33.3 C 396/549 0.63 33.6 C 398/552 Route 9 WBR 0.10 7.8 A <25/29 0.11 8.1 A <25/30 0.11 8.3 A <25/30 South Street NBL 0.68 75.5 E 127/207 0.69 77.5 E 139/219 0.73 80.4 F 148/231 South Street NB T/R 0.70 78.0 E 130/215 0.72 80.4 F 142/226 0.73 80.8 F 146/232 South Street SBL 0.88 85.5 F 294/523 0.95 101.6 F 336/595 0.97 107.8 F 344/612 South Street SB L/T 0.89 85.5 F 303/533 0.94 98.3 F 340/596 0.98 110.2 F 355/630 South Street SBR 0.24 54.2 D 60/118 0.24 55.2 E 64/122 0.24 55.5 E 64/123 Overall Intersection 0.90 59.4 E --/-- 0.98 78.8 E --/-- 1.00 84.5 F --/-- Weekday PM: Route 9 EBL 0.78 85.5 F 163/254 0.80 89.0 F 170/264 0.80 89.1 F 170/264 Route 9 EB T/R 0.77 41.3 D 544/719 0.82 44.8 D 584/762 0.82 45.3 D 590/766 Route 9 WBL 0.71 81.2 F 119/196 0.71 83.2 F 122/198 0.72 83.6 F 122/198 Route 9 WBT 0.93 55.4 E 709/970 0.98 67.0 E 763/>999 0.98 67.6 E 766/>999 Route 9 WBR 0.18 14.4 B <25/42 0.20 15.3 B <25/62 0.21 15.3 B <25/70 South Street NBL 0.89 90.7 F 278/485 1.04 127.8 F 375/629 1.13 159.2 F 435/696 South Street NB T/R 0.73 70.2 E 225/361 0.88 87.2 F 291/505 0.93 97.9 F 312/549 South Street SBL 0.75 77.1 E 197/304 0.76 79.3 E 208/317 0.77 79.6 E 212/322 South Street SB L/T 0.73 75.4 E 203/310 0.75 77.3 E 213/323 0.75 77.7 E 215/326 South Street SBR 0.62 69.2 E 146/234 0.63 70.4 E 154/243 0.63 70.2 E 154/243 Overall Intersection 0.87 56.1 E --/-- 0.93 65.7 E --/-- 0.95 69.8 E --/-- a Volume-to-capacity ratio. b Average control delay in seconds per vehicle. c Level of service. d Maximum queue in an average/95th percentile cycle in feet per lane (assuming 25 feet per vehicle).

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2021 Existing 2028 No-Build 2028 Build Intersection/Peak Hour/Lane Group V/C a Del. b LOS c Queue d V/C Del. LOS Queue V/C Del. LOS Queue South Street / Charles River Driveway / UMass Driveway Weekday AM: Charles River Driveway EBL 0.02 19.2 C --/<25 0.05 23.8 C --/<25 0.05 23.8 C --/<25 Charles River Driveway EB T/R 0.00 9.5 A --/<25 0.00 9.6 A --/<25 0.00 9.6 A --/<25 UMass Driveway WB L/T/R 0.02 9.7 A --/<25 0.02 9.8 A --/<25 0.02 9.8 A --/<25 South Street NBL 0.02 7.8 A --/<25 0.04 7.9 A --/<25 0.04 7.9 A --/<25 South Street NB T/R 0.15 0.0 A --/<25 0.15 0.0 A --/<25 0.15 0.0 A --/<25 South Street SBL 0.11 8.1 A --/<25 0.14 8.2 A --/<25 0.14 8.2 A --/<25 South Street SB T/R 0.15 0.0 A --/<25 0.17 0.0 A --/<25 0.17 0.0 A --/<25 Weekday PM: Charles River Driveway EBL 0.02 20.8 C --/<25 0.43 35.4 E --/49 0.48 42.4 E --/58 Charles River Driveway EB T/R 0.03 9.8 A --/<25 0.06 9.9 A --/<25 0.06 10.0 B --/<25 UMass Driveway WB L/T/R 0.37 13.0 B --/43 0.45 14.1 B --/58 0.48 15.2 C --/64 South Street NBL 0.00 0.0 A --/<25 0.00 0.0 A --/<25 0.00 0.0 A --/<25 South Street NB T/R 0.15 0.0 A --/<25 0.15 0.0 A --/<25 0.17 0.0 A --/<25 South Street SBL 0.01 7.7 A --/<25 0.01 7.7 A --/<25 0.01 7.8 A --/<25 South Street SB T/R 0.14 0.0 A --/<25 0.14 0.0 A --/<25 0.15 0.0 A --/<25 South Street / Site Driveway Weekday AM: Site Driveway EB ------0.02 14.9 B --/<25 South Street NB ------0.01 0.2 A --/<25 Weekday PM: Site Driveway EB ------0.07 14.6 B --/<25 South Street NB ------0.00 0.1 A --/<25 a Volume-to-capacity ratio. b Average control delay in seconds per vehicle. c Level of service. d Maximum queue in an average/95th percentile cycle in feet per lane (assuming 25 feet per vehicle).

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2021 Existing 2028 No-Build 2028 Build Intersection/Peak Hour/Lane Group V/C a Del. b LOS c Queue d V/C Del. LOS Queue V/C Del. LOS Queue U.S. Route 20 / South Street / Green Street Weekday AM: U.S Route 20 EBL 0.75 39.8 D 120/364 1.17 150.5 F 290/471 1.24 180.0 F 312/490 U.S Route 20 EB T/R 0.86 14.7 B 345/698 0.95 25.3 C 652/>999 0.95 26.8 C 687/>999 U.S Route 20 WB L/T/R 0.38 13.4 B 69/117 0.41 12.7 B 105/151 0.41 12.8 B 110/153 Green Street NB L/T/R 0.12 29.1 C <25/52 0.12 36.0 D <25/52 0.12 36.3 D <25/52 South Street SB L/T/R 0.72 40.6 D 87/233 0.78 53.8 D 136/246 0.83 59.2 E 148/276 Overall Intersection 0.87 19.8 B --/-- 0.98 39.3 D --/-- 1.00 44.7 D --/-- Weekday PM: U.S Route 20 EBL 0.55 33.3 C 39/95 0.59 38.7 D 47/113 0.58 37.0 D 60/134 U.S Route 20 EB T/R 0.65 11.3 B 180/270 0.74 13.1 B 253/369 0.72 11.9 B 253/367 U.S Route 20 WB L/T/R 0.74 18.2 B 201/296 0.78 19.3 B 263/384 0.80 21.2 C 275/391 Green Street NB L/T/R 0.02 18.6 B <25/<25 0.03 22.3 C <25/25 0.03 24.0 C <25/25 South Street SB L/T/R 0.78 30.6 C 151/401 1.02 77.4 E 251/599 1.10 106.4 F 278/620 Overall Intersection 0.75 19.0 B --/-- 0.86 28.6 C --/-- 0.88 34.4 C --/-- U.S. Route 20 / Site Driveway Weekday AM: U.S Route 20 EB ------0.03 3.9 A --/<25 Site Driveway SB ------0.32 142.3 F --/<25 Weekday PM: U.S Route 20 EB ------0.02 0.7 A --/<25 Site Driveway SB ------1.22 272.4 F --/82 a Volume-to-capacity ratio. b Average control delay in seconds per vehicle. c Level of service. d Maximum queue in an average/95th percentile cycle in feet per lane (assuming 25 feet per vehicle).

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2021 Existing 2028 No-Build 2028 Build Intersection/Peak Hour/Lane Group V/C a Del. b LOS c Queue d V/C Del. LOS Queue V/C Del. LOS Queue U.S. Route 20 / Centech Boulevard / Cherry Street Weekday AM: U.S Route 20 EBL 0.06 8.2 A <25/<25 0.06 7.3 A <25/<25 0.06 7.2 A <25/<25 U.S Route 20 EB T/R 0.70 17.3 B 250/325 0.74 17.2 B 331/420 0.75 17.2 B 342/432 U.S Route 20 WBL 0.25 9.2 A <25/<25 0.32 10.5 B <25/<25 0.33 10.8 B <25/<25 U.S Route 20 WB T/R 0.40 11.8 B 119/179 0.43 10.9 B 152/219 0.43 10.8 B 155/221 Centech Boulevard NB L/T 0.79 50.9 D 97/263 1.23 186.6 F 172/391 1.24 190.0 F 178/390 Centech Boulevard NBR 0.27 21.9 C 56/131 0.37 29.8 C 88/184 0.39 30.7 C 94/190 Cherry Street SB L/T 0.55 34.2 C 81/187 0.88 76.2 E 109/291 0.90 82.6 F 112/293 Cherry Street SBR 0.06 21.6 C <25/32 0.07 28.4 C <25/39 0.07 29.0 C <25/39 Overall Intersection 0.70 20.5 C --/-- 0.83 35.0 C --/-- 0.83 35.5 D --/-- Weekday PM: U.S Route 20 EBL 0.15 16.0 B <25/<25 0.17 30.0 C <25/<25 0.17 31.3 C <25/<25 U.S Route 20 EB T/R 0.31 10.9 B 89/121 0.35 9.3 A 125/166 0.36 9.4 A 126/168 U.S Route 20 WBL 0.25 5.9 A <25/37 0.33 5.8 A 27/44 0.34 5.9 A 28/45 U.S Route 20 WB T/R 0.91 29.4 C 584/900 1.02 53.7 D >999/>999 1.05 60.7 E >999/>999 Centech Boulevard NB L/T 1.17 157.9 F 281/480 1.85 458.6 F 363/552 1.84 453.4 F 362/551 Centech Boulevard NBR 0.22 27.2 C 64/121 0.30 38.1 D 77/133 0.30 38.0 D 77/133 Cherry Street SB L/T 0.81 70.9 E 83/217 >2.00 835.2 F 149/273 >2.00 835.2 F 149/273 Cherry Street SBR 0.05 26.8 C <25/34 0.05 34.4 C <25/35 0.05 34.4 C <25/35 Overall Intersection 0.92 39.8 D --/-- 1.20 113.0 F --/-- 1.22 114.5 F --/-- a Volume-to-capacity ratio. b Average control delay in seconds per vehicle. c Level of service. d Maximum queue in an average/95th percentile cycle in feet per lane (assuming 25 feet per vehicle).

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2021 Existing 2028 No-Build 2028 Build Intersection/Peak Hour/Lane Group V/C a Del. b LOS c Queue d V/C Del. LOS Queue V/C Del. LOS Queue Route 140 / Route 9 WB Connector Weekday AM: Route 9 WB Connector EBL 0.14 16.9 B <25/<25 0.17 18.0 B <25/<25 0.18 18.1 B <25/<25 Route 9 WB Connector EBR 0.03 16.4 B <25/<25 0.03 17.3 B <25/<25 0.03 17.5 B <25/<25 Route 140 NBL 0.33 3.4 A <25/27 0.46 4.2 A <25/34 0.46 4.2 A <25/34 Route 140 NBT 0.64 5.0 A 92/190 0.70 5.8 A 112/240 0.70 5.7 A 112/240 Route 140 SBT 0.51 7.6 A 75/147 0.60 8.5 A 101/193 0.61 8.7 A 104/197 Route 140 SBR 0.05 5.6 A <25/<25 0.06 5.5 A <25/<25 0.05 5.5 A <25/<25 Overall Intersection 0.63 6.1 A --/-- 0.69 6.9 A --/-- 0.69 6.9 A --/-- Weekday PM: Route 9 WB Connector EBL 0.38 17.7 B 38/79 0.49 20.2 C 47/93 0.50 20.3 C 49/97 Route 9 WB Connector EBR 0.17 16.7 B <25/51 0.17 18.5 B <25/52 0.17 18.4 B <25/52 Route 140 NBL 0.55 8.1 A <25/52 0.59 10.6 B <25/81 0.59 10.7 B <25/81 Route 140 NBT 0.44 4.3 A 54/116 0.49 4.4 A 71/141 0.49 4.4 A 72/141 Route 140 SBT 0.85 20.2 C 166/372 0.98 41.7 D 221/454 0.98 40.6 D 222/454 Route 140 SBR 0.06 7.5 A <25/<25 0.06 8.2 A <25/<25 0.07 8.2 A <25/<25 Overall Intersection 0.69 13.3 B --/-- 0.80 21.7 C --/-- 0.80 21.4 C --/-- a Volume-to-capacity ratio. b Average control delay in seconds per vehicle. c Level of service. d Maximum queue in an average/95th percentile cycle in feet per lane (assuming 25 feet per vehicle).

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2021 Existing 2028 No-Build 2028 Build Intersection/Peak Hour/Lane Group V/C a Del. b LOS c Queue d V/C Del. LOS Queue V/C Del. LOS Queue Route 140 / Route 9 EB Connector Weekday AM: Route 9 EB Connector EB 0.99 115.6 F --/205 1.39 270.3 F --/329 1.40 273.7 F --/331 Route 140 NB 0.10 2.5 A --/<25 0.11 3.1 A --/<25 0.11 3.1 A --/<25 Weekday PM: Route 9 EB Connector EB 1.55 321.4 F --/433 >2.00 652.0 F --/664 >2.00 654.4 F --/665 Route 140 NB 0.06 1.5 A --/<25 0.07 1.8 A --/<25 0.07 1.8 A --/<25 Route 9 WB / Route 9 WB Connector Weekday AM: Route 9 WB Connector SBR 0.50 22.3 C --/67 0.63 28.7 D --/105 0.63 28.7 D --/105 Weekday PM: Route 9 WB Connector SBR 0.83 65.2 F --/161 1.05 122.0 F --/252 1.07 129.3 F --/259 Route 9 EB / Grafton Street Weekday AM: Grafton Street NBR 0.77 47.8 E --/149 1.02 99.4 F --/264 1.06 111.0 F --/284 Weekday PM: Grafton Street NBR 0.36 21.3 C --/40 0.40 23.7 C --/47 0.41 24.1 C --/49 a Volume-to-capacity ratio. b Average control delay in seconds per vehicle. c Level of service. d Maximum queue in an average/95th percentile cycle in feet per lane (assuming 25 feet per vehicle).

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MITIGATION

The final phase of the analysis process is to identify measures useful in improving anticipated deficiencies resulting from traffic growth related to the combination of existing, background, and site- generated traffic. Measures considered desirable to improve roadway system deficiencies are discussed below as they relate to the impacts of the proposed project as well as existing traffic conditions and general traffic growth.

Traffic Signal Warrant Analysis

A traffic signal warrant analysis was conducted to determine if signal control will be warranted at the intersection of U.S. Route 20 and the proposed site driveway, given the volume of traffic expected to be generated by the proposed warehouse / office development. The hourly distribution of traffic was based on ATR counts conducted along U.S. Route 20, east of west of South Street. Since traffic typically fluctuates throughout the year depending on the area and the type of roadway, the counted volumes were adjusted to annual average conditions, consistent with Manual on Uniform Traffic Control Devices (MUTCD)16 guidelines. Based on seasonal adjustment data provided by MassDOT, the ATR counts were adjusted to represent average-month conditions. The 2028 Build average-month traffic-volume data were compared with the requirements established in the MUTCD.

The available traffic data were compared with the requirements established in the MUTCD for the following volume-related warrants:  Warrant 1 – Eight Hour Vehicular Volume o Condition A – Minimum Vehicular Volume o Condition B – Interruption of Continuous Traffic o Combination of Conditions A and B  Warrant 2 – Four-Hour Vehicular Volume; and  Warrant 3 – One-Hour Vehicular Volume.

16Manual on Uniform Traffic Control Devices for Streets and Highways (MUTCD); Washington, D.C.: U.S. Department of Transportation, Federal Highway Administration, 2010.

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In accordance with the MUTCD, a traffic control signal may only be installed if at least one of the signal warrants is met. A number of factors are involved in determining if signal control should be installed, however, including intersection operations, safety, and engineering judgment. It is only in very rare circumstances that a traffic control signal is installed on the basis of the peak hour warrant alone. Normally, at least one of the eight-hour warrants (Warrant 1, Condition A or B) should be met before signal control is considered. The peak-hour volume warrant is applied only in unusual cases such as driveways serving large office/industrial complexes, manufacturing plants, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short period of time. In addition, the combination of Conditions A and B under Warrant 1 should only be applied after an adequate trial of other alternatives that could cause less delay and inconvenience to traffic has failed to solve the traffic problems. Table 10 summarizes the results of this signal warrant analysis. The signal warrant analysis worksheet is provided in the Appendix.

TABLE 10 Traffic Signal Warrant Analysis Summary

Warrant #1 Intersection A B Combo Warrant #2 Warrant #3 U.S. Route 20 at Site Driveway No No No No No

As shown in Table 10, the intersection of U.S. Route 20 and the proposed site driveway is not expected to meet any the volume-related signal warrants. Accordingly, a traffic signal is not recommended to be installed at this location.

Transportation Demand Management

As mitigation for the previously-reviewed Centech Park North development, the prior proponent committed to implementing a Transportation Demand Management (TDM) program to reduce single- occupant vehicle trips to the site. While the proposed warehouse distribution does not lend itself well to many TDM measures due to the nature of the use, the Applicant has agreed to implement several TDM measures to reduce vehicle trips and parking demand generated at the site. The following summarizes these measures:  Pedestrian Accommodations – Sidewalks will be provided on the internal roadways as well as tie into the proposed pedestrian improvements along U.S. Route 20.  Electric Vehicle Charging Spaces – The Applicant will install electric / plug-in hybrid vehicle parking spaces.  Bicycle Accommodations – Bicycle racks will be provided on-site for use by employees.  Tenant Planning – The Applicant will coordinate with tenants to encourage tenants to develop TDM programs and when possible, will incorporate TDM measures into tenant lease agreements. Potential tenant TDM measures may include:

Page | 50 20312 TIAS 2021-04-09 TRAFFIC IMPACT AND ACCESS STUDY Proposed Distribution Center – Shrewsbury, Massachusetts

o MassRIDES – The tenant will partner with MassRIDES to develop a TDM program to encourage alternative mode travel to the site. o NuRide – All new employees will be registered with NuRide as part of orientation to assist in finding appropriate ride-share matches, administering a guaranteed ride home program, and providing incentives for “green” commute trips. o Carpool / Rideshare – Encourage employees to participate in carpool and rideshare programs by offering incentives for participation and assisting in finding appropriate rideshare matches. o Posting Transit Information – Posting of service and schedule information for WRTA and MBTA services on-site.

Traffic Monitoring Program

The previously permitted Centech Park North development was required to complete a post- occupancy monitoring program as part of the MassDOT permitting process. It is anticipated that a similar post-occupancy monitoring program will be required as a condition of approval for the currently proposed warehouse / office development. This monitoring program will likely include collection of traffic counts at the site driveway intersections with U.S. Route 20 and South Street to verify that the actual traffic volumes entering and exiting the site driveways do not significantly exceed the projected volumes estimated within this TIAS. The Applicant will coordinate the scope of this monitoring program with MassDOT as part of the access permit application process.

Page | 51 20312 TIAS 2021-04-09 TRAFFIC IMPACT AND ACCESS STUDY Proposed Distribution Center – Shrewsbury, Massachusetts

- APPENDIX

- Traffic Count Data

- Traffic Volume Adjustment Data

- MassDOT Collision Data

- Sight Distance Plans

- Public Transportation Data

- Developments by Others Data

- Trip Generation Calculations

- Trip Distribution Data

- Capacity and Queue Analysis Worksheets

- Signal Warrant Analysis Worksheets

TRAFFIC IMPACT AND ACCESS STUDY Proposed Distribution Center – Shrewsbury, Massachusetts

TRAFFIC COUNT DATA

South Street PDI File #: 207735 ATR‐A north of Hartford Turnpike (Route 20) PRECISION City, State: Shrewsbury, MA DATA INDUSTRIES, LLC Client: GPI/ D. Halpert Count Date 46 Morton Street, Framingham, MA 01702 Office: 508-875-0100 Fax: 508-875-0118 Site Code: NEX2020312.00 Email: [email protected] Thursday, December 10, 2020

Speed (60‐minute) NB

Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed

12:00 AM0000122000000540.8 38.0 1:00 AM0000121000000439.2 36.3 2:00 AM0000321000000639.8 36.0 3:00 AM0003110000000536.0 31.2 4:00 AM0001100000000231.3 29.5 5:00 AM000516840000003337.2 33.5 6:00 AM00210403521000009037.0 33.5 7:00 AM00315106802010000022538.0 34.3 8:00 AM1112783671510000019638.0 33.7 9:00 AM0122362521110000015237.4 33.4 10:00 AM101155035500100010837.0 33.0 11:00 AM005236234920000013537.0 32.8 12:00 PM0011866551000000015038.0 33.7 1:00 PM0001676451010000014838.0 34.0 2:00 PM0012190601110000018438.0 33.7 3:00 PM0222180621000000017737.6 33.5 4:00 PM005337543410000016136.0 32.4 5:00 PM0043411331510000018835.0 31.9 6:00 PM001226237810000013138.0 33.2 7:00 PM00313411163000007737.0 32.9 8:00 PM0006292330000006137.0 33.7 9:00 PM0011615620000004036.2 31.3 10:00 PM00079220000002035.5 32.3 11:00 PM00033331000001340.6 35.6 Total 2 4 32 332 1085 696 144 15 010002311 38.0 33.3 Percent 0.09% 0.17% 1.38% 14.37% 46.95% 30.12% 6.23% 0.65% 0.00% 0.04% 0.00% 0.00% 0.00%

AM Peak 8:00 AM 8:00 AM 11:00 AM 8:00 AM 7:00 AM 7:00 AM 7:00 AM 11:00 AM 10:00 AM 7:00 AM Volume 1 1 5 27 106 80 20 201000225

PM Peak 3:00 PM 4:00 PM 5:00 PM 5:00 PM 3:00 PM 2:00 PM 7:00 PM 5:00 PM Volume 0 2 5 34 113 62 11 300000188

15th Percentile: 29.0 MPH Average Speed: 33.3 MPH Posted Speed Limit: 35 MPH 50th Percentile: 33.0 MPH 10 MPH Pace: 29 to 38 MPH Number of Vehicles > 35 MPH: 654 85th Percentile: 38.0 MPH Number in Pace: 1818 Percent of Vehicles > 35 MPH: 28.3% 95th Percentile: 40.0 MPH Percent in Pace: 78.7% South Street PDI File #: 207735 ATR‐A north of Hartford Turnpike (Route 20) PRECISION City, State: Shrewsbury, MA DATA INDUSTRIES, LLC Client: GPI/ D. Halpert Count Date 46 Morton Street, Framingham, MA 01702 Office: 508-875-0100 Fax: 508-875-0118 Site Code: NEX2020312.00 Email: [email protected] Thursday, December 10, 2020

Speed (60‐minute) SB

Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed

12:00 AM0000160000000738.1 36.6 1:00 AM0000121101000650.8 41.8 2:00 AM000000000000000.00.0 3:00 AM000000000000000.00.0 4:00 AM0000020000000235.9 35.5 5:00 AM001112820000002437.7 33.6 6:00 AM0002142320000004137.0 34.9 7:00 AM011184746600000011937.3 33.5 8:00 AM011135048910000012338.0 34.3 9:00 AM0011140411400000010739.0 34.6 10:00 AM001835441200000010038.2 34.9 11:00 AM011555531200000012738.0 34.4 12:00 PM00085558710000012938.0 34.6 1:00 PM000564601500000014438.0 35.0 2:00 PM0021567661620000016839.0 34.4 3:00 PM000675961000000018738.0 34.9 4:00 PM00014100831320000021238.0 34.5 5:00 PM0001088521000000016037.0 33.9 6:00 PM00187042400000012537.0 33.7 7:00 PM0006272341000006138.0 34.0 8:00 PM0007182430000005238.0 34.2 9:00 PM001321981000004340.0 34.4 10:00 PM00218821000002237.9 34.3 11:00 PM00015910000001638.5 35.6 Total 0 3 12 142 853 803 151 10 010001975 38.0 34.4 Percent 0.00% 0.15% 0.61% 7.19% 43.19% 40.66% 7.65% 0.51% 0.00% 0.05% 0.00% 0.00% 0.00%

AM Peak 7:00 AM 5:00 AM 7:00 AM 11:00 AM 11:00 AM 9:00 AM 1:00 AM 1:00 AM 11:00 AM Volume 0 1 1 18 55 53 14 101000127

PM Peak 2:00 PM 2:00 PM 4:00 PM 3:00 PM 2:00 PM 2:00 PM 4:00 PM Volume 0 0 2 15 100 96 16 200000212

15th Percentile: 31.0 MPH Average Speed: 34.4 MPH Posted Speed Limit: 35 MPH 50th Percentile: 34.0 MPH 10 MPH Pace: 30 to 39 MPH Number of Vehicles > 35 MPH: 749 85th Percentile: 38.0 MPH Number in Pace: 1656 Percent of Vehicles > 35 MPH: 37.9% 95th Percentile: 40.0 MPH Percent in Pace: 83.8% South Street PDI File #: 207735 ATR‐A north of Hartford Turnpike (Route 20) PRECISION City, State: Shrewsbury, MA DATA INDUSTRIES, LLC Client: GPI/ D. Halpert Count Date 46 Morton Street, Framingham, MA 01702 Office: 508-875-0100 Fax: 508-875-0118 Site Code: NEX2020312.00 Email: [email protected] Thursday, December 10, 2020

Speed (60‐minute) Combined NB and SB

Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed

12:00 AM00002820000001239.4 37.2 1:00 AM00002421010001046.2 39.6 2:00 AM0000321000000639.8 36.0 3:00 AM0003110000000536.0 31.2 4:00 AM0001120000000435.6 32.5 5:00 AM0016281660000005737.6 33.6 6:00 AM002125458410000013137.0 33.9 7:00 AM014331531262610000034438.0 34.0 8:00 AM122401331152420000031938.0 34.0 9:00 AM01334102932510000025938.3 33.9 10:00 AM1022385791700100020838.0 33.9 11:00 AM01628117872120000026238.0 33.6 12:00 PM001261211131710000027938.0 34.1 1:00 PM000211401052510000029238.0 34.5 2:00 PM003361571262730000035238.0 34.0 3:00 PM022271551582000000036438.0 34.2 4:00 PM005471751261730000037338.0 33.6 5:00 PM00444201831510000034836.0 32.8 6:00 PM00230132791210000025637.0 33.4 7:00 PM0031968341040000013838.0 33.4 8:00 PM000134747600000011338.0 34.0 9:00 PM002193615101000008337.7 32.9 10:00 PM0028171041000004237.9 33.3 11:00 PM000481241000002939.8 35.6 Total 2 7 44 474 1938 1499 295 25 020004286 38.0 33.8 Percent 0.05% 0.16% 1.03% 11.06% 45.22% 34.97% 6.88% 0.58% 0.00% 0.05% 0.00% 0.00% 0.00%

AM Peak 8:00 AM 8:00 AM 11:00 AM 8:00 AM 7:00 AM 7:00 AM 7:00 AM 8:00 AM 1:00 AM 7:00 AM Volume 1 2 6 40 153 126 26 201000344

PM Peak 3:00 PM 4:00 PM 4:00 PM 5:00 PM 3:00 PM 2:00 PM 7:00 PM 4:00 PM Volume 0 2 5 47 201 158 27 400000373

15th Percentile: 30.0 MPH Average Speed: 33.8 MPH Posted Speed Limit: 35 MPH 50th Percentile: 34.0 MPH 10 MPH Pace: 29 to 38 MPH Number of Vehicles > 35 MPH: 1403 85th Percentile: 38.0 MPH Number in Pace: 3441 Percent of Vehicles > 35 MPH: 32.7% 95th Percentile: 40.0 MPH Percent in Pace: 80.3% South Street PDI File #: 207735 ATR‐A north of Hartford Turnpike (Route 20) PRECISION City, State: Shrewsbury, MA DATA INDUSTRIES, LLC Client: GPI/ D. Halpert Count Date 46 Morton Street, Framingham, MA 01702 Office: 508-875-0100 Fax: 508-875-0118 Site Code: NEX2020312.00 Email: [email protected] Friday, December 11, 2020

Speed (60‐minute) NB

Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed

12:00 AM00027220000001337.6 33.8 1:00 AM0000210000000334.1 32.7 2:00 AM0000210000000337.5 35.7 3:00 AM0002210000000533.0 30.2 4:00 AM0001011000000339.8 35.7 5:00 AM000516430000002838.0 33.4 6:00 AM0017412481000008238.0 34.1 7:00 AM1001768931620000019738.0 34.8 8:00 AM101157674800000017538.0 34.1 9:00 AM10095554700000012637.3 34.3 10:00 AM001255845700000013637.0 33.1 11:00 AM001165665810000014738.0 34.1 12:00 PM0131274681100000016938.0 34.1 1:00 PM000279157800000018337.0 33.2 2:00 PM100238748910000016937.0 33.1 3:00 PM11232112721900000023937.3 33.4 4:00 PM103449038600000018236.0 32.0 5:00 PM0022210834410000017135.0 32.6 6:00 PM002266522400000011935.3 31.9 7:00 PM00015311921000006836.0 32.6 8:00 PM00213331641000006937.0 32.4 9:00 PM000723540000003936.3 32.9 10:00 PM001714631000003237.7 33.0 11:00 PM00017201000001136.0 33.5 Total 6 2 19 328 1118 752 134 10 000002369 37.0 33.4 Percent 0.25% 0.08% 0.80% 13.85% 47.19% 31.74% 5.66% 0.42% 0.00% 0.00% 0.00% 0.00% 0.00%

AM Peak 7:00 AM 6:00 AM 10:00 AM 8:00 AM 7:00 AM 7:00 AM 7:00 AM 7:00 AM Volume 1 0 1 25 76 93 16 200000197

PM Peak 2:00 PM 12:00 PM 12:00 PM 4:00 PM 3:00 PM 3:00 PM 3:00 PM 2:00 PM 3:00 PM Volume 1 1 3 44 112 72 19 100000239

15th Percentile: 30.0 MPH Average Speed: 33.4 MPH Posted Speed Limit: 35 MPH 50th Percentile: 33.0 MPH 10 MPH Pace: 29 to 38 MPH Number of Vehicles > 35 MPH: 668 85th Percentile: 37.0 MPH Number in Pace: 1922 Percent of Vehicles > 35 MPH: 28.2% 95th Percentile: 40.0 MPH Percent in Pace: 81.1% South Street PDI File #: 207735 ATR‐A north of Hartford Turnpike (Route 20) PRECISION City, State: Shrewsbury, MA DATA INDUSTRIES, LLC Client: GPI/ D. Halpert Count Date 46 Morton Street, Framingham, MA 01702 Office: 508-875-0100 Fax: 508-875-0118 Site Code: NEX2020312.00 Email: [email protected] Friday, December 11, 2020

Speed (60‐minute) SB

Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed

12:00 AM0001321000000736.5 34.0 1:00 AM0000010000000138.0 38.0 2:00 AM0001210000000435.1 32.8 3:00 AM0000021000000339.5 37.3 4:00 AM0000510000000635.0 33.5 5:00 AM001110710000002036.2 33.0 6:00 AM0006232641000006039.0 34.8 7:00 AM000105247900000011838.0 34.3 8:00 AM004133839911000010538.4 34.3 9:00 AM0031051471000000012138.0 34.0 10:00 AM010133251500000010238.0 34.2 11:00 AM0001046561400000012638.0 35.0 12:00 PM010240661800000012739.0 35.6 1:00 PM00076166910000014438.0 34.8 2:00 PM001138987900000019937.0 34.2 3:00 PM0011397821320000020837.0 34.3 4:00 PM0011510057800000018138.0 33.6 5:00 PM010177564800000016537.0 33.8 6:00 PM00055447400000011037.0 34.3 7:00 PM0007372561000007637.0 34.0 8:00 PM0006302221000006137.0 34.1 9:00 PM0005121751000004039.2 35.1 10:00 PM0011151140000003239.0 34.5 11:00 PM00028820000002038.0 34.6 Total 0 3 12 158 880 832 142 8100002036 38.0 34.3 Percent 0.00% 0.15% 0.59% 7.76% 43.22% 40.86% 6.97% 0.39% 0.05% 0.00% 0.00% 0.00% 0.00%

AM Peak 10:00 AM 8:00 AM 8:00 AM 7:00 AM 11:00 AM 11:00 AM 6:00 AM 8:00 AM 11:00 AM Volume 0 1 4 13 52 56 14 110000126

PM Peak 12:00 PM 2:00 PM 5:00 PM 4:00 PM 2:00 PM 12:00 PM 3:00 PM 3:00 PM Volume 0 1 1 17 100 87 18 200000208

15th Percentile: 31.0 MPH Average Speed: 34.3 MPH Posted Speed Limit: 35 MPH 50th Percentile: 34.0 MPH 10 MPH Pace: 30 to 39 MPH Number of Vehicles > 35 MPH: 758 85th Percentile: 38.0 MPH Number in Pace: 1712 Percent of Vehicles > 35 MPH: 37.2% 95th Percentile: 40.0 MPH Percent in Pace: 84.1% South Street PDI File #: 207735 ATR‐A north of Hartford Turnpike (Route 20) PRECISION City, State: Shrewsbury, MA DATA INDUSTRIES, LLC Client: GPI/ D. Halpert Count Date 46 Morton Street, Framingham, MA 01702 Office: 508-875-0100 Fax: 508-875-0118 Site Code: NEX2020312.00 Email: [email protected] Friday, December 11, 2020

Speed (60‐minute) Combined NB and SB

Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed

12:00 AM000310430000002037.5 33.9 1:00 AM0000220000000436.7 34.0 2:00 AM0001420000000736.3 34.0 3:00 AM0002231000000836.0 32.9 4:00 AM0001521000000937.8 34.2 5:00 AM0016261140000004837.0 33.3 6:00 AM0011364501220000014238.9 34.4 7:00 AM100271201402520000031538.0 34.6 8:00 AM105281141131711000028038.0 34.2 9:00 AM103191061011700000024738.0 34.2 10:00 AM0113890961200000023838.0 33.6 11:00 AM001261021212210000027338.0 34.5 12:00 PM023141141342900000029639.0 34.7 1:00 PM000341521231710000032737.1 33.9 2:00 PM101361761351810000036837.0 33.7 3:00 PM113452091543220000044737.0 33.8 4:00 PM10459190951400000036337.0 32.8 5:00 PM01239183981210000033636.0 33.2 6:00 PM0023111969800000022937.0 33.1 7:00 PM000226844820000014437.0 33.4 8:00 PM002196338620000013037.0 33.2 9:00 PM00012352291000007938.0 34.0 10:00 PM0028291771000006439.0 33.8 11:00 PM0003151021000003138.0 34.2 Total 6 5 31 486 1998 1584 276 18 100004405 38.0 33.8 Percent 0.14% 0.11% 0.70% 11.03% 45.36% 35.96% 6.27% 0.41% 0.02% 0.00% 0.00% 0.00% 0.00%

AM Peak 7:00 AM 10:00 AM 8:00 AM 10:00 AM 7:00 AM 7:00 AM 7:00 AM 6:00 AM 8:00 AM 7:00 AM Volume 1 1 5 38 120 140 25 210000315

PM Peak 2:00 PM 12:00 PM 4:00 PM 4:00 PM 3:00 PM 3:00 PM 3:00 PM 3:00 PM 3:00 PM Volume 1 2 4 59 209 154 32 200000447

15th Percentile: 30.0 MPH Average Speed: 33.8 MPH Posted Speed Limit: 35 MPH 50th Percentile: 34.0 MPH 10 MPH Pace: 29 to 38 MPH Number of Vehicles > 35 MPH: 1426 85th Percentile: 38.0 MPH Number in Pace: 3616 Percent of Vehicles > 35 MPH: 32.4% 95th Percentile: 40.0 MPH Percent in Pace: 82.1% South Street PDI File #: 207735 ATR‐A north of Hartford Turnpike (Route 20) PRECISION City, State: Shrewsbury, MA DATA INDUSTRIES, LLC Client: GPI/ D. Halpert Count Date 46 Morton Street, Framingham, MA 01702 Office: 508-875-0100 Fax: 508-875-0118 Site Code: NEX2020312.00 Email: [email protected] Saturday, December 12, 2020

Speed (60‐minute) NB

Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed

12:00 AM0001520100000936.6 34.2 1:00 AM0001110000100451.1 40.3 2:00 AM0001311000000636.5 33.5 3:00 AM0001311000000636.3 33.3 4:00 AM0002011000000439.2 32.8 5:00 AM00117110000001135.0 32.1 6:00 AM000691010000002637.5 33.5 7:00 AM0013193070000006039.0 35.2 8:00 AM10083040101000009039.0 34.8 9:00 AM100104649920000011739.0 34.4 10:00 AM100757391650000012540.0 35.0 11:00 AM0011377601110000016337.0 34.0 12:00 PM2012610443801000018536.0 32.8 1:00 PM0113362341310000014537.0 32.6 2:00 PM002238238700000015236.0 32.7 3:00 PM102216040400000012837.0 32.7 4:00 PM103365230410000012736.0 31.7 5:00 PM007274718100000010035.0 30.8 6:00 PM00123421931000008936.0 32.2 7:00 PM00216351900000007235.0 31.8 8:00 PM0026221220000004437.0 33.0 9:00 PM0007191010000003735.0 32.1 10:00 PM001615710000003035.7 32.0 11:00 PM00015800000001437.1 34.5 Total 7 1 25 279 802 513 102 13 101001744 37.0 33.1 Percent 0.40% 0.06% 1.43% 16.00% 45.99% 29.42% 5.85% 0.75% 0.06% 0.00% 0.06% 0.00% 0.00%

AM Peak 8:00 AM 5:00 AM 11:00 AM 11:00 AM 11:00 AM 10:00 AM 10:00 AM 1:00 AM 11:00 AM Volume 1 0 1 13 77 60 16 500100163

PM Peak 12:00 PM 1:00 PM 5:00 PM 4:00 PM 12:00 PM 12:00 PM 1:00 PM 1:00 PM 12:00 PM 12:00 PM Volume 2 1 7 36 104 43 13 110000185

15th Percentile: 29.0 MPH Average Speed: 33.1 MPH Posted Speed Limit: 35 MPH 50th Percentile: 33.0 MPH 10 MPH Pace: 28 to 37 MPH Number of Vehicles > 35 MPH: 460 85th Percentile: 37.0 MPH Number in Pace: 1370 Percent of Vehicles > 35 MPH: 26.4% 95th Percentile: 40.0 MPH Percent in Pace: 78.6% South Street PDI File #: 207735 ATR‐A north of Hartford Turnpike (Route 20) PRECISION City, State: Shrewsbury, MA DATA INDUSTRIES, LLC Client: GPI/ D. Halpert Count Date 46 Morton Street, Framingham, MA 01702 Office: 508-875-0100 Fax: 508-875-0118 Site Code: NEX2020312.00 Email: [email protected] Saturday, December 12, 2020

Speed (60‐minute) SB

Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed

12:00 AM00004520000001139.5 35.5 1:00 AM0000000010000153.0 53.0 2:00 AM0001200000000332.4 30.7 3:00 AM0000200000000232.7 32.0 4:00 AM0000030000000337.7 37.0 5:00 AM0001410000000634.3 32.7 6:00 AM00137410000001637.5 32.7 7:00 AM0003162550000004938.8 35.2 8:00 AM0101253281000006839.0 35.4 9:00 AM0007353172000008239.0 35.0 10:00 AM0002424180000009338.0 34.9 11:00 AM011648651600000013739.0 34.9 12:00 PM001196648220000013837.0 33.4 1:00 PM00010404140000009538.0 34.1 2:00 PM001155725500000010336.0 32.8 3:00 PM00012512930000009536.0 33.3 4:00 PM004224627200000010135.0 32.2 5:00 PM00017372720000008336.0 32.8 6:00 PM0008372420000007137.0 33.6 7:00 PM0016282330000006138.0 33.8 8:00 PM0011251530000004537.0 33.9 9:00 PM0002131220000002937.0 34.1 10:00 PM0005191140000003938.0 34.1 11:00 PM00145320000001539.0 32.9 Total 0 2 11 145 609 492 81 5100001346 38.0 33.9 Percent 0.00% 0.15% 0.82% 10.77% 45.25% 36.55% 6.02% 0.37% 0.07% 0.00% 0.00% 0.00% 0.00%

AM Peak 8:00 AM 6:00 AM 9:00 AM 11:00 AM 11:00 AM 11:00 AM 9:00 AM 1:00 AM 11:00 AM Volume 0117486516210000137

PM Peak 4:00 PM 4:00 PM 12:00 PM 12:00 PM 2:00 PM 12:00 PM 12:00 PM Volume 0 0 4 22 66 48 5200000138

15th Percentile: 30.0 MPH Average Speed: 33.9 MPH Posted Speed Limit: 35 MPH 50th Percentile: 34.0 MPH 10 MPH Pace: 29 to 38 MPH Number of Vehicles > 35 MPH: 439 85th Percentile: 38.0 MPH Number in Pace: 1115 Percent of Vehicles > 35 MPH: 32.6% 95th Percentile: 40.0 MPH Percent in Pace: 82.8% South Street PDI File #: 207735 ATR‐A north of Hartford Turnpike (Route 20) PRECISION City, State: Shrewsbury, MA DATA INDUSTRIES, LLC Client: GPI/ D. Halpert Count Date 46 Morton Street, Framingham, MA 01702 Office: 508-875-0100 Fax: 508-875-0118 Site Code: NEX2020312.00 Email: [email protected] Saturday, December 12, 2020

Speed (60‐minute) Combined NB and SB

Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed

12:00 AM00019721000002039.2 35.0 1:00 AM0001110010100556.2 42.8 2:00 AM0002511000000934.6 32.6 3:00 AM0001511000000835.0 33.0 4:00 AM0002041000000738.3 34.6 5:00 AM001211210000001734.6 32.3 6:00 AM0019161420000004237.9 33.2 7:00 AM001635551200000010939.0 35.2 8:00 AM110955721820000015839.0 35.0 9:00 AM1001781801640000019939.0 34.6 10:00 AM100999802450000021839.0 35.0 11:00 AM012191251252710000030038.0 34.4 12:00 PM20245170911021000032336.7 33.1 1:00 PM01143102751710000024038.0 33.2 2:00 PM00338139631200000025536.0 32.8 3:00 PM1023311169700000022336.0 32.9 4:00 PM107589857610000022836.0 31.9 5:00 PM007448445300000018336.0 31.7 6:00 PM001317943510000016037.0 32.8 7:00 PM003226342300000013336.0 32.7 8:00 PM0037472750000008937.0 33.4 9:00 PM0009322230000006636.0 33.0 10:00 PM00111341850000006937.8 33.2 11:00 PM0015101120000002939.0 33.7 Total 7 3 36 424 1411 1005 183 18 201003090 37.0 33.4 Percent 0.23% 0.10% 1.17% 13.72% 45.66% 32.52% 5.92% 0.58% 0.06% 0.00% 0.03% 0.00% 0.00%

AM Peak 8:00 AM 8:00 AM 11:00 AM 11:00 AM 11:00 AM 11:00 AM 11:00 AM 10:00 AM 1:00 AM 1:00 AM 11:00 AM Volume 1 1 2 19 125 125 27 510100300

PM Peak 12:00 PM 1:00 PM 4:00 PM 4:00 PM 12:00 PM 12:00 PM 1:00 PM 12:00 PM 12:00 PM 12:00 PM Volume 2 1 7 58 170 91 17 210000323

15th Percentile: 29.0 MPH Average Speed: 33.4 MPH Posted Speed Limit: 35 MPH 50th Percentile: 33.0 MPH 10 MPH Pace: 28 to 37 MPH Number of Vehicles > 35 MPH: 899 85th Percentile: 37.0 MPH Number in Pace: 2455 Percent of Vehicles > 35 MPH: 29.1% 95th Percentile: 40.0 MPH Percent in Pace: 79.4% Hartford Turnpike (Route 20) PDI File #: 207735 ATR‐B west of Green Street PRECISION City, State: Shrewsbury, MA DATA INDUSTRIES, LLC Client: GPI/ D. Halpert Count Date 46 Morton Street, Framingham, MA 01702 Office: 508-875-0100 Fax: 508-875-0118 Site Code: NEX2020312.00 Email: [email protected] Thursday, December 10, 2020

Speed (60‐minute) EB

Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed

12:00 AM0000032922931006750.1 45.9 1:00 AM0000001314912104053.0 48.3 2:00 AM0000031319850004853.0 47.4 3:00 AM000001102316111006255.9 49.4 4:00 AM0000042238411143012354.0 49.4 5:00 AM10681131100134861670040051.0 45.4 6:00 AM02011185220229931430065850.0 44.7 7:00 AM 2 5 5 20 27 145 313 214 87 13 1 1 0 833 49.0 42.7 8:00 AM217821962172801172400177450.0 44.5 9:00 AM221619641902781091100068250.0 44.8 10:00 AM11341668194262961130166050.0 45.0 11:00 AM11105443167267109730061750.0 45.3 12:00 PM20399301232871381720162151.0 46.3 1:00 PM 5 2 2 10 22 51 137 204 117 23 2 0 0 575 51.0 44.8 2:00 PM11225231563101222400164751.0 46.5 3:00 PM03101186185225751940060950.0 44.7 4:00 PM2231257716920561600155249.0 43.8 5:00 PM1000109719514737800049548.0 43.3 6:00 PM221353913817155600042249.0 44.6 7:00 PM20015159710854600028850.0 45.4 8:00 PM00001105465311100017252.0 46.4 9:00 PM0100011426723800015250.4 45.9 10:00 PM0000281946221240011354.0 47.9 11:00 PM00000710351861017853.0 48.3 Total 24 23 44 78 204 997 2813 3650 1533 273 38 5 6 9688 50.0 45.0 Percent 0.25% 0.24% 0.45% 0.81% 2.11% 10.29% 29.04% 37.68% 15.82% 2.82% 0.39% 0.05% 0.06%

AM Peak 7:00 AM 7:00 AM 11:00 AM 7:00 AM 7:00 AM 7:00 AM 7:00 AM 8:00 AM 8:00 AM 8:00 AM 5:00 AM 4:00 AM 8:00 AM 7:00 AM Volume 2 5 10 20 27 145 313 280 117 24 7 3 1 833

PM Peak 1:00 PM 3:00 PM 12:00 PM 1:00 PM 4:00 PM 5:00 PM 5:00 PM 2:00 PM 12:00 PM 2:00 PM 3:00 PM 12:00 PM 2:00 PM Volume 5 3 3 10 25 97 195 310 138 24 4 0 1 647

15th Percentile: 40.0 MPH Average Speed: 45.0 MPH Posted Speed Limit: 45 MPH 50th Percentile: 45.0 MPH 10 MPH Pace: 41 to 50 MPH Number of Vehicles > 45 MPH: 4724 85th Percentile: 50.0 MPH Number in Pace: 6534 Percent of Vehicles > 45 MPH: 48.8% 95th Percentile: 53.0 MPH Percent in Pace: 67.4% Hartford Turnpike (Route 20) PDI File #: 207735 ATR‐B west of Green Street PRECISION City, State: Shrewsbury, MA DATA INDUSTRIES, LLC Client: GPI/ D. Halpert Count Date 46 Morton Street, Framingham, MA 01702 Office: 508-875-0100 Fax: 508-875-0118 Site Code: NEX2020312.00 Email: [email protected] Thursday, December 10, 2020

Speed (60‐minute) WB

Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed

12:00 AM0011110163417132009554.9 47.0 1:00 AM0000357171062135455.1 49.4 2:00 AM00001111191060004854.0 47.9 3:00 AM000015615222103453.2 46.9 4:00 AM0000006131104013554.0 50.3 5:00 AM0114362437131341110856.0 46.6 6:00 AM10329154386692591026354.0 47.2 7:00 AM 0 0 2 11 14 8 56 112 131 48 15 3 1 401 55.0 48.5 8:00 AM021110317414410444235244155.0 48.1 9:00 AM02026247413511958156044155.0 48.5 10:00 AM110719258917014466111153554.0 47.9 11:00 AM0303132610216415471193256055.0 48.3 12:00 PM210327378720619767222465554.0 48.1 1:00 PM0045123512324018580130269954.0 47.9 2:00 PM0016123912624220180282073754.0 48.3 3:00 PM0006175418634223384184194554.0 47.6 4:00 PM001794018333427581114194654.0 47.9 5:00 PM0012224619030718153122081653.0 46.7 6:00 PM200311391652281414983064952.0 46.7 7:00 PM00037328116910860106247855.0 48.2 8:00 PM000214225814410337130039354.0 47.8 9:00 PM00008124083623331124355.0 48.2 10:00 PM00001142841492593117156.0 49.4 11:00 PM0001283252401983116656.0 48.9 Total 6 10 15 69 222 534 1807 3334 2559 1020 261 52 24 9913 54.0 47.8 Percent 0.06% 0.10% 0.15% 0.70% 2.24% 5.39% 18.23% 33.63% 25.81% 10.29% 2.63% 0.52% 0.24%

AM Peak 6:00 AM 11:00 AM 6:00 AM 7:00 AM 10:00 AM 8:00 AM 11:00 AM 10:00 AM 11:00 AM 11:00 AM 8:00 AM 9:00 AM 1:00 AM 11:00 AM Volume 1 3 3 11 19 31 102 170 154 71 23 6 3 560

PM Peak 12:00 PM 12:00 PM 1:00 PM 4:00 PM 12:00 PM 3:00 PM 5:00 PM 3:00 PM 4:00 PM 3:00 PM 2:00 PM 7:00 PM 12:00 PM 4:00 PM Volume 21472754190342275842864946

15th Percentile: 42.0 MPH Average Speed: 47.8 MPH Posted Speed Limit: 45 MPH 50th Percentile: 48.0 MPH 10 MPH Pace: 44 to 53 MPH Number of Vehicles > 45 MPH: 6654 85th Percentile: 54.0 MPH Number in Pace: 6023 Percent of Vehicles > 45 MPH: 67.1% 95th Percentile: 58.0 MPH Percent in Pace: 60.8% Hartford Turnpike (Route 20) PDI File #: 207735 ATR‐B west of Green Street PRECISION City, State: Shrewsbury, MA DATA INDUSTRIES, LLC Client: GPI/ D. Halpert Count Date 46 Morton Street, Framingham, MA 01702 Office: 508-875-0100 Fax: 508-875-0118 Site Code: NEX2020312.00 Email: [email protected] Thursday, December 10, 2020

Speed (60‐minute) Combined EB and WB

Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed

12:00 AM00111134556261630016252.0 46.6 1:00 AM00003520311974239455.0 48.9 2:00 AM000014243818110009654.0 47.6 3:00 AM000016163818133109655.8 48.5 4:00 AM0000042851521183115854.0 49.6 5:00 AM 1 1 7 12 14 37 124 171 99 29 11 1 1 508 52.0 45.7 6:00 AM12332010026331516239121092152.0 45.4 7:00 AM 2 5 7 31 41 153 369 326 218 61 16 4 1 1234 52.0 44.6 8:00 AM2389311272914242216823531215 52.0 45.8 9:00 AM241825882644132286915601123 52.0 46.3 10:00 AM 2 2 3 11 35 93 283 432 240 77 14 1 2 1195 52.0 46.3 11:00 AM 1 4 10 8 17 69 269 431 263 78 22 3 2 1177 52.0 46.7 12:00 PM 4 1 3 12 36 67 210 493 335 84 24 2 5 1276 53.0 47.2 1:00 PM 5 2 6 15 34 86 260 444 302 103 15 0 2 1274 53.0 46.5 2:00 PM1138176228255232310428211384 53.0 47.4 3:00 PM03162814037156730810322411554 52.0 46.5 4:00 PM2248341173525393368711421498 52.0 46.4 5:00 PM1012321433854542186112201311 51.0 45.5 6:00 PM42161678303399196558301071 51.0 45.9 7:00 PM2004124717827716266106276653.0 47.2 8:00 PM0002153211220913448130056553.0 47.4 9:00 PM010082382150854131139554.0 47.3 10:00 PM000032247877137133128455.0 48.8 11:00 PM00012154287582593224455.0 48.7 Total 30 33 59 147 426 1531 4620 6984 4092 1293 299 57 30 19601 52.0 46.4 Percent 0.15% 0.17% 0.30% 0.75% 2.17% 7.81% 23.57% 35.63% 20.88% 6.60% 1.53% 0.29% 0.15%

AM Peak 7:00 AM 7:00 AM 11:00 AM 7:00 AM 7:00 AM 7:00 AM 7:00 AM 10:00 AM 11:00 AM 11:00 AM 8:00 AM 9:00 AM 1:00 AM 7:00 AM Volume 2 5 10 31 41 153 369 432 263 78 23 6 3 1234

PM Peak 1:00 PM 3:00 PM 1:00 PM 1:00 PM 12:00 PM 5:00 PM 5:00 PM 3:00 PM 4:00 PM 2:00 PM 2:00 PM 7:00 PM 12:00 PM 3:00 PM Volume 5 3 6 15 36 143 385 567 336 104 28 6 5 1554

15th Percentile: 41.0 MPH Average Speed: 46.4 MPH Posted Speed Limit: 45 MPH 50th Percentile: 47.0 MPH 10 MPH Pace: 42 to 51 MPH Number of Vehicles > 45 MPH: 11378 85th Percentile: 52.0 MPH Number in Pace: 12387 Percent of Vehicles > 45 MPH: 58.0% 95th Percentile: 56.0 MPH Percent in Pace: 63.2% Hartford Turnpike (Route 20) PDI File #: 207735 ATR‐B west of Green Street PRECISION City, State: Shrewsbury, MA DATA INDUSTRIES, LLC Client: GPI/ D. Halpert Count Date 46 Morton Street, Framingham, MA 01702 Office: 508-875-0100 Fax: 508-875-0118 Site Code: NEX2020312.00 Email: [email protected] Friday, December 11, 2020

Speed (60‐minute) EB

Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed

12:00 AM00000314231842006453.0 48.1 1:00 AM00000718221133006451.0 46.8 2:00 AM000014615621003550.9 46.7 3:00 AM00000113191562005652.8 48.3 4:00 AM0000091745351152112554.4 48.8 5:00 AM000752262137902620135253.0 47.1 6:00 AM00052179202206691310059649.0 44.0 7:00 AM020232105286292871010081749.0 44.0 8:00 AM 1 1 3 16 23 99 191 284 120 15 2 0 0 755 50.0 44.4 9:00 AM004419401992411082450264650.3 45.6 10:00 AM32456451832621132300164751.0 45.5 11:00 AM302012351223221472040066751.0 46.6 12:00 PM31018301942911331721168251.0 46.1 1:00 PM32309452172671111810267850.0 45.3 2:00 PM021215501982821282700170651.0 45.7 3:00 PM51227521882611091711064650.0 45.3 4:00 PM2104861199214871310059050.0 44.7 5:00 PM3102279523216158200058148.0 43.0 6:00 PM1100252136142771300142550.0 45.3 7:00 PM1010419102119641000132151.0 46.0 8:00 PM00110175276491210020951.0 46.6 9:00 PM2000423673371010016551.0 46.8 10:00 PM0001571842291041011754.0 47.6 11:00 PM00001921222152008153.0 46.8 Total 27 14 21 52 209 888 2906 3818 1722 311 41 5 11 10025 51.0 45.4 Percent 0.27% 0.14% 0.21% 0.52% 2.08% 8.86% 28.99% 38.08% 17.18% 3.10% 0.41% 0.05% 0.11%

AM Peak 10:00 AM 7:00 AM 9:00 AM 8:00 AM 7:00 AM 7:00 AM 7:00 AM 11:00 AM 11:00 AM 5:00 AM 4:00 AM 4:00 AM 9:00 AM 7:00 AM Volume 3 2 4 16 32 105 286 322 147 26 5 2 2 817

PM Peak 3:00 PM 1:00 PM 1:00 PM 4:00 PM 5:00 PM 5:00 PM 5:00 PM 12:00 PM 12:00 PM 2:00 PM 10:00 PM 12:00 PM 1:00 PM 2:00 PM Volume 5234279523229113327412706

15th Percentile: 40.0 MPH Average Speed: 45.4 MPH Posted Speed Limit: 45 MPH 50th Percentile: 46.0 MPH 10 MPH Pace: 41 to 50 MPH Number of Vehicles > 45 MPH: 5172 85th Percentile: 51.0 MPH Number in Pace: 6853 Percent of Vehicles > 45 MPH: 51.6% 95th Percentile: 54.0 MPH Percent in Pace: 68.4% Hartford Turnpike (Route 20) PDI File #: 207735 ATR‐B west of Green Street PRECISION City, State: Shrewsbury, MA DATA INDUSTRIES, LLC Client: GPI/ D. Halpert Count Date 46 Morton Street, Framingham, MA 01702 Office: 508-875-0100 Fax: 508-875-0118 Site Code: NEX2020312.00 Email: [email protected] Friday, December 11, 2020

Speed (60‐minute) WB

Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed

12:00 AM00000628331573109354.0 47.0 1:00 AM0000221815731104951.8 46.2 2:00 AM000032813870104255.0 47.5 3:00 AM000011814452103657.8 48.6 4:00 AM000126714730004051.2 44.9 5:00 AM000106242524141109655.0 48.2 6:00 AM000561348916124102226254.0 48.0 7:00 AM00042155912610655104238356.0 49.2 8:00 AM01047126113411962174242356.0 49.2 9:00 AM00039205615814658154247155.0 49.0 10:00 AM000315206914915360285250456.0 49.2 11:00 AM00076359817917684216161355.0 48.8 12:00 PM00169269422225990197273555.0 49.3 1:00 PM000092410023718596336269256.0 49.4 2:00 PM00041440137311258106205289754.0 48.6 3:00 PM20042010221133621373185098453.0 46.7 4:00 PM0003156121934720172133293653.0 47.0 5:00 PM1003186021734915838113085852.0 46.3 6:00 PM000112381622181645793266653.0 47.4 7:00 PM0000223861871473990149453.0 48.0 8:00 PM0000722731581173392042153.0 48.0 9:00 PM00001156087673282327555.0 48.6 10:00 PM00002123146551723016854.0 48.2 11:00 PM00002152640342132214556.0 48.7 Total 3 1 1 49 164 576 1900 3489 2684 1056 262 71 27 10283 54.0 48.1 Percent 0.03% 0.01% 0.01% 0.48% 1.59% 5.60% 18.48% 33.93% 26.10% 10.27% 2.55% 0.69% 0.26%

AM Peak 8:00 AM 11:00 AM 10:00 AM 11:00 AM 11:00 AM 11:00 AM 11:00 AM 11:00 AM 10:00 AM 11:00 AM 6:00 AM 11:00 AM Volume 0107153598179176842862613

PM Peak 3:00 PM 12:00 PM 12:00 PM 3:00 PM 3:00 PM 4:00 PM 5:00 PM 12:00 PM 2:00 PM 1:00 PM 12:00 PM 9:00 PM 3:00 PM Volume 2016201022193492591063373984

15th Percentile: 42.0 MPH Average Speed: 48.1 MPH Posted Speed Limit: 45 MPH 50th Percentile: 48.0 MPH 10 MPH Pace: 44 to 53 MPH Number of Vehicles > 45 MPH: 6928 85th Percentile: 54.0 MPH Number in Pace: 6228 Percent of Vehicles > 45 MPH: 67.4% 95th Percentile: 58.0 MPH Percent in Pace: 60.6% Hartford Turnpike (Route 20) PDI File #: 207735 ATR‐B west of Green Street PRECISION City, State: Shrewsbury, MA DATA INDUSTRIES, LLC Client: GPI/ D. Halpert Count Date 46 Morton Street, Framingham, MA 01702 Office: 508-875-0100 Fax: 508-875-0118 Site Code: NEX2020312.00 Email: [email protected] Friday, December 11, 2020

Speed (60‐minute) Combined EB and WB

Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed

12:00 AM0000094256331151015754.0 47.5 1:00 AM000029363718641011351.2 46.5 2:00 AM00004614281491107754.0 47.1 3:00 AM000012213319114109255.0 48.4 4:00 AM00012152459421452116554.0 47.8 5:00 AM0008528861621144031144853.0 47.3 6:00 AM 0 0 0 10 27 92 250 297 130 37 11 2 2 858 51.0 45.2 7:00 AM0206341203454181936511421200 52.0 45.7 8:00 AM 1 2 3 20 30 111 252 418 239 77 19 4 2 1178 52.0 46.1 9:00 AM004728602553992548220441117 53.0 47.1 10:00 AM324821652524112668328531151 53.0 47.1 11:00 AM3027187022050132310425611280 53.0 47.7 12:00 PM3117175628851339210721831417 53.0 47.7 1:00 PM3230186931750429611434641370 53.0 47.4 2:00 PM0216299033559338613320531603 53.0 47.3 3:00 PM7126271543995973229019601630 52.0 46.1 4:00 PM2107231224185612888514321526 52.0 46.1 5:00 PM4105451554495102164011301439 50.0 45.0 6:00 PM11011490298360241709331091 53.0 46.6 7:00 PM10106421883062114990281552.0 47.3 8:00 PM001173912523416645102063053.0 47.5 9:00 PM2000517961601044292344054.0 47.9 10:00 PM00017194988842764028554.0 48.0 11:00 PM00003244762552652222655.0 48.0 Total 30 15 22 101 373 1464 4806 7307 4406 1367 303 76 38 20308 53.0 46.7 Percent 0.15% 0.07% 0.11% 0.50% 1.84% 7.21% 23.67% 35.98% 21.70% 6.73% 1.49% 0.37% 0.19%

AM Peak 10:00 AM 7:00 AM 9:00 AM 8:00 AM 7:00 AM 7:00 AM 7:00 AM 11:00 AM 11:00 AM 11:00 AM 10:00 AM 11:00 AM 9:00 AM 11:00 AM Volume 3 2 4 20 34 120 345 501 323 104 28 6 4 1280

PM Peak 3:00 PM 1:00 PM 1:00 PM 12:00 PM 5:00 PM 5:00 PM 5:00 PM 3:00 PM 12:00 PM 2:00 PM 1:00 PM 12:00 PM 1:00 PM 3:00 PM Volume 72374515544959739213334841630

15th Percentile: 41.0 MPH Average Speed: 46.7 MPH Posted Speed Limit: 45 MPH 50th Percentile: 47.0 MPH 10 MPH Pace: 42 to 51 MPH Number of Vehicles > 45 MPH: 12100 85th Percentile: 53.0 MPH Number in Pace: 12944 Percent of Vehicles > 45 MPH: 59.6% 95th Percentile: 57.0 MPH Percent in Pace: 63.7% Hartford Turnpike (Route 20) PDI File #: 207735 ATR‐B west of Green Street PRECISION City, State: Shrewsbury, MA DATA INDUSTRIES, LLC Client: GPI/ D. Halpert Count Date 46 Morton Street, Framingham, MA 01702 Office: 508-875-0100 Fax: 508-875-0118 Site Code: NEX2020312.00 Email: [email protected] Saturday, December 12, 2020

Speed (60‐minute) EB

Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed

12:00 AM10000315141541015453.1 47.4 1:00 AM00000212111061014355.7 48.6 2:00 AM000012511750113355.0 48.8 3:00 AM0000044922112005256.0 50.5 4:00 AM0000177151881005754.6 48.1 5:00 AM0100222852462340115955.0 49.0 6:00 AM0000073589852710024453.0 49.0 7:00 AM0012111771731103321141253.0 47.9 8:00 AM000003542041914951050754.0 49.4 9:00 AM00000131052682002750061852.0 48.1 10:00 AM10103201483201682520068851.0 47.2 11:00 AM24117542312991201710073750.0 45.4 12:00 PM11131181297259681000173349.0 44.1 1:00 PM000027223223183910163149.0 44.9 2:00 PM1000118522721358500060048.0 43.9 3:00 PM12000251232381081510051351.0 46.4 4:00 PM111024514715957610042050.0 44.7 5:00 PM2000177115510225500037748.0 42.7 6:00 PM00003329910143600028450.0 44.9 7:00 PM0002011579430310019850.0 45.8 8:00 PM000005326427910013851.0 47.1 9:00 PM000001305442600013351.0 47.7 10:00 PM000010154126113009754.0 49.0 11:00 PM00001818151353006352.7 46.8 Total 10 9 5 8 63 564 2153 3036 1572 325 36 3 7 7791 51.0 46.2 Percent 0.13% 0.12% 0.06% 0.10% 0.81% 7.24% 27.63% 38.97% 20.18% 4.17% 0.46% 0.04% 0.09%

AM Peak 11:00 AM 11:00 AM 7:00 AM 7:00 AM 11:00 AM 11:00 AM 11:00 AM 10:00 AM 9:00 AM 8:00 AM 8:00 AM 2:00 AM 12:00 AM 11:00 AM Volume 241275423132020049511737

PM Peak 5:00 PM 3:00 PM 12:00 PM 12:00 PM 5:00 PM 2:00 PM 12:00 PM 12:00 PM 3:00 PM 3:00 PM 10:00 PM 12:00 PM 12:00 PM Volume 2213178529725910815301733

15th Percentile: 41.0 MPH Average Speed: 46.2 MPH Posted Speed Limit: 45 MPH 50th Percentile: 46.0 MPH 10 MPH Pace: 42 to 51 MPH Number of Vehicles > 45 MPH: 4393 85th Percentile: 51.0 MPH Number in Pace: 5450 Percent of Vehicles > 45 MPH: 56.4% 95th Percentile: 54.0 MPH Percent in Pace: 70.0% Hartford Turnpike (Route 20) PDI File #: 207735 ATR‐B west of Green Street PRECISION City, State: Shrewsbury, MA DATA INDUSTRIES, LLC Client: GPI/ D. Halpert Count Date 46 Morton Street, Framingham, MA 01702 Office: 508-875-0100 Fax: 508-875-0118 Site Code: NEX2020312.00 Email: [email protected] Saturday, December 12, 2020

Speed (60‐minute) WB

Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed

12:00 AM000006203219120019054.0 48.1 1:00 AM0000041211832104154.0 47.4 2:00 AM0000161261226004556.4 47.6 3:00 AM00000367630002553.0 46.6 4:00 AM00000348340002254.9 47.3 5:00 AM00001611171961006153.0 47.4 6:00 AM10016122530331350012654.0 46.9 7:00 AM000121320497225125220157.0 50.4 8:00 AM00000637688346133025656.0 50.5 9:00 AM00001124812112376184140456.0 50.3 10:00 AM0000597316118191244555356.0 50.3 11:00 AM011611208525323899228374755.0 49.4 12:00 PM200092113929821676144077954.0 48.3 1:00 PM001053312226521384218175355.0 48.8 2:00 PM300024016327615353141270753.0 47.3 3:00 PM000261812128320375176273354.0 48.8 4:00 PM000042516428016353111070153.0 47.6 5:00 PM4000836148233983371056852.0 46.2 6:00 PM00007259617010338133145653.0 47.7 7:00 PM0000225611041004384335055.0 48.9 8:00 PM00001166789732682028254.0 47.9 9:00 PM0001054366663182022255.0 49.5 10:00 PM00000112547401834114955.0 49.0 11:00 PM000005172820135219156.0 49.4 Total 10 1 2 11 71 360 1519 2902 2245 923 232 63 23 8362 54.0 48.5 Percent 0.12% 0.01% 0.02% 0.13% 0.85% 4.31% 18.17% 34.70% 26.85% 11.04% 2.77% 0.75% 0.28%

AM Peak 6:00 AM 11:00 AM 11:00 AM 11:00 AM 11:00 AM 11:00 AM 11:00 AM 11:00 AM 11:00 AM 11:00 AM 10:00 AM 11:00 AM 10:00 AM 11:00 AM Volume 1116112085253238992485747

PM Peak 5:00 PM 1:00 PM 3:00 PM 12:00 PM 2:00 PM 4:00 PM 12:00 PM 12:00 PM 1:00 PM 1:00 PM 1:00 PM 7:00 PM 12:00 PM Volume 4012940164298216842183779

15th Percentile: 43.0 MPH Average Speed: 48.5 MPH Posted Speed Limit: 45 MPH 50th Percentile: 48.0 MPH 10 MPH Pace: 44 to 53 MPH Number of Vehicles > 45 MPH: 5831 85th Percentile: 54.0 MPH Number in Pace: 5235 Percent of Vehicles > 45 MPH: 69.7% 95th Percentile: 59.0 MPH Percent in Pace: 62.6% Hartford Turnpike (Route 20) PDI File #: 207735 ATR‐B west of Green Street PRECISION City, State: Shrewsbury, MA DATA INDUSTRIES, LLC Client: GPI/ D. Halpert Count Date 46 Morton Street, Framingham, MA 01702 Office: 508-875-0100 Fax: 508-875-0118 Site Code: NEX2020312.00 Email: [email protected] Saturday, December 12, 2020

Speed (60‐minute) Combined EB and WB

Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed

12:00 AM1000093546341610214454.0 47.8 1:00 AM00000624221893118455.0 48.0 2:00 AM00002817171976117855.5 48.1 3:00 AM000007101628142007755.6 49.2 4:00 AM0000110112321121007955.0 47.8 5:00 AM0100383969652950122055.0 48.6 6:00 AM1001619601191184060037054.0 48.3 7:00 AM00133249722218258146361354.0 48.7 8:00 AM0000099127227495184076355.0 49.8 9:00 AM000012515338932310323411022 54.0 49.0 10:00 AM101082922148134911626451241 53.0 48.6 11:00 AM2527187431655235811623831484 53.0 47.4 12:00 PM3113201024365572848614411512 52.0 46.3 1:00 PM001071053544962969322821384 53.0 47.0 2:00 PM4000131253904892115814121307 51.0 45.7 3:00 PM12026432445213119018621246 53.0 47.8 4:00 PM11106703114392205912101121 51.0 46.5 5:00 PM6000251073033351233871094550.0 44.8 6:00 PM0000105719527114644133174052.0 46.7 7:00 PM00022361181981304694354853.0 47.7 8:00 PM0000121991531003592042053.0 47.7 9:00 PM000106731201083782035554.0 48.8 10:00 PM00001114088662964124655.0 49.0 11:00 PM00001133543331882115455.0 48.3 Total 20 10 7 19 134 924 3672 5938 3817 1248 268 66 30 16153 53.0 47.4 Percent 0.12% 0.06% 0.04% 0.12% 0.83% 5.72% 22.73% 36.76% 23.63% 7.73% 1.66% 0.41% 0.19%

AM Peak 11:00 AM 11:00 AM 11:00 AM 11:00 AM 11:00 AM 11:00 AM 11:00 AM 11:00 AM 11:00 AM 10:00 AM 10:00 AM 11:00 AM 10:00 AM 11:00 AM Volume 2527187431655235811626851484

PM Peak 5:00 PM 3:00 PM 12:00 PM 12:00 PM 5:00 PM 2:00 PM 12:00 PM 12:00 PM 3:00 PM 1:00 PM 1:00 PM 1:00 PM 7:00 PM 12:00 PM Volume 6213251254365573119322831512

15th Percentile: 42.0 MPH Average Speed: 47.4 MPH Posted Speed Limit: 45 MPH 50th Percentile: 47.0 MPH 10 MPH Pace: 42 to 51 MPH Number of Vehicles > 45 MPH: 10224 85th Percentile: 53.0 MPH Number in Pace: 10584 Percent of Vehicles > 45 MPH: 63.3% 95th Percentile: 57.0 MPH Percent in Pace: 65.5% TRAFFIC IMPACT AND ACCESS STUDY Proposed Distribution Center – Shrewsbury, Massachusetts

TRAFFIC-VOLUME ADJUSTMENT DATA

Massachusetts Highway Department Statewide Traffic Data Collection 2018 Weekday Seasonal Factors

Factor Group JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC Axle Factor R1 1.37 1.26 1.30 1.08 0.97 0.93 0.87 0.83 0.96 0.98 1.05 1.13 0.78 R2 0.95 0.96 0.98 0.97 0.97 0.93 0.97 0.94 0.96 0.90 0.92 0.93 0.96 R3 1.15 1.06 1.07 1.00 0.89 0.88 0.89 0.89 0.95 0.92 1.02 1.01 0.98 R4-R7 1.10 1.07 1.03 1.00 0.90 0.92 0.94 0.94 0.96 0.94 1.03 1.02 0.93 U1-Boston 1.05 0.98 1.01 0.93 0.92 0.91 0.95 0.93 0.94 0.92 0.96 0.99 0.96 U1-Essex 1.05 1.01 1.04 0.93 0.92 0.89 0.90 0.90 0.94 0.93 0.98 1.01 0.91 U1-Southeast 1.11 1.05 1.07 0.99 0.93 0.89 0.88 0.87 0.93 0.95 1.01 1.05 0.98 U1-West 1.15 1.08 1.07 0.98 0.94 0.92 0.92 0.88 0.92 0.91 1.00 1.06 0.83 U1-Worcester 1.18 1.11 1.09 0.99 0.95 0.94 0.95 0.91 0.97 0.97 1.01 1.05 0.87 U2 1.04 0.99 0.99 0.94 0.92 0.90 0.93 0.91 0.94 0.92 0.96 0.98 0.99 U3 0.99 1.00 1.02 0.96 0.91 0.89 0.92 0.90 0.95 0.92 1.01 0.97 0.97 U4-U7 1.03 1.02 0.97 0.95 0.88 0.89 0.96 0.93 0.94 0.93 1.00 1.00 0.99 Rec - East 1.22 1.15 1.09 1.12 0.90 0.89 0.82 0.83 0.92 0.98 1.06 1.08 0.99 Rec - West 1.30 1.23 1.32 1.18 0.95 0.82 0.70 0.69 0.97 0.96 1.16 1.15 0.97

Round off: 0-999 = 10 >1000 = 100

U = Urban R = Rural

1 - Interstate 2 - Freeway and Expressway 3 - Other Principal Arterial 4 - Minor Arterial 5 - Major Collector 6 - Minor Collector 7 - Local Road and Street

Recreational - East Group - Cape Cod (all towns) including the town of Plymouth south of Route 3A (stations 7014,7079,7080,7090,7091,7092,7093,7094,7095,7096,7097,7108 and 7178), Martha’s Vineyard and Nantucket. Recreational - West Group - Continuous Stations 2 and 189 including stations 1066,1067,1083,1084,1085,1086,1087,1088,1089,1090,1091,1092,1093,1094,1095,1096,1097,1098,1099,1100,1101,1102,1103,1104,1105,1106,1107,1108,1113, 1114,1116,2196,2197 and 2198.

4/1/2021 Massachusetts Highway Department Statewide Traffic Data Collection 2019 Weekday Seasonal Factors

Factor Group JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC Axle Factor R1 1.22 1.14 1.12 1.06 1.00 0.96 0.87 0.85 0.96 0.99 1.04 1.12 0.85 R2 0.95 0.96 0.98 0.97 0.97 0.93 0.97 0.94 0.96 0.90 0.92 0.93 0.96 R3 1.15 1.06 1.07 1.00 0.89 0.88 0.89 0.89 0.95 0.92 1.02 1.01 0.97 R4-R7 1.09 1.09 1.11 1.02 0.96 0.92 0.89 0.89 0.99 0.98 1.09 1.13 0.98 U1-Boston 1.03 1.01 0.98 0.94 0.94 0.92 0.95 0.93 0.94 0.94 0.97 1.04 0.96 U1-Essex 1.09 1.06 1.03 0.99 0.94 0.90 0.88 0.86 0.93 0.94 0.99 1.06 0.93 U1-Southeast 1.06 1.05 1.01 0.97 0.95 0.93 0.93 0.90 0.94 0.94 0.98 1.04 0.98 U1-West 1.19 1.14 1.09 0.95 0.92 0.89 0.89 0.86 0.91 0.95 0.97 1.07 0.84 U1-Worcester 1.02 1.04 0.97 0.94 0.93 0.91 0.95 0.91 0.93 0.92 0.95 1.10 0.88 U2 1.01 1.00 0.94 0.93 0.91 0.89 0.93 0.90 0.90 0.91 0.94 1.02 0.99 U3 1.06 1.03 0.98 0.94 0.93 0.91 0.95 0.91 0.92 0.93 0.97 1.00 0.98 U4-U7 1.01 1.00 0.95 0.92 0.88 0.86 0.92 0.91 0.92 0.94 0.99 1.04 0.99 Rec - East 1.04 1.16 1.12 0.98 0.92 0.88 0.77 0.81 0.94 1.02 1.08 1.12 0.99 Rec - West 1.30 1.23 1.32 1.18 0.95 0.82 0.70 0.69 0.97 0.96 1.16 1.15 0.98

Round off: 0-999 = 10 >1000 = 100

U = Urban R = Rural

1 - Interstate 2 - Freeway and Expressway 3 - Other Principal Arterial 4 - Minor Arterial 5 - Major Collector 6 - Minor Collector 7 - Local Road and Street

4/1/2021 TRAFFIC IMPACT AND ACCESS STUDY Proposed Distribution Center – Shrewsbury, Massachusetts

MASSDOT COLLISION DATA

INTERSECTION CRASH RATE WORKSHEET

CITY/TOWN : Shrewsbury COUNT DATE : Oct-18

DISTRICT : 3 UNSIGNALIZED : SIGNALIZED : X

~ INTERSECTION DATA ~

MAJOR STREET : Route 9 (Boston-Worcester Turnpike)

MINOR STREET(S) : South Street

INTERSECTION North

DIAGRAM Street South (Label Approaches) Route 9 Route 9 South South Street PEAK HOUR VOLUMES Total Peak APPROACH : 1 2 3 4 5 Hourly Approach DIRECTION : EB WB NB SB Volume PEAK HOURLY 1,263 1,670 482 508 3,923 VOLUMES (PM) :

INTERSECTION ADT ( V ) = TOTAL DAILY " K " FACTOR : 0.090 43,589 APPROACH VOLUME : AVERAGE # OF # OF TOTAL # OF CRASHES : 126 5 CRASHES PER YEAR ( 25.20 YEARS : A ) :

( A * 1,000,000 ) CRASH RATE CALCULATION : RATE = 1.58 ( V * 365 )

Comments : K-value based on MassDOT default value Project Title & Date: NEX-2020312 - Proposed E-Commerce Distribution Center - Shrewsbury, MA MassDOT Crash Data Route 9 / South Street

Driver Vehicle Traffic Number Contributing Driver Manner Road Total Non‐ Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Day of Crash Crash Crash of Circumstances Distracted By Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Street Intersection Crash Date Week Severity Status Time Vehicles (All Drivers) (All Vehicles) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Number Roadway Roadway V1:(Light truck(van, mini‐ V1:(Collision with van, pickup, motor vehicle in V1: Travelling sport utility)) / traffic) straight ahead / V2:(Light V2:(Collision with V2: Slowing or truck(van, mini‐ motor vehicle in D1: (No improper stopped in van, pickup, V1: E / V2: traffic) BOSTON driving) / D2: (No traffic / V3: sport utility)) / Not Reported V3:(Collision with TURNPIKE / Non‐fatal improper driving) Travelling V3:(Passenger / V3: Not No hit Yes, device motor vehicle in SOUTH 07/25/2014 Friday injury Closed 4:02 PM 3 / D3: (Unknown) Daylight Rear‐end Dry 0 4 straight ahead car) Reported Clear and run functioning traffic) No STREET V1: Slowing or V1:(Collision with stopped in V1:(Passenger motor vehicle in D1: (No improper traffic / V2: car) / V2:(Light traffic) Property driving) / D2: Slowing or truck(van, mini‐ V2:(Collision with BOSTON damage only (Followed too stopped in van, pickup, V1: W / V2: No hit Yes, device motor vehicle in TURNPIKE SOUTH 01/05/2014 Sunday (none injured) Closed 7:32 AM 2 closely) Daylight Rear‐end Ice 0 0 traffic sport utility)) W Cloudy and run functioning traffic) No Rte 9 W STREET V1:(Light V1:(Collision with truck(van, mini‐ motor vehicle in SOUTH D1: (No improper van, pickup, traffic) STREET / Property driving) / D2: V1: Turning left sport utility)) / V2:(Collision with BOSTON damage only (Followed too / V2: Turning V2:(Passenger No hit Yes, device motor vehicle in TURNPIKE 01/22/2014 Wednesday (none injured) Closed 2:02 PM 2 closely) Daylight Rear‐end Wet 0 0 left car) V1: N / V2: N Clear and run functioning traffic) No Rte 9 V1:(Passenger V1: Slowing or car) / V2:(Light Property stopped in truck(van, mini‐ V1:(Collision with Rte 9 E / damage only D1: (No improper traffic / V2: Not van, pickup, V1: E / V2: Yes, hit Yes, device motor vehicle in SOUTH 02/04/2014 Tuesday (none injured) Closed 2:31 PM 2 driving) Daylight Rear‐end Dry 0 0 reported sport utility)) Not Reported Clear and run functioning traffic) No STREET V1:(Light truck(van, mini‐ V1:(Collision with V1: Slowing or van, pickup, motor vehicle in BOSTON D1: (No improper stopped in sport utility)) / traffic) TURNPIKE driving) / D2: traffic / V2: V2:(Single‐unit No, device V2:(Collision with Rte 9 W / Non‐fatal (Followed too Travelling truck (2‐axle, 6‐ V1: W / V2: No hit not motor vehicle in SOUTH 02/06/2014 Thursday injury Closed 7:26 PM 2 closely) Daylight Rear‐end Dry 0 1 straight ahead tires)) W Cloudy and run functioning traffic) No STREET V1:(Collision with motor vehicle in V1: Travelling V1:(Passenger V1: Not traffic) Property D1: (Inattention) Dark ‐ straight ahead / car) / Reported / V2:(Collision with SOUTH damage only / D2: (No improper lighted V2: Travelling V2:(Passenger V2: Not No hit Yes, device motor vehicle in BOSTON STREET Rte 02/16/2014 Sunday (none injured) Closed 7:20 PM 2 driving) roadway Rear‐end Dry 0 0 straight ahead car) Reported Clear and run functioning traffic) No TURNPIKE 9 W Snow/ Sleet, hail Single (freezing SOUTH BOSTON Non‐fatal D1: (No improper vehicle V1: Travelling V1:(Passenger rain or No hit Not V1:(Collision with STREET Rte TURNPIKE 03/13/2014 Thursday injury Closed 9:44 AM 1 driving) Daylight crash Snow 0 1 straight ahead car) V1: W drizzle) and run reported median barrier) No 9 Rte 9 W V1:(Light V1:(Collision with V1: Travelling truck(van, mini‐ motor vehicle in straight ahead / van, pickup, traffic) V2: Slowing or sport utility)) / V2:(Collision with stopped in V2:(Passenger motor vehicle in BOSTON D1: (Inattention) traffic / V3: car) / V3:(Light traffic) TURNPIKE Property / D2: (No improper Slowing or truck(van, mini‐ V3:(Collision with Rte 9 W / damage only driving) / D3: (No stopped in van, pickup, V1: W / V2: No hit Yes, device motor vehicle in SOUTH 04/17/2014 Thursday (none injured) Closed 5:31 PM 3 improper driving) Daylight Rear‐end Dry 0 0 traffic sport utility)) W / V3: W Clear and run functioning traffic) No STREET

Greenman‐Pedersen, Inc. Page 1 of 19 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data Route 9 / South Street

Driver Vehicle Traffic Number Contributing Driver Manner Road Total Non‐ Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Day of Crash Crash Crash of Circumstances Distracted By Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Street Intersection Crash Date Week Severity Status Time Vehicles (All Drivers) (All Vehicles) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Number Roadway Roadway V1:(Collision with V1:(Passenger motor vehicle in V1: Travelling car) / V2:(Light traffic) BOSTON Property D1: (Inattention) straight ahead / truck(van, mini‐ V2:(Collision with TURNPIKE / damage only / D2: (No improper V2: Travelling van, pickup, V1: W / V2: No hit Yes, device motor vehicle in SOUTH 04/29/2014 Tuesday (none injured) Closed 3:25 PM 2 driving) Daylight Rear‐end Dry 0 0 straight ahead sport utility)) Not Reported Clear and run functioning traffic) No STREET V1:(Light V1:(Collision with V1: Slowing or truck(van, mini‐ motor vehicle in D1: (No improper stopped in van, pickup, traffic) driving) / D2: traffic / V2: sport utility)) / V2:(Collision with Non‐fatal (Followed too Travelling V2:(Passenger No hit Not motor vehicle in BOSTON 05/01/2014 Thursday injury Closed 4:31 PM 2 closely) Daylight Rear‐end Dry 0 1 straight ahead car) V1: E / V2: E Clear and run reported traffic) No 730 TURNPIKE Rte 9 V1:(Collision with V1:(Passenger motor vehicle in V1: Travelling car) / traffic) Property D1: (No improper straight ahead / V2:(Unknown V2:(Collision with / / damage only driving) / D2: V2: Travelling heavy truck, V1: W / V2: No hit Yes, device motor vehicle in BOSTON SOUTH 06/17/2014 Tuesday (none injured) Closed 5:30 PM 2 (Inattention) Daylight Rear‐end Dry 0 0 straight ahead cannot classify) W Clear and run functioning traffic) No TURNPIKE STREET V1:(Collision with motor vehicle in V1: Travelling V1:(Passenger V1: Not traffic) BOSTON Property straight ahead / car) / Reported / No, device V2:(Collision with TURNPIKE / damage only V2: Travelling V2:(Passenger V2: Not No hit not motor vehicle in SOUTH 06/19/2014 Thursday (none injured) Closed 11:15 AM 2 Daylight Rear‐end Dry 0 0 straight ahead car) Reported Clear and run functioning traffic) No STREET V1: Slowing or V1:(Collision with stopped in motor vehicle in traffic / V2: traffic) Slowing or V1:(Passenger V1: Not V2:(Collision with stopped in car) / Reported / motor vehicle in traffic / V3: V2:(Passenger V2: Not traffic) Property Slowing or car) / Reported / V3:(Collision with BOSTON damage only stopped in V3:(Passenger V3: Not No hit Not motor vehicle in TURNPIKE SOUTH 06/30/2014 Monday (none injured) Closed 7:20 AM 3 Daylight Rear‐end Dry 0 0 traffic car) Reported Clear and run reported traffic) No Rte 9 W STREET V1:(Collision with V1: Slowing or V1:(Light motor vehicle in stopped in truck(van, mini‐ traffic) traffic / V2: van, pickup, V2:(Collision with Slowing or sport utility)) / motor vehicle in D1: (No improper stopped in V2:(Passenger traffic) / / Property driving) / D2: (No traffic / V3: car) / V3:(Collision with BOSTON SOUTH damage only improper driving) Travelling V3:(Passenger V1: E / V2: E No hit Yes, device motor vehicle in TURNPIKE STREET Rte 07/18/2014 Friday (none injured) Closed 9:17 AM 3 / D3: (Inattention) Daylight Rear‐end Dry 0 0 straight ahead car) / V3: E Clear and run functioning traffic) No Rte 9 9 V1:(Light truck(van, mini‐ van, pickup, sport utility)) / V1:(Collision with V2:(Light motor vehicle in D1: (No improper V1: Travelling truck(van, mini‐ traffic) driving) / D2: (No straight ahead / van, pickup, V2:(Collision with improper driving) V2: Travelling sport utility)) / motor vehicle in / D3: (Disregarded straight ahead / V3:(Light traffic) Property traffic signs, Sideswipe V3: truck(van, mini‐ V3:(Collision with damage only signals, road , same Overtaking/pass van, pickup, V1: S / V2: S No hit Not motor vehicle in SOUTH 07/31/2014 Thursday (none injured) Closed 8:53 AM 3 markings) Daylight direction Dry 0 0 ing sport utility)) / V3: S Clear and run reported traffic) No STREET Rte 9

Greenman‐Pedersen, Inc. Page 2 of 19 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data Route 9 / South Street

Driver Vehicle Traffic Number Contributing Driver Manner Road Total Non‐ Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Day of Crash Crash Crash of Circumstances Distracted By Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Street Intersection Crash Date Week Severity Status Time Vehicles (All Drivers) (All Vehicles) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Number Roadway Roadway V1: Slowing or V1:(Collision with stopped in motor vehicle in BOSTON traffic / V2: V1:(Passenger traffic) TURNPIKE Property D1: (Unknown) / Slowing or car) / No, device V2:(Collision with Rte 9 W / damage only D2: (No improper stopped in V2:(Passenger V1: W / V2: No hit not motor vehicle in SOUTH 09/10/2014 Wednesday (none injured) Closed 6:16 PM 2 driving) Daylight Rear‐end Dry 0 0 traffic car) W Clear and run functioning traffic) No STREET V1:(Collision with V1: Slowing or V1:(Passenger motor vehicle in D1: (No improper stopped in car) / V2:(Light traffic) Property driving) / D2: traffic / V2: truck(van, mini‐ No, device V2:(Collision with damage only (Followed too Travelling van, pickup, V1: W / V2: No hit not motor vehicle in BOSTON 10/24/2014 Friday (none injured) Closed 6:21 PM 2 closely) Daylight Rear‐end Dry 0 0 straight ahead sport utility)) W Clear and run functioning traffic) No 731 TURNPIKE Rte 9 Property Single SOUTH damage only vehicle V1: Travelling V1:(Passenger No hit Not V1:(Collision with BOSTON STREET Rte 11/25/2014 Tuesday (none injured) Closed 6:08 PM 1 Dawn crash Dry 0 0 straight ahead car) V1: E Clear and run reported median barrier) No TURNPIKE 9 V1: Slowing or V1:(Collision with stopped in motor vehicle in Dark ‐ traffic / V2: V1:(Passenger traffic) Property D1: (No improper unknown Slowing or car) / No, device V2:(Collision with damage only driving) / D2: roadway stopped in V2:(Passenger V1: W / V2: Cloudy/ No hit not motor vehicle in BOSTON 12/22/2014 Monday (none injured) Closed 4:51 PM 2 (Inattention) lighting Rear‐end Wet 0 0 traffic car) W Rain and run functioning traffic) No 731 TURNPIKE Rte 9 V1:(Collision with motor vehicle in traffic) V2:(Collision with V1:(Light motor vehicle in truck(van, mini‐ traffic),(Collision D1: (No improper D1: Talking V1: Travelling van, pickup, with other fixed Property driving) / D2: on hands‐free straight ahead / sport utility)) / object(wall, BOSTON damage only (Driving too fast electronic V2: Travelling V2:(Passenger V1: W / V2: No hit Not building, tunnel, TURNPIKE SOUTH 01/24/2015 Saturday (none injured) Closed 9:25 AM 2 for conditions) device Daylight Angle Snow 0 0 straight ahead car) W Snow and run reported etc.)) No Rte 9 STREET D1: (No improper driving) / D2: (Swerving or avoiding due to V1:(Collision with wind, slippery motor vehicle in BOSTON surface, vehicle, V1: Slowing or V1:(Passenger V1: Not traffic) TURNPIKE Property object, non‐ Sideswipe stopped in car) / Reported / V2:(Collision with Rte 9 W / damage only motorist in , opposite traffic / V2: V2:(Tractor/se V2: Not No hit Yes, device motor vehicle in SOUTH 01/28/2015 Wednesday (none injured) Closed 11:18 AM 2 roadway, etc) Daylight direction Snow 0 0 Turning right mi‐trailer) Reported Cloudy and run functioning traffic) No STREET

Greenman‐Pedersen, Inc. Page 3 of 19 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data Route 9 / South Street

Driver Vehicle Traffic Number Contributing Driver Manner Road Total Non‐ Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Day of Crash Crash Crash of Circumstances Distracted By Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Street Intersection Crash Date Week Severity Status Time Vehicles (All Drivers) (All Vehicles) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Number Roadway Roadway V1:(Collision with D1: (No improper V1: Slowing or motor vehicle in driving) / D2: (No stopped in V1:(Light traffic) improper driving) traffic / V2: truck(van, mini‐ V2:(Collision with / D3: (No improper Slowing or van, pickup, motor vehicle in driving) / D4: (No stopped in sport utility)) / traffic) improper driving) traffic / V3: V2:(Passenger V3:(Collision with / D5: (Driving too Slowing or car) / V3:(Light motor vehicle in fast for stopped in truck(van, mini‐ traffic) conditions),(Opera traffic / V4: van, pickup, V4:(Collision with ting vehicle in Slowing or sport utility)) / motor vehicle in erratic, reckless, stopped in V4:(Passenger traffic) careless, negligent traffic / V5: car) / V1: E / V2: E V5:(Collision with Non‐fatal or aggressive Travelling V5:(Passenger / V3: E / V4: No hit Not motor vehicle in BOSTON SOUTH 02/22/2015 Sunday injury Closed 1:24 PM 5 manner) Daylight Rear‐end Wet 0 2 straight ahead car) E / V5: E Clear and run reported traffic) No TURNPIKE STREET V1: Slowing or V1:(Collision with stopped in parked motor traffic / V2: V1:(Passenger vehicle) Slowing or car) / V2:(Collision with BOSTON D1: (No improper stopped in V2:(Passenger parked motor TURNPIKE / driving) / D2: (No traffic / V3: car) / V3:(Light vehicle) SOUTH Property improper driving) Slowing or truck(van, mini‐ V3:(Collision with STREET / damage only / D3: (No improper stopped in van, pickup, V1: E / V2: E No hit Not parked motor MADISON 03/20/2015 Friday (none injured) Closed 6:15 PM 3 driving) Daylight Rear‐end Ice 0 0 traffic sport utility)) / V3: E Snow and run reported vehicle) No PLACE V1:(Collision with D1: (No improper motor vehicle in driving) / D2: (No traffic) improper driving) V1: Travelling V1:(Passenger V1: Not V2:(Collision with / D3: (Followed straight ahead / car) / Reported / motor vehicle in BOSTON too V2: Travelling V2:(Passenger V2: Not traffic) TURNPIKE Property closely),(Driving straight ahead / car) / Reported / No, device V3:(Collision with Rte 9 E / damage only too fast for V3: Travelling V3:(Passenger V3: Not No hit not motor vehicle in SOUTH 04/07/2015 Tuesday (none injured) Closed 7:09 AM 3 conditions) Daylight Rear‐end Dry 0 0 straight ahead car) Reported Clear and run functioning traffic) No STREET V1: Slowing or V1:(Collision with stopped in motor vehicle in traffic / V2: V1:(Passenger traffic) Property Slowing or car) / V2:(Collision with damage only D2: (Followed too stopped in V2:(Passenger No hit Yes, device motor vehicle in SOUTH 04/13/2015 Monday (none injured) Closed 8:20 AM 2 closely) Daylight Rear‐end Dry 0 0 traffic car) V1: E / V2: E Clear and run functioning traffic) No / Rte 9 S STREET V1:(Collision with parked motor V1:(Passenger V1: Not vehicle) Property D1: (No improper Sideswipe car) / Reported / V2:(Collision with damage only driving) / D2: (No , same V1: Turning left V2:(Passenger V2: Not No hit Not motor vehicle in BOSTON 06/29/2015 Monday (none injured) Closed 6:11 PM 2 improper driving) Daylight direction Dry 0 0 / V2: Parked car) Reported Clear and run reported traffic) No 731 TURNPIKE D1: (Made an V1:(Light V1:(Collision with SOUTH improper truck(van, mini‐ motor vehicle in STREET / turn),(Wrong side van, pickup, traffic) BOSTON Property or wrong way) / V1: Turning left sport utility)) / V2:(Collision with TURNPIKE / damage only D2: (No improper / V2: Travelling V2:(Passenger No hit Not motor vehicle in YORKSHIRE 07/28/2015 Tuesday (none injured) Closed 10:21 AM 2 driving) Daylight Angle Dry 0 0 straight ahead car) V1: E / V2: S Clear and run reported traffic) No TERRACE

Greenman‐Pedersen, Inc. Page 4 of 19 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data Route 9 / South Street

Driver Vehicle Traffic Number Contributing Driver Manner Road Total Non‐ Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Day of Crash Crash Crash of Circumstances Distracted By Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Street Intersection Crash Date Week Severity Status Time Vehicles (All Drivers) (All Vehicles) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Number Roadway Roadway V1: Slowing or V1:(Collision with stopped in V1:(Passenger motor vehicle in SOUTH traffic / V2: car) / V2:(Light traffic) STREET / Property D1: (Unknown) / Slowing or truck(van, mini‐ V2:(Collision with BOSTON damage only D2: (No improper stopped in van, pickup, No hit Yes, device motor vehicle in TURNPIKE 08/21/2015 Friday (none injured) Closed 8:51 AM 2 driving) Daylight Rear‐end Dry 0 0 traffic sport utility)) V1: S / V2: S Clear and run functioning traffic) No Rte 9 V1:(Light V1:(Collision with BOSTON V1: Slowing or truck(van, mini‐ motor vehicle in TURNPIKE / stopped in van, pickup, traffic) SOUTH Property D1: (No improper traffic / V2: sport utility)) / V2:(Collision with STREET / damage only driving) / D2: (No Travelling V2:(Passenger V1: W / V2: No hit Not motor vehicle in SOUTH 09/04/2015 Friday (none injured) Closed 4:44 PM 2 improper driving) Daylight Rear‐end Dry 0 0 straight ahead car) W Clear and run reported traffic) No STREET / V1:(Collision with D1: (No improper V1:(Passenger motor vehicle in driving) / D2: V1: Travelling car) / V2:(Light traffic) Property (Failure to keep in Sideswipe straight ahead / truck(van, mini‐ V2:(Collision with damage only proper lane or , same V2: Travelling van, pickup, No hit Not motor vehicle in BOSTON SOUTH 09/11/2015 Friday (none injured) Closed 3:36 PM 2 running off road) Daylight direction Dry 0 0 straight ahead sport utility)) V1: E / V2: E Clear and run reported traffic) No TURNPIKE STREET V1:(Collision with motor vehicle in V1: Slowing or traffic) D1: (No improper stopped in V1:(Passenger V2:(Collision with driving) / D2: (No traffic / V2: car) / V2:(Light motor vehicle in improper driving) Slowing or truck(van, mini‐ traffic) BOSTON / D3: (Failed to stopped in van, pickup, V3:(Collision with TURNPIKE yield right of traffic / V3: sport utility)) / light pole or Rte 9 W / Non‐fatal way),(Failed to Travelling V3:(Passenger V1: W / V2: No hit Not other SOUTH 09/14/2015 Monday injury Closed 3:57 PM 3 yield right of way) Daylight Rear‐end Dry 0 2 straight ahead car) W / V3: W Clear and run reported post/support) No STREET / V1:(Collision with V1: Slowing or motor vehicle in BOSTON stopped in V1:(Passenger traffic) TURNPIKE Property D1: (No improper traffic / V2: car) / V2:(Collision with Rte 9 / damage only driving) / D2: Travelling V2:(Passenger No hit Yes, device motor vehicle in SOUTH 10/25/2015 Sunday (none injured) Closed 3:30 PM 2 (Inattention) Daylight Rear‐end Dry 0 0 straight ahead car) V1: E / V2: E Clear and run functioning traffic) No STREET V1:(Collision with D1: (Failed to V1:(Passenger motor vehicle in yield right of car) / V2:(Light traffic) way),(Inattention) V1: Turning left truck(van, mini‐ V2:(Collision with Non‐fatal / D2: (No improper / V2: Travelling van, pickup, No hit Not motor vehicle in SOUTH BOSTON 11/19/2015 Thursday injury Closed 3:51 PM 2 driving) Dusk Angle Wet 0 1 straight ahead sport utility)) V1: N / V2: S Cloudy and run reported traffic) No STREET TURNPIKE BOSTON V1: Slowing or V1:(Collision with TURNPIKE / stopped in motor vehicle in BOSTON traffic / V2: V1:(Passenger traffic) TURNPIKE Property Slowing or car) / V2:(Collision with Rte 9 E / damage only D1: (Unknown) / stopped in V2:(Passenger Clear/ No hit Yes, device motor vehicle in SOUTH 11/20/2015 Friday (none injured) Closed 8:17 AM 2 D2: (Unknown) Daylight Rear‐end Dry 0 0 traffic car) V1: E / V2: E Clear and run functioning traffic) No STREET

Greenman‐Pedersen, Inc. Page 5 of 19 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data Route 9 / South Street

Driver Vehicle Traffic Number Contributing Driver Manner Road Total Non‐ Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Day of Crash Crash Crash of Circumstances Distracted By Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Street Intersection Crash Date Week Severity Status Time Vehicles (All Drivers) (All Vehicles) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Number Roadway Roadway D1: (No improper driving) / D2: (Swerving or avoiding due to V1:(Collision with BOSTON wind, slippery V1:(Passenger motor vehicle in TURNPIKE surface, vehicle, V1: Travelling car) / traffic) Rte 9 E / Property object, non‐ Sideswipe straight ahead / V2:(Unknown No, device V2:(Collision with SOUTH damage only motorist in , same V2: Travelling heavy truck, No hit not motor vehicle in STREET Rte 11/27/2015 Friday (none injured) Closed 1:29 PM 2 roadway, etc) Daylight direction Dry 0 0 straight ahead cannot classify) V1: E / V2: E Clear and run functioning traffic) No 9 V1:(Collision with V1: Travelling V1:(Light motor vehicle in straight ahead / truck(van, mini‐ traffic) V2: Slowing or van, pickup, V2:(Collision with stopped in sport utility)) / motor vehicle in BOSTON D1: (Inattention) traffic / V3: V2:(Passenger traffic) TURNPIKE Property / D2: (No improper Slowing or car) / V3:(Collision with Rte SR9 E / damage only driving) / D3: (No stopped in V3:(Passenger V1: E / V2: E No hit Yes, device motor vehicle in SOUTH 12/06/2015 Sunday (none injured) Closed 3:31 PM 3 improper driving) Daylight Rear‐end Dry 0 0 traffic car) / V3: E Clear and run functioning traffic) No STREET V1:(Passenger V1: Travelling car) / BOSTON Property Sideswipe straight ahead / V2:(Unknown V1:(Collision with TURNPIKE / damage only D1: (No improper , same V2: Not vehicle V1: S / V2: Clear/ Yes, hit Yes, device motor vehicle in SOUTH 12/15/2015 Tuesday (none injured) Closed 4:32 PM 2 driving) Daylight direction Dry 0 0 reported configuration) Not Reported Clear and run functioning traffic) No STREET V1: Slowing or V1:(Collision with stopped in motor vehicle in traffic / V2: traffic) D1: (No improper Slowing or V1:(Passenger V2:(Collision with driving) / D2: (No stopped in car) / motor vehicle in BOSTON improper driving) traffic / V3: V2:(Passenger traffic) TURNPIKE / D3: Dark ‐ Slowing or car) / V3:(Collision with Rte 9 / Non‐fatal (Inattention),(Distr lighted stopped in V3:(Passenger V1: E / V2: E No hit Yes, device motor vehicle in SOUTH 01/08/2016 Friday injury Closed 5:27 PM 3 acted) roadway Rear‐end Dry 0 1 traffic car) / V3: E Clear and run functioning traffic) No STREET V1:(Light V1:(Collision with V1: Slowing or truck(van, mini‐ motor vehicle in stopped in van, pickup, traffic) BOSTON Property D1: (No improper traffic / V2: sport utility)) / V2:(Collision with TURNPIKE / damage only driving) / D2: Travelling V2:(Passenger No hit Yes, device motor vehicle in SOUTH 01/10/2016 Sunday (none injured) Closed 3:51 PM 2 (Inattention) Daylight Rear‐end Wet 0 0 straight ahead car) V1: E / V2: E Rain and run functioning traffic) No STREET V1:(Collision with V1: Slowing or motor vehicle in stopped in traffic) BOSTON Property traffic / V2: V2:(Collision with TURNPIKE / damage only D1: (No improper Overtaking/pass V1:(Passenger V1: W / V2: Yes, hit Not motor vehicle in SOUTH 02/29/2016 Monday (none injured) Closed 6:04 PM 2 driving) Dusk Rear‐end Dry 0 0 ing car) W Clear/ Rain and run reported traffic) No STREET V1:(Light V1:(Collision with V1: Slowing or truck(van, mini‐ motor vehicle in stopped in van, pickup, traffic) traffic / V2: sport utility)) / V2:(Collision with Slowing or V2:(Passenger motor vehicle in D1: (No improper stopped in car) / V3:(Light traffic) Property driving) / D2: (No traffic / V3: truck(van, mini‐ V3:(Collision with damage only improper driving) Travelling van, pickup, V1: W / V2: No hit Yes, device motor vehicle in BOSTON 03/15/2016 Tuesday (none injured) Closed 3:10 PM 3 / D3: (Inattention) Daylight Rear‐end Dry 0 0 straight ahead sport utility)) W / V3: W Clear and run functioning traffic) No 731 TURNPIKE

Greenman‐Pedersen, Inc. Page 6 of 19 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data Route 9 / South Street

Greenman‐Pedersen, Inc. Page 7 of 19 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data Route 9 / South Street

Driver Vehicle Traffic Number Contributing Driver Manner Road Total Non‐ Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Day of Crash Crash Crash of Circumstances Distracted By Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Street Intersection Crash Date Week Severity Status Time Vehicles (All Drivers) (All Vehicles) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Number Roadway Roadway D1: (No improper V1:(Collision with driving) / D2: (No V1: Slowing or V1:(Light motor vehicle in improper driving) stopped in truck(van, mini‐ traffic) / D3: (Swerving or traffic / V2: van, pickup, V2:(Collision with avoiding due to Slowing or sport utility)) / motor vehicle in wind, slippery stopped in V2:(Light traffic) surface, vehicle, traffic / V3: truck(van, mini‐ V3:(Collision with object, non‐ Travelling van, pickup, motor vehicle in motorist in straight ahead / sport utility)) / traffic) roadway, V4: Slowing or V3:(Truck/traile V4:(Collision with etc),(Operating stopped in r) / V4:(Light motor vehicle in defective traffic / V5: truck(van, mini‐ traffic) equipment) / D4: Slowing or van, pickup, V5:(Collision with (No improper stopped in sport utility)) / motor vehicle in BOSTON driving) / D5: (No traffic / V6: V5:(Passenger V1: E / V2: E traffic) TURNPIKE improper driving) Slowing or car) / / V3: E / V4: V6:(Collision with Rte 9 E / Non‐fatal / D6: (No improper stopped in V6:(Passenger E / V5: E / Yes, device motor vehicle in SOUTH 06/28/2016 Tuesday injury Closed 10:34 AM 6 driving) Daylight Rear‐end Wet 0 2 traffic car) V6: E Rain functioning traffic) No STREET V1:(Collision with BOSTON V1: Travelling motor vehicle in TURNPIKE / straight ahead / V1:(Passenger traffic) SOUTH Property D1: (Inattention) Sideswipe V2: Slowing or car) / V2:(Collision with STREET / damage only / D2: (No improper , same stopped in V2:(Passenger V1: W / V2: No hit Yes, device motor vehicle in YORKSHIRE 07/14/2016 Thursday (none injured) Closed 6:34 PM 2 driving) Daylight direction Dry 0 0 traffic car) W Clear and run functioning traffic) No TERRACE V1:(Collision with V1: Travelling V1:(Single‐unit motor vehicle in BOSTON straight ahead / truck (2‐axle, 6‐ traffic) TURNPIKE Property D1: (Inattention) V2: Slowing or tires)) / V2:(Collision with Rte 9 E / damage only / D2: (No improper stopped in V2:(Passenger Yes, device motor vehicle in SOUTH 07/26/2016 Tuesday (none injured) Closed 4:56 PM 2 driving) Daylight Rear‐end Dry 0 0 traffic car) V1: E / V2: E Clear functioning traffic) No STREET V1:(Collision with motor vehicle in V1:(Passenger traffic) Property D1: (No improper V1: Not car) / V2:(Collision with BOSTON damage only driving) / D2: (No reported / V2: V2:(Passenger V1: W / V2: No hit Yes, device motor vehicle in TURNPIKE 08/07/2016 Sunday (none injured) Closed 8:15 PM 2 improper driving) Dusk Rear‐end Dry 0 0 Not reported car) W Clear and run functioning traffic) No 731 Rte 9 W V1:(Light truck(van, mini‐ van, pickup, V1:(Collision with V1: Slowing or sport utility)) / motor vehicle in stopped in V2:(Light traffic) Property D1: (No improper traffic / V2: truck(van, mini‐ V2:(Collision with BOSTON damage only driving) / D2: (No Travelling van, pickup, No hit Yes, device motor vehicle in TURNPIKE 08/28/2016 Sunday (none injured) Closed 1:31 PM 2 improper driving) Daylight Rear‐end Dry 0 0 straight ahead sport utility)) V1: E / V2: E Clear and run functioning traffic) No 731 Rte 9 E V1:(Collision with V1: Travelling V1:(Passenger motor vehicle in SOUTH straight ahead / car) / V2:(Light traffic) STREET / Property D1: (No improper V2: Slowing or truck(van, mini‐ V2:(Collision with BOSTON damage only driving) / D2: (No stopped in van, pickup, No hit Yes, device motor vehicle in TURNPIKE 09/06/2016 Tuesday (none injured) Closed 5:40 PM 2 improper driving) Daylight Rear‐end Dry 0 0 traffic sport utility)) V1: S / V2: S Clear and run functioning traffic) No Rte 9

Greenman‐Pedersen, Inc. Page 8 of 19 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data Route 9 / South Street

Driver Vehicle Traffic Number Contributing Driver Manner Road Total Non‐ Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Day of Crash Crash Crash of Circumstances Distracted By Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Street Intersection Crash Date Week Severity Status Time Vehicles (All Drivers) (All Vehicles) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Number Roadway Roadway V1:(Light V1:(Collision with V1: Slowing or truck(van, mini‐ motor vehicle in BOSTON stopped in van, pickup, traffic) TURNPIKE traffic / V2: sport utility)) / V2:(Collision with Rte 9 E / Travelling V2:(Passenger No hit Yes, device motor vehicle in SOUTH 09/12/2016 Monday Not Reported Closed 3:20 PM 2 Daylight Rear‐end Dry 0 0 straight ahead car) V1: E / V2: E Clear and run functioning traffic) No STREET V1:(Collision with motor vehicle in BOSTON V1: Travelling V1:(Passenger traffic) TURNPIKE Property D1: (No improper straight ahead / car) / V2:(Collision with Rte 9 E / damage only driving) / D2: (No V2: Travelling V2:(Passenger No hit Yes, device motor vehicle in SOUTH 09/30/2016 Friday (none injured) Closed 3:44 PM 2 improper driving) Daylight Rear‐end Wet 0 0 straight ahead car) V1: E / V2: E Rain and run functioning traffic) No STREET V1:(Collision with motor vehicle in V1: Travelling V1:(Passenger traffic) BOSTON Property straight ahead / car) / V2:(Collision with TURNPIKE / damage only V2: Travelling V2:(Passenger V1: W / V2: No hit Not motor vehicle in SOUTH 10/04/2016 Tuesday (none injured) Closed 5:09 PM 2 D2: (Unknown) Daylight Unknown Dry 0 0 straight ahead car) W Clear and run reported traffic) No STREET V1:(Passenger D1: (Disregarded car) / V2:(Light Property traffic signs, Dark ‐ V1: Turning left truck(van, mini‐ V1:(Collision with damage only signals, road lighted / V2: Not van, pickup, V1: W / V2: No hit Yes, device motor vehicle in BOSTON 11/11/2016 Friday (none injured) Closed 5:12 PM 2 markings) roadway Angle Dry 0 0 reported sport utility)) N Clear and run functioning traffic) No 731 TURNPIKE V1: Slowing or V1:(Light stopped in truck(van, mini‐ traffic / V2: van, pickup, Slowing or sport utility)) / V2:(Collision with stopped in V2:(Passenger V1: W / V2: Cloudy/ No hit Yes, device motor vehicle in BOSTON 11/25/2016 Friday Not Reported Closed 12:55 PM 2 Daylight Rear‐end Wet 0 0 traffic car) W Rain and run functioning traffic) No 731 TURNPIKE Rte 9 V1:(Collision with motor vehicle in V1: Travelling V1:(Passenger traffic) Property straight ahead / car) / V2:(Collision with BOSTON damage only V2: Not V2:(Passenger No hit Not motor vehicle in TURNPIKE 12/01/2016 Thursday (none injured) Closed 6:38 AM 2 D1: (Inattention) Dawn Rear‐end Dry 0 0 reported car) V1: E / V2: E Clear and run reported traffic) No 730 Rte 9 E V1:(Collision with V1: Travelling motor vehicle in straight ahead / V1:(Passenger traffic) V2: Slowing or car) / V2:(Collision with stopped in V2:(Passenger motor vehicle in BOSTON D1: (Inattention) traffic / V3: car) / V3:(Light traffic) TURNPIKE Property / D2: (No improper Dark ‐ Slowing or truck(van, mini‐ V3:(Collision with Rte SR9 E / damage only driving) / D3: (No roadway stopped in van, pickup, V1: E / V2: E Clear/ No hit Yes, device motor vehicle in SOUTH 12/08/2016 Thursday (none injured) Closed 6:25 PM 3 improper driving) not lighted Rear‐end Dry 0 0 traffic sport utility)) / V3: E Clear and run functioning traffic) No STREET V1:(Collision with D1: (Failure to motor vehicle in BOSTON keep in proper V1:(Passenger traffic) TURNPIKE Property lane or running off V1: Turning left car) / V2:(Collision with Rte 9 E / damage only road) / D2: (No / V2: Turning V2:(Tractor/se No hit Yes, device motor vehicle in SOUTH 12/13/2016 Tuesday (none injured) Closed 9:18 AM 2 improper driving) Daylight Angle Dry 0 0 left mi‐trailer) V1: N / V2: N Clear and run functioning traffic) No STREET

Greenman‐Pedersen, Inc. Page 9 of 19 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data Route 9 / South Street

Driver Vehicle Traffic Number Contributing Driver Manner Road Total Non‐ Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Day of Crash Crash Crash of Circumstances Distracted By Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Street Intersection Crash Date Week Severity Status Time Vehicles (All Drivers) (All Vehicles) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Number Roadway Roadway V1:(Collision with D1: (No improper motor vehicle in driving) / D2: V1:(Passenger traffic) BOSTON Property (Inattention),(Faile Dark ‐ V1: Travelling car) / V2:(Collision with TURNPIKE / damage only d to yield right of lighted straight ahead / V2:(Passenger No hit Not motor vehicle in SOUTH 12/18/2016 Sunday (none injured) Closed 5:33 PM 2 way) roadway Head‐on Dry 0 0 V2: Turning left car) V1: N / V2: S Clear and run reported traffic) No STREET V1:(Collision with V1: Slowing or motor vehicle in stopped in traffic) traffic / V2: V1:(Passenger V2:(Collision with Slowing or car) / motor vehicle in stopped in V2:(Passenger traffic) BOSTON Property traffic / V3: car) / V3:(Collision with TURNPIKE / damage only D1: (No improper Travelling V3:(Passenger V1: W / V2: No hit Yes, device motor vehicle in SOUTH 12/18/2016 Sunday (none injured) Closed 4:41 PM 3 driving) Daylight Rear‐end Dry 0 0 straight ahead car) W / V3: W Clear and run functioning traffic) No STREET V1:(Light V1:(Collision with V1: Slowing or truck(van, mini‐ motor vehicle in BOSTON D1: (No improper stopped in van, pickup, traffic) TURNPIKE driving) / D2: Dark ‐ traffic / V2: sport utility)) / V2:(Collision with Rte 9 W / Non‐fatal (Followed too lighted Travelling V2:(Passenger V1: W / V2: No hit Yes, device motor vehicle in SOUTH 01/05/2017 Thursday injury Closed 5:37 PM 2 closely) roadway Rear‐end Dry 0 1 straight ahead car) W Clear and run functioning traffic) No STREET V1:(Collision with motor vehicle in V1: Slowing or V1:(Passenger traffic) stopped in car) / V2:(Light V2:(Collision with traffic / V2: truck(van, mini‐ motor vehicle in Slowing or van, pickup, traffic) stopped in sport utility)) / V3:(Collision with D1: (No improper traffic / V3: V3:(Passenger motor vehicle in SOUTH driving) / D2: (No Travelling car) / V4:(Light traffic) STREET / Property improper driving) straight ahead / truck(van, mini‐ V1: E / V2: E V4:(Collision with Rte 9 S / damage only / D3: (No improper V4: Travelling van, pickup, / V3: E / V4: No hit Not motor vehicle in BOSTON 01/07/2017 Saturday (none injured) Closed 1:12 PM 4 driving) Daylight Rear‐end Snow 0 0 straight ahead sport utility)) E Snow and run reported traffic) No TURNPIKE V1:(Collision with motor vehicle in V1: Travelling V1:(Passenger traffic) Property D1: (No improper straight ahead / car) / V2:(Collision with damage only driving) / D2: (No V2: Travelling V2:(Passenger V1: E / V2: No hit Not motor vehicle in BOSTON SOUTH 01/10/2017 Tuesday (none injured) Closed 7:17 AM 2 improper driving) Dawn Rear‐end Dry 0 0 straight ahead car) Not Reported Clear and run reported traffic) No TURNPIKE STREET V1:(Collision with V1: Travelling motor vehicle in straight ahead / V1:(Passenger traffic) V2: Slowing or car) / V2:(Light V2:(Collision with stopped in truck(van, mini‐ motor vehicle in traffic / V3: van, pickup, traffic) D1: (Unknown) / Slowing or sport utility)) / V3:(Collision with D2: (No improper stopped in V3:(Passenger motor vehicle in BOSTON driving) / D3: (No traffic / V4: car) / V4:(Light traffic) TURNPIKE Property improper driving) Slowing or truck(van, mini‐ V1: E / V2: E V4:(Collision with Rte 9 E / damage only / D4: (No improper stopped in van, pickup, / V3: E / V4: Clear/ No hit Yes, device motor vehicle in SOUTH 01/17/2017 Tuesday (none injured) Closed 8:15 AM 4 driving) Daylight Rear‐end Dry 0 0 traffic sport utility)) E Clear and run functioning traffic) No STREET

Greenman‐Pedersen, Inc. Page 10 of 19 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data Route 9 / South Street

Driver Vehicle Traffic Number Contributing Driver Manner Road Total Non‐ Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Day of Crash Crash Crash of Circumstances Distracted By Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Street Intersection Crash Date Week Severity Status Time Vehicles (All Drivers) (All Vehicles) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Number Roadway Roadway V1:(Light V1:(Collision with truck(van, mini‐ motor vehicle in D1: Manually V1: Travelling van, pickup, traffic) Property D1: (No improper operating an Sideswipe straight ahead / sport utility)) / V2:(Collision with BOSTON damage only driving) / D2: electronic , same V2: Entering V2:(Passenger No hit Yes, device motor vehicle in SOUTH TURNPIKE 02/04/2017 Saturday (none injured) Closed 11:28 AM 2 (Unknown) device Daylight direction Dry 0 0 traffic lane car) V1: S / V2: W Clear and run functioning traffic) No STREET Rte 9 W V1:(Collision with V1: Travelling motor vehicle in BOSTON straight ahead / V1:(Passenger traffic) TURNPIKE Property D1: (Unknown) / V2: Slowing or car) / V2:(Collision with Rte 9 E / damage only D2: (No improper stopped in V2:(Passenger No hit Yes, device motor vehicle in SOUTH 02/26/2017 Sunday (none injured) Closed 12:49 PM 2 driving) Daylight Rear‐end Dry 0 0 traffic car) V1: E / V2: E Clear and run functioning traffic) No STREET V1:(Bus (seats for 9‐15 people, V1: Slowing or including V1:(Collision with stopped in driver)) / motor vehicle in BOSTON D1: (No improper traffic / V2: V2:(Light traffic) TURNPIKE Property driving) / D2: Slowing or truck(van, mini‐ V2:(Collision with Rte 9 W / damage only (Followed too stopped in van, pickup, V1: W / V2: No hit Yes, device motor vehicle in SOUTH 02/28/2017 Tuesday (none injured) Closed 12:47 PM 2 closely) Daylight Rear‐end Dry 0 0 traffic sport utility)) W Clear and run functioning traffic) No STREET V1:(Light truck(van, mini‐ V1: Slowing or van, pickup, V1:(Collision with stopped in sport utility)) / motor vehicle in D1: (No improper traffic / V2: V2:(Light traffic) BOSTON Property driving) / D2: Dark ‐ Slowing or truck(van, mini‐ V2:(Collision with TURNPIKE / damage only (Followed too lighted stopped in van, pickup, V1: W / V2: No hit Yes, device motor vehicle in SOUTH 03/08/2017 Wednesday (none injured) Closed 8:25 PM 2 closely) roadway Rear‐end Dry 0 0 traffic sport utility)) W Clear and run functioning traffic) No STREET V1:(Collision with V1: Slowing or V1:(Passenger motor vehicle in D1: (No improper stopped in car) / V2:(Light V1: Not traffic) BOSTON Property driving) / D2: traffic / V2: truck(van, mini‐ Reported / V2:(Collision with TURNPIKE / damage only (Unknown),(Unkno Travelling van, pickup, V2: Not No hit Yes, device motor vehicle in SOUTH 03/13/2017 Monday (none injured) Closed 3:55 PM 2 wn) Daylight Rear‐end Unknown 0 0 straight ahead sport utility)) Reported Unknown and run functioning traffic) No STREET V1:(Light truck(van, mini‐ van, pickup, V1:(Collision with D1: (Failed to sport utility)) / motor vehicle in yield right of V2:(Light traffic) Property way),(Distracted) V1: Turning left truck(van, mini‐ V2:(Collision with damage only / D2: (No improper / V2: Travelling van, pickup, No hit Not motor vehicle in BOSTON 03/30/2017 Thursday (none injured) Closed 5:30 PM 2 driving) Daylight Angle Dry 0 0 straight ahead sport utility)) V1: S / V2: N Clear and run reported traffic) No 731 TURNPIKE V1:(Light truck(van, mini‐ van, pickup, V1:(Collision with D1: (No improper sport utility)) / motor vehicle in BOSTON driving) / D2: V2:(Light traffic) TURNPIKE Property (Failure to keep in Sideswipe V1: Travelling truck(van, mini‐ V2:(Collision with Rte 9 W / damage only proper lane or , same straight ahead / van, pickup, V1: W / V2: No hit Yes, device motor vehicle in SOUTH 04/17/2017 Monday (none injured) Closed 12:27 PM 2 running off road) Daylight direction Dry 0 0 V2: Turning left sport utility)) W Clear and run functioning traffic) No STREET

Greenman‐Pedersen, Inc. Page 11 of 19 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data Route 9 / South Street

V1:(Light truck(van, mini‐ V1:(Collision with V1: Slowing or van, pickup, motor vehicle in stopped in sport utility)) / traffic) BOSTON Property D1: (No improper traffic / V2: V2:(Unknown V2:(Collision with TURNPIKE / damage only driving) / D2: (No Travelling heavy truck, No hit Yes, device motor vehicle in SOUTH 05/23/2017 Tuesday (none injured) Closed 4:47 PM 2 improper driving) Daylight Rear‐end Dry 0 0 straight ahead cannot classify) V1: E / V2: E Clear and run functioning traffic) No STREET V1:(Collision with V1: Slowing or motor vehicle in stopped in V1:(Passenger traffic) traffic / V2: car) / V2:(Collision with Slowing or V2:(Passenger V1: Not motor vehicle in D1: (No improper stopped in car) / V3:(Light Reported / traffic) Property driving) / D2: (No traffic / V3: truck(van, mini‐ V2: Not V3:(Collision with damage only improper driving) Travelling van, pickup, Reported / No hit Yes, device motor vehicle in BOSTON 05/23/2017 Tuesday (none injured) Closed 5:08 PM 3 / D3: (Inattention) Daylight Rear‐end Dry 0 0 straight ahead sport utility)) V3: W Clear and run functioning traffic) No 730 TURNPIKE V1:(Collision with V1: Travelling motor vehicle in straight ahead / V1:(Passenger traffic) Property D1: (Unknown) / Dark ‐ V2: Slowing or car) / V2:(Collision with BOSTON damage only D2: (Failed to yield lighted stopped in V2:(Passenger No hit Not motor vehicle in TURNPIKE 06/08/2017 Thursday (none injured) Closed 9:51 PM 2 right of way) roadway Rear‐end Dry 0 0 traffic car) V1: E / V2: E Cloudy and run reported traffic) No 730 Rte 9 E

Greenman‐Pedersen, Inc. Page 12 of 19 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data Route 9 / South Street

Driver Vehicle Traffic Number Contributing Driver Manner Road Total Non‐ Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Day of Crash Crash Crash of Circumstances Distracted By Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Street Intersection Crash Date Week Severity Status Time Vehicles (All Drivers) (All Vehicles) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Number Roadway Roadway V1:(Collision with V1: Slowing or motor vehicle in stopped in V1:(Passenger traffic) Property D1: (No improper Dark ‐ traffic / V2: car) / V2:(Collision with BOSTON damage only driving) / D2: lighted Travelling V2:(Passenger V1: E / V2: Yes, hit Not motor vehicle in TURNPIKE 06/08/2017 Thursday (none injured) Closed 9:32 PM 2 (Unknown) roadway Rear‐end Dry 0 0 straight ahead car) Not Reported Cloudy and run reported traffic) No 730 Rte 9 E V1:(Light V1:(Collision with truck(van, mini‐ motor vehicle in van, pickup, traffic) D1: (No improper sport utility)) / V2:(Collision with driving),(No V1: Slowing or V2:(Light V1: Not motor vehicle in Property improper driving) stopped in truck(van, mini‐ Reported / traffic),(Collision damage only / D2: (Other traffic / V2: van, pickup, V2: Not No hit Yes, device with parked BOSTON 06/16/2017 Friday (none injured) Closed 11:57 AM 2 improper action) Daylight Rear‐end Dry 0 0 Backing sport utility)) Reported Cloudy and run functioning motor vehicle) No 731 TURNPIKE V1:(Collision with motor vehicle in Rte 9 / V1: Travelling V1:(Passenger traffic) BOSTON Property D1: (Unknown) / straight ahead / car) / V2:(Collision with TURNPIKE / damage only D2: (No improper V2: Travelling V2:(Passenger No hit Not motor vehicle in SOUTH 07/17/2017 Monday (none injured) Closed 3:13 PM 2 driving) Daylight Angle Dry 0 0 straight ahead car) V1: E / V2: E Clear and run reported traffic) No STREET Property D1: V1:(Collision with damage only (Distracted),(Inatte V1: Travelling V1:(Passenger No hit Not motor vehicle in BOSTON 07/23/2017 Sunday (none injured) Closed 3:09 PM 1 ntion) Daylight Rear‐end Dry 0 0 straight ahead car) V1: E Clear and run reported traffic) No 730 TURNPIKE V1:(Light truck(van, mini‐ V1: Slowing or van, pickup, V1:(Collision with stopped in sport utility)) / motor vehicle in D1: (No improper traffic / V2: V2:(Light traffic) Property driving) / D2: Slowing or truck(van, mini‐ V2:(Collision with damage only (Followed too stopped in van, pickup, No hit Yes, device motor vehicle in BOSTON 07/28/2017 Friday (none injured) Closed 8:48 AM 2 closely) Daylight Rear‐end Dry 0 0 traffic sport utility)) V1: E / V2: E Clear and run functioning traffic) No 730 TURNPIKE V1:(Collision with V1: Slowing or motor vehicle in stopped in V1:(Passenger traffic) Property D1: (No improper traffic / V2: car) / V2:(Collision with BOSTON damage only driving) / D2: Travelling V2:(Passenger V1: W / V2: No hit Yes, device motor vehicle in TURNPIKE 08/01/2017 Tuesday (none injured) Closed 6:30 AM 2 (Unknown) Daylight Rear‐end Dry 0 0 straight ahead car) Not Reported Clear and run functioning traffic) No 731 Rte 9 V1: Slowing or V1:(Light V1:(Collision with stopped in truck(van, mini‐ motor vehicle in BOSTON traffic / V2: van, pickup, traffic) TURNPIKE Property D1: (No improper Slowing or sport utility)) / V2:(Collision with Rte 9 W / damage only driving) / D2: stopped in V2:(Passenger V1: W / V2: No hit Yes, device motor vehicle in SOUTH 08/02/2017 Wednesday (none injured) Closed 10:19 AM 2 (Inattention) Daylight Rear‐end Dry 0 0 traffic car) W Cloudy and run functioning traffic) No STREET V1: Slowing or V1:(Collision with stopped in motor vehicle in BOSTON traffic / V2: V1:(Passenger traffic) TURNPIKE Property D1: (No improper Slowing or car) / V2:(Collision with Rte 9 / damage only driving) / D2: stopped in V2:(Passenger V1: W / V2: No hit Yes, device motor vehicle in SOUTH 08/15/2017 Tuesday (none injured) Closed 7:51 AM 2 (Unknown) Daylight Rear‐end Dry 0 0 traffic car) W Clear and run functioning traffic) No STREET

Greenman‐Pedersen, Inc. Page 13 of 19 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data Route 9 / South Street

Driver Vehicle Traffic Number Contributing Driver Manner Road Total Non‐ Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Day of Crash Crash Crash of Circumstances Distracted By Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Street Intersection Crash Date Week Severity Status Time Vehicles (All Drivers) (All Vehicles) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Number Roadway Roadway V1:(Collision with V1: Slowing or motor vehicle in D1: (No improper stopped in V1:(Passenger traffic) Property driving) / D2: traffic / V2: car) / V2:(Collision with damage only (Followed too Not Not Travelling V2:(Passenger Not No hit Not motor vehicle in Not BOSTON 08/21/2017 Monday (none injured) Closed 3:36 PM 2 closely) reported reported Not reported 00straight ahead car) V1: E / V2: E Reported and run reported traffic) reported 731 TURNPIKE V1:(Collision with motor vehicle in BOSTON V1: Travelling V1:(Passenger traffic) TURNPIKE Property D1: (No improper straight ahead / car) / V2:(Collision with Rte 9 / damage only driving) / D2: Not V2: Travelling V2:(Passenger Unknown/ No hit Yes, device motor vehicle in SOUTH 08/21/2017 Monday (none injured) Closed 9:43 AM 2 (Inattention) reported Rear‐end Unknown 0 0 straight ahead car) V1: S / V2: S Unknown and run functioning traffic) No STREET V1: Slowing or V1:(Collision with stopped in V1:(Passenger motor vehicle in D1: (No improper traffic / V2: car) / V2:(Light traffic) Property driving) / D2: Slowing or truck(van, mini‐ V2:(Collision with BOSTON damage only (Driving too fast stopped in van, pickup, Cloudy/ No hit Not motor vehicle in TURNPIKE SOUTH 09/22/2017 Friday (none injured) Closed 3:50 PM 2 for conditions) Daylight Rear‐end Wet 0 0 traffic sport utility)) V1: E / V2: E Rain and run reported traffic) No 713 Rte 9 E STREET V1: Slowing or V1:(Passenger D1: (No improper stopped in car) / V2:(Light Property driving) / D2: traffic / V2: truck(van, mini‐ V2:(Collision with BOSTON damage only (Inattention),(Follo Travelling van, pickup, No hit Yes, device motor vehicle in TURNPIKE SOUTH 09/23/2017 Saturday (none injured) Closed 4:42 PM 2 wed too closely) Daylight Rear‐end Dry 0 0 straight ahead sport utility)) V1: E / V2: E Clear and run functioning traffic) No Rte 9 E STREET V1: Slowing or V1:(Collision with stopped in V1:(Passenger motor vehicle in traffic / V2: car) / V2:(Light traffic) BOSTON Property D1: (No improper Dark ‐ Slowing or truck(van, mini‐ V2:(Collision with TURNPIKE / damage only driving) / D2: (No lighted stopped in van, pickup, No hit Yes, device motor vehicle in SOUTH 09/25/2017 Monday (none injured) Closed 10:42 PM 2 improper driving) roadway Rear‐end Dry 0 0 traffic sport utility)) V1: E / V2: E Clear and run functioning traffic) No STREET V1:(Light truck(van, mini‐ van, pickup, V1:(Collision with D1: (No improper sport utility)) / motor vehicle in driving) / D2: V1: Travelling V2:(Light traffic) BOSTON Property (Followed too Dark ‐ straight ahead / truck(van, mini‐ V2:(Collision with TURNPIKE / damage only closely),(Distracted lighted V2: Travelling van, pickup, V1: W / V2: No hit Yes, device motor vehicle in SOUTH 09/29/2017 Friday (none injured) Closed 6:47 PM 2 ) roadway Rear‐end Dry 0 0 straight ahead sport utility)) W Clear and run functioning traffic) No STREET V1:(Collision with V1:(Passenger motor vehicle in car) / traffic) V2:(Passenger V2:(Collision with V1: Travelling car) / V3:(Light motor vehicle in straight ahead / truck(van, mini‐ traffic) V2: Travelling van, pickup, V3:(Collision with straight ahead / sport utility)) / motor vehicle in Rte 9 / V3: Travelling V4:(Light traffic) BOSTON Property straight ahead / truck(van, mini‐ V1: E / V2: E V4:(Collision with TURNPIKE / damage only V4: Travelling van, pickup, / V3: E / V4: No hit Yes, device motor vehicle in SOUTH 10/27/2017 Friday (none injured) Closed 6:37 AM 4 Dawn Rear‐end Dry 0 0 straight ahead sport utility)) E Clear and run functioning traffic) No STREET

Greenman‐Pedersen, Inc. Page 14 of 19 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data Route 9 / South Street

Driver Vehicle Traffic Number Contributing Driver Manner Road Total Non‐ Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Day of Crash Crash Crash of Circumstances Distracted By Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Street Intersection Crash Date Week Severity Status Time Vehicles (All Drivers) (All Vehicles) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Number Roadway Roadway V1:(Collision with V1: Slowing or motor vehicle in stopped in V1:(Passenger traffic) Property traffic / V2: car) / V2:(Collision with damage only D1: (Unknown) / Travelling V2:(Passenger No hit Not motor vehicle in BOSTON 10/30/2017 Monday (none injured) Closed 7:26 AM 2 D2: (Unknown) Daylight Rear‐end Dry 0 0 straight ahead car) V1: E / V2: E Clear and run reported traffic) No 730 TURNPIKE V1:(Light truck(van, mini‐ van, pickup, V1: Not Property V1: Backing / sport utility)) / Reported / V1:(Collision with damage only Rear‐to‐ V2: Not V2:(Passenger V2: Not No hit Yes, device motor vehicle in BOSTON 11/19/2017 Sunday (none injured) Closed 3:20 PM 2 D1: (Unknown) Daylight rear Dry 0 0 reported car) Reported Clear and run functioning traffic) No 731 TURNPIKE V1: Slowing or V1:(Collision with stopped in V1:(Passenger motor vehicle in traffic / V2: car) / V2:(Light traffic) Property Slowing or truck(van, mini‐ V2:(Collision with BOSTON damage only D1: (Followed too stopped in van, pickup, V1: W / V2: Cloudy/ No hit Yes, device motor vehicle in TURNPIKE 12/30/2017 Saturday (none injured) Closed 1:37 PM 2 closely) Daylight Rear‐end Wet 0 0 traffic sport utility)) W Snow and run functioning traffic) No 731 Rte 9 W V1:(Collision with V1: Slowing or motor vehicle in stopped in traffic) traffic / V2: V1:(Passenger V2:(Collision with Slowing or car) / motor vehicle in D1: (No improper stopped in V2:(Passenger traffic) Property driving) / D2: (No Single traffic / V3: car) / V1: W / V2: V3:(Collision with BOSTON damage only improper driving) vehicle Travelling V3:(Passenger Not Reported No hit Yes, device motor vehicle in TURNPIKE 02/10/2018 Saturday (none injured) Open 11:36 AM 3 / D3: (Inattention) Daylight crash Dry 0 0 straight ahead car) / V3: W Cloudy and run functioning traffic) No 731 Rte 9 W V1:(Light truck(van, mini‐ van, pickup, V1:(Collision with V1: Travelling sport utility)) / motor vehicle in D1: (Followed too straight ahead / V2:(Light V1: Not traffic) Property closely),(Distracted V2: Slowing or truck(van, mini‐ Reported / V2:(Collision with BOSTON damage only ) / D2: (No stopped in van, pickup, V2: Not No hit Yes, device motor vehicle in TURNPIKE 03/11/2018 Sunday (none injured) Open 5:28 PM 2 improper driving) Daylight Rear‐end Dry 0 0 traffic sport utility)) Reported Clear and run functioning traffic) No 731 Rte 9 V1:(Light truck(van, mini‐ V1:(Collision with van, pickup, parked motor sport utility)) / vehicle) V2:(Light V2:(Collision with D1: (No improper V1: Slowing or truck(van, mini‐ parked motor driving) / D2: (No stopped in van, pickup, V1: S / V2: vehicle) Property improper driving) traffic / V2: sport utility)) / Not Reported V3:(Collision with damage only / D3: (No improper Rear‐to‐ Parked / V3: V3:(Passenger / V3: Not No hit Yes, device parked motor BOSTON 04/01/2018 Sunday (none injured) Open 1:56 PM 3 driving) Daylight rear Dry 0 0 Parked car) Reported Clear and run functioning vehicle) No 731 TURNPIKE V1:(Collision with motor vehicle in V1:(Passenger V1: Not traffic) Property V1: Travelling car) / Reported / V2:(Collision with damage only D1: (Unknown) / straight ahead / V2:(Passenger V2: Not No hit Yes, device motor vehicle in BOSTON 04/02/2018 Monday (none injured) Open 4:38 PM 2 D2: (Unknown) Daylight Head‐on Dry 0 0 V2: Backing car) Reported Clear and run functioning traffic) No 731 TURNPIKE

Greenman‐Pedersen, Inc. Page 15 of 19 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data Route 9 / South Street

Driver Vehicle Traffic Number Contributing Driver Manner Road Total Non‐ Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Day of Crash Crash Crash of Circumstances Distracted By Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Street Intersection Crash Date Week Severity Status Time Vehicles (All Drivers) (All Vehicles) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Number Roadway Roadway D1: (Operating vehicle in erratic, reckless, careless, negligent or V1:(Collision with aggressive V1:(Passenger motor vehicle in manner),(Physical V1: Travelling car) / V2:(Light traffic) Property impairment) / D2: straight ahead / truck(van, mini‐ V2:(Collision with BOSTON damage only (No improper Not V2: Travelling van, pickup, No hit Yes, device motor vehicle in TURNPIKE SOUTH 04/19/2018 Thursday (none injured) Open 5:40 PM 2 driving) Daylight reported Dry 0 0 straight ahead sport utility)) V1: E / V2: E Clear and run functioning traffic) No Rte SR9 E STREET D1: (Wrong side or wrong way) / D2: (Operating vehicle in erratic, V2:(Collision with reckless, careless, V2:(Passenger motor vehicle in negligent or car) / traffic) BOSTON aggressive Dark ‐ V2: Travelling V1:(Other e.g. V1:(Collision with TURNPIKE / Non‐fatal manner),(Fatigued lighted straight ahead / farm No hit Yes, device motor vehicle in SOUTH 05/01/2018 Tuesday injury Open 11:53 PM 2 /asleep) roadway Head‐on Dry 0 1 V1: Backing equipment) V2: S / V1: N Clear and run functioning traffic) Yes STREET V1:(Collision with V1:(Passenger motor vehicle in car) / V2:(Light traffic) truck(van, mini‐ V1: Not V2:(Collision with D2: (Made an V1: Parked / V2: van, pickup, Reported / No hit Yes, device parked motor BOSTON 05/23/2018 Wednesday Unknown Open 2:27 PM 2 improper turn) Daylight Angle Dry 0 0 Turning right sport utility)) V2: S Clear and run functioning vehicle) No 731 TURNPIKE V1: Slowing or V1:(Collision with stopped in motor vehicle in traffic / V2: traffic) Slowing or V1:(Passenger V2:(Collision with stopped in car) / motor vehicle in SOUTH traffic / V3: V2:(Passenger traffic) STREET / Property Slowing or car) / V3:(Collision with BOSTON damage only stopped in V3:(Passenger V1: E / V2: E Clear/ No hit Yes, device motor vehicle in TURNPIKE 05/23/2018 Wednesday (none injured) Open 3:20 PM 3 Daylight Rear‐end Dry 0 0 traffic car) / V3: E Clear and run functioning traffic) No Rte SR9 E V1: Slowing or V1:(Light V1:(Collision with stopped in truck(van, mini‐ motor vehicle in SOUTH traffic / V2: van, pickup, traffic) STREET / Property D1: (Illness) / D2: Dark ‐ Slowing or sport utility)) / V2:(Collision with BOSTON damage only (No improper lighted stopped in V2:(Passenger No hit Yes, device motor vehicle in TURNPIKE 06/14/2018 Thursday (none injured) Open 8:40 PM 2 driving) roadway Rear‐end Dry 0 0 traffic car) V1: S / V2: S Clear and run functioning traffic) No Rte 9 D1: (Disregarded traffic signs, V1:(Collision with signals, road V1: Travelling motor vehicle in SOUTH markings),(Followe straight ahead / V1:(Passenger V1: Not traffic) STREET / Property d too closely) / V2: Slowing or car) / Reported / V2:(Collision with BOSTON damage only D2: (No improper stopped in V2:(Passenger V2: Not Clear/ No hit Yes, device motor vehicle in TURNPIKE 07/05/2018 Thursday (none injured) Open 2:43 PM 2 driving) Daylight Rear‐end Dry 0 0 traffic car) Reported Clear and run functioning traffic) No Rte SR9 E V1:(Light truck(van, mini‐ van, pickup, V1:(Collision with sport utility)) / motor vehicle in BOSTON D1: (No improper V1: Travelling V2:(Light traffic) TURNPIKE Property driving) / D2: straight ahead / truck(van, mini‐ V2:(Collision with Rte 9 W / damage only (Failed to yield V2: Turning van, pickup, V1: N / V2: No hit Yes, device motor vehicle in SOUTH 07/10/2018 Tuesday (none injured) Open 12:32 PM 2 right of way) Daylight Rear‐end Dry 0 0 right sport utility)) W Clear and run functioning traffic) No STREET

Greenman‐Pedersen, Inc. Page 16 of 19 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data Route 9 / South Street

Driver Vehicle Traffic Number Contributing Driver Manner Road Total Non‐ Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Day of Crash Crash Crash of Circumstances Distracted By Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Street Intersection Crash Date Week Severity Status Time Vehicles (All Drivers) (All Vehicles) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Number Roadway Roadway SOUTH STREET / Property Single V1:(Collision with BOSTON damage only vehicle V1: Travelling V1:(Passenger No hit Yes, device curb),(Collision TURNPIKE 07/17/2018 Tuesday (none injured) Open 9:35 AM 1 D1: (Unknown) Daylight crash Dry 0 0 straight ahead car) V1: N Clear and run functioning with guardrail) No Rte SR9 W V1:(Collision with motor vehicle in V1:(Passenger traffic) Property D1: (No improper Sideswipe car) / V1: Not V2:(Collision with damage only driving) / D2: , same V1: Parked / V2: V2:(Passenger Reported / No hit Yes, device parked motor BOSTON 07/18/2018 Wednesday (none injured) Open 3:31 PM 2 (Inattention) Daylight direction Dry 0 0 Turning right car) V2: S Clear and run functioning vehicle) No 731 TURNPIKE V1:(Collision with median D1: (Exceeded barrier),(Collision authorized speed V1: Travelling with motor limit),(Operating straight ahead / vehicle in traffic) vehicle in erratic, V2: Slowing or V2:(Collision with reckless, careless, stopped in V1:(Passenger motor vehicle in negligent or traffic / V3: car) / traffic) aggressive Slowing or V2:(Passenger V3:(Collision with manner) / D2: (No stopped in car) / motor vehicle in SOUTH improper driving) traffic / V4: V3:(Passenger traffic) STREET / Property / D3: (No improper Slowing or car) / V1: E / V2: E V4:(Collision with BOSTON damage only driving) / D4: (No stopped in V4:(Passenger / V3: E / V4: No hit Yes, device motor vehicle in TURNPIKE 07/21/2018 Saturday (none injured) Open 7:23 PM 4 improper driving) Daylight Rear‐end Dry 0 0 traffic car) E Clear and run functioning traffic) No Rte SR9 W V1:(Light V1:(Collision with V1: Slowing or truck(van, mini‐ motor vehicle in stopped in van, pickup, traffic) traffic / V2: sport utility)) / V2:(Collision with Slowing or V2:(Passenger motor vehicle in SOUTH D1: (No improper stopped in car) / V3:(Light traffic) STREET / Property driving) / D2: (No traffic / V3: truck(van, mini‐ V1: E / V2: E V3:(Collision with BOSTON damage only improper driving) Travelling van, pickup, / V3: Not No hit Yes, device motor vehicle in TURNPIKE 07/26/2018 Thursday (none injured) Open 9:13 AM 3 / D3: (Unknown) Daylight Rear‐end Dry 0 0 straight ahead sport utility)) Reported Clear and run functioning traffic) No Rte SR9 E V1:(Light V1:(Collision with truck(van, mini‐ motor vehicle in SOUTH V1: Backing / van, pickup, traffic) STREET / Property D1: (Inattention) V2: Slowing or sport utility)) / V2:(Collision with BOSTON damage only / D2: (No improper stopped in V2:(Passenger No hit Yes, device motor vehicle in TURNPIKE 07/28/2018 Saturday (none injured) Open 3:19 PM 2 driving) Daylight Rear‐end Dry 0 0 traffic car) V1: S / V2: N Clear and run functioning traffic) No Rte SR9 S D1: (No improper driving) / D2: V1:(Collision with (Disregarded V1: Slowing or V1:(Passenger motor vehicle in SOUTH traffic signs, D1: Manually stopped in car) / V2:(Light traffic) STREET / Property signals, road operating an Dark ‐ traffic / V2: truck(van, mini‐ V2:(Collision with BOSTON damage only markings),(Inatten electronic lighted Travelling van, pickup, V1: W / V2: No hit Yes, device parked motor TURNPIKE 07/31/2018 Tuesday (none injured) Open 12:01 AM 2 tion) device roadway Rear‐end Dry 0 0 straight ahead sport utility)) W Clear and run functioning vehicle) No Rte SR9 W

Greenman‐Pedersen, Inc. Page 17 of 19 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data Route 9 / South Street

Driver Vehicle Traffic Number Contributing Driver Manner Road Total Non‐ Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Day of Crash Crash Crash of Circumstances Distracted By Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Street Intersection Crash Date Week Severity Status Time Vehicles (All Drivers) (All Vehicles) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Number Roadway Roadway V1:(Collision with V1: Slowing or motor vehicle in stopped in V1:(Passenger traffic) traffic / V2: car) / V2:(Light V2:(Collision with D1: (No improper Slowing or truck(van, mini‐ motor vehicle in driving) / D2: (No stopped in van, pickup, traffic) Property improper driving) Dark ‐ traffic / V3: sport utility)) / V3:(Collision with BOSTON damage only / D3: lighted Travelling V3:(Passenger V1: W / V2: No hit Yes, device motor vehicle in TURNPIKE 08/06/2018 Monday (none injured) Open 9:21 PM 3 (Fatigued/asleep) roadway Rear‐end Dry 0 0 straight ahead car) W / V3: W Clear and run functioning traffic) No 731 Rte 9 W V1: Slowing or V1:(Light V1:(Collision with stopped in truck(van, mini‐ motor vehicle in SOUTH traffic / V2: van, pickup, traffic) STREET / Property D1: (No improper Dark ‐ Slowing or sport utility)) / V2:(Collision with BOSTON damage only driving) / D2: lighted stopped in V2:(Passenger V1: W / V2: No hit Yes, device motor vehicle in TURNPIKE 09/10/2018 Monday (none injured) Open 8:42 PM 2 (Unknown) roadway Rear‐end Dry 0 0 traffic car) W Rain and run functioning traffic) No Rte SR9 W V1:(Light V1:(Collision with D1: (No improper V1: Slowing or truck(van, mini‐ motor vehicle in BOSTON driving) / D2: stopped in van, pickup, traffic) TURNPIKE Property (Followed too traffic / V2: sport utility)) / V2:(Collision with Rte SR9 E / damage only closely),(Fatigued/ Travelling V2:(Passenger V1: E / V2: No hit Yes, device motor vehicle in SOUTH 09/23/2018 Sunday (none injured) Open 3:49 PM 2 asleep) Daylight Rear‐end Dry 0 0 straight ahead car) Not Reported Cloudy and run functioning traffic) No STREET V1:(Light V1:(Collision with V1: Slowing or truck(van, mini‐ motor vehicle in SOUTH stopped in van, pickup, traffic) STREET / Property D1: (No improper Dark ‐ traffic / V2: sport utility)) / V2:(Collision with BOSTON damage only driving) / D2: lighted Travelling V2:(Passenger No hit Yes, device motor vehicle in TURNPIKE 10/19/2018 Friday (none injured) Open 7:56 PM 2 (Inattention) roadway Rear‐end Dry 0 0 straight ahead car) V1: E / V2: E Clear and run functioning traffic) No Rte SR9 E V1: Slowing or V1:(Collision with stopped in motor vehicle in traffic / V2: V1:(Passenger traffic) D1: (No improper Slowing or car) / V2:(Collision with driving) / D2: (No stopped in V2:(Passenger motor vehicle in improper driving) traffic / V3: car) / V3:(Light traffic) / D3: Slowing or truck(van, mini‐ V3:(Collision with BOSTON Non‐fatal (Inattention),(Fatig stopped in van, pickup, V1: W / V2: No hit Yes, device motor vehicle in TURNPIKE 10/30/2018 Tuesday injury Open 3:24 PM 3 ued/asleep) Daylight Rear‐end Dry 0 1 traffic sport utility)) W / V3: W Clear and run functioning traffic) No 731 Rte 9 W V1:(Collision with motor vehicle in SOUTH V1: Slowing or V1:(Passenger traffic) STREET / Property D1: (No improper stopped in car) / V2:(Collision with BOSTON damage only driving) / D2: traffic / V2: V2:(Passenger V1: E / V2: No hit Yes, device motor vehicle in TURNPIKE 11/01/2018 Thursday (none injured) Open 4:09 PM 2 (Inattention) Daylight Rear‐end Dry 0 0 Backing car) Not Reported Clear and run functioning traffic) No Rte SR9 E V1:(Light V1:(Collision with V1: Slowing or truck(van, mini‐ motor vehicle in stopped in van, pickup, traffic) Property D1: (No improper Dark ‐ traffic / V2: sport utility)) / V2:(Collision with damage only driving) / D2: lighted Travelling V2:(Passenger V1: W / V2: No hit Yes, device motor vehicle in BOSTON 11/03/2018 Saturday (none injured) Open 7:01 PM 2 (Inattention) roadway Rear‐end Dry 0 0 straight ahead car) W Clear and run functioning traffic) No 731 TURNPIKE V1:(Collision with V1: Slowing or V1:(Passenger motor vehicle in stopped in car) / V2:(Light traffic) Property D1: (No improper Dark ‐ traffic / V2: truck(van, mini‐ V2:(Collision with damage only driving) / D2: lighted Travelling van, pickup, V1: W / V2: No hit Yes, device motor vehicle in BOSTON 11/16/2018 Friday (none injured) Open 5:19 PM 2 (Unknown) roadway Rear‐end Wet 0 0 straight ahead sport utility)) W Clear and run functioning traffic) No 731 TURNPIKE

Greenman‐Pedersen, Inc. Page 18 of 19 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data Route 9 / South Street

V1:(Light truck(van, mini‐ van, pickup, V1: Slowing or sport utility)) / stopped in V2:(Bus (seats Property D1: (No improper Sideswipe traffic / V2: for 16 or more, V1:(Collision with BOSTON damage only driving) / D2: (No , same Travelling including No hit Yes, device motor vehicle in TURNPIKE SOUTH 12/18/2018 Tuesday (none injured) Open 3:17 PM 2 improper driving) Daylight direction Dry 0 0 straight ahead driver)) V1: E / V2: E Clear and run functioning traffic) No Rte SR9 E STREET

Greenman‐Pedersen, Inc. Page 19 of 19 20312_MassDOT Crash Data 2014‐2018 INTERSECTION CRASH RATE WORKSHEET

CITY/TOWN : Shrewsbury COUNT DATE : Oct-18

DISTRICT : 3 UNSIGNALIZED : SIGNALIZED : X

~ INTERSECTION DATA ~

MAJOR STREET : U.S. Route 20 (Hartford Turnpike)

MINOR STREET(S) : South Street

Green Street

INTERSECTION North

DIAGRAM Street South (Label Approaches) U.S. Route 20 U.S. Route 20 Green Steet PEAK HOUR VOLUMES Total Peak APPROACH : 1 2 3 4 5 Hourly Approach DIRECTION : EB WB NB SB Volume PEAK HOURLY 752 1,052 18 393 2,215 VOLUMES (PM) :

INTERSECTION ADT ( V ) = TOTAL DAILY " K " FACTOR : 0.080 27,688 APPROACH VOLUME : AVERAGE # OF # OF TOTAL # OF CRASHES : 23 5 CRASHES PER YEAR ( 4.60 YEARS : A ) :

( A * 1,000,000 ) CRASH RATE CALCULATION : RATE = 0.46 ( V * 365 )

Comments : K-value based on MDM's TIAS submitted April 2019 Project Title & Date: NEX-2020312 - Proposed E-Commerce Distribution Center - Shrewsbury, MA MassDOT Crash Data US Route 20 / South Street / Green Street

Driver Vehicle Traffic Number Contributing Manner Road Total Non‐ Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Day of Crash Crash Crash of Circumstances Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Intersection Crash Date Week Severity Status Time Vehicles (All Drivers) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Roadway Roadway HARTFORD V1:(Collision with TURNPIKE motor vehicle in Rte 20 W / V1: Turning V1:(Passenger traffic) SOUTH Property right / V2: car) / V2:(Collision with STREET / damage only D2: (Inattention), Travelling V2:(Passenger V1: W / V2: No hit Yes, device motor vehicle in GREEN 04/14/2014 Monday (none injured) Closed 10:05 AM 2 (Distracted) Daylight Rear‐end Dry 0 0 straight ahead car) W Clear and run functioning traffic) No STREET V1:(Collision with D1: (No improper V1:(Passenger motor vehicle in HARTFORD driving) / D2: car) / V2:(Bus traffic) TURNPIKE Property (Made an V1: Travelling (seats for 16 or V2:(Collision with Rte 20 / damage only improper straight ahead / more, including V1: W / V2: No hit Yes, device motor vehicle in SOUTH 06/19/2014 Thursday (none injured) Closed 2:10 PM 2 turn),(Inattention) Daylight Angle Dry 0 0 V2: Turning left driver)) W Clear and run functioning traffic) No STREET V1:(Light truck(van, mini‐ D1: (No improper V1: Travelling van, pickup, driving) / D2: straight ahead / sport utility)) / HARTFORD Non‐fatal (Followed too V2: Travelling V2:(Passenger No hit Not TURNPIKE SOUTH 06/25/2014 Wednesday injury Closed 8:34 AM 2 closely) Daylight Rear‐end Dry 0 1 straight ahead car) V1: E / V2: E Clear and run reported No Rte 20 STREET V1:(Light / / / Property Single truck(van, mini‐ HARTFORD damage only D1: (No improper vehicle V1: Travelling van, pickup, No hit Yes, device V1:(Collision with TURNPIKE SOUTH 07/07/2014 Monday (none injured) Closed 2:13 PM 1 driving) Daylight crash Dry 0 0 straight ahead sport utility)) V1: W Clear and run functioning animal ‐ deer) No Rte 20 W STREET V1:(Collision with motor vehicle in D1: (No improper V1:(Passenger traffic) Property driving) / D2: Dark ‐ V1: Travelling car) / V2:(Collision with / / SOUTH damage only (Failed to yield lighted straight ahead / V2:(Passenger V1: W / V2: No hit Yes, device motor vehicle in STREET Rte HARTFORD 10/24/2014 Friday (none injured) Closed 6:26 PM 2 right of way) roadway Angle Wet 0 0 V2: Turning left car) N Cloudy and run functioning traffic) No 20 E TURNPIKE V1:(Light truck(van, mini‐ van, pickup, sport utility)) / V2:(Light V1:(Collision with truck(van, mini‐ motor vehicle in van, pickup, traffic) HARTFORD sport utility)) / V2:(Collision with TURNPIKE V1: Travelling V3:(Bus (seats motor vehicle in Rte 20 W / D1: (No improper straight ahead / for 9‐15 traffic) SOUTH driving) / D2: V2: Travelling people, V3:(Collision with STREET / Non‐fatal (Glare) / D3: (No straight ahead / including V1: N / V2: No hit Yes, device motor vehicle in GREEN 12/15/2014 Monday injury Closed 3:46 PM 3 improper driving) Daylight Angle Dry 0 2 V3: Turning left driver)) W / V3: E Clear and run functioning traffic) No STREET Property Sideswipe V1:(Collision with HARTFORD damage only D1: (Other , same V1: Travelling V1:(Passenger V1: Not No hit Not motor vehicle in TURNPIKE 06/23/2015 Tuesday (none injured) Closed 4:51 PM 1 improper action) Dawn direction Dry 0 0 straight ahead car) Reported Clear and run reported traffic) No Rte 20 E

Greenman‐Pedersen, Inc. Page 1 of 4 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data US Route 20 / South Street / Green Street

Driver Vehicle Traffic Number Contributing Manner Road Total Non‐ Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Day of Crash Crash Crash of Circumstances Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Intersection Crash Date Week Severity Status Time Vehicles (All Drivers) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Roadway Roadway V1:(Collision with V1:(Passenger motor vehicle in Rte 20 / D1: (Failed to yield car) / V2:(Light V1: Not traffic) HARTFORD Property right of way) / D2: Sideswipe V1: Turning left truck(van, mini‐ Reported / V2:(Collision with TURNPIKE / damage only (No improper , opposite / V2: Travelling van, pickup, V2: Not No hit Yes, device motor vehicle in SOUTH 08/19/2015 Wednesday (none injured) Closed 8:57 AM 2 driving) Daylight direction Dry 0 0 straight ahead sport utility)) Reported Clear and run functioning traffic) No STREET V1:(Light V1:(Collision with SOUTH truck(van, mini‐ motor vehicle in STREET / D1: (No improper V1: Travelling van, pickup, traffic) HARTFORD Property driving) / D2: Dark ‐ straight ahead / sport utility)) / V2:(Collision with TURNPIKE / damage only (Followed too lighted V2: Travelling V2:(Passenger No hit Yes, device motor vehicle in GREEN 08/23/2015 Sunday (none injured) Closed 8:41 PM 2 closely) roadway Rear‐end Wet 0 0 straight ahead car) V1: E / V2: E Rain and run functioning traffic) No STREET V1:(Collision with V1: Travelling motor vehicle in HARTFORD D1: (Failed to yield straight ahead / V1:(Passenger traffic) TURNPIKE right of way) / D2: V2: Slowing or car) / V2:(Collision with Rte 20 W / Non‐fatal (No improper stopped in V2:(Passenger V1: W / V2: No hit Not motor vehicle in SOUTH 09/02/2015 Wednesday injury Closed 4:06 PM 2 driving) Daylight Rear‐end Dry 0 1 traffic car) W Clear and run reported traffic) No STREET V1:(Light V1:(Collision with truck(van, mini‐ motor vehicle in D1: (Failed to yield van, pickup, V1: Not traffic) HARTFORD right of way) / D2: V1: Turning left sport utility)) / Reported / V2:(Collision with TURNPIKE / Non‐fatal (No improper / V2: Travelling V2:(Motorcycle V2: Not No hit Yes, device motor vehicle in SOUTH 09/17/2015 Thursday injury Closed 12:08 PM 2 driving) Daylight Angle Dry 0 1 straight ahead ) Reported Clear and run functioning traffic) No STREET V1:(Collision with V1: Slowing or motor vehicle in HARTFORD D1: (No improper stopped in V1:(Passenger traffic) TURNPIKE driving) / D2: traffic / V2: car) / V2:(Collision with Rte 20 E / Non‐fatal (Followed too Travelling V2:(Passenger No hit Not motor vehicle in GREEN 03/07/2016 Monday injury Closed 6:58 AM 2 closely) Daylight Rear‐end Dry 0 1 straight ahead car) V1: E / V2: E Clear and run reported traffic) No STREET V1: Slowing or V1:(Collision with stopped in motor vehicle in traffic / V2: V1:(Passenger traffic) Property D1: (No improper Slowing or car) / V2:(Collision with HARTFORD damage only driving) / D2: stopped in V2:(Truck/traile No hit Not motor vehicle in TURNPIKE 09/06/2016 Tuesday (none injured) Closed 2:58 PM 2 (Unknown) Daylight Rear‐end Dry 0 0 traffic r) V1: E / V2: E Clear and run reported traffic) No Rte 20 E SOUTH STREET / GREEN Property Single V1:(Collision with STREET / damage only D1: (No improper vehicle V1: Travelling V1:(Passenger No hit Yes, device other movable HARTFORD 09/19/2016 Monday (none injured) Closed 7:28 AM 1 driving) Daylight crash Wet 0 0 straight ahead car) V1: E Rain and run functioning object) No TURNPIKE HARTFORD TURNPIKE Rte 20 E / SOUTH Property Single STREET / damage only D1: (Other vehicle V1: Travelling V1:(Motorcycle No hit Yes, device V1:(Other non‐ GREEN 09/21/2016 Wednesday (none injured) Closed 10:02 AM 1 improper action) Daylight crash Dry 0 0 straight ahead ) V1: E Clear and run functioning collision) No STREET

Greenman‐Pedersen, Inc. Page 2 of 4 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data US Route 20 / South Street / Green Street

Driver Vehicle Traffic Number Contributing Manner Road Total Non‐ Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Day of Crash Crash Crash of Circumstances Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Intersection Crash Date Week Severity Status Time Vehicles (All Drivers) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Roadway Roadway Single HARTFORD Non‐fatal vehicle V1: Not V1:(Passenger V1: Not No hit Not TURNPIKE SOUTH 10/18/2017 Wednesday injury Closed 6:05 PM 1 Dusk crash Dry 0 1 reported car) Reported Clear and run reported No Rte 20 E STREET V1:(Light V1:(Collision with truck(van, mini‐ motor vehicle in HARTFORD van, pickup, V1: Not traffic) TURNPIKE Property Dark ‐ V1: Travelling sport utility)) / Reported / V2:(Collision with Rte US20 W damage only lighted straight ahead / V2:(Passenger V2: Not No hit Yes, device motor vehicle in / SOUTH 12/05/2017 Tuesday (none injured) Closed 7:02 PM 2 D1: (Unknown) roadway Angle Wet 0 0 V2: Turning left car) Reported Rain and run functioning traffic) No STREET D1: (No improper driving) / D2: (Followed too V1: Travelling V1:(Passenger V1:(Collision with closely) / D3: straight ahead / car) / motor vehicle in (Exceeded V2: Travelling V2:(Passenger V1: E / V2: traffic) Property authorized speed Single straight ahead / car) / Not Reported V3:(Collision with HARTFORD damage only limit),(Followed vehicle V3: Travelling V3:(Passenger / V3: Not No hit Yes, device motor vehicle in TURNPIKE GREEN 12/06/2017 Wednesday (none injured) Closed 8:37 AM 3 too closely) Daylight crash Dry 0 0 straight ahead car) Reported Clear and run functioning traffic) No Rte 20 E STREET SOUTH STREET / GREEN D1: (Driving too STREET / Property fast for Dark ‐ Single HARTFORD damage only conditions), lighted vehicle V1: Turning V1:(Passenger V1: Not No hit Yes, device V1:(Collision with TURNPIKE 01/19/2018 Friday (none injured) Open 11:44 PM 1 (Inattention) roadway crash Dry 0 0 right car) Reported Clear and run functioning guardrail) No Rte US20 E SOUTH V1:(Collision with STREET / motor vehicle in GREEN V1:(Passenger V1: Not traffic) STREET / D1: (No improper V1: Travelling car) / Reported / V2:(Collision with HARTFORD Non‐fatal driving) / D2: straight ahead / V2:(Passenger V2: Not No hit Yes, device motor vehicle in TURNPIKE 02/02/2018 Friday injury Open 7:00 AM 2 (Unknown) Daylight Angle Dry 0 2 V2: Turning left car) Reported Clear and run functioning traffic) No Rte US20 W V1:(Collision with motor vehicle in SOUTH D1: (Failed to yield V1:(Passenger traffic) STREET / Property right of way) / D2: V1: Turning left car) / V2:(Collision with HARTFORD damage only (No improper / V2: Travelling V2:(Truck/traile V1: W / V2: No hit Yes, device motor vehicle in TURNPIKE 07/11/2018 Wednesday (none injured) Open 9:52 AM 2 driving) Daylight Angle Dry 0 0 straight ahead r) W Clear and run functioning traffic) No Rte 20 W D1: (No improper V1:(Collision with driving) / D2: motor vehicle in (Disregarded V1: Travelling traffic) SOUTH traffic signs, straight ahead / V1:(Passenger V3:(Collision with STREET / signals, road V3: Slowing or car) / motor vehicle in GREEN markings),(Other stopped in V3:(Passenger traffic) STREET / improper action) / traffic / V2: car) / V2:(Collision with HARTFORD Non‐fatal D3: (No improper Travelling V2:(Tractor/se V1: S / V3: S No hit Yes, device motor vehicle in TURNPIKE 07/11/2018 Wednesday injury Open 8:44 AM 3 driving) Daylight Angle Dry 0 1 straight ahead mi‐trailer) / V2: W Clear and run functioning traffic) No Rte US20 W

Greenman‐Pedersen, Inc. Page 3 of 4 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data US Route 20 / South Street / Green Street

Greenman‐Pedersen, Inc. Page 4 of 4 20312_MassDOT Crash Data 2014‐2018 INTERSECTION CRASH RATE WORKSHEET

CITY/TOWN : Shrewsbury COUNT DATE : Oct-18

DISTRICT : 3 UNSIGNALIZED : SIGNALIZED : X

~ INTERSECTION DATA ~

MAJOR STREET : U.S. Route 20 (Hartford Turnpike)

MINOR STREET(S) : Centech Boulevard

Cherry Street

INTERSECTION North

DIAGRAM Cherry Street (Label Approaches) U.S. Route 20 U.S. Route 20 Centech Boulevard PEAK HOUR VOLUMES Total Peak APPROACH : 1 2 3 4 5 Hourly Approach DIRECTION : EB WB NB SB Volume PEAK HOURLY 611 1,078 354 123 2,166 VOLUMES (PM) :

INTERSECTION ADT ( V ) = TOTAL DAILY " K " FACTOR : 0.080 27,075 APPROACH VOLUME : AVERAGE # OF # OF TOTAL # OF CRASHES : 43 5 CRASHES PER YEAR ( 8.60 YEARS : A ) :

( A * 1,000,000 ) CRASH RATE CALCULATION : RATE = 0.87 ( V * 365 )

CENTECH BOULEVARD / HARTFORD D1: (Driving too V1:(Collision with TURNPIKE Property fast for Single embankment), Rte 20 W / damage only conditions), vehicle V1: Travelling V1:(Passenger No hit Yes, device (Collision with CHERRY 01/05/2014 Sunday (none injured) Closed 5:44 AM 1 (Inattention) Dawn crash Wet 0 0 straight ahead car) V1: E Clear and run functioning ditch) No STREET D1: (No improper V1:(Light V1:(Collision with driving) / D2: V1: Travelling truck(van, mini‐ motor vehicle in (Disregarded straight ahead / van, pickup, traffic) traffic signs, V2: Slowing or sport utility)) / V2:(Collision with Non‐fatal signals, road stopped in V2:(Passenger No hit Yes, device motor vehicle in CHERRY 01/04/2014 Saturday injury Closed 10:14 AM 2 markings) Daylight Angle Dry 0 2 traffic car) V1: S / V2: E Clear and run functioning traffic) No STREET Rte 20 D1: (No improper driving) / D2: (Failed to yield V1:(Light V1:(Collision with right of truck(van, mini‐ motor vehicle in way),(Failure to V1: Travelling van, pickup, traffic) Property keep in proper Sideswipe straight ahead / sport utility)) / V2:(Collision with HARTFORD damage only lane or running off , same V2: Changing V2:(Passenger No hit Not motor vehicle in TURNPIKE CENTECH 03/21/2014 Friday (none injured) Closed 8:48 AM 2 road) Daylight direction Dry 0 0 lanes car) V1: E / V2: E Cloudy and run reported traffic) No Rte 20 W BOULEVARD V1:(Collision with V1: Slowing or motor vehicle in stopped in V1:(Passenger traffic) Property traffic / V2: car) / V2:(Collision with HARTFORD damage only D1: (No improper Travelling V2:(Passenger V1: W / V2: Cloudy/ No hit Not motor vehicle in TURNPIKE 05/23/2014 Friday (none injured) Closed 2:41 PM 2 driving) Daylight Rear‐end Wet 0 0 straight ahead car) W Rain and run reported traffic) No Rte 20 W

CENTECH V1:(Collision with BOULEVARD motor vehicle in / HARTFORD D1: (No improper V1:(Passenger traffic) TURNPIKE driving) / D2: V1: Travelling car) / V2:(Collision with Rte US20 W Non‐fatal (Failed to yield straight ahead / V2:(Passenger No hit Yes, device motor vehicle in / CHERRY 07/02/2014 Wednesday injury Closed 12:56 PM 2 right of way) Daylight Angle Dry 0 2 V2: Turning left car) V1: S / V2: W Clear and run functioning traffic) No STREET

V1:(Collision with motor vehicle in D1: (No improper traffic),(Ran off driving) / D2: road (Failure to keep in right),(Collision proper lane or V1: Travelling V1:(Passenger with guardrail) running off straight ahead / car) / V2:(Collision with HARTFORD Non‐fatal road),(Made an V2: Making U‐ V2:(Passenger No hit Not motor vehicle in TURNPIKE 09/10/2014 Wednesday injury Closed 3:56 PM 2 improper turn) Daylight Angle Dry 0 1 turn car) V1: E / V2: W Clear and run reported traffic) No Rte 20 W

Greenman‐Pedersen, Inc. Page 1 of 7 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data US Route 20 / Centech Boulevard / Cherry Street

Driver Vehicle Traffic Number Contributing Manner Road Total Non‐ Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Day of Crash Crash Crash of Circumstances Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Intersection Crash Date Week Severity Status Time Vehicles (All Drivers) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Roadway Roadway V1:(Collision with D1: (No improper V1: Slowing or motor vehicle in driving),(No stopped in V1:(Passenger traffic) Property improper driving) traffic / V2: car) / V2:(Collision with HARTFORD damage only / D2: (Inattention), Travelling V2:(Passenger No hit Not motor vehicle in TURNPIKE 09/29/2014 Monday (none injured) Closed 9:56 AM 2 (Distracted) Daylight Rear‐end Dry 0 0 straight ahead car) V1: E / V2: E Cloudy and run reported traffic) No Rte 20 E V1: Slowing or V1:(Collision with stopped in motor vehicle in D1: (No improper traffic / V2: V1:(Passenger traffic) driving) / D2: Slowing or car) / No, device V2:(Collision with CHERRY Non‐fatal (Followed too stopped in V2:(Passenger V1: W / V2: No hit not motor vehicle in STREET Rte 10/20/2014 Monday injury Closed 10:01 AM 2 closely) Daylight Rear‐end Dry 0 1 traffic car) W Clear and run functioning traffic) No 20 Rte 20 V1: Slowing or V1:(Light V1:(Collision with stopped in truck(van, mini‐ motor vehicle in D1: (No improper traffic / V2: van, pickup, traffic) Property driving) / D2: Dark ‐ Slowing or sport utility)) / V2:(Collision with damage only (Followed too lighted stopped in V2:(Passenger No hit Yes, device motor vehicle in HARTFORD CHERRY 11/17/2014 Monday (none injured) Closed 5:55 PM 2 closely) roadway Rear‐end Wet 0 0 traffic car) V1: E / V2: E Rain and run functioning traffic) No TURNPIKE STREET V1:(Collision with V1:(Passenger motor vehicle in D1: (Failed to yield V1: Travelling car) / V2:(Light traffic) HARTFORD Property right of way) / D2: Dark ‐ straight ahead / truck(van, mini‐ V2:(Collision with TURNPIKE / damage only (No improper lighted V2: Travelling van, pickup, No hit Yes, device motor vehicle in CHERRY 12/22/2014 Monday (none injured) Closed 4:59 PM 2 driving) roadway Angle Dry 0 0 straight ahead sport utility)) V1: W / V2: S Clear and run functioning traffic) No STREET V1:(Collision with motor vehicle in D1: (No improper V1:(Passenger traffic) HARTFORD Property driving) / D2: Dark ‐ V1: Travelling car) / V2:(Collision with TURNPIKE / damage only (Failed to yield roadway straight ahead / V2:(Passenger No hit Yes, device motor vehicle in CENTECH 01/22/2015 Thursday (none injured) Closed 5:07 PM 2 right of way) not lighted Angle Dry 0 0 V2: Turning left car) V1: S / V2: S Clear and run functioning traffic) No BOULEVARD

HARTFORD V1:(Collision with TURNPIKE / motor vehicle in HARTFORD V1:(Passenger traffic) TURNPIKE Property D1: (No improper V1: Travelling car) / No, device V2:(Collision with Rte 20 E / damage only driving) / D2: (No straight ahead / V2:(Passenger No hit not motor vehicle in CENTECH 06/06/2015 Saturday (none injured) Closed 4:30 PM 2 improper driving) Daylight Angle Dry 0 0 V2: Turning left car) V1: E / V2: W Clear and run functioning traffic) No BOULEVARD V1:(Collision with V1: Travelling motor vehicle in straight ahead / V1:(Passenger traffic) V2: Slowing or car) / V2:(Collision with stopped in V2:(Passenger motor vehicle in D1: (Inattention) traffic / V3: car) / V3:(Light traffic) HARTFORD / D2: (No improper Slowing or truck(van, mini‐ V3:(Collision with TURNPIKE / Non‐fatal driving) / D3: (No stopped in van, pickup, V1: W / V2: No hit Yes, device motor vehicle in CHERRY 07/14/2015 Tuesday injury Closed 6:34 PM 3 improper driving) Daylight Rear‐end Dry 0 1 traffic sport utility)) W / V3: W Clear and run functioning traffic) No STREET

Greenman‐Pedersen, Inc. Page 2 of 7 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data US Route 20 / Centech Boulevard / Cherry Street

Driver Vehicle Traffic Number Contributing Manner Road Total Non‐ Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Day of Crash Crash Crash of Circumstances Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Intersection Crash Date Week Severity Status Time Vehicles (All Drivers) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Roadway Roadway D1: (No improper driving) / D2: (Swerving or avoiding due to V1:(Light V1:(Collision with wind, slippery truck(van, mini‐ motor vehicle in surface, vehicle, V1: Slowing or van, pickup, traffic) HARTFORD Property object, non‐ Dark ‐ stopped in sport utility)) / V2:(Collision with TURNPIKE / damage only motorist in lighted traffic / V2: V2:(Passenger No hit Yes, device motor vehicle in CHERRY 03/01/2015 Sunday (none injured) Closed 6:13 PM 2 roadway, etc) roadway Angle Snow 0 0 Turning right car) V1: S / V2: W Snow/ Rain and run functioning traffic) No STREET V1:(Collision with CHERRY D1: (Failure to other fixed STREET / Property keep in proper Single object(wall, HARTFORD damage only lane or running off vehicle V1: Turning V1:(Truck/traile No hit Yes, device building, tunnel, TURNPIKE 08/31/2015 Monday (none injured) Closed 4:16 PM 1 road) Daylight crash Dry 0 0 right r) V1: E Cloudy and run functioning etc.)) No Rte 20 E / D1: (Swerving or avoiding due to wind, slippery surface, vehicle, Property object, non‐ Dark ‐ Sideswipe V1:(Ran off road damage only motorist in lighted , same V1: Travelling V1:(Passenger No hit Not left),(Collision CHERRY HARTFORD 10/17/2015 Saturday (none injured) Closed 7:37 PM 1 roadway, etc) roadway direction Dry 0 0 straight ahead car) V1: W Clear and run reported with utility pole) No STREET TURNPIKE V1:(Passenger V1: Travelling car) / V2:(Light Property straight ahead / truck(van, mini‐ V2:(Collision with HARTFORD damage only D1: (Unknown) / V2: Travelling van, pickup, No hit Yes, device motor vehicle in TURNPIKE 11/14/2015 Saturday (none injured) Closed 1:08 PM 2 D2: (Unknown) Daylight Rear‐end Dry 0 0 straight ahead sport utility)) V1: E / V2: E Clear and run functioning traffic) No Rte 20 E V1:(Light V1:(Collision with V1: Slowing or truck(van, mini‐ motor vehicle in stopped in van, pickup, traffic) traffic / V2: sport utility)) / V2:(Collision with D1: (No improper Slowing or V2:(Passenger motor vehicle in driving) / D2: (No stopped in car) / V3:(Light traffic) improper driving) traffic / V3: truck(van, mini‐ V3:(Collision with HARTFORD Non‐fatal / D3: (Followed Travelling van, pickup, V1: W / V2: No hit Yes, device motor vehicle in TURNPIKE 12/31/2015 Thursday injury Closed 2:33 PM 3 too closely) Daylight Rear‐end Dry 0 2 straight ahead sport utility)) W / V3: W Cloudy and run functioning traffic) No Rte 20 W

V1:(Collision with HARTFORD motor vehicle in TURNPIKE / D1: (No improper V1: Travelling V1:(Passenger traffic) CENTECH driving) / D2: straight ahead / car) / V2:(Collision with BOULEVARD Non‐fatal (Failed to yield V2: Turning V2:(Passenger V1: N / V2: No hit Not motor vehicle in / HARTFORD 09/21/2015 Monday injury Closed 5:46 PM 2 right of way) Daylight Angle Dry 0 1 right car) Not Reported Clear and run reported traffic) No TURNPIKE V1:(Collision with motor vehicle in D1: (Failed to yield V1:(Passenger traffic) HARTFORD Property right of way) / D2: Sideswipe V1: Turning left car) / V2:(Collision with TURNPIKE / damage only (No improper , opposite / V2: Travelling V2:(Passenger No hit Yes, device motor vehicle in CENTECH 11/25/2015 Wednesday (none injured) Closed 2:41 PM 2 driving) Daylight direction Dry 0 0 straight ahead car) V1: W / V2: E Clear and run functioning traffic) No BOULEVARD

Greenman‐Pedersen, Inc. Page 3 of 7 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data US Route 20 / Centech Boulevard / Cherry Street

Driver Vehicle Traffic Number Contributing Manner Road Total Non‐ Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Day of Crash Crash Crash of Circumstances Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Intersection Crash Date Week Severity Status Time Vehicles (All Drivers) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Roadway Roadway V1:(Collision with motor vehicle in D1: (No improper V1:(Passenger traffic) Property driving) / D2: Dark ‐ V1: Travelling car) / V2:(Collision with damage only (Failed to yield lighted straight ahead / V2:(Passenger Yes, device motor vehicle in CENTECH HARTFORD 01/19/2016 Tuesday (none injured) Closed 5:22 PM 2 right of way) roadway Angle Dry 0 0 V2: Turning left car) V1: N / V2: S Clear functioning traffic) No BOULEVARD TURNPIKE V1:(Collision with V1:(Light motor vehicle in D1: (Failed to yield truck(van, mini‐ traffic) right of van, pickup, V2:(Collision with way),(Made an V1: Turning left sport utility)) / motor vehicle in HARTFORD improper turn) / / V2: Travelling V2:(Passenger traffic) TURNPIKE D2: (No improper straight ahead / car) / V3:(Collision with Rte 20 / Non‐fatal driving) / D3: (No V3: Turning V3:(Passenger V1: E / V2: N Clear/ No hit Not motor vehicle in CENTECH 05/17/2016 Tuesday injury Closed 5:10 PM 3 improper driving) Daylight Angle Dry 0 1 right car) / V3: N Clear and run reported traffic) No BOULEVARD V1:(Collision with motor vehicle in D1: (Unknown) / V1:(Tractor/se traffic) Property D2: (Exceeded V1: Turning left mi‐trailer) / V2:(Collision with HARTFORD damage only authorized speed / V2: Travelling V2:(Motorcycle No hit Not motor vehicle in TURNPIKE 05/10/2016 Tuesday (none injured) Closed 1:28 PM 2 limit) Daylight Angle Dry 0 0 straight ahead ) V1: W / V2: E Clear and run reported traffic) No Rte 20 E HARTFORD V1:(Collision with TURNPIKE D1: (No improper V1:(Passenger motor vehicle in Rte US20 E / driving) / D2: V1: Travelling car) / V2:(Light traffic) CENTECH Property (Failure to keep in straight ahead / truck(van, mini‐ V2:(Collision with BOULEVARD damage only proper lane or V2: Travelling van, pickup, V1: W / V2: No hit Yes, device motor vehicle in / CHERRY 08/30/2016 Tuesday (none injured) Closed 9:18 AM 2 running off road) Daylight Angle Dry 0 0 straight ahead sport utility)) W Clear and run functioning traffic) No STREET V1: Slowing or V1:(Collision with stopped in motor vehicle in D1: (Disregarded traffic / V2: V1:(Passenger traffic) Property traffic signs, Slowing or car) / V2:(Collision with damage only signals, road stopped in V2:(Passenger No hit Yes, device motor vehicle in HARTFORD CHERRY 08/16/2016 Tuesday (none injured) Closed 7:26 AM 2 markings) Daylight Angle Dry 0 0 traffic car) V1: S / V2: S Cloudy and run functioning traffic) No TURNPIKE STREET

V1:(Light truck(van, mini‐ V1:(Collision with van, pickup, motor vehicle in HARTFORD D1: (No improper V1: Making U‐ sport utility)) / traffic) TURNPIKE Property driving) / D2: Sideswipe turn / V2: V2:(Unknown V2:(Collision with Rte US20 E / damage only (Failed to yield , same Entering traffic heavy truck, No hit Not motor vehicle in CENTECH 01/05/2017 Thursday (none injured) Closed 7:55 AM 2 right of way) Daylight direction Dry 0 0 lane cannot classify) V1: E / V2: E Clear and run reported traffic) No BOULEVARD V1:(Collision with motor vehicle in V1:(Passenger traffic) HARTFORD Property D1: (Inattention) Dark ‐ V1: Turning left car) / V2:(Collision with TURNPIKE / damage only / D2: (No improper lighted / V2: Travelling V2:(Passenger No hit Not motor vehicle in CENTECH 01/30/2017 Monday (none injured) Closed 5:33 PM 2 driving) roadway Head‐on Dry 0 0 straight ahead car) V1: S / V2: N Clear and run reported traffic) No BOULEVARD

Greenman‐Pedersen, Inc. Page 4 of 7 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data US Route 20 / Centech Boulevard / Cherry Street

Driver Vehicle Traffic Number Contributing Manner Road Total Non‐ Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Day of Crash Crash Crash of Circumstances Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Intersection Crash Date Week Severity Status Time Vehicles (All Drivers) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Roadway Roadway V1:(Light truck(van, mini‐ van, pickup, V1:(Collision with sport utility)) / motor vehicle in D1: (No improper V1: Travelling V2:(Light traffic) HARTFORD Property driving) / D2: straight ahead / truck(van, mini‐ V2:(Collision with TURNPIKE / damage only (Followed too V2: Travelling van, pickup, No hit Yes, device motor vehicle in CENTECH 03/29/2017 Wednesday (none injured) Closed 7:23 AM 2 closely) Daylight Rear‐end Dry 0 0 straight ahead sport utility)) V1: E / V2: E Cloudy and run functioning traffic) No BOULEVARD D1: (Disregarded V1:(Collision with traffic signs, motor vehicle in HARTFORD signals, road V1: Travelling V1:(Passenger traffic) TURNPIKE markings) / D2: straight ahead / car) / V2:(Collision with Rte 20 E / Non‐fatal (No improper V2: Travelling V2:(Passenger No hit Yes, device motor vehicle in CENTECH 08/03/2017 Thursday injury Closed 4:10 PM 2 driving) Daylight Angle Dry 0 2 straight ahead car) V1: E / V2: N Clear and run functioning traffic) No BOULEVARD V1:(Collision with motor vehicle in V1: Travelling V1:(Passenger traffic) Property D1: (No improper straight ahead / car) / V2:(Collision with HARTFORD damage only driving) / D2: (No V2: Travelling V2:(Passenger Clear/ No hit Not motor vehicle in CENTECH TURNPIKE 05/12/2017 Friday (none injured) Closed 3:27 PM 2 improper driving) Daylight Angle Dry 0 0 straight ahead car) V1: S / V2: N Clear and run reported traffic) No BOULEVARD Rte 20 E V1:(Collision with motor vehicle in V1: Travelling V1:(Passenger traffic) HARTFORD D1: (No improper straight ahead / car) / V2:(Collision with TURNPIKE / Non‐fatal driving) / D2: (No V2: Travelling V2:(Passenger V1: E / V2: No hit Yes, device motor vehicle in CENTECH 07/30/2017 Sunday injury Closed 1:03 PM 2 improper driving) Daylight Angle Dry 0 1 straight ahead car) Not Reported Clear and run functioning traffic) No BOULEVARD V1:(Light truck(van, mini‐ HARTFORD van, pickup, V1:(Collision with TURNPIKE sport utility)) / motor vehicle in Rte US20 E / V1: Entering V2:(Light traffic) CENTECH Property Sideswipe traffic lane / V2: truck(van, mini‐ V2:(Collision with BOULEVARD damage only D1: (Unknown) / , same Travelling van, pickup, No hit Yes, device motor vehicle in / CHERRY 06/26/2017 Monday (none injured) Closed 3:50 PM 2 D2: (Unknown) Daylight direction Dry 0 0 straight ahead sport utility)) V1: N / V2: E Clear and run functioning traffic) No STREET V1:(Collision with motor vehicle in V1: Travelling V1:(Passenger V1: Not traffic) Property Dark ‐ straight ahead / car) / Reported / V2:(Collision with HARTFORD damage only D1: (Unknown) / lighted V2: Travelling V2:(Passenger V2: Not No hit Yes, device motor vehicle in TURNPIKE 11/07/2017 Tuesday (none injured) Closed 4:46 PM 2 D2: (Unknown) roadway Rear‐end Dry 0 0 straight ahead car) Reported Clear and run functioning traffic) No Rte 20 E V1:(Collision with V1: Travelling motor vehicle in straight ahead / traffic) V2: Slowing or V1:(Passenger V2:(Collision with stopped in car) / V1: Not motor vehicle in D1: (Unknown) / traffic / V3: V2:(Passenger Reported / traffic) Property D2: (No improper Slowing or car) / V2: Not V3:(Collision with HARTFORD damage only driving) / D3: (No stopped in V3:(Passenger Reported / No hit Yes, device motor vehicle in TURNPIKE 11/07/2017 Tuesday (none injured) Closed 4:58 PM 3 improper driving) Dusk Rear‐end Dry 0 0 traffic car) V3: E Clear and run functioning traffic) No Rte 20 E

Greenman‐Pedersen, Inc. Page 5 of 7 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data US Route 20 / Centech Boulevard / Cherry Street

CHERRY V1:(Light V1:(Collision with STREET / truck(van, mini‐ motor vehicle in HARTFORD V1: Travelling van, pickup, traffic) TURNPIKE Property D1: (No improper straight ahead / sport utility)) / V2:(Collision with Rte US20 W damage only driving) / D2: (No V2: Travelling V2:(Passenger No hit Yes, device motor vehicle in / CENTECH 06/12/2018 Tuesday (none injured) Open 9:37 AM 2 improper driving) Daylight Angle Dry 0 0 straight ahead car) V1: S / V2: W Clear and run functioning traffic) No BOULEVARD V1:(Light truck(van, mini‐ CHERRY van, pickup, V1:(Collision with STREET / V1: Slowing or sport utility)) / motor vehicle in HARTFORD stopped in V2:(Light traffic) TURNPIKE Property D1: (No improper traffic / V2: truck(van, mini‐ V2:(Collision with Rte US20 W damage only driving) / D2: Travelling van, pickup, V1: W / V2: No hit Yes, device motor vehicle in / CENTECH 07/20/2018 Friday (none injured) Open 5:01 PM 2 (Unknown) Daylight Rear‐end Dry 0 0 straight ahead sport utility)) W Clear and run functioning traffic) No BOULEVARD V2:(Collision with V2:(Passenger motor vehicle in V2: Travelling car) / V2: Not traffic) D1: (No improper straight ahead / V1:(Unknown Reported / V1:(Collision with HARTFORD Non‐fatal driving) / D2: V1: Travelling heavy truck, V1: Not No hit Yes, device motor vehicle in TURNPIKE 09/10/2018 Monday injury Open 5:49 AM 2 (Unknown) Daylight Angle Dry 0 1 straight ahead cannot classify) Reported Clear and run functioning traffic) No Rte 20 W

Greenman‐Pedersen, Inc. Page 6 of 7 20312_MassDOT Crash Data 2014‐2018 MassDOT Crash Data US Route 20 / Centech Boulevard / Cherry Street

CHERRY V1:(Collision with STREET / V1:(Passenger motor vehicle in HARTFORD V1: Travelling car) / V2:(Light traffic) TURNPIKE straight ahead / truck(van, mini‐ V2:(Collision with Rte US20 E / Non‐fatal V2: Travelling van, pickup, No hit Yes, device motor vehicle in CENTECH 10/14/2018 Sunday injury Open 3:10 PM 2 Daylight Angle Dry 0 4 straight ahead sport utility)) V1: S Clear and run functioning traffic) No BOULEVARD V1:(Light V1:(Collision with truck(van, mini‐ motor vehicle in HARTFORD V1: Entering van, pickup, traffic) TURNPIKE Property Sideswipe traffic lane / V2: sport utility)) / V2:(Collision with Rte 20 E / damage only D1: (Unknown) / , same Travelling V2:(Passenger Clear/ No hit Yes, device motor vehicle in CENTECH 11/28/2018 Wednesday (none injured) Open 8:15 AM 2 D2: (Unknown) Daylight direction Dry 0 0 straight ahead car) V1: N / V2: E Cloudy and run functioning traffic) No BLVD

Greenman‐Pedersen, Inc. Page 7 of 7 20312_MassDOT Crash Data 2014‐2018 INTERSECTION CRASH RATE WORKSHEET

CITY/TOWN : Shrewsbury COUNT DATE : Oct-18

DISTRICT : 3 UNSIGNALIZED : X SIGNALIZED :

~ INTERSECTION DATA ~

MAJOR STREET : Route 9 (Boston-Worcester Turnpike)

MINOR STREET(S) : Route 9 WB Connector (Grafton Circle)

INTERSECTION North

DIAGRAM WB Route 9 Conn. (Label Approaches) Route 9 Route 9

PEAK HOUR VOLUMES Total Peak APPROACH : 1 2 3 4 5 Hourly Approach DIRECTION : EB WB NB SB Volume PEAK HOURLY 1,901 190 2,091 VOLUMES (PM) :

INTERSECTION ADT ( V ) = TOTAL DAILY " K " FACTOR : 0.090 23,233 APPROACH VOLUME : AVERAGE # OF # OF TOTAL # OF CRASHES : 27 5 CRASHES PER YEAR ( 5.40 YEARS : A ) :

( A * 1,000,000 ) CRASH RATE CALCULATION : RATE = 0.64 ( V * 365 )

Comments : K-value based on MassDOT default value Project Title & Date: NEX-2020312 - Proposed E-Commerce Distribution Center - Shrewsbury, MA MassDOT Crash Data Route 9 WB / Route 9 WB Connector (Grafton Circle)

Driver Vehicle Traffic Number Contributing Manner Road Total Non- Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Crash Crash Crash of Circumstances Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Intersection Crash Date Day of Week Severity Status Time Vehicles (All Drivers) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Roadway Roadway V1:(Collision with motor vehicle in V1: Travelling V1:(Passenger V1: Not traffic) Property D1: (No improper Sideswipe straight ahead / car) / Reported / V2:(Collision with BOSTON damage only driving) / D2: (No , same V2: Travelling V2:(Passenger V2: Not No hit Not motor vehicle in TURNPIKE GRAFTON 01/02/2014 Thursday (none injured) Closed 8:52 AM 2 improper driving) Daylight direction Snow 0 0 straight ahead car) Reported Snow and run reported traffic) No Rte 9 W STREET V1:(Light Property Single truck(van, mini- Snow/ damage only D1: (Driving too vehicle V1: Travelling van, pickup, Blowing No hit Not V1:(Collision with BOSTON GRAFTON 01/02/2014 Thursday (none injured) Closed 2:43 PM 1 fast for conditions) Daylight crash Snow 0 0 straight ahead sport utility)) V1: S sand, snow and run reported guardrail) No TURNPIKE STREET Property Single damage only D1: (No improper vehicle V1: Travelling V1:(Passenger No hit Not V1:(Collision with BOSTON 02/13/2014 Thursday (none injured) Closed 9:41 AM 1 driving) Daylight crash Snow 0 0 straight ahead car) V1: W Snow and run reported median barrier) No TURNPIKE Rte 9 BOSTON Property No, device V1:(Collision with TURNPIKE / damage only D1: (No improper V1: Travelling V1:(Passenger No hit not motor vehicle in GRAFTON 09/08/2014 Monday (none injured) Closed 5:23 PM 1 driving) Daylight Rear-end Dry 0 0 straight ahead car) V1: N Clear and run functioning traffic) No STREET V1:(Light truck(van, mini- van, pickup, V1:(Collision with D1: (Failed to yield sport utility)) / motor vehicle in GRAFTON right of V1: Travelling V2:(Light traffic) STREET / Property way),(Followed too straight ahead / truck(van, mini- No, device V2:(Collision with BOSTON damage only closely) / D2: (No V2: Travelling van, pickup, V1: W / V2: No hit not motor vehicle in TURNPIKE 07/10/2014 Thursday (none injured) Closed 12:39 PM 2 improper driving) Daylight Rear-end Dry 0 0 straight ahead sport utility)) W Clear and run functioning traffic) No Rte 9 W V1:(Collision with V1: Slowing or motor vehicle in GRAFTON D1: (No improper stopped in V1:(Passenger traffic) STREET / Property driving) / D2: traffic / V2: car) / V2:(Collision with BOSTON damage only (Followed too Travelling V2:(Passenger No hit Yes, device motor vehicle in TURNPIKE 10/16/2014 Thursday (none injured) Closed 8:23 AM 2 closely) Daylight Rear-end Wet 0 0 straight ahead car) V1: E / V2: E Cloudy and run functioning traffic) No Rte 9 E V1:(Collision with V1:(Passenger motor vehicle in V1: Turning car) / V2:(Light V1: Not traffic) Property Dark - right / V2: truck(van, mini- Reported / V2:(Collision with damage only D1: (Inattention) / lighted Travelling van, pickup, V2: Not No hit Not motor vehicle in BOSTON 04/03/2015 Friday (none injured) Closed 7:49 PM 2 D2: (Inattention) roadway Angle Wet 0 0 straight ahead sport utility)) Reported Clear and run reported traffic) No TURNPIKE BOSTON V1:(Light TURNPIKE truck(van, mini- Not Rte 9 W / Not Not Not V1: Not van, pickup, V1: Not Not No hit Not reporte GRAFTON 03/16/2015 Monday Not Reported Closed 9:58 PM 1 reported reported reported 0 0 reported sport utility)) Reported Reported and run reported d STREET V1:(Collision with D1: (No improper Rain/ Sleet, motor vehicle in driving) / D2: V1: Entering V1:(Passenger hail traffic) Property (Followed too Dark - traffic lane / V2: car) / (freezing V2:(Collision with damage only closely),(Inattentio lighted Entering traffic V2:(Passenger rain or No hit Yes, device motor vehicle in GRAFTON 12/30/2015 Wednesday (none injured) Closed 5:38 PM 2 n) roadway Rear-end Wet 0 0 lane car) V1: S / V2: S drizzle) and run functioning traffic) No STREET

Greenman-Pedersen, Inc. Page 1 of 4 20312_MassDOT Crash Data 2014-2018.xlsx MassDOT Crash Data Route 9 WB / Route 9 WB Connector (Grafton Circle)

Driver Vehicle Traffic Number Contributing Manner Road Total Non- Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Crash Crash Crash of Circumstances Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Intersection Crash Date Day of Week Severity Status Time Vehicles (All Drivers) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Roadway Roadway V1:(Light V1:(Collision with truck(van, mini- motor vehicle in V1: Travelling van, pickup, traffic) Property D1: (No improper Dark - straight ahead / sport utility)) / V2:(Collision with damage only driving) / D2: (No lighted V2: Travelling V2:(Passenger Not motor vehicle in GRAFTON 11/04/2015 Wednesday (none injured) Closed 5:27 PM 2 improper driving) roadway Rear-end Dry 0 0 straight ahead car) V1: S / V2: S Clear reported traffic) No STREET D1: (Swerving or avoiding due to wind, slippery BOSTON surface, vehicle, V1:(Collision with TURNPIKE object, non- Single median Rte 9 W / motorist in vehicle V1: Travelling V1:(Passenger No hit Yes, device barrier),(Collision GRAFTON 02/05/2016 Friday Not Reported Closed 3:43 PM 1 roadway, etc) Daylight crash Wet 0 0 straight ahead car) V1: W Cloudy and run functioning with guardrail) No STREET V1:(Light truck(van, mini- van, pickup, V1:(Collision with V1: Slowing or sport utility)) / motor vehicle in D1: (No improper stopped in V2:(Light traffic) driving) / D2: traffic / V2: truck(van, mini- V2:(Collision with Non-fatal (),(No improper Travelling van, pickup, No hit Yes, device motor vehicle in BOSTON GRAFTON 03/03/2016 Thursday injury Closed 12:54 PM 2 driving) Daylight Rear-end Dry 0 1 straight ahead sport utility)) V1: N / V2: N Clear and run functioning traffic) No TURNPIKE STREET V1:(Collision with parked motor V1:(Passenger V1: Not vehicle) Property Sideswipe car) / Reported / V2:(Collision with damage only , same V1: Parked / V2: V2:(Passenger V2: Not Yes, hit Not parked motor BOSTON 03/09/2016 Wednesday (none injured) Closed 11:37 AM 2 Daylight direction Dry 0 0 Turning right car) Reported Clear and run reported vehicle) No TURNPIKE V1: Slowing or V1:(Light V1:(Collision with stopped in truck(van, mini- motor vehicle in traffic / V2: van, pickup, traffic) GRAFTON Property D1: (No improper Slowing or sport utility)) / V2:(Collision with STREET / Rte damage only driving) / D2: (No stopped in V2:(Passenger No hit Yes, device motor vehicle in 9 / BOSTON 03/29/2017 Wednesday (none injured) Closed 9:13 AM 2 improper driving) Daylight Rear-end Dry 0 0 traffic car) V1: S / V2: S Cloudy and run functioning traffic) No TURNPIKE V1:(Light truck(van, mini- V1: Slowing or van, pickup, stopped in sport utility)) / BOSTON traffic / V2: V2:(Light TURNPIKE Property Slowing or truck(van, mini- V1:(Collision with Rte 9 S / damage only stopped in van, pickup, No hit Yes, device motor vehicle in GRAFTON 05/02/2017 Tuesday (none injured) Closed 5:58 PM 2 D1: (Inattention) Daylight Rear-end Dry 0 0 traffic sport utility)) V1: S / V2: S Clear and run functioning traffic) No STREET V1:(Collision with V1: motor vehicle in Overtaking/pass V1:(Passenger traffic) Property Sideswipe ing / V2: car) / V2:(Collision with BOSTON damage only D1: (Unknown) / , same Travelling V2:(Passenger V1: W / V2: Cloudy/ No hit Not motor vehicle in TURNPIKE 02/07/2017 Tuesday (none injured) Closed 11:07 AM 2 D2: (Unknown) Daylight direction Snow 0 0 straight ahead car) W Snow and run reported traffic) No Rte 9 W Property Dark - V1:(Collision with damage only lighted V1: Travelling V1:(Passenger No hit Not motor vehicle in BOSTON 05/24/2017 Wednesday (none injured) Closed 8:28 PM 1 D1: (Inattention) roadway Rear-end Dry 0 0 straight ahead car) V1: W Clear and run reported traffic) Yes TURNPIKE

Greenman-Pedersen, Inc. Page 2 of 4 20312_MassDOT Crash Data 2014-2018.xlsx MassDOT Crash Data Route 9 WB / Route 9 WB Connector (Grafton Circle)

Driver Vehicle Traffic Number Contributing Manner Road Total Non- Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Near Crash Crash Crash of Circumstances Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Intersection Crash Date Day of Week Severity Status Time Vehicles (All Drivers) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Roadway Roadway V1:(Collision with V1: Slowing or motor vehicle in BOSTON D1: (No improper stopped in V1:(Passenger traffic) TURNPIKE Property driving) / D2: traffic / V2: car) / V2:(Collision with Rte 9 / damage only (Followed too Travelling V2:(Passenger V1: W / V2: No hit Yes, device motor vehicle in GRAFTON 07/18/2017 Tuesday (none injured) Closed 3:33 PM 2 closely) Daylight Rear-end Dry 0 0 straight ahead car) W Cloudy and run functioning traffic) No STREET V1:(Collision with V1:(Passenger motor vehicle in V1: Entering car) / V2:(Light traffic) BOSTON Property D1: (Inattention) / traffic lane / V2: truck(van, mini- V2:(Collision with TURNPIKE / damage only D2: (No improper Entering traffic van, pickup, V1: W / V2: No hit Yes, device motor vehicle in GRAFTON 07/28/2017 Friday (none injured) Closed 5:25 PM 2 driving) Daylight Rear-end Dry 0 0 lane sport utility)) W Clear and run functioning traffic) No STREET V1:(Passenger V1: Not BOSTON Property V1: Not car) / Reported / TURNPIKE / damage only reported / V2: V2:(Passenger V2: Not No hit Yes, device GRAFTON 09/05/2017 Tuesday (none injured) Closed 7:31 AM 2 Daylight Rear-end Dry 0 0 Not reported car) Reported Clear and run functioning No STREET V1:(Light V1:(Collision with V1: Slowing or truck(van, mini- motor vehicle in stopped in van, pickup, traffic) traffic / V2: sport utility)) / V2:(Collision with Slowing or V2:(Passenger motor vehicle in D1: (No improper stopped in car) / V3:(Light traffic) Property driving) / D2: (No Dark - traffic / V3: truck(van, mini- V3:(Collision with damage only improper driving) lighted Travelling van, pickup, V1: W / V2: No hit Not motor vehicle in BOSTON 09/12/2017 Tuesday (none injured) Closed 7:29 PM 3 / D3: (Inattention) roadway Rear-end Dry 0 0 straight ahead sport utility)) W / V3: W Clear and run reported traffic) No TURNPIKE V1:(Light V1:(Collision with D1: V1: Slowing or truck(van, mini- motor vehicle in (Inattention),(Follo stopped in van, pickup, traffic) Property wed too closely) / Dark - traffic / V2: sport utility)) / V2:(Collision with damage only D2: (No improper roadway Not Travelling V2:(Passenger V1: W / V2: No hit Not motor vehicle in BOSTON 09/12/2017 Tuesday (none injured) Closed 8:11 PM 2 driving) not lighted reported Dry 0 0 straight ahead car) W Clear and run reported traffic) No TURNPIKE V1:(Collision with V1:(Passenger motor vehicle in D1: (No improper V1: Entering car) / V2:(Light traffic) Property driving) / D2: traffic lane / V2: truck(van, mini- V2:(Collision with BOSTON damage only (Followed too Entering traffic van, pickup, V1: W / V2: No hit Yes, device motor vehicle in TURNPIKE 01/02/2018 Tuesday (none injured) Closed 2:56 PM 2 closely) Daylight Rear-end Dry 0 0 lane sport utility)) W Cloudy and run functioning traffic) No Rte 9 W V1:(Light V1:(Collision with truck(van, mini- motor vehicle in D1: (No improper V1: Travelling van, pickup, traffic) Property driving) / D2: Sideswipe straight ahead / sport utility)) / V2:(Collision with damage only (Failed to yield , same V2: Changing V2:(Passenger V1: W / V2: No hit Not motor vehicle in BOSTON GRAFTON 10/23/2017 Monday (none injured) Closed 7:22 AM 2 right of way) Daylight direction Dry 0 0 lanes car) W Cloudy and run reported traffic) No TURNPIKE STREET V1:(Collision with D1: (Exceeded motor vehicle in authorized speed V1: Travelling V1:(Passenger traffic) limit),(Inattention) Dark - straight ahead / car) / V2:(Collision with Non-fatal / D2: (No improper lighted V2: Travelling V2:(Passenger V1: W / V2: No hit Yes, device motor vehicle in BOSTON 01/14/2018 Sunday injury Closed 6:46 PM 2 driving) roadway Rear-end Dry 0 1 straight ahead car) W Clear and run functioning traffic) No TURNPIKE

Greenman-Pedersen, Inc. Page 3 of 4 20312_MassDOT Crash Data 2014-2018.xlsx MassDOT Crash Data Route 9 WB / Route 9 WB Connector (Grafton Circle)

Greenman-Pedersen, Inc. Page 4 of 4 20312_MassDOT Crash Data 2014-2018.xlsx INTERSECTION CRASH RATE WORKSHEET

CITY/TOWN : Shrewsbury COUNT DATE : Oct-18

DISTRICT : 3 UNSIGNALIZED : SIGNALIZED : X

~ INTERSECTION DATA ~

MAJOR STREET : Route 140

MINOR STREET(S) : Route 9 WB Connector (Grafton Circle)

INTERSECTION North

DIAGRAM Route 140 (Label Approaches) Route 9 WB Conn. Route 140 PEAK HOUR VOLUMES Total Peak APPROACH : 1 2 3 4 5 Hourly Approach DIRECTION : EB WB NB SB Volume PEAK HOURLY 403 660 679 1,742 VOLUMES (PM) :

INTERSECTION ADT ( V ) = TOTAL DAILY " K " FACTOR : 0.080 21,775 APPROACH VOLUME : AVERAGE # OF # OF TOTAL # OF CRASHES : 15 5 CRASHES PER YEAR ( 3.00 YEARS : A ) :

( A * 1,000,000 ) CRASH RATE CALCULATION : RATE = 0.38 ( V * 365 )

Comments : K-value based on MDM's TIAS submitted April 2019 Project Title & Date: NEX-2020312 - Proposed E-Commerce Distribution Center - Shrewsbury, MA MassDOT Crash Data Route 140 / Route 9 WB Connector (Grafton Circle)

Driver Vehicle Traffic Number Contributing Manner Road Total Non- Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Day of Crash Crash of Circumstances Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Crash Date Week Crash Severity Status Time Vehicles (All Drivers) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Roadway V1:(Collision with motor vehicle in GRAFTON V1: Travelling V1:(Passenger traffic) CIRCLE Rte Property D1: (Unknown) / straight ahead / car) / V2:(Collision with 140 S / damage only D2: (No improper V2: Entering V2:(Passenger No hit Yes, device motor vehicle in GRAFTON 02/09/2014 Sunday (none injured) Closed 2:27 PM 2 driving) Daylight Angle Dry 0 0 traffic lane car) V1: N / V2: E Cloudy and run functioning traffic) No STREET D1: (No improper driving) / D2: V1:(Collision with (Disregarded motor vehicle in GRAFTON traffic signs, V1: Travelling V1:(Passenger traffic) STREET Rte Property signals, road straight ahead / car) / No, device V2:(Collision with SR140 S / damage only markings),(Inattent V2: Travelling V2:(Passenger No hit not motor vehicle in GRAFTON 08/12/2014 Tuesday (none injured) Closed 7:29 PM 2 ion) Dusk Angle Dry 0 0 straight ahead car) V1: E / V2: S Clear and run functioning traffic) No CIRCLE V1:(Collision with motor vehicle in V1:(Passenger traffic) Property D1: (Inattention) / V1: Travelling car) / V2:(Collision with damage only D2: (No improper straight ahead / V2:(Passenger No hit Not motor vehicle in GRAFTON 09/12/2014 Friday (none injured) Closed 9:52 AM 2 driving) Daylight Rear-end Dry 0 0 V2: Turning left car) V1: S / V2: S Clear and run reported traffic) No CIRCLE V1:(Collision with V1:(Passenger motor vehicle in V1: Travelling car) / V2:(Light traffic) Property D1: (No improper Dark - straight ahead / truck(van, mini- V2:(Collision with damage only driving) / D2: (No lighted V2: Travelling van, pickup, No hit Yes, device motor vehicle in GRAFTON 11/24/2014 Monday (none injured) Closed 5:44 PM 2 improper driving) roadway Rear-end Dry 0 0 straight ahead sport utility)) V1: E / V2: E Clear and run functioning traffic) No STREET D1: (Exceeded authorized speed limit) / D2: V1:(Collision with (Disregarded V1:(Passenger parked motor GRAFTON traffic signs, car) / V2:(Light vehicle) STREET / Property signals, road V1: Turning left truck(van, mini- V2:(Collision with GRAFTON damage only markings),(Made / V2: Travelling van, pickup, No hit Yes, device motor vehicle in CIRCLE Rte 11/15/2014 Saturday (none injured) Closed 11:07 AM 2 an improper turn) Daylight Angle Dry 0 0 straight ahead sport utility)) V1: N / V2: N Clear and run functioning traffic) No SR140 N V1:(Light truck(van, mini- van, pickup, V1:(Collision with GRAFTON sport utility)) / motor vehicle in STREET Rte V2:(Light traffic) SR140 N / Property Dark - V1: Travelling truck(van, mini- No, device V2:(Collision with GRAFTON damage only D1: (Unknown) / lighted straight ahead / van, pickup, No hit not motor vehicle in CIRCLE Rte 02/09/2015 Monday (none injured) Closed 10:51 PM 2 D2: (Unknown) roadway Head-on Snow 0 0 V2: Turning left sport utility)) V1: S / V2: N Snow and run functioning traffic) No SR140 N V1: Slowing or V1:(Light V1:(Collision with stopped in truck(van, mini- motor vehicle in GRAFTON D1: (No improper traffic / V2: van, pickup, traffic) STREET / Property driving) / D2: Slowing or sport utility)) / V2:(Collision with GRAFTON damage only (Followed too stopped in V2:(Passenger No hit Yes, device motor vehicle in CIRCLE Rte 02/03/2015 Tuesday (none injured) Closed 1:19 PM 2 closely) Daylight Rear-end Wet 0 0 traffic car) V1: S / V2: S Clear and run functioning traffic) No SR140 S

Greenman-Pedersen, Inc. Page 1 of 3 20312_MassDOT Crash Data 2014-2018.xlsx MassDOT Crash Data Route 140 / Route 9 WB Connector (Grafton Circle)

Driver Vehicle Traffic Number Contributing Manner Road Total Non- Vehicle Actions Vehicle Travel Control Vehicle Sequence Work Day of Crash Crash of Circumstances Light of Surface Total Fatal Prior to Crash Configuration Directions Weather Hit and Device of Events Zone Crash Date Week Crash Severity Status Time Vehicles (All Drivers) Conditions Collision Condition Fatalities Injuries (All Vehicles) (All Vehicles) (All Vehicles) Conditions Run Function (All Vehicles) Related Roadway V1: Slowing or V1:(Collision with stopped in V1:(Passenger motor vehicle in GRAFTON traffic / V2: car) / V2:(Light traffic) CIRCLE Rte Property Sideswipe Slowing or truck(van, mini- V2:(Collision with SR140 S / damage only D1: (Unknown) / , same stopped in van, pickup, No hit Yes, device motor vehicle in GRAFTON 05/20/2015 Wednesday (none injured) Closed 7:37 PM 2 D2: (Unknown) Daylight direction Dry 0 0 traffic sport utility)) V1: E / V2: E Clear and run functioning traffic) No CIRCLE D1: (Swerving or avoiding due to wind, slippery surface, vehicle, object, non- motorist in roadway, etc),(Swerving or avoiding due to GRAFTON wind, slippery STREET Rte surface, vehicle, SR140 N / Property object, non- Single V1:(Collision with GRAFTON damage only motorist in vehicle V1:(Passenger V1: Not No hit Not highway traffic CIRCLE Rte 11/16/2015 Monday (none injured) Closed 6:19 PM 1 roadway, etc) Dawn crash Dry 0 0 V1: Turning left car) Reported Clear and run reported sign post) No SR140 N GRAFTON V1:(Light STREET / Property Single truck(van, mini- MEMORIAL damage only D1: (No improper vehicle V1: Travelling van, pickup, V1: Not No hit Yes, device V1:(Collision with DRIVE Rte 03/09/2016 Wednesday (none injured) Closed 10:46 AM 1 driving) Daylight crash Dry 0 0 straight ahead sport utility)) Reported Clear and run functioning animal - deer) No SR140 N V1:(Collision with GRAFTON motor vehicle in STREET Rte V1: Entering V1:(Passenger traffic) SR140 N / traffic lane / V2: car) / V2:(Collision with GRAFTON D1: (Unknown) / Travelling V2:(Passenger No hit Yes, device motor vehicle in CIRCLE Rte 12/02/2016 Friday Unknown Closed 4:30 PM 2 D2: (Unknown) Dusk Angle Dry 0 0 straight ahead car) V1: S / V2: S Clear and run functioning traffic) No SR140 N V1:(Collision with motor vehicle in V1:(Passenger traffic) GRAFTON Property D1: (Unknown) / V1: Travelling car) / V2:(Collision with STREET / damage only D2: (No improper straight ahead / V2:(Passenger No hit Yes, device motor vehicle in GRAFTON 01/12/2017 Thursday (none injured) Closed 3:39 PM 2 driving) Daylight Angle Wet 0 0 V2: Turning left car) V1: S / V2: N Rain and run functioning traffic) No STREET V1:(Light V1:(Collision with truck(van, mini- motor vehicle in V1: Entering van, pickup, traffic) Property Sideswipe traffic lane / V2: sport utility)) / V2:(Collision with damage only D1: (Unknown) / , same Travelling V2:(Passenger No hit Yes, device motor vehicle in GRAFTON 11/22/2017 Wednesday (none injured) Closed 11:17 AM 2 D2: (Unknown) Daylight direction Wet 0 0 straight ahead car) V1: N / V2: N Rain and run functioning traffic) No STREET

Greenman-Pedersen, Inc. Page 2 of 3 20312_MassDOT Crash Data 2014-2018.xlsx MassDOT Crash Data Route 140 / Route 9 WB Connector (Grafton Circle)

Greenman-Pedersen, Inc. Page 3 of 3 20312_MassDOT Crash Data 2014-2018.xlsx INTERSECTION CRASH RATE WORKSHEET

CITY/TOWN : Shrewsbury COUNT DATE : Oct-18

DISTRICT : 3 UNSIGNALIZED : X SIGNALIZED :

~ INTERSECTION DATA ~

MAJOR STREET : Route 140

MINOR STREET(S) : Route 9 EB Connector

INTERSECTION North

DIAGRAM Route 140 (Label Approaches) Route 9 EB Conn. Route 140 PEAK HOUR VOLUMES Total Peak APPROACH : 1 2 3 4 5 Hourly Approach DIRECTION : EB WB NB SB Volume PEAK HOURLY 246 565 901 1,712 VOLUMES (PM) :

INTERSECTION ADT ( V ) = TOTAL DAILY " K " FACTOR : 0.080 21,400 APPROACH VOLUME : AVERAGE # OF # OF TOTAL # OF CRASHES : 8 5 CRASHES PER YEAR ( 1.60 YEARS : A ) :

( A * 1,000,000 ) CRASH RATE CALCULATION : RATE = 0.20 ( V * 365 )

V1:(Bus (seats for 16 or more, V1: Slowing or including V1:(Collision with stopped in driver)) / motor vehicle in D1: (No improper traffic / V2: V2:(Light traffic) MEMORIAL Property driving) / D2: Slowing or truck(van, mini- V2:(Collision with DRIVE Rte damage only (Followed too stopped in van, pickup, No hit Not motor vehicle in 140 S / Rte 02/14/2014 Friday (none injured) Closed 8:36 AM 2 closely) Daylight Rear-end Snow 0 0 traffic sport utility)) V1: N / V2: N Snow and run reported traffic) No 140 N V1:(Light V1:(Collision with truck(van, mini- motor vehicle in MEMORIAL V1: Travelling van, pickup, traffic) DRIVE Rte Property D1: (Unknown) / straight ahead / sport utility)) / V2:(Collision with SR140 N / damage only D2: (Failed to yield V2: Travelling V2:(Passenger No hit Not motor vehicle in GRAFTON 01/21/2015 Wednesday (none injured) Closed 6:25 PM 2 right of way) Dawn Angle Dry 0 0 straight ahead car) V1: S / V2: N Cloudy and run reported traffic) No CIRCLE V1:(Collision with MEMORIAL motor vehicle in DRIVE Rte V1:(Passenger traffic) SR140 N / Property D1: (No improper V1: Turning left car) / V2:(Collision with GRAFTON damage only driving) / D2: / V2: Travelling V2:(Passenger No hit Not motor vehicle in CIRCLE Rte 09/04/2015 Friday (none injured) Closed 12:33 PM 2 (Inattention) Daylight Rear-end Wet 0 0 straight ahead car) V1: N / V2: N Clear and run reported traffic) No SR140 N V1:(Collision with MEMORIAL motor vehicle in DRIVE Rte V1:(Passenger V1: Not traffic) SR140 N / V1: Turning left car) / Reported / V2:(Collision with GRAFTON Non-fatal D1: (Unknown) / / V2: Travelling V2:(Motorcycle V2: Not Clear/ No hit Not motor vehicle in CIRCLE Rte 05/18/2017 Thursday injury Closed 7:01 AM 2 D2: (Unknown) Daylight Unknown Dry 0 1 straight ahead ) Reported Clear and run reported traffic) No SR140 N Snow/ MEMORIAL V1:(Light Sleet, hail DRIVE Rte Property V1: Slowing or truck(van, mini- (freezing V1:(Collision with SR140 N / damage only D1: (No improper stopped in van, pickup, rain or No hit Yes, device motor vehicle in GRAFTON 02/15/2017 Wednesday (none injured) Closed 2:59 PM 1 driving) Daylight Angle Snow 0 0 traffic sport utility)) V1: W drizzle) and run functioning traffic) No STREET V1:(Collision with motor vehicle in V1: Travelling V1:(Passenger traffic) straight ahead / car) / V1: Not V2:(Collision with MEMORIAL V2: Slowing or V2:(Passenger Reported / motor vehicle in DRIVE Rte D1: (Unknown) / stopped in car) / V3:(Light V2: Not traffic) SR140 N / Property D2: (No improper traffic / V3: truck(van, mini- Reported / V3:(Collision with GRAFTON damage only driving) / D3: (No Travelling van, pickup, V3: Not No hit Not motor vehicle in CIRCLE Rte 10/30/2017 Monday (none injured) Closed 3:39 PM 3 improper driving) Daylight Rear-end Dry 0 0 straight ahead sport utility)) Reported Clear and run reported traffic) No SR140 N V1:(Collision with GRAFTON V1: Slowing or motor vehicle in CIRCLE Rte stopped in V1:(Passenger traffic) SR140 S / Property D1: (No improper traffic / V2: car) / V2:(Collision with MEMORIAL damage only driving) / D2: (No Travelling V2:(Passenger No hit Yes, device motor vehicle in DRIVE Rte 04/26/2018 Thursday (none injured) Closed 5:46 PM 2 improper driving) Daylight Rear-end Dry 0 0 straight ahead car) V1: S / V2: S Clear and run functioning traffic) No SR140 S

Greenman-Pedersen, Inc. Page 1 of 2 20312_MassDOT Crash Data 2014-2018.xlsx MassDOT Crash Data Route 140 / Route 9 EB Connector (Grafton Circle)

Greenman-Pedersen, Inc. Page 2 of 2 20312_MassDOT Crash Data 2014-2018.xlsx TRAFFIC IMPACT AND ACCESS STUDY Proposed Distribution Center – Shrewsbury, Massachusetts

SIGHT DISTANCE PLANS

Engineering Design Planning Construction Management 978.570.2999 GPINET.COM Greenman-Pedersen, Inc. 181 Ballardvale Street, Suite 202 Wilmington, MA 01887 N PREPARED FOR BEALS ASSOCIATES, INC 2 PARK PLAZA, SUITE 200

BOSTON, MA 02116 NAD 83 NAD

DESIRABLE ISD = 390'

DESIRABLE ISD = 335' MINIMUM SSD = 260' MINIMUM SSD = 290' SHREWSBURY, MASSACHUSETTS 384-386 SOUTH STREET PROPOSED DISTRIBUTION CENTER

14.5'

CLEAR ZONE AREA CLEAR ZONE ±260 SF AREA ±145 SF

REVISIONS

NO. REVISION DATE APRIL 12, 2021

DRAWN/DESIGN BY CHECKED BY DSH RLB

SIGHT LINE NOTE: PLAN PROPOSED SITE PLAN INFORMATION SCALE: PREPARED BY BEALS ASSOCIATES, INC. AS NOTED

0 30 60 100 NEX-2020312.00 SCALE: 1" = 30' 1 OF 2 20312_SIGHT DISTANCE PLANS.DWG 4/12/2021 Engineering Design Planning Construction Management 978.570.2999 GPINET.COM Greenman-Pedersen, Inc. 181 Ballardvale Street, Suite 202 Wilmington, MA 01887

PREPARED FOR BEALS ASSOCIATES, INC 2 PARK PLAZA, SUITE 200 BOSTON, MA 02116

CLEAR ZONE CLEAR ZONE AREA AREA ±1,600 SF ±1,220 SF SHREWSBURY, MASSACHUSETTS 384-386 SOUTH STREET

PROPOSED DISTRIBUTION CENTER 14.5'

MINIMUM SSD = 485'

DESIRABLE ISD = 590' MINIMUM SSD = 440'

DESIRABLE ISD = 480'

REVISIONS

NAD 83

NO. REVISION DATE APRIL 12, 2021

DRAWN/DESIGN BY CHECKED BY DSH RLB

SIGHT LINE NOTE: PLAN PROPOSED SITE PLAN INFORMATION SCALE: PREPARED BY BEALS ASSOCIATES, INC. AS NOTED

0 40 100 160 NEX-2020312.00

SCALE: 1" = 40' 2 OF 2 20312_SIGHT DISTANCE PLANS.DWG 4/12/2021 SOUTH STREET ISD - NORTHWEST SCALE: 1"=50' HORIZ./1"=10' VERT.

SOUTH STREET ISD- SOUTHEAST SCALE: 1"=50' HORIZ./1"=10' VERT.

Sheet Title: Sheet No: Centech Park Campus SCALE: 1"=50' 2 PARK PLAZA SUITE 200 BOSTON, MA 02116 Northbridge Partners South Street PHONE: 617-242-1120 401 Edgewater Place Suite 265 50 250 50 100 Intersection Sight PLANNING ENGINEERING PERMITTING MANAGEMENT Wakefield, MA 01880 Master Plan Sk-1Date: Shrewsbury, MA Line Profile View April, 2021 HARTFORD TPK ISD NORTHEAST SCALE: 1"=50' HORIZ./1"=10' VERT.

Sheet Title: Sheet No: Centech Park Campus SCALE: 1"=50' 2 PARK PLAZA SUITE 200 BOSTON, MA 02116 Northbridge Partners South Street PHONE: 617-242-1120 401 Edgewater Place Suite 265 50 250 50 100 Intersection Sight PLANNING ENGINEERING PERMITTING MANAGEMENT Wakefield, MA 01880 Master Plan Sk-2Date: Shrewsbury, MA Line Profile View April, 2021 HARTFORD TPK SSD SOUTHWEST SCALE: 1"=50' HORIZ./1"=10' VERT.

Sheet Title: Sheet No: Centech Park Campus SCALE: 1"=50' 2 PARK PLAZA SUITE 200 BOSTON, MA 02116 Northbridge Partners South Street PHONE: 617-242-1120 401 Edgewater Place Suite 265 50 250 50 100 Intersection Sight PLANNING ENGINEERING PERMITTING MANAGEMENT Wakefield, MA 01880 Master Plan Sk-2Date: Shrewsbury, MA Line Profile View April, 2021 TRAFFIC IMPACT AND ACCESS STUDY Proposed Distribution Center – Shrewsbury, Massachusetts

PUBLIC TRANSPORTATION DATA

Ride Safer. FRAMINGHAM/WORCESTER LINE Fall/Winter Schedule Wear Maintain Practice mbta.com/ a face a healthy good Effective November 2, 2020 ridesafer covering distance hygiene

Monday to Friday Saturday & Sunday Inbound to Boston AM PM Inbound to Boston AM PM

ZONE STATION TRAIN # 500 502 504 580 506 552 582 508 584 510 586 512 588 514 590 516 592 518 594 520 522 596 524 526 528 530 532 534 SATURDAY TRAIN # 1500 1502 1504 1506 1508 1510 1512 1514 1516 Bikes Allowed ZONE STATION SUNDAY TRAIN # 2500 2502 2504 2506 2508 2510 2512 2514 2516 Bikes Allowed 8 Worcester  4:00 4:45 5:25 - 6:05 6:30 - 6:55 - 7:55 - 9:30 - 11:30 - 1:30 - 3:10 - 4:48 5:25 - 6:25 7:20 8:30 9:45 10:45 11:45 8 Grafton  4:13 4:58 5:38 - 6:18 - - 7:08 - 8:08 - 9:43 - 11:43 - 1:43 - 3:23 - 5:01 5:38 - 6:38 7:33 8:43 9:58 f 10:58 f 11:58 8 Worcester  7:00 8:50 10:50 12:50 2:30 4:30 6:30 8:30 11:00 7 Westborough  4:17 5:02 5:42 - 6:22 - - 7:12 - 8:12 - 9:47 - 11:47 - 1:47 - 3:27 - 5:05 5:42 - 6:42 7:37 8:47 10:02 f 11:02 f 12:02 8 Grafton  7:13 9:03 11:03 1:03 2:43 4:43 6:43 8:43 f 11:13 6 Southborough  4:26 5:11 5:51 - 6:31 - - 7:21 - 8:21 - 9:56 - 11:56 - 1:56 - 3:36 - 5:14 5:51 - 6:51 7:46 8:56 10:11 f 11:11 f 12:11 7 Westborough  7:17 9:07 11:07 1:07 2:47 4:47 6:47 8:47 f 11:17 6 Ashland  4:30 5:15 5:55 - 6:35 - - 7:25 - 8:25 - 10:00 - 12:00 - 2:00 - 3:40 - 5:18 5:55 - 6:55 7:50 9:00 10:15 f 11:15 f 12:15 6 Southborough  7:25 9:15 11:15 1:15 2:55 4:55 6:55 8:55 f 11:25 5 Framingham  4:40 5:25 6:05 6:15 6:45 7:01 7:10 7:35 7:55 8:35 9:25 10:10 11:15 12:10 1:20 2:10 3:20 3:50 5:07 5:28 6:05 6:15 7:05 8:00 9:10 10:25 f 11:25 f 12:25 6 Ashland  7:30 9:20 11:20 1:20 3:00 5:00 7:00 9:00 f 11:30 4 West Natick  4:45 5:30 6:10 6:20 6:51 - 7:15 7:41 8:00 8:40 9:30 10:15 11:20 12:15 1:25 2:15 3:25 3:55 5:12 5:33 6:10 6:20 7:10 8:05 9:15 10:30 f 11:30 f 12:30 5 Framingham  7:40 9:30 11:30 1:30 3:10 5:10 7:10 9:10 f 11:40 4 Natick Center 4:50 5:35 6:15 6:25 - - 7:20 - 8:05 8:45 9:35 10:20 11:25 12:20 1:30 2:20 3:30 4:00 5:17 5:38 - 6:25 7:15 8:10 9:20 10:35 f 11:35 f 12:35 4 West Natick  7:44 9:34 11:34 1:34 3:14 5:14 7:14 9:14 f 11:44 3 Wellesley Square 4:54 5:39 - 6:29 - - 7:24 - 8:09 8:49 9:39 10:24 11:29 12:24 1:34 2:24 3:34 4:04 5:21 5:42 - 6:29 7:19 8:14 9:24 10:39 f 11:39 f 12:39 4 Natick Center 7:49 9:39 11:39 1:39 3:19 5:19 7:19 9:19 f 11:49 3 Wellesley Hills 4:58 5:43 - 6:33 - - 7:28 - 8:13 8:53 9:42 10:27 11:32 12:27 1:37 2:27 3:37 4:07 5:24 5:45 - 6:32 7:22 8:17 9:27 10:42 f 11:42 f 12:42 3 Wellesley Square 7:54 9:44 11:44 1:44 3:24 5:24 7:24 9:24 f 11:54 3 Wellesley Farms 5:01 5:46 - 6:36 - - 7:31 - 8:16 8:56 9:45 10:30 11:35 12:30 1:40 2:30 3:40 4:10 5:27 5:48 - 6:35 7:25 8:20 9:30 10:45 f 11:45 f 12:45 3 Wellesley Hills 7:57 9:47 11:47 1:47 3:27 5:27 7:27 9:27 f 11:57 2 Auburndale 5:06 5:51 - 6:41 - - 7:36 - 8:21 9:01 f 9:50 f 10:35 - f 12:35 - - f 3:45 ------f 10:50 f 11:50 f 12:50 3 Wellesley Farms 8:00 9:50 11:50 1:50 3:30 5:30 7:30 9:30 f 12:00 2 West Newton 5:09 5:54 - 6:44 - - 7:39 - 8:24 9:04 f 9:53 f 10:38 - f 12:38 - - f 3:48 ------f 10:53 f 11:53 f 12:53 2 Auburndale f 8:04 f 9:54 f 11:54 f 1:54 f 3:34 f 5:34 f 7:34 f 9:34 f 12:04 1 Newtonville 5:12 5:57 - 6:47 - - 7:42 - 8:27 9:07 f 9:56 f 10:41 - f 12:41 - - f 3:51 ------f 10:56 f 11:56 f 12:56 2 West Newton f 8:07 f 9:57 f 11:57 f 1:57 f 3:37 f 5:37 f 7:37 f 9:37 f 12:07 1A Boston Landing  L 5:19 L 6:04 - L 6:53 - - L 7:49 - L 8:33 L 9:14 L 10:02 L 10:48 L 11:46 L 12:48 L 1:51 L 2:42 L 3:57 L 4:23 L 5:39 L 6:01 L 6:28 L 6:46 L 7:37 L 8:31 L 9:41 L 11:02 L 12:02 L 1:02 1 Newtonville f 8:10 f 10:00 f 12:00 f 2:00 f 3:40 f 5:40 f 7:40 f 9:40 f 12:10 1A Lansdowne  L 5:24 L 6:09 L 6:34 L 6:58 L 7:16 L 7:26 L 7:54 L 8:06 L 8:38 L 9:19 L 10:07 L 10:53 L 11:51 L 12:53 L 1:56 L 2:47 L 4:02 L 4:28 L 5:44 L 6:06 L 6:33 L 6:51 L 7:42 L 8:36 L 9:46 L 11:07 L 12:07 L 1:07 1A Boston Landing  1A Back Bay  L 5:29 L 6:14 L 6:39 L 7:03 L 7:21 L 7:31 L 7:59 L 8:11 L 8:43 L 9:24 L 10:12 L 10:58 L 11:56 L 12:58 L 2:01 L 2:52 L 4:07 L 4:33 L 5:49 L 6:11 L 6:38 L 6:56 L 7:47 L 8:41 L 9:51 L 11:12 L 12:12 L 1:12 L 8:16 L 10:06 L 12:06 L 2:06 L 3:46 L 5:46 L 7:46 L 9:46 L 12:16 1A South Station  5:35 6:20 6:45 7:09 7:27 7:37 8:05 8:17 8:49 9:30 10:18 11:03 12:01 1:03 2:06 2:57 4:13 4:39 5:55 6:17 6:43 7:01 7:52 8:46 9:56 11:17 12:17 1:17 1A Lansdowne  L 8:21 L 10:11 L 12:11 L 2:11 L 3:51 L 5:51 L 7:51 L 9:51 L 12:21 1A Back Bay  L 8:25 L 10:15 L 12:15 L 2:15 L 3:55 L 5:55 L 7:55 L 9:55 L 12:25 1A South Station  8:30 10:20 12:20 2:20 4:00 6:00 8:00 10:00 12:30

Monday to Friday Saturday & Sunday

Outbound from Boston AM PM AM Outbound from Boston AM PM ZONE STATION TRAIN # 501 503 581 505 583 507 585 509 587 511 589 513 591 515 517 593 551 519 595 521 597 523 525 527 529 531 533 535 SATURDAY TRAIN # 1501 1503 1505 1507 1509 1511 1513 1515 1517 Bikes Allowed ZONE STATION SUNDAY TRAIN # 2501 2503 2505 2507 2509 2511 2513 2515 2517 1A South Station  4:25 4:55 6:05 6:25 6:50 7:50 8:25 9:25 10:15 11:20 12:15 1:20 2:10 3:00 3:50 4:00 4:35 4:45 4:55 5:35 5:45 6:25 7:10 8:00 9:00 10:00 11:00 12:00 Bikes Allowed 1A Back Bay  4:30 5:00 6:10 6:30 6:55 7:55 8:31 9:31 10:21 11:26 12:21 1:26 2:16 3:06 3:56 4:06 4:41 4:51 5:01 5:41 5:51 6:31 7:16 8:06 9:06 10:06 11:06 12:06 1A South Station  6:40 8:40 10:40 12:40 2:20 4:20 6:20 8:20 10:40 1A Lansdowne  4:35 5:05 6:15 6:35 7:00 8:00 8:36 9:36 10:26 11:31 12:26 1:31 2:21 3:11 4:01 4:11 4:46 4:56 5:06 5:46 5:56 6:36 7:21 8:11 9:11 10:11 11:11 12:11 1A Back Bay  6:46 8:46 10:46 12:46 2:26 4:26 6:26 8:26 10:46 1A Boston Landing  f 4:39 f 5:09 f 6:19 f 6:39 7:05 8:05 8:41 f 9:41 f 10:31 f 11:36 f 12:31 f 1:36 f 2:26 f 3:16 - 4:16 - - 5:11 - 6:01 6:41 7:26 f 8:16 f 9:16 f 10:16 f 11:16 f 12:16 1A Lansdowne  6:49 8:49 10:49 12:49 2:29 4:29 6:29 8:29 10:49 1 Newtonville f 4:44 ------f 11:41 - f 1:41 f 2:31 f 3:21 - 4:21 - - 5:16 - 6:06 6:46 f 7:31 f 8:21 f 9:21 f 10:21 f 11:21 f 12:21 1A Boston Landing  f 6:54 f 8:54 f 10:54 f 12:54 f 2:34 f 4:34 f 6:34 f 8:34 f 10:54 2 West Newton f 4:47 ------f 11:45 - f 1:45 f 2:35 f 3:25 - 4:25 - - 5:20 - 6:10 6:50 f 7:35 f 8:25 f 9:25 f 10:25 f 11:25 f 12:25 1 Newtonville f 7:01 f 9:01 f 11:01 f 1:01 f 2:41 f 4:41 f 6:41 f 8:41 f 11:01 2 Auburndale f 4:50 ------f 11:48 - f 1:48 f 2:38 f 3:28 - 4:28 - - 5:23 - 6:13 6:53 f 7:38 f 8:28 f 9:28 f 10:28 f 11:28 f 12:28 2 West Newton f 7:04 f 9:04 f 11:04 f 1:04 f 2:44 f 4:44 f 6:44 f 8:44 f 11:04 3 Wellesley Farms f 4:53 f 5:18 6:28 - 7:14 8:14 8:50 9:51 10:41 11:51 12:41 1:51 2:41 3:31 - 4:31 - - 5:27 - 6:16 6:56 7:41 8:31 9:31 10:31 11:31 12:31 2 Auburndale f 7:07 f 9:07 f 11:07 f 1:07 f 2:47 f 4:47 f 6:47 f 8:47 f 11:07 3 Wellesley Hills 6:31 - 7:17 8:17 8:53 9:53 10:43 11:53 12:43 1:53 2:43 3:34 - 4:34 - - 5:30 - 6:19 6:59 7:44 8:33 9:33 10:33 11:33 12:33 f 4:56 f 5:21 3 Wellesley Farms 7:11 9:11 11:11 1:11 2:51 4:51 6:51 8:51 11:11 3 Wellesley Square f 4:59 f 5:24 6:35 - 7:21 8:21 8:56 9:56 10:46 11:56 12:46 1:56 2:46 3:37 - 4:37 - - 5:33 - 6:22 7:03 7:47 8:36 9:36 10:36 11:36 12:36 3 Wellesley Hills 7:14 9:14 11:14 1:14 2:54 4:54 6:54 8:54 11:14 4 Natick Center f 5:03 f 5:28 6:39 - 7:25 8:25 9:00 10:00 10:50 12:00 12:50 2:00 2:50 3:41 - 4:41 - 5:14 5:37 - 6:26 7:07 7:51 8:40 9:40 10:40 11:40 12:40 3 Wellesley Square 7:17 9:17 11:17 1:17 2:57 4:57 6:57 8:57 11:17 4 West Natick  5:07 5:32 6:44 6:54 7:30 8:30 9:05 10:05 10:55 12:05 12:55 2:05 2:55 3:46 4:21 4:46 - 5:19 5:42 6:07 6:31 7:12 7:56 8:45 9:45 10:45 11:45 12:45 4 Natick Center 7:22 9:22 11:22 1:22 3:02 5:02 7:02 9:02 11:22 5 Framingham  5:11 5:36 6:49 7:00 7:35 8:35 9:10 10:10 11:00 12:10 1:00 2:10 3:00 3:51 4:26 4:52 5:09 5:25 5:48 6:15 6:37 7:18 8:01 8:50 9:50 10:50 11:50 12:50 4 West Natick  7:26 9:26 11:26 1:26 3:06 5:06 7:06 9:06 11:26 6 Ashland  5:17 5:42 - 7:06 - 8:41 - 10:16 - 12:16 2:16 3:57 4:33 - - 5:32 - 6:23 - 7:24 8:07 8:56 9:56 10:56 11:56 12:56 5 Framingham  7:31 9:31 11:31 1:31 3:11 5:11 7:11 9:11 11:31 6 Southborough  5:22 5:47 - 7:11 - 8:46 - 10:21 - 12:21 2:21 4:02 4:38 - - 5:37 - 6:28 - 7:29 8:12 9:01 10:01 11:01 12:01 1:01 6 Ashland  7 Westborough  5:30 5:55 - 7:20 - 8:55 - 10:30 - 12:30 2:30 4:11 4:47 - - 5:46 - 6:38 - 7:38 8:21 9:10 10:10 11:10 12:10 1:10 7:37 9:37 11:37 1:37 3:17 5:17 7:17 9:17 11:37 8 Grafton  5:34 5:59 - 7:25 - 9:00 - 10:35 - 12:35 2:35 4:16 4:53 - - 5:52 - 6:44 - 7:43 8:26 9:15 10:15 f 11:15 f 12:15 f 1:15 6 Southborough  7:41 9:41 11:41 1:41 3:21 5:21 7:21 9:21 11:41 8 Worcester  5:49 6:14 - 7:40 - 9:15 - 10:50 - 12:50 2:50 4:32 5:09 - 5:42 6:09 - 7:00 - 7:59 8:42 9:30 10:30 11:30 12:30 1:30 7 Westborough  7:49 9:49 11:49 1:49 3:29 5:29 7:29 9:29 11:49 8 Grafton  f 7:54 f 9:54 f 11:54 f 1:54 f 3:34 f 5:34 f 7:34 f 9:34 f 11:54 8 Worcester  8:10 10:10 12:10 2:10 3:50 5:50 7:50 9:50 12:10 Keep in Mind: Times in purple with “f” indicate a flag stop: This schedule will be effective from November 2, 2020 and will Passengers must tell the conductor that they wish to replace the schedule of June 22, 2020. leave. Passengers waiting to board must be visible on the platform for the train to stop. Schedules may change in the Holiday Service Times in blue indicate an early departure (L stop): REGULAR SCHEDULE New Year’s Day, Thanksgiving Day, and Christmas Day operate on a Sunday The train may leave ahead of schedule at these stops. event of severe weather Trains will operate on a normal schedule. schedule. For all holiday schedules, visit MBTA.com or call 617-222-3200. Bikes: Bicycles are allowed on trains with the bicycle During weather events, the symbols to the symbol shown below the train number. right will communicate service level and STORM SCHEDULE impact on passengers. These modified Major changes to the regular schedule. High level platform and bridge plate available. schedules are available on MBTA.com. Schedules will be available on Visit mbta.com/accessibility for more information. mbta.com, and in Boston stations. AD110220V1 NO SERVICE No passenger service on Commuter Rail. Visit Customer Service Download the Follow MBTA.com 617-222-3200 Commuter Rail App @MBTA_CR Reduced service schedule in effect when Ride Safer. 2020/2021 REDUCED Wear Maintain Practice declared in advance by the MBTA. In most cases, mbta.com/ a face a healthy good announcement made late in the afternoon on the SERVICE SCHEDULE ridesafer covering distance hygiene prior day. Stay connected to MBTA.com for up- to- the minute information.

FRAMINGHAM/WORCESTER LINE

Monday to Friday Monday to Friday Inbound to Boston AM PM Outbound from Boston AM PM

ZONE STATION TRAIN # 7500 1500 1502 1504 1506 1508 1510 1512 1514 1516 ZONE STATION TRAIN # 1501 1503 1505 1507 1509 1511 7501 1513 1515 1517 8 Worcester  5:30 7:00 8:50 10:50 12:50 2:30 4:30 6:30 8:30 11:00 1A South Station  6:40 8:40 10:40 12:40 2:20 4:20 5:20 6:20 8:20 10:40 8 Grafton  5:43 7:13 9:03 11:03 1:03 2:43 4:43 6:43 8:43 11:13 1A Back Bay  6:46 8:46 10:46 12:46 2:26 4:26 5:26 6:26 8:26 10:46 7 Westborough  5:47 7:17 9:07 11:07 1:07 2:47 4:47 6:47 8:47 11:17 1A Lansdowne  6:49 8:49 10:49 12:49 2:29 4:29 5:29 6:29 8:29 10:49 6 Southborough  5:55 7:25 9:15 11:15 1:15 2:55 4:55 6:55 8:55 11:25 1A Boston Landing  6:54 8:54 10:54 12:54 2:34 4:34 5:34 6:34 8:34 10:54 6 Ashland  6:00 7:30 9:20 11:20 1:20 3:00 5:00 7:00 9:00 11:30 1 Newtonville 7:01 9:01 11:01 1:01 2:41 4:41 5:41 6:41 8:41 11:01 5 Framingham  6:10 7:40 9:30 11:30 1:30 3:10 5:10 7:10 9:10 11:40 2 West Newton 7:04 9:04 11:04 1:04 2:44 4:44 5:44 6:44 8:44 11:04 4 West Natick  6:14 7:44 9:34 11:34 1:34 3:14 5:14 7:14 9:14 11:44 2 Auburndale 7:07 9:07 11:07 1:07 2:47 4:47 5:47 6:47 8:47 11:07 4 Natick 6:19 7:49 9:39 11:39 1:39 3:19 5:19 7:19 9:19 11:49 3 Wellesley Farms 7:11 9:11 11:11 1:11 2:51 4:51 5:51 6:51 8:51 11:11 3 Wellesley Square 6:24 7:54 9:44 11:44 1:44 3:24 5:24 7:24 9:24 11:54 3 Wellesley Hills 7:14 9:14 11:14 1:14 2:54 4:54 5:54 6:54 8:54 11:14 3 Wellesley Hills 6:27 7:57 9:47 11:47 1:47 3:27 5:27 7:27 9:27 11:57 3 Wellesley Square 7:17 9:17 11:17 1:17 2:57 4:57 5:57 6:57 8:57 11:17 3 Wellesley Farms 6:30 8:00 9:50 11:50 1:50 3:30 5:30 7:30 9:30 12:00 4 Natick 7:22 9:22 11:22 1:22 3:02 5:02 6:02 7:02 9:02 11:22 2 Auburndale 6:34 8:04 9:54 11:54 1:54 3:34 5:34 7:34 9:34 12:04 4 West Natick  7:26 9:26 11:26 1:26 3:06 5:06 6:06 7:06 9:06 11:26 2 West Newton 6:37 8:07 9:57 11:57 1:57 3:37 5:37 7:37 9:37 12:07 5 Framingham  7:31 9:31 11:31 1:31 3:11 5:11 6:11 7:11 9:11 11:31 1 Newtonville 6:40 8:10 10:00 12:00 2:00 3:40 5:40 7:40 9:40 12:10 6 Ashland  7:37 9:37 11:37 1:37 3:17 5:17 6:17 7:17 9:17 11:37 1A Boston Landing  6:46 8:16 10:06 12:06 2:06 3:46 5:46 7:46 9:46 12:16 6 Southborough  7:41 9:41 11:41 1:41 3:21 5:21 6:21 7:21 9:21 11:41 1A Lansdowne  6:51 8:21 10:11 12:11 2:11 3:51 5:51 7:51 9:51 12:21 7 Westborough  7:49 9:49 11:49 1:49 3:29 5:29 6:29 7:29 9:29 11:49 1A Back Bay  6:55 8:25 10:15 12:15 2:15 3:55 5:55 7:55 9:55 12:25 8 Grafton  7:54 9:54 11:54 1:54 3:34 5:34 6:34 7:34 9:34 11:54 1A South Station  7:00 8:30 10:20 12:20 2:20 4:00 6:00 8:00 10:00 12:30 8 Worcester  8:10 10:10 12:10 2:10 3:50 5:50 6:50 7:50 9:50 12:10

Reduced Schedule advisory system The MBTA and Keolis closely monitor NO SERVICE events to determine if changes to the Commuter Rail schedule are needed. During this time, the REGULAR SCHEDULE REDUCED SCHEDULE Trains will operate on a Major changes to the regular schedule. Schedules No passenger service on symbols to the right will communicate service level and impact on passengers. normal schedule. also available on MBTA.com and in Boston stations. Commuter Rail.

Visit Customer Service Download the Follow MBTA.com 617-222-3200 Commuter Rail App @MBTA_CR ROUTE 15_8-17 1/7/20 2:30 PM Page 1

Welcome aboard the WRTA! This route timetable shows the times of departure at major OUTBOUNDA INBOUND A Route 15 stops along the route and contains route maps and other important information. Additional information be can obtained UNION STATION HUB – by calling the WRTA Information Line WEEKDAYS WEEKDAYS SHREWSBURY CENTER via at (508) 791-WRTA (9782), See the map for matching timepoint locations See the map for matching timepoint locations or visit our website at www.TheRTA.com. SHREWSBURY ST. & ROUTE 9 1 2 3 4 4 3 2 1 WRTA FARE INFORMATION BUS BUS BUS BUS BUS BUS BUS BUS Revised: January 25, 2020 Effective July 1, 2017 STARTS Leaves Leaves Ends STARTS Leaves Leaves ENDS Full Cash Fare (Adults age 14 and up) ...... $1.75 Union Station UMass Fairlawn Julio Dr. Julio Dr. Fairlawn UMass Union Station Senior/Disabled Cash Fare ...... $0.85 Hub Medical Center Plaza Shrewsbury Shrewsbury Plaza Medical Center Hub Worcester Regional Transit Authority Children 5-13 years of age accompanied by an adult . . . . . $0.85 Children 9 years of age not accompanied by an adult** . . . $1.75 550a 600a 608a 616a 620a 629a 638a 650a Children under 5 accompanied by an adult ...... FREE 650a 700a 708a 716a 720a 729a 738a 750a One Day 8 Ride Pass (Adults age 14 & up) ...... $4.50 750a 800a 808a 816a 820a 829a 838a 850a Senior/Disabled*/Child One Day 8 Ride Pass ...... $2.25 850a 900a 908a 916a 920a 929a 938a 950a 31 Day Pass ...... $57.00 950a 1000a 1010a 1021a 1025a 1035a 1045a 1100a Senior/Disabled*31 Day Pass ...... $28.50 1100a 1110a 1120a 1131a 1135a 1145a 1155a 1210a Serving: *Valid ID Required for Senior/Disabled Fare 1210a 1220p 1230p 1241p 1245p 1255p 105p 120p Christoforo Columbo Park 120p 130p 140p 151p 155p 205p 215p 230p Please have exact fare ready when boarding the bus. East View Apartments The farebox does not accept pennies or half dollars. 230p 240p 250p 301p 305p 315p 325p 340p *340p 350p 411p* *415p 425p 450p The Charlie Card is available to either purchase a monthly UMass Medical Center pass or add stored value (cash). The stored value gives you 450p 500p 510p 521p 525p 535p 545p 600p discounted fare with the WRTA. They can b e used on the 600p 610p 620p 631p 635p 645p 655p 710p White City Plaza WRTA, MBTA and other participating RTAʼs in Massachusetts. 710p 720p 728p 736p 740p 749p 758p 810p Lakeway Commons You can obtain a Charlie Card at the Customer Service Center 810p 820p 828p 836p 840p 849p 858p 910p located at 60 Foster Street, Worcester, MA Shrewsbury Town Hall Route schedules and the purchase of passes are available at *These trips end/start at Fairlawn Plaza. Shrewsbury Senior Center the Customer Service Center at 60 Foster Street, Worcester. **Lakeway Commons is By Request Only on outbound trips Shrewsbury Center ACCESSIBILITY: All WRTA buses are wheelchair accessible SATURDAYS SATURDAYS Union Station and feature bicycle racks for two bicycles. For TTY service call Massachusetts Relay TTY (800) 439-2370. For information, 1 2 3 4 4 3 2 1 accommodations and or to provide feedback call 508-791-9782 Translation option 2. BUS BUS BUS BUS BUS BUS BUS BUS English: If this information is needed in another language, please visit www.therta.com PROPER IDENTIFICATION: One of the following valid iden- STARTS Leaves Leaves Ends STARTS Leaves Leaves ENDS and use the Google Translate feature. tification cards must be shown to the driver each time you board: Union Station UMass Fairlawn Julio Dr. Julio Dr. Fairlawn UMass Union Station Portuguese: Se esta informação é necessária em outro idioma, por favor visite www.therta.com e use o Google Translate. SENIOR ...... WRTA Senior I.D. card Hub Medical Center Plaza Shrewsbury Shrewsbury Plaza Medical Center Hub Spanish: Si necesita esta información en otro idioma, por favor visite www.therta.com y DISABLED. . . Statewide Access Pass / WRTA ADA Photo I.D. 950a 959a 1007a 1016a 1020a 1029a 1038a 1050a utilice Google Translate. MCB ID and PCA-ride free 1050a 1059a 1107a 1116a 1120a 1129a 1138a 1150a French: Si vous désirez ces renseignements dans une autre langue, prière de vous server MEDICARE...... Medicare card with Photo I.D. 1150a 1159a 1207p 1216p 1220p 1229p 1238p 1250p de Google Translate qui se trouve à l'adresse suivante: www.therta.com. HOLIDAY SERVICE: Saturday* Service is provided on Martin 120p 129p 138p 150p Polish: Jeśli ta informacja jest potrzebna w innym języku, proszę odwiedzić 1250p 1259p 107p 116p ć Luther King, Jr. Day, Presidents’ Day, Patriots’ Day, Columbus Day, 220p 229p 238p 250p www.therta.com i korzysta z Google Translate funkcji. and the day after Thanksgiving. 150p 159p 207p 216p 320p 329p 338p 350p Vietnamese: Nếu thông tin này là cần thiết trong một ngôn ngữ khác, vui lòng truy cập Weekday Service is provided on Veterans’ Day. 250p 259p 307p 316p www.therta.com và sử dụng các tính năng của Google Translate. 350p 359p 407p 416p 420p 429p 438p 450p Routes 29, 33, 42 and community shuttles operate on a weekday schedule on Chinese (Traditional): www.therta.com these holidays. Routes 19 and 30 operate on a modified Saturday schedule on 450p 459p 507p 516p 520p 529p 538p 550p these holidays. Swahili: Kama unahitaji habari hii katika nyingine lugha, unaweza kubonyeza mahali *These trips end/start at Fairlawn Plaza. panaandikwa "Google Translate" hapa juu. NO SERVICE ON: New Years Day; Memorial Day; Independence Day; Labor Day; Thanksgiving Day; Christmas Day **Lakeway Commons is By Request Only on outbound trips Note: French, Spanish, Polish and Portuguese translations were created by human translation from the English version. Vietnamese, Chinese and Swahili translations were created from the English version using Google Translate. There are likely grammatical Please…NO Smoking, Eating, Drinking or Music errors in these translations, however time constraints required use of Google Translate for bus schedule printing within necessary timeframe (June 2017) **The Federal Transit Administration permits transit systems to set a NO SUNDAY SERVICE NO SUNDAY SERVICE minimum age limit for children riding without a parent or guardian. The WRTA has set this age limit at Nine (9) years old. In order to ensure For Transit Information Call compliance with this age limit, operators may question a child seeking to board a bus who appears, in the operator’s opinion, to be Eight (8) years . . old or younger. If an operator is not satisfied with a child’s answer, the 508 791 9782 or visit operator may call for assistance from a WRTA supervisor and/or public safety personnel. This policy applies to Paratransit Service as well. www.therta.com ROUTE 15_8-171/7/202:30PMPage2

Thank You for riding the TRAFFIC IMPACT AND ACCESS STUDY Proposed Distribution Center – Shrewsbury, Massachusetts

DEVELOPMENTS BY OTHERS DATA

Use same trip distribution as site-generated trips to estimate trips using Route 140 Entering from Route 9 West.

35 71 20 4

9 23 10% 45

23 9 The Pointe at Hills Farm 20% Weekday AM Peak Hour Use same trip distribution as site-generated trips to estimate trips using Route 140 Entering from Route 9 West.

20 44 53 12 70 25 10% 23

25 The Pointe at Hills Farm 20% Weekday PM Peak Hour

Project Trip AM

Traffic Study – Shrewsbury, MA The Pointe at Hills Farm Project Trip PM

Traffic Study – Shrewsbury, MA The Pointe at Hills Farm

Edgemere Crossing Weekday AM Peak Hour 35

Edgemere Crossing Weekday PM Peak Hour

TRIP GENERATION INPUTS

Land Use Size Units Residential 250 units Retail 65.0 ksf Supermarket 80.0 ksf

TRIP GENERATION SUMMARY

Residential 1 Retail 2 Supermarket 3 Total Total Total Total LUC 221 Internal Net 820 Internal Net 850 Internal Net Gross New Pass-by Internal SIZE 250 Capture 4 New 65.0 Capture 4 Pass-by 5 New 80.0 Capture 4 Pass-by 5 New Trips Trips Trips Capture

Weekday Daily 25% 25% Enter 680 224 456 1,735 8 6414 1,235 3,442 172 820 2,450 5,857 4,141 1,234 482 Exit 680 258 422 1,735 75 414 1,246 3,442 149 820 2,473 5,857 4,141 1,234 482 Total 1,360 482 878 3,470 161 828 2,481 6,884 321 1,640 4,923 11,714 8,282 2,468 964

Weekday Morning Peak Hour 25% 25% Enter 22 - 2 26 2 - 1 34 9183 1 3 8144 267 215 5 11 Exit 62 1 61 38 - 13 25 122 - 38 84 222 170 51 1 Total 84 1 8 3100 - 2 67 4305 1 7 6228 489 385 1 022

Weekday Evening Peak Hour 34% 36% Enter 65 3 03 5154 6 5 29 6338 1 2114 212 557 343 1 664 8 Exit 42 18 24 167 10 52 105 325 20 114 191 534 320 166 48 Total 107 4 85 9321 1 6104 201 663 3 2228 403 1,0916 63332 9 6

Saturday Daily 25% 25% Enter 589 194 395 2,515 5 9615 1,841 7,105 165 1,738 5,202 10,209 7,438 2,353 418 Exit 589 224 365 2,515 51 615 1,849 7,105 143 1,738 5,224 10,209 7,438 2,353 418 Total 1,178 418 760 5,030 110 1,230 3,690 14,210 308 3,476 10,426 20,418 14,876 4,706 8 36

Saturday Midday Peak Hour 26% 25% Enter 55 2 53 0194 8 4 6140 388 1 69 1281 637 451 1 374 9 Exit 57 24 33 179 8 46 125 373 17 91 265 609 423 137 49 Total 112 4 96 3373 1 69 2265 761 3 3182 546 1,246 874 274 9 8

1 Trip generation estimate based on ITE LUC 221 (Mid-Rise Residential), using regression equation 2 Trip generation estimate based on ITE LUC 820 (Retail), using regression equation 3 Trip generation estimate based on ITE LUC 850 (Supermarket), using regression equation, except for weekday morning and Saturday daily average rates were used 4 Internal capture rates for weekday morning and weekday evening based on NCHRP Report 684 and for weekday daily based on ITE Trip Generation Handbook 2nd Edition. Saturday midday rates assumed to be the same was weekday evening rates and Saturday daily rates assumed to be the same as weekday daily. 5 Pass-by rates based on ITE data, assumed to be 25% where no data is available. SHARED TRIPS 1

RETAIL - RESIDENTIAL WEEKDAY DAILY WEEKDAY MORNING WEEKDAY EVENING SATURDAY DAILY SATURDAY MIDDAY RETAIL % # BALANCED # % RESIDENTIAL RETAIL % # BALANCED # % RESIDENTIAL RETAIL % # BALANCED # % RESIDENTIAL RETAIL % # BALANCED # % RESIDENTIAL RETAIL % # BALANCED # % RESIDENTIAL EXIT -> 11% 5,177 224 680 33% -> ENTER EXIT -> 14% 160 0 22 2% -> ENTER EXIT -> 26% 492 30 65 46% -> ENTER EXIT -> 11% 9,620 194 589 33% -> ENTER EXIT -> 26% 552 25 55 46% -> ENTER ENTER <- 9% 5,177 258 680 38% <- EXIT ENTER <- 17% 245 1 62 1% <- EXIT ENTER <- 10% 492 18 42 42% <- EXIT ENTER <- 9% 9,620 224 589 38% <- EXIT ENTER <- 10% 582 24 57 42% <- EXIT

TOTAL SHARED TRIPS - WEEKDAY DAILY TOTAL SHARED TRIPS - WEEKDAY MORNING TOTAL SHARED TRIPS - WEEKDAY EVENING TOTAL SHARED TRIPS - SATURDAY DAILY TOTAL SHARED TRIPS - SATURDAY MIDDAY ENTER EXIT TOTAL ENTER EXIT TOTAL ENTER EXIT TOTAL ENTER EXIT TOTAL ENTER EXIT TOTAL RESI 224 258 482 RESI 0 1 1 RESI 30 18 48 RESI 194 224 418 RESI 25 24 49 RETAIL 86 75 161 RETAIL 0 0 0 RETAIL 61016 RETAIL 59 51 110 RETAIL 8 8 16 SUPERMARKE 172 149 321 REST 1 0 1 REST 12 20 32 REST 165 143 308 REST 16 17 33

1 Internal capture rates for weekday morning and weekday evening based on NCHRP Report 684 and for weekday daily based on ITE Trip Generation Handbook 2nd Edition. Saturday midday rates assumed to be the same was weekday evening rates and Saturday daily rates assumed to be the same as weekday daily. ITE TRIP GENERATION WORKSHEET (10th Edition, Updated 2017)

LANDUSE: Mid-Rise Residential LANDUSE CODE: 221 Independent Variable --- Number of Units SETTING/LOCATION: General Urban/Suburban JOB NAME: 250 units JOB NUMBER:

WEEKDAY Directional RATES: Total Trip Ends Independent Variable Range Distribution # Studies R^2 Average Low High Average Low High Enter Exit DAILY 27 0.77 5.44 1.27 12.50 205 21 494 50% 50% AM PEAK OF GENERATOR 48 0.69 0.32 0.06 0.77 225 21 1,168 27% 73% PM PEAK OF GENERATOR 47 0.66 0.41 0.09 1.26 211 21 1,168 60% 40% AM PEAK (ADJACENT ST) 53 0.67 0.36 0.06 1.61 207 26 703 26% 74% PM PEAK (ADJACENT ST) 60 0.72 0.44 0.15 1.11 208 26 703 61% 39%

TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 1,360 680 680 1,361 680 680 AM PEAK OF GENERATOR 80 22 58 75 20 54 PM PEAK OF GENERATOR 103 62 41 93 56 37 LUC 220 AM PEAK (ADJACENT ST) 90 23 67 84 22 62 114 26 PM PEAK (ADJACENT ST) 110 67 43 107 65 42 133 84

SATURDAY Directional RATES: Total Trip Ends Independent Variable Range Distribution # Studies R^2 Average Low High Average Low High Enter Exit DAILY 6 0.73 4.91 4.03 8.51 224 111 336 50% 50% PEAK OF GENERATOR 8 0.89 0.44 0.34 0.73 264 111 462 49% 51%

TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 1,228 614 614 1,177 589 589 LUC 220 PEAK OF GENERATOR 110 54 56 112 55 57 175 86

SUNDAY Directional RATES: Total Trip Ends Independent Variable Range Distribution # Studies R^2 Average Low High Average Low High Enter Exit DAILY 6 -- 4.09 3.06 8.41 224 111 336 50% 50% PEAK OF GENERATOR 6 -- 0.39 0.26 1.07 224 111 336 62% 38%

TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit

\\vhb\gbl\proj\Wat-TS\13775.00 RMD Shrewsbury Rt 20\ssheets\Traffic\TripLUC 221 - Mid-Rise Gen_05012019.xlsx Residential 6/10/2019 ITE TRIP GENERATION WORKSHEET (10th Edition, Updated 2017)

LANDUSE: Shopping Center LANDUSE CODE: 820 Independent Variable --- 1,000 Sq. Feet Gross Floor Area SETTING/LOCATION: General Urban/Suburban JOB NAME: FLOOR AREA (KSF): 145.0 JOB NUMBER: Retail Only (KSF): 65.0 Supermarket (KSF): 80.0

WEEKDAY Directional RATES: Total Trip Ends Independent Variable Range Distribution # Studies R^2 Average Low High Average Low High Enter Exit DAILY 147 0.76 37.75 7.42 207.98 453 9 1,510 50% 50% AM PEAK OF GENERATOR 47 0.71 3.00 0.70 23.74 323 8 1,320 54% 46% PM PEAK OF GENERATOR 53 0.76 4.21 0.78 27.27 298 7 1,320 50% 50% AM PEAK (ADJACENT ST) 84 0.9 0.94 0.18 23.74 351 9 1,510 62% 38% PM PEAK (ADJACENT ST) 261 0.82 3.81 0.74 18.69 327 2 2,200 48% 52%

TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 5,474 2,737 2,737 7,740 3,870 3,870 AM PEAK OF GENERATOR 435 235 200 477 258 220 PM PEAK OF GENERATOR 610 305 305 737 369 369 AM PEAK (ADJACENT ST) 136 85 52 224 139 85 PM PEAK (ADJACENT ST) 552 265 287 715 343 372

SATURDAY Directional RATES: Total Trip Ends Independent Variable Range Distribution # Studies R^2 Average Low High Average Low High Enter Exit DAILY 58 0.71 46.12 13.07 167.89 602 56 1,510 50% 50% PEAK OF GENERATOR 119 0.87 4.50 1.42 15.10 416 4 1,510 52% 48%

TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 6,687 3,344 3,344 11,221 5,611 5,611 PEAK OF GENERATOR 653 339 313 830 432 398

SUNDAY Directional RATES: Total Trip Ends Independent Variable Range Distribution # Studies R^2 Average Low High Average Low High Enter Exit DAILY 30 -- 21.10 4.15 148.15 509 47 1,510 50% 50% PEAK OF GENERATOR 24 -- 2.79 0.39 12.40 382 47 1,268 49% 51%

TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 3,060 1,530 1,530 N/A N/A N/A PEAK OF GENERATOR 405 198 206 N/A N/A N/A

\\vhb\gbl\proj\Wat-TS\13775.00 RMD Shrewsbury Rt 20\ssheets\Traffic\TripLUC 820 - ShoppingGen_05012019.xlsx Center 6/10/2019 ITE TRIP GENERATION WORKSHEET (10th Edition, Updated 2017)

LANDUSE: Supermarket LANDUSE CODE: 850 Independent Variable --- 1,000 Sq. Feet Gross Floor Area SETTING/LOCATION: General Urban/Suburban JOB NAME: FLOOR AREA (KSF): 80.0 JOB NUMBER:

WEEKDAY Directional RATES: Total Trip Ends Independent Variable Range Distribution # Studies R^2 Average Low High Average Low High Enter Exit DAILY 5 0.7 106.78 68.67 170.24 34 10 55 50% 50% AM PEAK OF GENERATOR 15 0.59 6.67 2.28 12.68 45 10 150 52% 48% PM PEAK OF GENERATOR 13 0.59 7.60 4.55 18.63 51 10 150 52% 48% AM PEAK (ADJACENT ST) 14 -- 3.82 1.17 9.35 40 10 70 60% 40% PM PEAK (ADJACENT ST) 73 0.57 9.24 3.53 20.30 55 10 150 51% 49%

TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 8,542 4,271 4,271 6,884 3,442 3,442 AM PEAK OF GENERATOR 534 277 256 492 256 236 PM PEAK OF GENERATOR 608 316 292 508 264 244 AM PEAK (ADJACENT ST) 306 183 122 N/A N/A N/A PM PEAK (ADJACENT ST) 739 377 362 663 338 325

SATURDAY Directional RATES: Total Trip Ends Independent Variable Range Distribution # Studies R^2 Average Low High Average Low High Enter Exit DAILY 2 -- 177.62 168.41 190.51 27 20 35 50% 50% PEAK OF GENERATOR 43 0.66 10.34 5.59 22.61 62 10 150 51% 49%

TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 14,210 7,105 7,105 N/A N/A N/A PEAK OF GENERATOR 827 422 405 760 388 373

SUNDAY Directional RATES: Total Trip Ends Independent Variable Range Distribution # Studies R^2 Average Low High Average Low High Enter Exit DAILY 2 -- 166.47 150.59 177.81 27 20 35 50% 50% PEAK OF GENERATOR 2 -- 18.94 17.80 19.75 27 20 35 Not Available

TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 13,318 6,659 6,659 N/A N/A N/A PEAK OF GENERATOR 1,515 N/A N/A N/A N/A N/A

\\vhb\gbl\proj\Wat-TS\13775.00 RMD Shrewsbury Rt 20\ssheets\Traffic\TripLUC 850 Gen_05012019.xlsx- Supermarket 6/10/2019 (GJHPHUH&URVVLQJDW)OLQW3RQG TSL

Trip Distribution Trip Distribution - Residential

Residence Total of Workplace Cumulative Total

Route 20 Massasoit Route 122 Route 122 Lake Street Route 140 Massasoit Route 122 Route 122 Lake Street Route 140 State/U.S. Island Area/Foreign Adjustment Adjusted Percent of Cumulative (to/from Road (to/from (to/from (to/from (to/from (to/from Route 140 Route 20 Route 20 Road (to/from (to/from (to/from (to/from (to/from Route 140 Route 20 Country County MCD Count Percentage1 Count Total Total west) south) south) north) north) north) to/from south) to/from east) Total CHECK (to/from west) south) south) north) north) north) to/from south) to/from east) Total Massachusetts Worcester County Worcester city 3,945 1 3,945 23.8% 23.8% 20% 40% 40% 100% 4.8% 0.0% 0.0% 9.5% 9.5% 0.0% 0.0% 0.0% 23.8% Massachusetts Worcester County Shrewsbury town 3,665 1 3,665 22.1% 46.0% 60% 35% 5% 100% 0.0% 0.0% 0.0% 0.0% 13.3% 7.7% 0.0% 1.1% 22.1% Massachusetts Worcester County Westborough town 1,190 1 1,190 7.2% 53.2% 100% 100% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 7.2% 7.2% Massachusetts Middlesex County Marlborough city 1,145 1 1,145 6.9% 60.1% 50% 50% 100% 0.0% 0.0% 0.0% 0.0% 0.0% 3.5% 0.0% 3.5% 6.9% Massachusetts Middlesex County Framingham town 945 1 945 5.7% 65.8% 25% 75% 100% 0.0% 0.0% 1.4% 0.0% 0.0% 0.0% 0.0% 4.3% 5.7% Massachusetts Worcester County Northborough town 635 1 635 3.8% 69.6% 50% 50% 100% 0.0% 0.0% 0.0% 0.0% 0.0% 1.9% 0.0% 1.9% 3.8% Massachusetts Suffolk County Boston city 565 1 565 3.4% 73.0% 75% 25% 100% 0.0% 0.0% 2.6% 0.0% 0.0% 0.0% 0.0% 0.9% 3.4% Massachusetts Worcester County Southborough town 485 1 485 2.9% 76.0% 100% 100% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 2.9% 2.9% Massachusetts Middlesex County Hopkinton town 270 1 270 1.6% 77.6% 25% 75% 100% 0.0% 0.0% 0.4% 0.0% 0.0% 0.0% 0.0% 1.2% 1.6% Massachusetts Middlesex County Waltham city 240 1 240 1.4% 79.0% 50% 50% 100% 0.0% 0.0% 0.7% 0.0% 0.0% 0.0% 0.0% 0.7% 1.4% Massachusetts Middlesex County Cambridge city 230 1 230 1.4% 80.4% 50% 50% 100% 0.0% 0.0% 0.7% 0.0% 0.0% 0.0% 0.0% 0.7% 1.4% Massachusetts Middlesex County Hudson town 215 1 215 1.3% 81.7% 50% 50% 100% 0.0% 0.0% 0.0% 0.0% 0.0% 0.6% 0.0% 0.6% 1.3% Massachusetts Middlesex County Natick town 210 1 210 1.3% 83.0% 25% 75% 100% 0.0% 0.0% 0.3% 0.0% 0.0% 0.0% 0.0% 1.0% 1.3% Massachusetts Worcester County Boylston town 175 1 175 1.1% 84.1% 100% 100% 0.0% 0.0% 0.0% 0.0% 0.0% 1.1% 0.0% 0.0% 1.1% Massachusetts Middlesex County Newton city 170 1 170 1.0% 85.1% 75% 25% 100% 0.0% 0.0% 0.8% 0.0% 0.0% 0.0% 0.0% 0.3% 1.0% Massachusetts Worcester County Charlton town 170 1 170 1.0% 86.1% 100% 100% 1.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 1.0% Massachusetts Middlesex County Lexington town 160 1 160 1.0% 87.1% 75% 25% 100% 0.0% 0.0% 0.7% 0.0% 0.0% 0.0% 0.0% 0.2% 1.0% Massachusetts Worcester County Auburn town 145 1 145 0.9% 87.9% 50% 50% 100% 0.4% 0.0% 0.4% 0.0% 0.0% 0.0% 0.0% 0.0% 0.9% Massachusetts Worcester County Webster town 145 1 145 0.9% 88.8% 100% 100% 0.9% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.9% Massachusetts Middlesex County Acton town 140 1 140 0.8% 89.7% 80% 20% 100% 0.0% 0.0% 0.0% 0.0% 0.0% 0.7% 0.0% 0.2% 0.8% Massachusetts Worcester County Millbury town 140 1 140 0.8% 90.5% 25% 50% 25% 100% 0.2% 0.4% 0.2% 0.0% 0.0% 0.0% 0.0% 0.0% 0.8% Massachusetts Worcester County West Boylston town 140 1 140 0.8% 91.4% 20% 80% 100% 0.0% 0.0% 0.0% 0.0% 0.2% 0.7% 0.0% 0.0% 0.8% Massachusetts Worcester County Grafton town 135 1 135 0.8% 92.2% 100% 100% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.8% 0.0% 0.8% Massachusetts Worcester County Milford town 115 1 115 0.7% 92.9% 33% 34% 33% 100% 0.0% 0.0% 0.2% 0.0% 0.0% 0.0% 0.2% 0.2% 0.7% Massachusetts Worcester County Clinton town 110 1 110 0.7% 93.5% 100% 100% 0.0% 0.0% 0.0% 0.0% 0.0% 0.7% 0.0% 0.0% 0.7% Massachusetts Worcester County Barre town 100 1 100 0.6% 94.1% 50% 50% 100% 0.0% 0.0% 0.0% 0.3% 0.3% 0.0% 0.0% 0.0% 0.6% Massachusetts Worcester County Harvard town 100 1 100 0.6% 94.7% 50% 50% 100% 0.0% 0.0% 0.0% 0.0% 0.0% 0.3% 0.0% 0.3% 0.6% Massachusetts Worcester County Southbridge Town city 100 1 100 0.6% 95.3% 25% 75% 100% 0.2% 0.0% 0.5% 0.0% 0.0% 0.0% 0.0% 0.0% 0.6% Massachusetts Worcester County Oxford town 95 1 95 0.6% 95.9% 100% 100% 0.6% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.6% Massachusetts Norfolk County Wellesley town 75 1 75 0.5% 96.4% 50% 50% 100% 0.0% 0.0% 0.2% 0.0% 0.0% 0.0% 0.0% 0.2% 0.5% Massachusetts Norfolk County Westwood town 75 1 75 0.5% 96.8% 50% 50% 100% 0.0%0.0%0.2%0.0%0.0%0.0%0.0%0.2%0.5% Massachusetts Worcester County Berlin town 75 1 75 0.5% 97.3% 50% 50% 100% 0.0% 0.0% 0.0% 0.0% 0.0% 0.2% 0.0% 0.2% 0.5% Massachusetts Norfolk County Franklin Town city 70 1 70 0.4% 97.7% 50% 50% 100% 0.0% 0.0% 0.2% 0.0% 0.0% 0.0% 0.0% 0.2% 0.4% Massachusetts Middlesex County Littleton town 65 1 65 0.4% 98.1% 100% 100% 0.0% 0.0% 0.0% 0.0% 0.0% 0.4% 0.0% 0.0% 0.4% Massachusetts Middlesex County Lowell city 65 1 65 0.4% 98.5% 100% 100% 0.0% 0.0% 0.0% 0.0% 0.0% 0.4% 0.0% 0.0% 0.4% Massachusetts Middlesex County Sudbury town 65 1 65 0.4% 98.9% 33% 34% 33% 100% 0.0% 0.0% 0.1% 0.0% 0.0% 0.1% 0.0% 0.1% 0.4% Massachusetts Worcester County Dudley town 65 1 65 0.4% 99.3% 100% 100% 0.4% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.4% Massachusetts Essex County Andover town 60 1 60 0.4% 99.6% 50% 50% 100% 0.0% 0.0% 0.0% 0.0% 0.0% 0.2% 0.0% 0.2% 0.4% Massachusetts Hampden County Springfield city 60 1 60 0.4% 100.0% 100% 100% 0.0% 0.0% 0.4% 0.0% 0.0% 0.0% 0.0% 0.0% 0.4%

Totals 16,555 16,555 100.0% 8.4% 0.4% 10.1% 9.8% 23.3% 18.5% 1.1% 28.4% 100.0% 8.0% 0.0% 10.0% 10.0% 23.0% 19.0% 1.0% 29.0% 100.0% 1 Adjustments were made to some communities based on the likelihood that people who work in those communities would opt to live closer to their place of employment or closer to transit opportunities.

18 12

8 6

12 6

Village at Grafton Woods Weekday AM Peak Hour 16 11

21 14

11 14

Village at Grafton Woods Weekday PM Peak Hour Tighe&Bond

Section 6 Transportation – Traffic Generation

The Project proposes to construct a mixed-use development with approximately 316 rental units and approximately 23,300 GSF of retail space. In addition, the Project proposes to construct a multi-story parking garage and surface parking on site that will include approximately 608 total parking spaces. Both of the parking structures are currently in design; final parking counts are estimated.

Access to the Project Site will be provided via three full-access unsignalized driveways: one on the east side of Pine Street/Centech Boulevard, opposite Centennial Drive, a second on the east side of Pine Street approximately 350 feet south of Centennial Drive, and a third access point on Green Street approximately 300 feet north of Centech Boulevard/Pine Street.

Pedestrian and vehicular safety considerations have been considered during development of the Project. Internal pedestrian walkways have been included in the site layout to provide safe access pathways connecting key areas of the development. Crosswalks have been located across the main entrance drive and across Pine Street to route pedestrians from the residential building to the MBTA station.

Early discussion and consultation with the Massachusetts Department of Transportation (MassDOT) resulted in a study area including four area intersections, as provided in Table 6-1 below.

TABLE 6-1 Study Area Intersections 1 Route 20 (Hartford Turnpike) at Centech Boulevard/ Cherry Street 2 Centech Boulevard/ Pine Street at Green Street 3 Pine Street/ Centech Boulevard at Centennial Drive 4 Route 30 (Westboro Road) at Pine Street

Village at Grafton Woods, Grafton, MA – Environmental Notification Form 6-1 Tighe&Bond

Turning movement counts (TMC) and automatic traffic recorder (ATR) counts were collected in December 2020 in order to develop a baseline for adjustments before any future potential winter COVID-19 shutdowns affected traffic volumes further. In addition, MassDOT District 3 has provided TMC data collected on September 14, 2016 for the intersection of Route 20 at Centech Boulevard for the weekday morning and afternoon peak periods. It was anticipated that a growth factor would be applied to these volumes to develop 2020 volumes. However, volumes collected in December 2020 were found to be higher than the 2016 traffic volumes.

The average daily traffic on Centech Boulevard was collected in December 2020 and compared to historical average daily traffic volume data available on the MassDOT Transportation Data Management System. The comparison shows significantly lower average daily traffic as compared to average annual daily traffic (AADT) collected since 2016 just south of Route 20 by MassDOT. Because of this, it is assumed that 2019 represents a typical average daily traffic. Average daily traffic volumes from 2016 to 2020 are shown in Table 6-2 below:

TABLE 6-2 Historical Average Daily Traffic Year Average Daily Traffic (vpd) 2016 4,556 2017 4,633 2018 4,647 2019 4,492 2020 2,528* *Collected on December 3, 2020 during the COVID-19 pandemic

6.1 Traffic Generation Threshold and Impacts Site generated traffic volumes were estimated using the Institute of Transportation Engineers (ITE) Trip Generation, 10th Edition, 2017. Land Use 221 – Multifamily Housing (Mid-Rise) and Land Use 820 – Shopping Center were used to estimate traffic for the development.

The nearby MBTA Commuter Rail Line is expected to provide a primary option for residents who would like to utilize alternative travel modes for their commute and is considered an integral component of the development. Based on the proximity and the residential nature of the site and surrounding area, a ten percent alternative travel mode (walking, biking, and transit) credit is applied to the site trip generation.

In addition to the alternative travel modes credit, mixed-use developments typically generate trips between the uses on the site and shared trips, also known as internal capture. The internal capture rate was estimated to be 3% percent during the morning peak hour and 17% during the afternoon peak hour based on the ITE Trip Generation Handbook, 3rd Edition, 2017, and National Cooperative Highway Research Program (NCHRP) Report 684 internal capture calculation spreadsheet. As detailed in the Trip Generation Handbook, internal capture was not applied to the Saturday midday peak period due to no data being available.

Village at Grafton Woods, Grafton, MA – Environmental Notification Form 6-2 Tighe&Bond

Pass-by trips, or vehicles already on the roadway adjacent to the site, were not incorporated into the trip generation estimates due to the low amount of peak hour traffic volumes on Centech Boulevard, Pine Street, and Green Street.

Based on the ITE data and the above mentioned credits, the proposed development is expected to generate approximately 118 trips (38 entering, 80 exiting) during the weekday morning peak hour; 246 trips (138 entering, 108 exiting) during the weekday afternoon peak hour; and 301 trips (153 entering, 148 exiting) during the Saturday midday peak hour.

The site is expected to generate approximately 2,340 total trips during a typical weekday and include approximately 608 parking spaces. These trip generation and parking estimates exceed the following thresholds outlined in Section 11.03(6)(b)(13,14,15) of the MEPA Regulations:

. Generation of 2,000 or more new ADT on roadways providing access to a single location (Development is approaching and may exceed this threshold as design progresses) . Generation of 1,000 or more new ADT on roadways providing access to a single location and construction of 150 or more new parking spaces . Construction of 300 or more new parking spaces at a single location

It is expected that there will not be any proposed improvements to state roads required as a result of the site generated traffic, however there may be potential improvements to local roads in the vicinity of the site. Potential mitigation on local roads will be determined during a formal traffic study conducted in consultation with the Grafton Planning Board.

6.2 Consistency with Plans and Policies The Central Massachusetts Regional Planning Commission (CMRPC) published the 2020 Long Range Transportation Plan (Mobility2040). The plan outlines multi-modal transportation needs in the region, funding opportunities, and initiatives for the next 20 years. According to the plan, increased investment in MBTA service and facilities aimed at increasing the number of trips, improving scheduling, and upgrading existing infrastructure are major commuter rail goals. The proximity of the development to the MBTA station aims to encourage commuter rail ridership among residents of the new apartments while reducing single occupancy vehicle trips.

In addition, improving pedestrian mobility in the region is a goal of the Mobility2040 plan. This is addressed as part of the project by providing a new sidewalk along the east side of Pine Street and a marked crosswalk across Pine Street, just south of Centennial Drive to connect to the existing sidewalk on the west side of Pine Street. The sidewalk and crosswalk will provide a key link between the proposed development and the MBTA rail station. These planned pedestrian improvements also comply with the 2019 Massachusetts Pedestrian Transportation Plan by improving safety and connectivity to the MBTA station.

Village at Grafton Woods, Grafton, MA – Environmental Notification Form 6-3 Reassigned Route Percentage Distribution Percentage Route 30 Route 30 Route 20 Route 20 Route 140 Route 9 Original Route Distribution a East West East West North West Total Route 122 South 10% 10% 10% Route 20 West 8% 4% 4% 8% Route 122 North 10% 5% 5% 10% Rotue 140 South 1% 1% 1% Route 20 East 29% 14% 15% 29% Route 140 North 19% 19% 19% Lake Street North 23% 6% 17% 23% TOTAL 100% 14% 20% 15% 9% 25% 17% 100% a From Edgemere Cross ENF, June 17, 2019 for residential trip distribution.

Greenman-Pedersen, Inc. Page 1 of 1 Trip Distribution Assumptions.xlsx TRAFFIC IMPACT AND ACCESS STUDY Proposed Distribution Center – Shrewsbury, Massachusetts

TRIP-GENERATION CALCULATIONS

Use Size Units Land Use Description 280,000 SF LUC 150 Warehouse 29,300 SF LUC 710 Office 309,300 TOTAL

Warehouse FULL BUILD-OUT CONDITION Employee Trips Office Trips Warehouse Office Truck Time Period / Direction (LUC 150) (LUC 710) Total Trips Trips Building A Building B Building A Building B Campus Weekday Daily Entering 244 143 387 73 112 59 37 24 82 Exiting 244 143 387 73 112 59 37 24 82 Total 488 286 774 146 224 118 74 48 164

Weekday AM Peak Hour Entering 45 29 74 14 20 11 7 5 17 Exiting 14 5 19 4 7 3 1 1 3 Total 59 34 93 18 27 14 8 6 20

Weekday PM Peak Hour Entering 16 5 21 5 7 4 1 1 3 Exiting 45 29 74 14 20 11 7 5 17 Total 61 34 95 19 27 15 8 6 20

Greenman-Pedersen, Inc. Page 1 of 3 20312_Volume Projections.xlsx Institute of Transportation Engineers (ITE) Land Use Code (LUC) 150 - Warehousing General Urban/Suburban Average Vehicle Trips Ends vs: 1000 Sq. Feet Gross Floor Area Independent Variable (X): 280.000

AVERAGE WEEKDAY DAILY T = 1.58 * (X) + 45.54 T = 1.58 * 280.000 + 45.54 T = 487.94 T = 488 vehicle trips with 50% ( 244vpd) entering and 50% ( 244 vpd) exiting.

WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC T = 0.12* (X) + 25.32 T = 0.12 * 280.000 + 25.32 T = 58.92 T = 59 vehicle trips with 77% (45 vph) entering and 23% ( 14 vph) exiting.

WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T = 0.12* (X) + 27.82 T = 0.12 * 280.000 + 27.82 T = 61.42 T = 61 vehicle trips with 27% (16 vph) entering and 73% ( 45 vph) exiting.

Greenman-Pedersen, Inc. Page 2 of 3 20312_Volume Projections.xlsx Institute of Transportation Engineers (ITE) Land Use Code (LUC) 710 - General Office Building General Urban/Suburban Average Vehicle Trips Ends vs: 1000 Sq. Feet Gross Floor Area Independent Variable (X): 29.300

AVERAGE WEEKDAY DAILY T = 9.74 * (X) T = 9.74 * 29.300 T = 285.38 T = 286 vehicle trips with 50% ( 143vpd) entering and 50% ( 143 vpd) exiting.

WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC T = 1.16 * (X) T = 1.16 * 29.300 T = 33.99 T = 34 vehicle trips with 86% (29 vph) entering and 14% ( 5 vph) exiting.

WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T = 1.15 * (X) T = 1.15 * 29.300 T = 33.70 T = 34 vehicle trips with 16% (5 vph) entering and 84% ( 29 vph) exiting.

Greenman-Pedersen, Inc. Page 3 of 3 20312_Volume Projections.xlsx

TRAFFIC IMPACT AND ACCESS STUDY Proposed Distribution Center – Shrewsbury, Massachusetts

TRIP DISTRIBUTION DATA

Journey to Work - Town of Shrewsbury (Census 2011-2015) Entering / Exiting Entering / Exiting From East From East From West From West From North From North From South From South From East From East From West From West From North From North From South From South Workplace State-County-MCD U.S. Route U.S. Route South Centech U.S. U.S. Route South Centech Route 9 Route 9 Route 140 Route 140 Route 9 Route 9 Route 140 Route 140 Residence State-County-MCD Name Name Count 20 20 Street Boulevard Route 20 20 Street Boulevard Massachusetts Shrewsbury town Shrewsbury town Worcester Co. MA 3,398 24.70% 29.60% 20% 25% 25% 10% 10% 10% 0.0 0.0 679.6 849.5 849.5 339.8 339.8 339.8 Massachusetts Worcester city Shrewsbury town Worcester Co. MA 2,707 19.67% 23.58% 30% 30% 20% 20% 0.0 0.0 812.1 812.1 541.4 541.4 0.0 0.0 Massachusetts Grafton town Shrewsbury town Worcester Co. MA 481 3.50% 4.19% 70% 30% 0.0 0.0 0.0 0.0 0.0 0.0 336.7 144.3 Massachusetts Auburn town Shrewsbury town Worcester Co. MA 408 2.97% 3.55% 50% 50% 0.0 0.0 204.0 204.0 0.0 0.0 0.0 0.0 Massachusetts Oxford town Shrewsbury town Worcester Co. MA 391 2.84% 3.41% 60% 40% 0.0 0.0 234.6 156.4 0.0 0.0 0.0 0.0 Massachusetts Holden town Shrewsbury town Worcester Co. MA 340 2.47% 2.96% 100% 0.0 0.0 0.0 0.0 0.0 340.0 0.0 0.0 Massachusetts Leicester town Shrewsbury town Worcester Co. MA 324 2.35% 2.82% 50% 50% 0.0 0.0 162.0 162.0 0.0 0.0 0.0 0.0 Massachusetts Northborough town Shrewsbury town Worcester Co. MA 260 1.89% 2.26% 60% 40% 156.0 104.0 0.0 0.0 0.0 0.0 0.0 0.0 Massachusetts Millbury town Shrewsbury town Worcester Co. MA 222 1.61% 1.93% 100% 0.0 0.0 222.0 0.0 0.0 0.0 0.0 0.0 Massachusetts Leominster city Shrewsbury town Worcester Co. MA 221 1.61% 1.92% 100% 0.0 0.0 0.0 0.0 0.0 221.0 0.0 0.0 Massachusetts Sutton town Shrewsbury town Worcester Co. MA 217 1.58% 1.89% 60% 40% 0.0 0.0 130.2 0.0 0.0 0.0 0.0 86.8 Massachusetts Dudley town Shrewsbury town Worcester Co. MA 202 1.47% 1.76% 100% 0.0 0.0 202.0 0.0 0.0 0.0 0.0 0.0 Massachusetts Northbridge town Shrewsbury town Worcester Co. MA 189 1.37% 1.65% 10% 50% 40% 0.0 0.0 18.9 0.0 94.5 0.0 0.0 75.6 Massachusetts Westborough town Shrewsbury town Worcester Co. MA 184 1.34% 1.60% 80% 20% 0.0 147.2 36.8 0.0 0.0 0.0 0.0 0.0 Massachusetts West Boylston town Shrewsbury town Worcester Co. MA 156 1.13% 1.36% 100% 0.0 0.0 0.0 0.0 0.0 156.0 0.0 0.0 Massachusetts Hudson town Shrewsbury town Worcester Co. MA 139 1.01% 1.21% 100% 139.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Massachusetts Marlborough city Shrewsbury town Worcester Co. MA 127 0.92% 1.11% 50% 50% 63.5 63.5 0.0 0.0 0.0 0.0 0.0 0.0 Massachusetts Webster town Shrewsbury town Worcester Co. MA 125 0.91% 1.09% 100% 0.0 0.0 125.0 0.0 0.0 0.0 0.0 0.0 Massachusetts Sterling town Shrewsbury town Worcester Co. MA 114 0.83% 0.99% 100% 0.0 0.0 0.0 0.0 0.0 114.0 0.0 0.0 Massachusetts Rutland town Shrewsbury town Worcester Co. MA 112 0.81% 0.98% 100% 0.0 0.0 0.0 0.0 0.0 112.0 0.0 0.0 Massachusetts Milford town Shrewsbury town Worcester Co. MA 108 0.78% 0.94% 50% 50% 0.0 54.0 54.0 0.0 0.0 0.0 0.0 0.0 Massachusetts Winchendon town Shrewsbury town Worcester Co. MA 108 0.78% 0.94% 40% 60% 0.0 43.2 0.0 0.0 0.0 64.8 0.0 0.0 Massachusetts Spencer town Shrewsbury town Worcester Co. MA 99 0.72% 0.86% 100% 0.0 0.0 99.0 0.0 0.0 0.0 0.0 0.0 Massachusetts Fitchburg city Shrewsbury town Worcester Co. MA 89 0.65% 0.78% 100% 0.0 0.0 0.0 0.0 0.0 89.0 0.0 0.0 Massachusetts Southbridge Town city Shrewsbury town Worcester Co. MA 82 0.60% 0.71% 100% 0.0 0.0 82.0 0.0 0.0 0.0 0.0 0.0 Massachusetts Uxbridge town Shrewsbury town Worcester Co. MA 80 0.58% 0.70% 100% 0.0 0.0 80.0 0.0 0.0 0.0 0.0 0.0 Connecticut Thompson town Shrewsbury town Worcester Co. MA 79 0.57% 0.69% 100% 0.0 0.0 79.0 0.0 0.0 0.0 0.0 0.0 Massachusetts Charlton town Shrewsbury town Worcester Co. MA 78 0.57% 0.68% 70% 30% 0.0 0.0 54.6 0.0 0.0 23.4 0.0 0.0 Massachusetts Sturbridge town Shrewsbury town Worcester Co. MA 78 0.57% 0.68% 100% 0.0 0.0 78.0 0.0 0.0 0.0 0.0 0.0 Massachusetts Westminster town Shrewsbury town Worcester Co. MA 74 0.54% 0.64% 100% 0.0 0.0 0.0 0.0 0.0 74.0 0.0 0.0 Massachusetts Bellingham town Shrewsbury town Worcester Co. MA 73 0.53% 0.64% 70% 30% 0.0 51.1 21.9 0.0 0.0 0.0 0.0 0.0 Massachusetts Clinton town Shrewsbury town Worcester Co. MA 73 0.53% 0.64% 40% 60% 29.2 0.0 0.0 0.0 0.0 43.8 0.0 0.0 Massachusetts Franklin Town city Shrewsbury town Worcester Co. MA 72 0.52% 0.63% 60% 40% 0.0 43.2 28.8 0.0 0.0 0.0 0.0 0.0 Maryland Shrewsbury town Worcester Co. MA 71 0.52% 0.62% 100% 0.0 0.0 71.0 0.0 0.0 0.0 0.0 0.0 13,759 83.44% 387.7 506.2 3475.5 2184.0 1485.4 2119.2 676.5 646.5 11,481 100.00% 3.4% 4.4% 30.3% 19.0% 12.9% 18.5% 5.9% 5.6% SAY: 5% 5% 30% 20% 10% 20% 5% 5%

Greenman-Pedersen, Inc. Page 1 of 1 20312_Journey to Work.xlsx TRAFFIC IMPACT AND ACCESS STUDY Proposed Distribution Center – Shrewsbury, Massachusetts

CAPACITY AND QUEUE ANALYSIS WORKSHEETS

Lanes, Volumes, Timings 2021 Existing 1: South Street & Route 9 Timing Plan: Weekday AM

Lane Group EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 10 74 1252 146 100 66 923 156 126 95 44 430 Future Volume (vph) 10 74 1252 146 100 66 923 156 126 95 44 430 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 10 10 10 12 Storage Length (ft) 150 0 425 550 100 0 200 Storage Lanes 1 0 1 1 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.95 Frt 0.984 0.850 0.953 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 0 1657 3400 0 0 1665 3355 1561 1652 1624 0 1681 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 0 1657 3400 0 0 1665 3355 1561 1652 1624 0 1681 Right Turn on Red No Yes Yes Satd. Flow (RTOR) 158 11 Link Speed (mph) 45 45 35 Link Distance (ft) 1531 1868 1418 Travel Time (s) 23.2 28.3 27.6 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles (%) 0% 6% 1% 1% 2% 9% 4% 0% 2% 5% 2% 2% Shared Lane Traffic (%) 36% Turn Type Prot Prot NA Prot Prot NA pt+ov Split NA Split Protected Phases 5 5 2 1 1 6 6 3 4 4 3 Permitted Phases Detector Phase 5 5 2 1 1 6 6 3 4 4 3 Switch Phase Minimum Initial (s) 8.0 8.0 20.0 8.0 8.0 20.0 8.0 8.0 8.0 Minimum Split (s) 13.0 13.0 27.0 13.0 13.0 27.0 14.0 14.0 14.0 Total Split (s) 30.0 30.0 72.0 30.0 30.0 72.0 36.0 36.0 36.0 Total Split (%) 17.2% 17.2% 41.4% 17.2% 17.2% 41.4% 20.7% 20.7% 20.7% Maximum Green (s) 25.0 25.0 65.0 25.0 25.0 65.0 30.0 30.0 30.0 Yellow Time (s) 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 1.0 1.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 7.0 5.0 7.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lead Lead Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.5 2.0 2.0 2.5 3.0 3.0 3.0 Recall Mode None None Min None None Min None None None Intersection Summary Area Type: Other Cycle Length: 174 Actuated Cycle Length: 155.9 Natural Cycle: 90 Control Type: Actuated-Uncoordinated

Splits and Phases: 1: South Street & Route 9

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 1 Lanes, Volumes, Timings 2021 Existing 1: South Street & Route 9 Timing Plan: Weekday AM

Lane Group SBT SBR Lane Configurations Traffic Volume (vph) 128 67 Future Volume (vph) 128 67 Ideal Flow (vphpl) 1900 1900 Lane Width (ft) 12 12 Storage Length (ft) 0 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 0.95 1.00 Frt 0.850 Flt Protected 0.973 Satd. Flow (prot) 1722 1538 Flt Permitted 0.973 Satd. Flow (perm) 1722 1538 Right Turn on Red No Satd. Flow (RTOR) Link Speed (mph) 35 Link Distance (ft) 906 Travel Time (s) 17.6 Peak Hour Factor 0.99 0.99 Heavy Vehicles (%) 2% 5% Shared Lane Traffic (%) Turn Type NA Prot Protected Phases 3 3 Permitted Phases Detector Phase 3 3 Switch Phase Minimum Initial (s) 8.0 8.0 Minimum Split (s) 14.0 14.0 Total Split (s) 36.0 36.0 Total Split (%) 20.7% 20.7% Maximum Green (s) 30.0 30.0 Yellow Time (s) 4.0 4.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 6.0 6.0 Lead/Lag Lead Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 Recall Mode None None Intersection Summary

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 2 Queues 2021 Existing 1: South Street & Route 9 Timing Plan: Weekday AM

Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 85 1412 168 932 158 127 140 278 285 68 v/c Ratio 0.63 0.99 0.81 0.60 0.14 0.68 0.72 0.89 0.89 0.24 Control Delay 91.7 66.7 95.7 34.5 1.8 84.9 82.6 90.7 90.2 59.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 91.7 66.7 95.7 34.5 1.8 84.9 82.6 90.7 90.2 59.0 Queue Length 50th (ft) 86 ~766 170 370 0 127 130 294 303 60 Queue Length 95th (ft) 154 #1063 269 514 29 207 215 #523 #533 118 Internal Link Dist (ft) 1451 1788 1338 826 Turn Bay Length (ft) 150 425 550 100 200 Base Capacity (vph) 267 1425 268 1551 1132 319 322 325 333 297 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 0.99 0.63 0.60 0.14 0.40 0.43 0.86 0.86 0.23 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.

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 3 HCM Signalized Intersection Capacity Analysis 2021 Existing 1: South Street & Route 9 Timing Plan: Weekday AM

Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 10 74 1252 146 100 66 923 156 126 95 44 430 Future Volume (vph) 10 74 1252 146 100 66 923 156 126 95 44 430 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 11 10 10 10 12 Total Lost time (s) 5.0 7.0 5.0 7.0 7.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 0.95 Frt 1.00 0.98 1.00 1.00 0.85 1.00 0.95 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1657 3401 1665 3355 1561 1652 1624 1681 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1657 3401 1665 3355 1561 1652 1624 1681 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 10 75 1265 147 101 67 932 158 127 96 44 434 RTOR Reduction (vph) 0 0 0 0 0 0 0 48 0 10 0 0 Lane Group Flow (vph) 0 85 1412 0 0 168 932 110 127 130 0 278 Heavy Vehicles (%) 0% 6% 1% 1% 2% 9% 4% 0% 2% 5% 2% 2% Turn Type Prot Prot NA Prot Prot NA pt+ov Split NA Split Protected Phases 5 5 2 1 1 6 6 3 4 4 3 Permitted Phases Actuated Green, G (s) 12.7 65.4 19.4 72.1 108.3 17.8 17.8 29.2 Effective Green, g (s) 12.7 65.4 19.4 72.1 108.3 17.8 17.8 29.2 Actuated g/C Ratio 0.08 0.42 0.12 0.46 0.70 0.11 0.11 0.19 Clearance Time (s) 5.0 7.0 5.0 7.0 6.0 6.0 6.0 Vehicle Extension (s) 2.0 2.5 2.0 2.5 3.0 3.0 3.0 Lane Grp Cap (vph) 135 1427 207 1552 1085 188 185 315 v/s Ratio Prot 0.05 c0.42 c0.10 0.28 0.07 0.08 c0.08 0.17 v/s Ratio Perm v/c Ratio 0.63 0.99 0.81 0.60 0.10 0.68 0.70 0.88 Uniform Delay, d1 69.3 44.9 66.4 31.1 7.8 66.2 66.5 61.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.5 21.1 20.0 0.6 0.0 9.2 11.5 23.9 Delay (s) 75.7 65.9 86.4 31.7 7.8 75.5 78.0 85.5 Level of Service EE FCAEE F Approach Delay (s) 66.5 36.0 76.8 Approach LOS E D E Intersection Summary HCM 2000 Control Delay 59.4 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.90 Actuated Cycle Length (s) 155.8 Sum of lost time (s) 24.0 Intersection Capacity Utilization 91.4% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 4 HCM Signalized Intersection Capacity Analysis 2021 Existing 1: South Street & Route 9 Timing Plan: Weekday AM

Movement SBT SBR Lane Configurations Traffic Volume (vph) 128 67 Future Volume (vph) 128 67 Ideal Flow (vphpl) 1900 1900 Lane Width 12 12 Total Lost time (s) 6.0 6.0 Lane Util. Factor 0.95 1.00 Frt 1.00 0.85 Flt Protected 0.97 1.00 Satd. Flow (prot) 1722 1538 Flt Permitted 0.97 1.00 Satd. Flow (perm) 1722 1538 Peak-hour factor, PHF 0.99 0.99 Adj. Flow (vph) 129 68 RTOR Reduction (vph) 0 0 Lane Group Flow (vph) 285 68 Heavy Vehicles (%) 2% 5% Turn Type NA Prot Protected Phases 3 3 Permitted Phases Actuated Green, G (s) 29.2 29.2 Effective Green, g (s) 29.2 29.2 Actuated g/C Ratio 0.19 0.19 Clearance Time (s) 6.0 6.0 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 322 288 v/s Ratio Prot c0.17 0.04 v/s Ratio Perm v/c Ratio 0.89 0.24 Uniform Delay, d1 61.7 53.8 Progression Factor 1.00 1.00 Incremental Delay, d2 23.8 0.4 Delay (s) 85.5 54.2 Level of Service FD Approach Delay (s) 82.1 Approach LOS F Intersection Summary

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 5 Lanes, Volumes, Timings 2021 Existing 2: South Street & Charles River Dwy/UMass Dwy Timing Plan: Weekday AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 0 1 0 0 11 21 213 13 131 183 41 Future Volume (vph) 5 0 1 0 0 11 21 213 13 131 183 41 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 13 13 13 16 16 16 10 11 11 10 11 11 Storage Length (ft) 0 0 0 0 150 0 120 0 Storage Lanes 1 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.865 0.991 0.973 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot) 1865 1669 0 0 1709 0 1685 1746 0 1652 1685 0 Flt Permitted 0.950 0.950 0.950 Satd. Flow (perm) 1865 1669 0 0 1709 0 1685 1746 0 1652 1685 0 Link Speed (mph) 20 20 35 35 Link Distance (ft) 448 418 1590 1418 Travel Time (s) 15.3 14.3 31.0 27.6 Confl. Peds. (#/hr) 2 2 1 1 2 1 1 2 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 0% 0% 0% 0% 0% 9% 0% 4% 8% 2% 7% 2% Shared Lane Traffic (%) Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 6 HCM Unsignalized Intersection Capacity Analysis 2021 Existing 2: South Street & Charles River Dwy/UMass Dwy Timing Plan: Weekday AM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 5 0 1 0 0 11 21 213 13 131 183 41 Future Volume (Veh/h) 5 0 1 0 0 11 21 213 13 131 183 41 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 6 0 1 0 0 12 24 239 15 147 206 46 Pedestrians 2 1 2 2 Lane Width (ft) 13.0 16.0 10.5 10.5 Walking Speed (ft/s) 3.5 3.5 3.5 3.5 Percent Blockage 0 0 0 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 826 828 233 798 844 250 254 255 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 826 828 233 798 844 250 254 255 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.3 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.4 2.2 2.2 p0 queue free % 98 100 100 100 100 98 98 89 cM capacity (veh/h) 259 268 808 274 263 770 1320 1308 Direction, Lane # EB 1 EB 2 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 6 1 12 24 254 147 252 Volume Left 6 0 0 24 0 147 0 Volume Right 0 1 12 0 15 0 46 cSH 259 808 770 1320 1700 1308 1700 Volume to Capacity 0.02 0.00 0.02 0.02 0.15 0.11 0.15 Queue Length 95th (ft) 2 0 1 1 0 9 0 Control Delay (s) 19.2 9.5 9.7 7.8 0.0 8.1 0.0 Lane LOS CAAA A Approach Delay (s) 17.8 9.7 0.7 3.0 Approach LOS C A Intersection Summary Average Delay 2.3 Intersection Capacity Utilization 34.1% ICU Level of Service A Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 7 Lanes, Volumes, Timings 2021 Existing 4: Green Street/South Street & US Route 20 Timing Plan: Weekday AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 244 1050 3 3 387 238 7 24 10 117 8 78 Future Volume (vph) 244 1050 3 3 387 238 7 24 10 117 8 78 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 16 16 16 Storage Length (ft) 200 0 0 0 0 0 0 0 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.943 0.968 0.948 Flt Protected 0.950 0.992 0.972 Satd. Flow (prot) 1752 1758 0 0 3097 0 0 1742 0 0 1846 0 Flt Permitted 0.950 0.951 0.960 0.798 Satd. Flow (perm) 1752 1758 0 0 2945 0 0 1685 0 0 1516 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 195 10 24 Link Speed (mph) 50 50 25 35 Link Distance (ft) 1348 945 916 1070 Travel Time (s) 18.4 12.9 25.0 20.8 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 3% 8% 33% 33% 14% 3% 0% 4% 10% 4% 25% 11% Shared Lane Traffic (%) Turn Type Prot NA Perm NA Perm NA Perm NA Protected Phases 5 2 6 8 4 Permitted Phases 6 8 4 Detector Phase 5 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 7.0 25.0 25.0 25.0 8.0 8.0 8.0 8.0 Minimum Split (s) 11.0 30.0 30.0 30.0 12.0 12.0 12.0 12.0 Total Split (s) 18.0 88.0 70.0 70.0 24.0 24.0 24.0 24.0 Total Split (%) 16.1% 78.6% 62.5% 62.5% 21.4% 21.4% 21.4% 21.4% Maximum Green (s) 15.0 83.0 65.0 65.0 20.0 20.0 20.0 20.0 Yellow Time (s) 3.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 All-Red Time (s) 0.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.0 5.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 2.0 3.0 3.0 3.0 2.0 2.0 2.0 2.0 Recall Mode None Min Min Min None None None None Intersection Summary Area Type: Other Cycle Length: 112 Actuated Cycle Length: 83.8 Natural Cycle: 60 Control Type: Actuated-Uncoordinated

Splits and Phases: 4: Green Street/South Street & US Route 20

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 8 Queues 2021 Existing 4: Green Street/South Street & US Route 20 Timing Plan: Weekday AM

Lane Group EBL EBT WBT NBT SBT Lane Group Flow (vph) 252 1085 647 42 209 v/c Ratio 0.75 0.86 0.42 0.14 0.75 Control Delay 53.5 18.3 9.7 29.5 49.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 53.5 18.3 9.7 29.5 49.5 Queue Length 50th (ft) 120 345 69 13 87 Queue Length 95th (ft) #364 698 117 52 #233 Internal Link Dist (ft) 1268 865 836 990 Turn Bay Length (ft) 200 Base Capacity (vph) 334 1595 2405 436 403 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.75 0.68 0.27 0.10 0.52 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 9 HCM Signalized Intersection Capacity Analysis 2021 Existing 4: Green Street/South Street & US Route 20 Timing Plan: Weekday AM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 244 1050 3 3 387 238 7 24 10 117 8 78 Future Volume (vph) 244 1050 3 3 387 238 7 24 10 117 8 78 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 12 12 16 16 16 Total Lost time (s) 3.0 5.0 5.0 4.0 4.0 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 Frt 1.00 1.00 0.94 0.97 0.95 Flt Protected 0.95 1.00 1.00 0.99 0.97 Satd. Flow (prot) 1752 1757 3097 1741 1846 Flt Permitted 0.95 1.00 0.95 0.96 0.80 Satd. Flow (perm) 1752 1757 2947 1684 1515 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 252 1082 3 3 399 245 7 25 10 121 8 80 RTOR Reduction (vph) 0 0 0 0 99 0 0 8 0 0 20 0 Lane Group Flow (vph) 252 1085 0 0 548 0 0 34 0 0 189 0 Heavy Vehicles (%) 3% 8% 33% 33% 14% 3% 0% 4% 10% 4% 25% 11% Turn Type Prot NA Perm NA Perm NA Perm NA Protected Phases 5 2 6 8 4 Permitted Phases 6 8 4 Actuated Green, G (s) 16.0 59.8 40.8 14.4 14.4 Effective Green, g (s) 16.0 59.8 40.8 14.4 14.4 Actuated g/C Ratio 0.19 0.72 0.49 0.17 0.17 Clearance Time (s) 3.0 5.0 5.0 4.0 4.0 Vehicle Extension (s) 2.0 3.0 3.0 2.0 2.0 Lane Grp Cap (vph) 336 1262 1445 291 262 v/s Ratio Prot 0.14 c0.62 v/s Ratio Perm 0.19 0.02 c0.12 v/c Ratio 0.75 0.86 0.38 0.12 0.72 Uniform Delay, d1 31.7 8.6 13.3 29.0 32.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.1 6.1 0.2 0.1 8.0 Delay (s) 39.8 14.7 13.4 29.1 40.6 Level of Service DB B C D Approach Delay (s) 19.4 13.4 29.1 40.6 Approach LOS B B C D Intersection Summary HCM 2000 Control Delay 19.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 83.2 Sum of lost time (s) 12.0 Intersection Capacity Utilization 106.3% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 10 Lanes, Volumes, Timings 2021 Existing 6: Centech Boulevard/Cherry Street & US Route 20 Timing Plan: Weekday AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 25 1029 147 60 337 16 114 64 139 44 114 23 Future Volume (vph) 25 1029 147 60 337 16 114 64 139 44 114 23 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 Storage Length (ft) 180 365 305 0 0 350 0 50 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.981 0.993 0.850 0.850 Flt Protected 0.950 0.950 0.969 0.986 Satd. Flow (prot) 1283 3184 0 1586 1620 0 0 1676 1546 0 1721 1334 Flt Permitted 0.524 0.144 0.648 0.825 Satd. Flow (perm) 708 3184 0 240 1620 0 0 1121 1546 0 1440 1334 Right Turn on Red Yes Yes No No Satd. Flow (RTOR) 22 4 Link Speed (mph) 50 50 40 25 Link Distance (ft) 1051 1034 882 706 Travel Time (s) 14.3 14.1 15.0 19.3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 36% 7% 11% 10% 12% 25% 8% 3% 1% 11% 3% 17% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Perm NA pt+ov Perm NA pt+ov Protected Phases 5 2 1 6 8 8 1 4 4 5 Permitted Phases 2 6 8 4 Detector Phase 5 2 1 6 8 8 8 1 4 4 4 5 Switch Phase Minimum Initial (s) 4.0 12.0 4.0 12.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 18.0 9.0 18.0 9.5 9.5 9.5 9.5 Total Split (s) 13.0 86.0 21.0 94.0 24.0 24.0 24.0 24.0 Total Split (%) 9.9% 65.6% 16.0% 71.8% 18.3% 18.3% 18.3% 18.3% Maximum Green (s) 8.0 80.0 16.0 88.0 18.5 18.5 18.5 18.5 Yellow Time (s) 3.0 4.0 3.0 4.0 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 6.0 5.0 6.0 5.5 5.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 8.0 5.0 3.0 5.0 3.0 3.0 3.0 3.0 Recall Mode None Min None Min None None None None Intersection Summary Area Type: Other Cycle Length: 131 Actuated Cycle Length: 88.6 Natural Cycle: 60 Control Type: Actuated-Uncoordinated

Splits and Phases: 6: Centech Boulevard/Cherry Street & US Route 20

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 11 Queues 2021 Existing 6: Centech Boulevard/Cherry Street & US Route 20 Timing Plan: Weekday AM

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group Flow (vph) 26 1213 62 363 184 143 163 24 v/c Ratio 0.05 0.72 0.25 0.39 0.78 0.27 0.53 0.05 Control Delay 4.8 18.3 7.2 12.5 59.3 25.5 41.7 23.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.8 18.3 7.2 12.5 59.3 25.5 41.7 23.6 Queue Length 50th (ft) 4 250 10 119 97 56 81 9 Queue Length 95th (ft) 12 325 21 179 #263 131 #187 32 Internal Link Dist (ft) 971 954 802 626 Turn Bay Length (ft) 180 305 350 50 Base Capacity (vph) 496 2870 407 1543 237 700 305 482 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 0.05 0.42 0.15 0.24 0.78 0.20 0.53 0.05 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 12 HCM Signalized Intersection Capacity Analysis 2021 Existing 6: Centech Boulevard/Cherry Street & US Route 20 Timing Plan: Weekday AM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 25 1029 147 60 337 16 114 64 139 44 114 23 Future Volume (vph) 25 1029 147 60 337 16 114 64 139 44 114 23 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time (s) 5.0 6.0 5.0 6.0 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.99 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.97 1.00 0.99 1.00 Satd. Flow (prot) 1283 3185 1586 1621 1676 1546 1722 1334 Flt Permitted 0.52 1.00 0.14 1.00 0.65 1.00 0.82 1.00 Satd. Flow (perm) 708 3185 240 1621 1121 1546 1440 1334 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 26 1061 152 62 347 16 118 66 143 45 118 24 RTOR Reduction (vph) 0 10 0 0 2 0 0 0 0 0 0 0 Lane Group Flow (vph) 26 1203 0 62 361 0 0 184 143 0 163 24 Heavy Vehicles (%) 36% 7% 11% 10% 12% 25% 8% 3% 1% 11% 3% 17% Turn Type pm+pt NA pm+pt NA Perm NA pt+ov Perm NA pt+ov Protected Phases 5 2 1 6 8 8 1 4 4 5 Permitted Phases 2 6 8 4 Actuated Green, G (s) 53.2 48.7 57.6 50.9 18.8 31.0 18.8 28.8 Effective Green, g (s) 53.2 48.7 57.6 50.9 18.8 31.0 18.8 28.8 Actuated g/C Ratio 0.59 0.54 0.64 0.56 0.21 0.34 0.21 0.32 Clearance Time (s) 5.0 6.0 5.0 6.0 5.5 5.5 Vehicle Extension (s) 8.0 5.0 3.0 5.0 3.0 3.0 Lane Grp Cap (vph) 443 1710 251 909 232 528 298 423 v/s Ratio Prot 0.00 c0.38 0.02 0.22 c0.09 0.02 v/s Ratio Perm 0.03 0.14 c0.16 0.11 v/c Ratio 0.06 0.70 0.25 0.40 0.79 0.27 0.55 0.06 Uniform Delay, d1 7.9 15.6 8.7 11.2 34.1 21.7 32.1 21.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 1.7 0.5 0.6 16.8 0.3 2.1 0.1 Delay (s) 8.2 17.3 9.2 11.8 50.9 21.9 34.2 21.6 Level of Service AB AB DC CC Approach Delay (s) 17.1 11.5 38.2 32.6 Approach LOS B B D C Intersection Summary HCM 2000 Control Delay 20.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 90.7 Sum of lost time (s) 16.5 Intersection Capacity Utilization 66.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 13 Lanes, Volumes, Timings 2021 Existing 7: Route 140 & Route 9 WB Connector Timing Plan: Weekday AM

Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 18 49 169 701 387 69 Future Volume (vph) 18 49 169 701 387 69 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 10 12 11 11 Storage Length (ft) 0 100 175 100 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1677 1727 1652 1792 1766 1394 Flt Permitted 0.950 0.356 Satd. Flow (perm) 1677 1727 619 1792 1766 1394 Right Turn on Red Yes Yes Satd. Flow (RTOR) 53 75 Link Speed (mph) 30 40 40 Link Distance (ft) 934 1773 530 Travel Time (s) 21.2 30.2 9.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 22% 6% 2% 6% 4% 12% Shared Lane Traffic (%) Turn Type Prot Perm pm+pt NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 4 2 6 Detector Phase 4 4 5 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 4.0 14.0 14.0 14.0 Minimum Split (s) 10.0 10.0 8.0 20.0 18.0 18.0 Total Split (s) 15.0 15.0 12.0 39.0 27.0 27.0 Total Split (%) 27.8% 27.8% 22.2% 72.2% 50.0% 50.0% Maximum Green (s) 11.0 11.0 8.0 33.0 23.0 23.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 3.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 6.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 2.6 2.6 2.6 2.6 2.6 2.6 Recall Mode None None None None None None Intersection Summary Area Type: Other Cycle Length: 54 Actuated Cycle Length: 36.3 Natural Cycle: 40 Control Type: Actuated-Uncoordinated

Splits and Phases: 7: Route 140 & Route 9 WB Connector

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 14 Queues 2021 Existing 7: Route 140 & Route 9 WB Connector Timing Plan: Weekday AM

Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 20 53 184 762 421 75 v/c Ratio 0.06 0.14 0.28 0.55 0.44 0.09 Control Delay 18.0 8.1 3.5 6.1 10.7 3.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.0 8.1 3.5 6.1 10.7 3.0 Queue Length 50th (ft) 4 0 12 92 75 0 Queue Length 95th (ft) 20 23 27 190 147 16 Internal Link Dist (ft) 854 1693 450 Turn Bay Length (ft) 100 175 100 Base Capacity (vph) 567 619 709 1522 1195 968 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.09 0.26 0.50 0.35 0.08 Intersection Summary

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 15 HCM Signalized Intersection Capacity Analysis 2021 Existing 7: Route 140 & Route 9 WB Connector Timing Plan: Weekday AM

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 18 49 169 701 387 69 Future Volume (vph) 18 49 169 701 387 69 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 16 16 10 12 11 11 Total Lost time (s) 4.0 4.0 4.0 6.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1677 1727 1652 1792 1766 1394 Flt Permitted 0.95 1.00 0.36 1.00 1.00 1.00 Satd. Flow (perm) 1677 1727 618 1792 1766 1394 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 20 53 184 762 421 75 RTOR Reduction (vph) 0 49 0 0 0 40 Lane Group Flow (vph) 20 4 184 762 421 35 Heavy Vehicles (%) 22% 6% 2% 6% 4% 12% Turn Type Prot Perm pm+pt NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 4 2 6 Actuated Green, G (s) 3.2 3.2 25.6 25.6 18.2 18.2 Effective Green, g (s) 3.2 3.2 25.6 25.6 18.2 18.2 Actuated g/C Ratio 0.08 0.08 0.66 0.66 0.47 0.47 Clearance Time (s) 4.0 4.0 4.0 6.0 4.0 4.0 Vehicle Extension (s) 2.6 2.6 2.6 2.6 2.6 2.6 Lane Grp Cap (vph) 138 142 551 1182 828 653 v/s Ratio Prot c0.01 0.05 c0.43 0.24 v/s Ratio Perm 0.00 0.17 0.03 v/c Ratio 0.14 0.03 0.33 0.64 0.51 0.05 Uniform Delay, d1 16.5 16.4 3.2 3.9 7.2 5.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.1 0.3 1.1 0.4 0.0 Delay (s) 16.9 16.4 3.4 5.0 7.6 5.6 Level of Service BBAAAA Approach Delay (s) 16.6 4.7 7.3 Approach LOS B AA Intersection Summary HCM 2000 Control Delay 6.1 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length (s) 38.8 Sum of lost time (s) 12.0 Intersection Capacity Utilization 50.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 16 Lanes, Volumes, Timings 2021 Existing 8: Route 140 & Route 9 EB Connector Timing Plan: Weekday AM

Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 89 78 92 801 348 83 Future Volume (vph) 89 78 92 801 348 83 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.937 0.974 Flt Protected 0.974 0.995 Satd. Flow (prot) 1817 0 0 1793 1759 0 Flt Permitted 0.974 0.995 Satd. Flow (perm) 1817 0 0 1793 1759 0 Link Speed (mph) 30 40 40 Link Distance (ft) 307 639 1773 Travel Time (s) 7.0 10.9 30.2 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 10% 6% 9% 5% 5% 6% Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 17 HCM Unsignalized Intersection Capacity Analysis 2021 Existing 8: Route 140 & Route 9 EB Connector Timing Plan: Weekday AM

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 89 78 92 801 348 83 Future Volume (Veh/h) 89 78 92 801 348 83 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 98 86 101 880 382 91 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1510 428 473 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1510 428 473 tC, single (s) 6.5 6.3 4.2 tC, 2 stage (s) tF (s) 3.6 3.4 2.3 p0 queue free % 15 86 90 cM capacity (veh/h) 115 619 1053 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 184 981 473 Volume Left 98 101 0 Volume Right 86 0 91 cSH 186 1053 1700 Volume to Capacity 0.99 0.10 0.28 Queue Length 95th (ft) 205 8 0 Control Delay (s) 115.6 2.5 0.0 Lane LOS FA Approach Delay (s) 115.6 2.5 0.0 Approach LOS F Intersection Summary Average Delay 14.5 Intersection Capacity Utilization 90.3% ICU Level of Service E Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 18 Lanes, Volumes, Timings 2021 Existing 9: Route 9 WB & Route 9 WB Connector Timing Plan: Weekday AM

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 0 1162 51 0 191 Future Volume (vph) 0 0 1162 51 0 191 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 50 0 0 Storage Lanes 0 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00 Frt 0.994 0.865 Flt Protected Satd. Flow (prot) 0 0 3480 0 0 1565 Flt Permitted Satd. Flow (perm) 0 0 3480 0 0 1565 Link Speed (mph) 45 45 30 Link Distance (ft) 652 775 934 Travel Time (s) 9.9 11.7 21.2 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 0% 0% 3% 6% 0% 5% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 19 HCM Unsignalized Intersection Capacity Analysis 2021 Existing 9: Route 9 WB & Route 9 WB Connector Timing Plan: Weekday AM

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 0 1162 51 0 191 Future Volume (Veh/h) 0 0 1162 51 0 191 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 0 1236 54 0 203 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1236 1263 645 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1236 1263 645 tC, single (s) 4.1 6.8 7.0 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 50 cM capacity (veh/h) 571 164 408 Direction, Lane # WB 1 WB 2 SB 1 Volume Total 824 466 203 Volume Left 0 0 0 Volume Right 0 54 203 cSH 1700 1700 408 Volume to Capacity 0.48 0.27 0.50 Queue Length 95th (ft) 0 0 67 Control Delay (s) 0.0 0.0 22.3 Lane LOS C Approach Delay (s) 0.0 22.3 Approach LOS C Intersection Summary Average Delay 3.0 Intersection Capacity Utilization 52.2% ICU Level of Service A Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 20 Lanes, Volumes, Timings 2021 Existing 10: Grafton Street & Route 9 EB Timing Plan: Weekday AM

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1446 147 0 0 0 218 Future Volume (vph) 1446 147 0 0 0 218 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 16 16 Storage Length (ft) 250 0 0 0 Storage Lanes 0 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.986 0.865 Flt Protected Satd. Flow (prot) 3458 0 0 0 0 1791 Flt Permitted Satd. Flow (perm) 3458 0 0 0 0 1791 Link Speed (mph) 45 45 30 Link Distance (ft) 930 837 551 Travel Time (s) 14.1 12.7 12.5 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 2% 12% 0% 0% 0% 4% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 21 HCM Unsignalized Intersection Capacity Analysis 2021 Existing 10: Grafton Street & Route 9 EB Timing Plan: Weekday AM

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1446 147 0 0 0 218 Future Volume (Veh/h) 1446 147 0 0 0 218 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 1538 156 0 0 0 232 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1694 1616 847 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1694 1616 847 tC, single (s) 4.1 6.8 7.0 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 23 cM capacity (veh/h) 382 96 301 Direction, Lane # EB 1 EB 2 NB 1 Volume Total 1025 669 232 Volume Left 0 0 0 Volume Right 0 156 232 cSH 1700 1700 301 Volume to Capacity 0.60 0.39 0.77 Queue Length 95th (ft) 0 0 149 Control Delay (s) 0.0 0.0 47.8 Lane LOS E Approach Delay (s) 0.0 47.8 Approach LOS E Intersection Summary Average Delay 5.8 Intersection Capacity Utilization 64.8% ICU Level of Service C Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 22 Lanes, Volumes, Timings 2021 Existing 1: South Street & Route 9 Timing Plan: Weekday PM

Lane Group EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 20 134 1011 110 66 46 1300 274 263 192 32 242 Future Volume (vph) 20 134 1011 110 66 46 1300 274 263 192 32 242 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 10 10 10 12 Storage Length (ft) 150 0 425 550 100 0 200 Storage Lanes 1 0 1 1 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.95 Frt 0.985 0.850 0.979 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 0 1730 3403 0 0 1711 3455 1546 1668 1714 0 1681 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 0 1730 3403 0 0 1711 3455 1546 1668 1714 0 1681 Right Turn on Red No Yes Yes Satd. Flow (RTOR) 277 4 Link Speed (mph) 45 45 35 Link Distance (ft) 1531 1868 1418 Travel Time (s) 23.2 28.3 27.6 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles (%) 0% 1% 1% 1% 2% 2% 1% 1% 1% 1% 3% 2% Shared Lane Traffic (%) 25% Turn Type Prot Prot NA Prot Prot NA pt+ov Split NA Split Protected Phases 5 5 2 1 1 6 6 3 4 4 3 Permitted Phases Detector Phase 5 5 2 1 1 6 6 3 4 4 3 Switch Phase Minimum Initial (s) 8.0 8.0 20.0 8.0 8.0 20.0 8.0 8.0 8.0 Minimum Split (s) 13.0 13.0 27.0 13.0 13.0 27.0 14.0 14.0 14.0 Total Split (s) 30.0 30.0 72.0 30.0 30.0 72.0 36.0 36.0 36.0 Total Split (%) 17.2% 17.2% 41.4% 17.2% 17.2% 41.4% 20.7% 20.7% 20.7% Maximum Green (s) 25.0 25.0 65.0 25.0 25.0 65.0 30.0 30.0 30.0 Yellow Time (s) 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 1.0 1.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 7.0 5.0 7.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lead Lead Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.5 2.0 2.0 2.5 3.0 3.0 3.0 Recall Mode None None Min None None Min None None None Intersection Summary Area Type: Other Cycle Length: 174 Actuated Cycle Length: 159.9 Natural Cycle: 90 Control Type: Actuated-Uncoordinated

Splits and Phases: 1: South Street & Route 9

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 1 Lanes, Volumes, Timings 2021 Existing 1: South Street & Route 9 Timing Plan: Weekday PM

Lane Group SBT SBR Lane Configurations Traffic Volume (vph) 126 144 Future Volume (vph) 126 144 Ideal Flow (vphpl) 1900 1900 Lane Width (ft) 12 12 Storage Length (ft) 0 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 0.95 1.00 Frt 0.850 Flt Protected 0.984 Satd. Flow (prot) 1765 1599 Flt Permitted 0.984 Satd. Flow (perm) 1765 1599 Right Turn on Red No Satd. Flow (RTOR) Link Speed (mph) 35 Link Distance (ft) 906 Travel Time (s) 17.6 Peak Hour Factor 0.99 0.99 Heavy Vehicles (%) 0% 1% Shared Lane Traffic (%) Turn Type NA Prot Protected Phases 3 3 Permitted Phases Detector Phase 3 3 Switch Phase Minimum Initial (s) 8.0 8.0 Minimum Split (s) 14.0 14.0 Total Split (s) 36.0 36.0 Total Split (%) 20.7% 20.7% Maximum Green (s) 30.0 30.0 Yellow Time (s) 4.0 4.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 6.0 6.0 Lead/Lag Lead Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 Recall Mode None None Intersection Summary

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 2 Queues 2021 Existing 1: South Street & Route 9 Timing Plan: Weekday PM

Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 155 1132 113 1313 277 266 226 183 188 145 v/c Ratio 0.78 0.77 0.71 0.93 0.27 0.89 0.73 0.75 0.73 0.62 Control Delay 96.2 45.2 94.9 57.9 2.3 95.4 77.0 85.3 83.0 77.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 96.2 45.2 94.9 57.9 2.3 95.4 77.0 85.3 83.0 77.2 Queue Length 50th (ft) 163 544 119 709 0 278 225 197 203 146 Queue Length 95th (ft) 254 719 196 #970 42 #485 #361 304 310 234 Internal Link Dist (ft) 1451 1788 1338 826 Turn Bay Length (ft) 150 425 550 100 200 Base Capacity (vph) 272 1464 269 1414 1084 315 327 317 333 302 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 0.57 0.77 0.42 0.93 0.26 0.84 0.69 0.58 0.56 0.48 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 3 HCM Signalized Intersection Capacity Analysis 2021 Existing 1: South Street & Route 9 Timing Plan: Weekday PM

Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 20 134 1011 110 66 46 1300 274 263 192 32 242 Future Volume (vph) 20 134 1011 110 66 46 1300 274 263 192 32 242 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 11 10 10 10 12 Total Lost time (s) 5.0 7.0 5.0 7.0 7.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 0.95 Frt 1.00 0.99 1.00 1.00 0.85 1.00 0.98 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1730 3404 1711 3455 1546 1668 1714 1681 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1730 3404 1711 3455 1546 1668 1714 1681 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 20 135 1021 111 67 46 1313 277 266 194 32 244 RTOR Reduction (vph) 0 0 0 0 0 0 0 111 0 3 0 0 Lane Group Flow (vph) 0 155 1132 0 0 113 1313 166 266 223 0 183 Heavy Vehicles (%) 0% 1% 1% 1% 2% 2% 1% 1% 1% 1% 3% 2% Turn Type Prot Prot NA Prot Prot NA pt+ov Split NA Split Protected Phases 5 5 2 1 1 6 6 3 4 4 3 Permitted Phases Actuated Green, G (s) 18.3 68.8 15.0 65.5 95.8 28.6 28.6 23.3 Effective Green, g (s) 18.3 68.8 15.0 65.5 95.8 28.6 28.6 23.3 Actuated g/C Ratio 0.11 0.43 0.09 0.41 0.60 0.18 0.18 0.15 Clearance Time (s) 5.0 7.0 5.0 7.0 6.0 6.0 6.0 Vehicle Extension (s) 2.0 2.5 2.0 2.5 3.0 3.0 3.0 Lane Grp Cap (vph) 198 1466 160 1417 927 298 306 245 v/s Ratio Prot c0.09 c0.33 0.07 c0.38 0.11 c0.16 0.13 c0.11 v/s Ratio Perm v/c Ratio 0.78 0.77 0.71 0.93 0.18 0.89 0.73 0.75 Uniform Delay, d1 68.8 38.8 70.2 44.8 14.3 64.0 61.9 65.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 16.8 2.5 11.0 10.6 0.1 26.7 8.4 11.7 Delay (s) 85.5 41.3 81.2 55.4 14.4 90.7 70.2 77.1 Level of Service FD FEBFE E Approach Delay (s) 46.6 50.4 81.3 Approach LOS D D F Intersection Summary HCM 2000 Control Delay 56.1 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 159.7 Sum of lost time (s) 24.0 Intersection Capacity Utilization 89.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 4 HCM Signalized Intersection Capacity Analysis 2021 Existing 1: South Street & Route 9 Timing Plan: Weekday PM

Movement SBT SBR Lane Configurations Traffic Volume (vph) 126 144 Future Volume (vph) 126 144 Ideal Flow (vphpl) 1900 1900 Lane Width 12 12 Total Lost time (s) 6.0 6.0 Lane Util. Factor 0.95 1.00 Frt 1.00 0.85 Flt Protected 0.98 1.00 Satd. Flow (prot) 1765 1599 Flt Permitted 0.98 1.00 Satd. Flow (perm) 1765 1599 Peak-hour factor, PHF 0.99 0.99 Adj. Flow (vph) 127 145 RTOR Reduction (vph) 0 0 Lane Group Flow (vph) 188 145 Heavy Vehicles (%) 0% 1% Turn Type NA Prot Protected Phases 3 3 Permitted Phases Actuated Green, G (s) 23.3 23.3 Effective Green, g (s) 23.3 23.3 Actuated g/C Ratio 0.15 0.15 Clearance Time (s) 6.0 6.0 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 257 233 v/s Ratio Prot 0.11 0.09 v/s Ratio Perm v/c Ratio 0.73 0.62 Uniform Delay, d1 65.2 64.1 Progression Factor 1.00 1.00 Incremental Delay, d2 10.2 5.1 Delay (s) 75.4 69.2 Level of Service EE Approach Delay (s) 74.3 Approach LOS E Intersection Summary

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 5 Lanes, Volumes, Timings 2021 Existing 2: South Street & Charles River Dwy/UMass Dwy Timing Plan: Weekday PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 1 21 30 0 204 0 214 5 7 213 1 Future Volume (vph) 4 1 21 30 0 204 0 214 5 7 213 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 13 13 13 16 16 16 10 11 11 10 11 11 Storage Length (ft) 0 0 0 0 150 0 120 0 Storage Lanes 1 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.856 0.882 0.996 0.999 Flt Protected 0.950 0.994 0.950 Satd. Flow (prot) 1865 1681 0 0 1888 0 1773 1794 0 1685 1817 0 Flt Permitted 0.950 0.994 0.950 Satd. Flow (perm) 1865 1681 0 0 1888 0 1773 1794 0 1685 1817 0 Link Speed (mph) 20 20 35 35 Link Distance (ft) 448 418 1590 1418 Travel Time (s) 15.3 14.3 31.0 27.6 Confl. Peds. (#/hr) 1 1 1 1 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 2% 0% 0% 1% 0% Shared Lane Traffic (%) Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 6 HCM Unsignalized Intersection Capacity Analysis 2021 Existing 2: South Street & Charles River Dwy/UMass Dwy Timing Plan: Weekday PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 4 1 21 30 0 204 0 214 5 7 213 1 Future Volume (Veh/h) 4 1 21 30 0 204 0 214 5 7 213 1 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Hourly flow rate (vph) 5 1 24 34 0 234 0 246 6 8 245 1 Pedestrians 1 1 1 Lane Width (ft) 13.0 16.0 10.5 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 0 0 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 744 516 246 536 513 251 247 253 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 744 516 246 536 513 251 247 253 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 98 100 97 92 100 70 100 99 cM capacity (veh/h) 233 462 796 441 464 791 1329 1322 Direction, Lane # EB 1 EB 2 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 5 25 268 0 252 8 246 Volume Left 5 0 34 0 0 8 0 Volume Right 0 24 234 0 6 0 1 cSH 233 774 719 1700 1700 1322 1700 Volume to Capacity 0.02 0.03 0.37 0.00 0.15 0.01 0.14 Queue Length 95th (ft) 2 3 43 0 0 0 0 Control Delay (s) 20.8 9.8 13.0 0.0 0.0 7.7 0.0 Lane LOS CAB A Approach Delay (s) 11.6 13.0 0.0 0.2 Approach LOS B B Intersection Summary Average Delay 4.8 Intersection Capacity Utilization 39.3% ICU Level of Service A Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 7 Lanes, Volumes, Timings 2021 Existing 4: Green Street/South Street & US Route 20 Timing Plan: Weekday PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 90 667 3 13 892 158 0 10 8 162 29 206 Future Volume (vph) 90 667 3 13 892 158 0 10 8 162 29 206 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 16 16 16 Storage Length (ft) 200 0 0 0 0 0 0 0 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 0.978 0.940 0.930 Flt Protected 0.950 0.999 0.980 Satd. Flow (prot) 1752 1791 0 0 3435 0 0 1786 0 0 1955 0 Flt Permitted 0.950 0.945 0.859 Satd. Flow (perm) 1752 1791 0 0 3250 0 0 1786 0 0 1713 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 30 8 42 Link Speed (mph) 50 50 25 35 Link Distance (ft) 1348 945 916 1070 Travel Time (s) 18.4 12.9 25.0 20.8 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 3% 6% 0% 0% 3% 1% 0% 0% 0% 1% 0% 0% Shared Lane Traffic (%) Turn Type Prot NA Perm NA NA Perm NA Protected Phases 5 2 6 8 4 Permitted Phases 6 8 4 Detector Phase 5 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 7.0 25.0 25.0 25.0 8.0 8.0 8.0 8.0 Minimum Split (s) 11.0 30.0 30.0 30.0 12.0 12.0 12.0 12.0 Total Split (s) 18.0 88.0 70.0 70.0 24.0 24.0 24.0 24.0 Total Split (%) 16.1% 78.6% 62.5% 62.5% 21.4% 21.4% 21.4% 21.4% Maximum Green (s) 15.0 83.0 65.0 65.0 20.0 20.0 20.0 20.0 Yellow Time (s) 3.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 All-Red Time (s) 0.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.0 5.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 2.0 3.0 3.0 3.0 2.0 2.0 2.0 2.0 Recall Mode None Min Min Min None None None None Intersection Summary Area Type: Other Cycle Length: 112 Actuated Cycle Length: 71.8 Natural Cycle: 60 Control Type: Actuated-Uncoordinated

Splits and Phases: 4: Green Street/South Street & US Route 20

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 8 Queues 2021 Existing 4: Green Street/South Street & US Route 20 Timing Plan: Weekday PM

Lane Group EBL EBT WBT NBT SBT Lane Group Flow (vph) 93 691 1096 18 409 v/c Ratio 0.43 0.66 0.73 0.03 0.79 Control Delay 38.8 12.9 19.3 18.7 37.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 38.8 12.9 19.3 18.7 37.3 Queue Length 50th (ft) 39 180 201 3 151 Queue Length 95th (ft) 95 270 296 22 #401 Internal Link Dist (ft) 1268 865 836 990 Turn Bay Length (ft) 200 Base Capacity (vph) 376 1764 2899 517 520 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.25 0.39 0.38 0.03 0.79 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 9 HCM Signalized Intersection Capacity Analysis 2021 Existing 4: Green Street/South Street & US Route 20 Timing Plan: Weekday PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 90 667 3 13 892 158 0 10 8 162 29 206 Future Volume (vph) 90 667 3 13 892 158 0 10 8 162 29 206 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 12 12 16 16 16 Total Lost time (s) 3.0 5.0 5.0 4.0 4.0 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 Frt 1.00 1.00 0.98 0.94 0.93 Flt Protected 0.95 1.00 1.00 1.00 0.98 Satd. Flow (prot) 1752 1792 3436 1786 1955 Flt Permitted 0.95 1.00 0.95 1.00 0.86 Satd. Flow (perm) 1752 1792 3250 1786 1713 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 93 688 3 13 920 163 0 10 8 167 30 212 RTOR Reduction (vph) 0 0 0 0 16 0 0 6 0 0 30 0 Lane Group Flow (vph) 93 691 0 0 1080 0 0 12 0 0 379 0 Heavy Vehicles (%) 3% 6% 0% 0% 3% 1% 0% 0% 0% 1% 0% 0% Turn Type Prot NA Perm NA NA Perm NA Protected Phases 5 2 6 8 4 Permitted Phases 6 8 4 Actuated Green, G (s) 7.0 42.6 32.6 20.6 20.6 Effective Green, g (s) 7.0 42.6 32.6 20.6 20.6 Actuated g/C Ratio 0.10 0.59 0.45 0.29 0.29 Clearance Time (s) 3.0 5.0 5.0 4.0 4.0 Vehicle Extension (s) 2.0 3.0 3.0 2.0 2.0 Lane Grp Cap (vph) 169 1057 1467 509 488 v/s Ratio Prot 0.05 c0.39 0.01 v/s Ratio Perm c0.33 c0.22 v/c Ratio 0.55 0.65 0.74 0.02 0.78 Uniform Delay, d1 31.1 9.9 16.3 18.6 23.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.2 1.5 2.0 0.0 7.0 Delay (s) 33.3 11.3 18.2 18.6 30.6 Level of Service CB B B C Approach Delay (s) 13.9 18.2 18.6 30.6 Approach LOS B B B C Intersection Summary HCM 2000 Control Delay 19.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 72.2 Sum of lost time (s) 12.0 Intersection Capacity Utilization 106.8% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 10 Lanes, Volumes, Timings 2021 Existing 6: Centech Boulevard/Cherry Street & US Route 20 Timing Plan: Weekday PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 26 506 85 140 901 47 173 85 100 43 60 21 Future Volume (vph) 26 506 85 140 901 47 173 85 100 43 60 21 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 Storage Length (ft) 180 365 305 0 0 350 0 50 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.978 0.993 0.850 0.850 Flt Protected 0.950 0.950 0.968 0.979 Satd. Flow (prot) 1419 3255 0 1728 1755 0 0 1726 1546 0 1783 1561 Flt Permitted 0.110 0.391 0.735 0.418 Satd. Flow (perm) 164 3255 0 711 1755 0 0 1310 1546 0 761 1561 Right Turn on Red Yes Yes No No Satd. Flow (RTOR) 28 4 Link Speed (mph) 50 50 40 25 Link Distance (ft) 1051 1034 882 706 Travel Time (s) 14.3 14.1 15.0 19.3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 23% 5% 4% 1% 4% 2% 4% 1% 1% 2% 0% 0% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Perm NA pt+ov Perm NA pt+ov Protected Phases 5 2 1 6 8 8 1 4 4 5 Permitted Phases 2 6 8 4 Detector Phase 5 2 1 6 8 8 8 1 4 4 4 5 Switch Phase Minimum Initial (s) 4.0 12.0 4.0 12.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 18.0 9.0 18.0 9.5 9.5 9.5 9.5 Total Split (s) 21.0 86.0 21.0 86.0 22.0 22.0 22.0 22.0 Total Split (%) 16.3% 66.7% 16.3% 66.7% 17.1% 17.1% 17.1% 17.1% Maximum Green (s) 16.0 80.0 16.0 80.0 16.5 16.5 16.5 16.5 Yellow Time (s) 3.0 4.0 3.0 4.0 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 6.0 5.0 6.0 5.5 5.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 8.0 5.0 3.0 5.0 3.0 3.0 3.0 3.0 Recall Mode None Min None Min None None None None Intersection Summary Area Type: Other Cycle Length: 129 Actuated Cycle Length: 102.6 Natural Cycle: 90 Control Type: Actuated-Uncoordinated

Splits and Phases: 6: Centech Boulevard/Cherry Street & US Route 20

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 11 Queues 2021 Existing 6: Centech Boulevard/Cherry Street & US Route 20 Timing Plan: Weekday PM

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group Flow (vph) 27 603 143 967 264 102 105 21 v/c Ratio 0.10 0.32 0.26 0.89 1.16 0.21 0.80 0.04 Control Delay 3.8 10.0 5.2 29.5 150.8 36.8 88.1 32.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.8 10.0 5.2 29.5 150.8 36.8 88.1 32.8 Queue Length 50th (ft) 4 89 23 584 ~281 64 ~83 12 Queue Length 95th (ft) 10 121 37 #900 #480 121 #217 34 Internal Link Dist (ft) 971 954 802 626 Turn Bay Length (ft) 180 305 350 50 Base Capacity (vph) 329 2611 672 1380 228 613 132 619 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 0.08 0.23 0.21 0.70 1.16 0.17 0.80 0.03 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.

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 12 HCM Signalized Intersection Capacity Analysis 2021 Existing 6: Centech Boulevard/Cherry Street & US Route 20 Timing Plan: Weekday PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 26 506 85 140 901 47 173 85 100 43 60 21 Future Volume (vph) 26 506 85 140 901 47 173 85 100 43 60 21 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time (s) 5.0 6.0 5.0 6.0 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.99 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.97 1.00 0.98 1.00 Satd. Flow (prot) 1419 3256 1728 1755 1725 1546 1784 1561 Flt Permitted 0.11 1.00 0.39 1.00 0.73 1.00 0.42 1.00 Satd. Flow (perm) 164 3256 711 1755 1310 1546 761 1561 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 27 516 87 143 919 48 177 87 102 44 61 21 RTOR Reduction (vph) 0 11 0 0 2 0 0 0 0 0 0 0 Lane Group Flow (vph) 27 592 0 143 965 0 0 264 102 0 105 21 Heavy Vehicles (%) 23% 5% 4% 1% 4% 2% 4% 1% 1% 2% 0% 0% Turn Type pm+pt NA pm+pt NA Perm NA pt+ov Perm NA pt+ov Protected Phases 5 2 1 6 8 8 1 4 4 5 Permitted Phases 2 6 8 4 Actuated Green, G (s) 67.9 61.4 71.5 63.2 17.9 31.7 17.9 29.9 Effective Green, g (s) 67.9 61.4 71.5 63.2 17.9 31.7 17.9 29.9 Actuated g/C Ratio 0.65 0.59 0.69 0.61 0.17 0.30 0.17 0.29 Clearance Time (s) 5.0 6.0 5.0 6.0 5.5 5.5 Vehicle Extension (s) 8.0 5.0 3.0 5.0 3.0 3.0 Lane Grp Cap (vph) 185 1920 569 1065 225 470 130 448 v/s Ratio Prot 0.01 0.18 0.02 c0.55 c0.07 0.01 v/s Ratio Perm 0.09 0.15 c0.20 0.14 v/c Ratio 0.15 0.31 0.25 0.91 1.17 0.22 0.81 0.05 Uniform Delay, d1 14.4 10.7 5.7 17.9 43.1 27.0 41.4 26.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.2 0.2 11.6 114.8 0.2 29.5 0.0 Delay (s) 16.0 10.9 5.9 29.4 157.9 27.2 70.9 26.8 Level of Service BB AC FC EC Approach Delay (s) 11.1 26.4 121.5 63.6 Approach LOS B C F E Intersection Summary HCM 2000 Control Delay 39.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.92 Actuated Cycle Length (s) 104.1 Sum of lost time (s) 16.5 Intersection Capacity Utilization 88.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 13 Lanes, Volumes, Timings 2021 Existing 7: Route 140 & Route 9 WB Connector Timing Plan: Weekday PM

Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 128 279 178 489 617 69 Future Volume (vph) 128 279 178 489 617 69 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 10 12 11 11 Storage Length (ft) 0 100 175 100 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 2006 1812 1652 1827 1749 1516 Flt Permitted 0.950 0.162 Satd. Flow (perm) 2006 1812 282 1827 1749 1516 Right Turn on Red Yes Yes Satd. Flow (RTOR) 300 65 Link Speed (mph) 30 40 40 Link Distance (ft) 934 1773 530 Travel Time (s) 21.2 30.2 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 1% 2% 4% 5% 3% Shared Lane Traffic (%) Turn Type Prot Perm pm+pt NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 4 2 6 Detector Phase 4 4 5 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 4.0 14.0 14.0 14.0 Minimum Split (s) 10.0 10.0 8.0 18.0 18.0 18.0 Total Split (s) 15.0 15.0 12.0 39.0 27.0 27.0 Total Split (%) 27.8% 27.8% 22.2% 72.2% 50.0% 50.0% Maximum Green (s) 11.0 11.0 8.0 35.0 23.0 23.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 2.6 2.6 2.6 2.6 2.6 2.6 Recall Mode None None None None None None Intersection Summary Area Type: Other Cycle Length: 54 Actuated Cycle Length: 47.1 Natural Cycle: 60 Control Type: Actuated-Uncoordinated

Splits and Phases: 7: Route 140 & Route 9 WB Connector

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 14 Queues 2021 Existing 7: Route 140 & Route 9 WB Connector Timing Plan: Weekday PM

Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 138 300 191 526 663 74 v/c Ratio 0.38 0.52 0.47 0.45 0.84 0.10 Control Delay 22.4 6.7 8.6 5.7 25.9 4.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.4 6.7 8.6 5.7 25.9 4.0 Queue Length 50th (ft) 38 0 16 54 166 1 Queue Length 95th (ft) 79 51 52 116 #372 20 Internal Link Dist (ft) 854 1693 450 Turn Bay Length (ft) 100 175 100 Base Capacity (vph) 497 675 427 1351 907 818 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.28 0.44 0.45 0.39 0.73 0.09 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 15 HCM Signalized Intersection Capacity Analysis 2021 Existing 7: Route 140 & Route 9 WB Connector Timing Plan: Weekday PM

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 128 279 178 489 617 69 Future Volume (vph) 128 279 178 489 617 69 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 16 16 10 12 11 11 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 2006 1812 1652 1827 1749 1516 Flt Permitted 0.95 1.00 0.16 1.00 1.00 1.00 Satd. Flow (perm) 2006 1812 281 1827 1749 1516 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 138 300 191 526 663 74 RTOR Reduction (vph) 0 246 0 0 0 36 Lane Group Flow (vph) 138 54 191 526 663 38 Heavy Vehicles (%) 2% 1% 2% 4% 5% 3% Turn Type Prot Perm pm+pt NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 4 2 6 Actuated Green, G (s) 8.6 8.6 31.1 31.1 21.3 21.3 Effective Green, g (s) 8.6 8.6 31.1 31.1 21.3 21.3 Actuated g/C Ratio 0.18 0.18 0.65 0.65 0.45 0.45 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.6 2.6 2.6 2.6 2.6 2.6 Lane Grp Cap (vph) 361 326 349 1191 781 676 v/s Ratio Prot c0.07 c0.07 0.29 c0.38 v/s Ratio Perm 0.03 0.29 0.03 v/c Ratio 0.38 0.17 0.55 0.44 0.85 0.06 Uniform Delay, d1 17.2 16.5 6.7 4.1 11.8 7.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.2 1.5 0.2 8.5 0.0 Delay (s) 17.7 16.7 8.1 4.3 20.2 7.5 Level of Service BBAACA Approach Delay (s) 17.0 5.3 18.9 Approach LOS B AB Intersection Summary HCM 2000 Control Delay 13.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 47.7 Sum of lost time (s) 12.0 Intersection Capacity Utilization 59.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 16 Lanes, Volumes, Timings 2021 Existing 8: Route 140 & Route 9 EB Connector Timing Plan: Weekday PM

Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 131 117 39 531 786 124 Future Volume (vph) 131 117 39 531 786 124 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.936 0.982 Flt Protected 0.974 0.997 Satd. Flow (prot) 1925 0 0 1823 1799 0 Flt Permitted 0.974 0.997 Satd. Flow (perm) 1925 0 0 1823 1799 0 Link Speed (mph) 30 40 40 Link Distance (ft) 307 639 1773 Travel Time (s) 7.0 10.9 30.2 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 2% 2% 3% 4% 4% 2% Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 17 HCM Unsignalized Intersection Capacity Analysis 2021 Existing 8: Route 140 & Route 9 EB Connector Timing Plan: Weekday PM

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 131 117 39 531 786 124 Future Volume (Veh/h) 131 117 39 531 786 124 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 139 124 41 565 836 132 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1549 902 968 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1549 902 968 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 0 63 94 cM capacity (veh/h) 118 336 708 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 263 606 968 Volume Left 139 41 0 Volume Right 124 0 132 cSH 170 708 1700 Volume to Capacity 1.55 0.06 0.57 Queue Length 95th (ft) 433 5 0 Control Delay (s) 321.4 1.5 0.0 Lane LOS F A Approach Delay (s) 321.4 1.5 0.0 Approach LOS F Intersection Summary Average Delay 46.5 Intersection Capacity Utilization 81.1% ICU Level of Service D Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 18 Lanes, Volumes, Timings 2021 Existing 9: Route 9 WB & Route 9 WB Connector Timing Plan: Weekday PM

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 0 1617 303 0 192 Future Volume (vph) 0 0 1617 303 0 192 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 50 0 0 Storage Lanes 0 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00 Frt 0.976 0.865 Flt Protected Satd. Flow (prot) 0 0 3512 0 0 1611 Flt Permitted Satd. Flow (perm) 0 0 3512 0 0 1611 Link Speed (mph) 45 45 30 Link Distance (ft) 652 775 934 Travel Time (s) 9.9 11.7 21.2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 0% 0% 0% 2% 0% 2% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 19 HCM Unsignalized Intersection Capacity Analysis 2021 Existing 9: Route 9 WB & Route 9 WB Connector Timing Plan: Weekday PM

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 0 1617 303 0 192 Future Volume (Veh/h) 0 0 1617 303 0 192 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 0 0 1684 316 0 200 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1684 1842 1000 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1684 1842 1000 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 17 cM capacity (veh/h) 385 68 241 Direction, Lane # WB 1 WB 2 SB 1 Volume Total 1123 877 200 Volume Left 0 0 0 Volume Right 0 316 200 cSH 1700 1700 241 Volume to Capacity 0.66 0.52 0.83 Queue Length 95th (ft) 0 0 161 Control Delay (s) 0.0 0.0 65.2 Lane LOS F Approach Delay (s) 0.0 65.2 Approach LOS F Intersection Summary Average Delay 5.9 Intersection Capacity Utilization 72.9% ICU Level of Service C Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 20 Lanes, Volumes, Timings 2021 Existing 10: Grafton Street & Route 9 EB Timing Plan: Weekday PM

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1262 263 0 0 0 123 Future Volume (vph) 1262 263 0 0 0 123 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 16 16 Storage Length (ft) 250 0 0 0 Storage Lanes 0 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.974 0.865 Flt Protected Satd. Flow (prot) 3475 0 0 0 0 1826 Flt Permitted Satd. Flow (perm) 3475 0 0 0 0 1826 Link Speed (mph) 45 45 30 Link Distance (ft) 930 837 551 Travel Time (s) 14.1 12.7 12.5 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles (%) 1% 2% 0% 0% 0% 2% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 21 HCM Unsignalized Intersection Capacity Analysis 2021 Existing 10: Grafton Street & Route 9 EB Timing Plan: Weekday PM

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1262 263 0 0 0 123 Future Volume (Veh/h) 1262 263 0 0 0 123 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 Hourly flow rate (vph) 1275 266 0 0 0 124 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1541 1408 770 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1541 1408 770 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 64 cM capacity (veh/h) 437 132 343 Direction, Lane # EB 1 EB 2 NB 1 Volume Total 850 691 124 Volume Left 0 0 0 Volume Right 0 266 124 cSH 1700 1700 343 Volume to Capacity 0.50 0.41 0.36 Queue Length 95th (ft) 0 0 40 Control Delay (s) 0.0 0.0 21.3 Lane LOS C Approach Delay (s) 0.0 21.3 Approach LOS C Intersection Summary Average Delay 1.6 Intersection Capacity Utilization 57.6% ICU Level of Service B Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2021 Existing PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 22 Lanes, Volumes, Timings 2028 No-Build 1: South Street & Route 9 Timing Plan: Weekday AM

Lane Group EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 10 77 1322 200 104 77 956 162 134 99 49 454 Future Volume (vph) 10 77 1322 200 104 77 956 162 134 99 49 454 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 10 10 10 12 Storage Length (ft) 150 0 425 550 100 0 200 Storage Lanes 1 0 1 1 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.95 Frt 0.980 0.850 0.951 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 0 1657 3386 0 0 1662 3355 1561 1652 1621 0 1681 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 0 1657 3386 0 0 1662 3355 1561 1652 1621 0 1681 Right Turn on Red No Yes Yes Satd. Flow (RTOR) 164 12 Link Speed (mph) 45 45 35 Link Distance (ft) 1531 1868 1418 Travel Time (s) 23.2 28.3 27.6 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles (%) 0% 6% 1% 1% 2% 9% 4% 0% 2% 5% 2% 2% Shared Lane Traffic (%) 34% Turn Type Prot Prot NA Prot Prot NA pt+ov Split NA Split Protected Phases 5 5 2 1 1 6 6 3 4 4 3 Permitted Phases Detector Phase 5 5 2 1 1 6 6 3 4 4 3 Switch Phase Minimum Initial (s) 8.0 8.0 20.0 8.0 8.0 20.0 8.0 8.0 8.0 Minimum Split (s) 13.0 13.0 27.0 13.0 13.0 27.0 14.0 14.0 14.0 Total Split (s) 30.0 30.0 72.0 30.0 30.0 72.0 36.0 36.0 36.0 Total Split (%) 17.2% 17.2% 41.4% 17.2% 17.2% 41.4% 20.7% 20.7% 20.7% Maximum Green (s) 25.0 25.0 65.0 25.0 25.0 65.0 30.0 30.0 30.0 Yellow Time (s) 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 1.0 1.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 7.0 5.0 7.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lead Lead Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.5 2.0 2.0 2.5 3.0 3.0 3.0 Recall Mode None None Min None None Min None None None Intersection Summary Area Type: Other Cycle Length: 174 Actuated Cycle Length: 159.2 Natural Cycle: 130 Control Type: Actuated-Uncoordinated

Splits and Phases: 1: South Street & Route 9

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 1 Lanes, Volumes, Timings 2028 No-Build 1: South Street & Route 9 Timing Plan: Weekday AM

Lane Group SBT SBR Lane Configurations Traffic Volume (vph) 149 69 Future Volume (vph) 149 69 Ideal Flow (vphpl) 1900 1900 Lane Width (ft) 12 12 Storage Length (ft) 0 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 0.95 1.00 Frt 0.850 Flt Protected 0.975 Satd. Flow (prot) 1725 1538 Flt Permitted 0.975 Satd. Flow (perm) 1725 1538 Right Turn on Red No Satd. Flow (RTOR) Link Speed (mph) 35 Link Distance (ft) 906 Travel Time (s) 17.6 Peak Hour Factor 0.99 0.99 Heavy Vehicles (%) 2% 5% Shared Lane Traffic (%) Turn Type NA Prot Protected Phases 3 3 Permitted Phases Detector Phase 3 3 Switch Phase Minimum Initial (s) 8.0 8.0 Minimum Split (s) 14.0 14.0 Total Split (s) 36.0 36.0 Total Split (%) 20.7% 20.7% Maximum Green (s) 30.0 30.0 Yellow Time (s) 4.0 4.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 6.0 6.0 Lead/Lag Lead Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 Recall Mode None None Intersection Summary

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 2 Queues 2028 No-Build 1: South Street & Route 9 Timing Plan: Weekday AM

Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 88 1537 183 966 164 135 149 303 307 70 v/c Ratio 0.65 1.11 0.84 0.63 0.15 0.69 0.74 0.95 0.94 0.24 Control Delay 93.9 102.8 98.5 36.1 1.8 86.2 84.0 103.4 100.4 60.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 93.9 102.8 98.5 36.1 1.8 86.2 84.0 103.4 100.4 60.1 Queue Length 50th (ft) 91 ~975 189 396 0 139 142 336 340 64 Queue Length 95th (ft) 159 #1231 #315 549 30 219 226 #595 #596 122 Internal Link Dist (ft) 1451 1788 1338 826 Turn Bay Length (ft) 150 425 550 100 200 Base Capacity (vph) 261 1387 261 1541 1122 312 316 318 326 290 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 0.34 1.11 0.70 0.63 0.15 0.43 0.47 0.95 0.94 0.24 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.

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 3 HCM Signalized Intersection Capacity Analysis 2028 No-Build 1: South Street & Route 9 Timing Plan: Weekday AM

Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 10 77 1322 200 104 77 956 162 134 99 49 454 Future Volume (vph) 10 77 1322 200 104 77 956 162 134 99 49 454 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 11 10 10 10 12 Total Lost time (s) 5.0 7.0 5.0 7.0 7.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 0.95 Frt 1.00 0.98 1.00 1.00 0.85 1.00 0.95 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1657 3387 1662 3355 1561 1652 1621 1681 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1657 3387 1662 3355 1561 1652 1621 1681 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 10 78 1335 202 105 78 966 164 135 100 49 459 RTOR Reduction (vph) 0 0 0 0 0 0 0 50 0 11 0 0 Lane Group Flow (vph) 0 88 1537 0 0 183 966 114 135 138 0 303 Heavy Vehicles (%) 0% 6% 1% 1% 2% 9% 4% 0% 2% 5% 2% 2% Turn Type Prot Prot NA Prot Prot NA pt+ov Split NA Split Protected Phases 5 5 2 1 1 6 6 3 4 4 3 Permitted Phases Actuated Green, G (s) 13.0 65.2 20.9 73.1 110.2 18.8 18.8 30.1 Effective Green, g (s) 13.0 65.2 20.9 73.1 110.2 18.8 18.8 30.1 Actuated g/C Ratio 0.08 0.41 0.13 0.46 0.69 0.12 0.12 0.19 Clearance Time (s) 5.0 7.0 5.0 7.0 6.0 6.0 6.0 Vehicle Extension (s) 2.0 2.5 2.0 2.5 3.0 3.0 3.0 Lane Grp Cap (vph) 135 1388 218 1542 1081 195 191 318 v/s Ratio Prot 0.05 c0.45 c0.11 0.29 0.07 0.08 c0.09 c0.18 v/s Ratio Perm v/c Ratio 0.65 1.11 0.84 0.63 0.11 0.69 0.72 0.95 Uniform Delay, d1 70.8 46.9 67.4 32.6 8.1 67.3 67.6 63.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.3 59.2 22.8 0.7 0.0 10.1 12.8 37.8 Delay (s) 79.1 106.1 90.2 33.3 8.1 77.5 80.4 101.6 Level of Service EF FCAEF F Approach Delay (s) 104.7 38.1 79.0 Approach LOS F D E Intersection Summary HCM 2000 Control Delay 78.8 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.98 Actuated Cycle Length (s) 159.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 97.6% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 4 HCM Signalized Intersection Capacity Analysis 2028 No-Build 1: South Street & Route 9 Timing Plan: Weekday AM

Movement SBT SBR Lane Configurations Traffic Volume (vph) 149 69 Future Volume (vph) 149 69 Ideal Flow (vphpl) 1900 1900 Lane Width 12 12 Total Lost time (s) 6.0 6.0 Lane Util. Factor 0.95 1.00 Frt 1.00 0.85 Flt Protected 0.98 1.00 Satd. Flow (prot) 1726 1538 Flt Permitted 0.98 1.00 Satd. Flow (perm) 1726 1538 Peak-hour factor, PHF 0.99 0.99 Adj. Flow (vph) 151 70 RTOR Reduction (vph) 0 0 Lane Group Flow (vph) 307 70 Heavy Vehicles (%) 2% 5% Turn Type NA Prot Protected Phases 3 3 Permitted Phases Actuated Green, G (s) 30.1 30.1 Effective Green, g (s) 30.1 30.1 Actuated g/C Ratio 0.19 0.19 Clearance Time (s) 6.0 6.0 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 326 291 v/s Ratio Prot 0.18 0.05 v/s Ratio Perm v/c Ratio 0.94 0.24 Uniform Delay, d1 63.6 54.7 Progression Factor 1.00 1.00 Incremental Delay, d2 34.7 0.4 Delay (s) 98.3 55.2 Level of Service FE Approach Delay (s) 95.3 Approach LOS F Intersection Summary

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 5 Lanes, Volumes, Timings 2028 No-Build 2: South Street & Charles River Dwy/UMass Dwy Timing Plan: Weekday AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 0 2 0 0 14 42 221 16 164 190 82 Future Volume (vph) 10 0 2 0 0 14 42 221 16 164 190 82 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 13 13 13 16 16 16 10 11 11 10 11 11 Storage Length (ft) 0 0 0 0 150 0 120 0 Storage Lanes 1 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.865 0.990 0.955 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot) 1865 1669 0 0 1709 0 1685 1744 0 1652 1663 0 Flt Permitted 0.950 0.950 0.950 Satd. Flow (perm) 1865 1669 0 0 1709 0 1685 1744 0 1652 1663 0 Link Speed (mph) 20 20 35 35 Link Distance (ft) 448 418 1590 1418 Travel Time (s) 15.3 14.3 31.0 27.6 Confl. Peds. (#/hr) 2 2 1 1 2 1 1 2 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% 0% 0% 0% 0% 9% 0% 4% 8% 2% 7% 2% Shared Lane Traffic (%) Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 6 HCM Unsignalized Intersection Capacity Analysis 2028 No-Build 2: South Street & Charles River Dwy/UMass Dwy Timing Plan: Weekday AM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 0 2 0 0 14 42 221 16 164 190 82 Future Volume (Veh/h) 10 0 2 0 0 14 42 221 16 164 190 82 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% 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 Hourly flow rate (vph) 11 0 2 0 0 15 46 240 17 178 207 89 Pedestrians 2 1 2 2 Lane Width (ft) 13.0 16.0 10.5 10.5 Walking Speed (ft/s) 3.5 3.5 3.5 3.5 Percent Blockage 0 0 0 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 958 960 256 908 996 252 298 258 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 958 960 256 908 996 252 298 258 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.3 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.4 2.2 2.2 p0 queue free % 95 100 100 100 100 98 96 86 cM capacity (veh/h) 203 215 785 223 205 768 1272 1305 Direction, Lane # EB 1 EB 2 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 11 2 15 46 257 178 296 Volume Left 11 0 0 46 0 178 0 Volume Right 0 2 15 0 17 0 89 cSH 203 785 768 1272 1700 1305 1700 Volume to Capacity 0.05 0.00 0.02 0.04 0.15 0.14 0.17 Queue Length 95th (ft) 4 0 1 3 0 12 0 Control Delay (s) 23.8 9.6 9.8 7.9 0.0 8.2 0.0 Lane LOS CAAA A Approach Delay (s) 21.6 9.8 1.2 3.1 Approach LOS C A Intersection Summary Average Delay 2.8 Intersection Capacity Utilization 39.3% ICU Level of Service A Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 7 Lanes, Volumes, Timings 2028 No-Build 4: Green Street/South Street & US Route 20 Timing Plan: Weekday AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 305 1206 3 3 459 287 7 24 10 122 8 86 Future Volume (vph) 305 1206 3 3 459 287 7 24 10 122 8 86 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 16 16 16 Storage Length (ft) 200 0 0 0 0 0 0 0 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.942 0.968 0.946 Flt Protected 0.950 0.992 0.973 Satd. Flow (prot) 1752 1758 0 0 3096 0 0 1742 0 0 1843 0 Flt Permitted 0.950 0.952 0.954 0.832 Satd. Flow (perm) 1752 1758 0 0 2947 0 0 1675 0 0 1576 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 206 10 26 Link Speed (mph) 50 50 25 35 Link Distance (ft) 1348 945 916 1070 Travel Time (s) 18.4 12.9 25.0 20.8 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 3% 8% 33% 33% 14% 3% 0% 4% 10% 4% 25% 11% Shared Lane Traffic (%) Turn Type Prot NA Perm NA Perm NA Perm NA Protected Phases 5 2 6 8 4 Permitted Phases 6 8 4 Detector Phase 5 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 7.0 25.0 25.0 25.0 8.0 8.0 8.0 8.0 Minimum Split (s) 11.0 30.0 30.0 30.0 12.0 12.0 12.0 12.0 Total Split (s) 18.0 88.0 70.0 70.0 24.0 24.0 24.0 24.0 Total Split (%) 16.1% 78.6% 62.5% 62.5% 21.4% 21.4% 21.4% 21.4% Maximum Green (s) 15.0 83.0 65.0 65.0 20.0 20.0 20.0 20.0 Yellow Time (s) 3.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 All-Red Time (s) 0.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.0 5.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 2.0 3.0 3.0 3.0 2.0 2.0 2.0 2.0 Recall Mode None Min Min Min None None None None Intersection Summary Area Type: Other Cycle Length: 112 Actuated Cycle Length: 101.1 Natural Cycle: 90 Control Type: Actuated-Uncoordinated

Splits and Phases: 4: Green Street/South Street & US Route 20

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 8 Queues 2028 No-Build 4: Green Street/South Street & US Route 20 Timing Plan: Weekday AM

Lane Group EBL EBT WBT NBT SBT Lane Group Flow (vph) 314 1246 772 42 223 v/c Ratio 1.17 0.95 0.44 0.15 0.80 Control Delay 150.7 29.1 9.8 32.9 59.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 150.7 29.1 9.8 32.9 59.4 Queue Length 50th (ft) ~290 652 105 20 136 Queue Length 95th (ft) #471 #1150 151 52 #246 Internal Link Dist (ft) 1268 865 836 990 Turn Bay Length (ft) 200 Base Capacity (vph) 268 1424 2027 350 342 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 1.17 0.88 0.38 0.12 0.65 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.

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 9 HCM Signalized Intersection Capacity Analysis 2028 No-Build 4: Green Street/South Street & US Route 20 Timing Plan: Weekday AM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 305 1206 3 3 459 287 7 24 10 122 8 86 Future Volume (vph) 305 1206 3 3 459 287 7 24 10 122 8 86 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 12 12 16 16 16 Total Lost time (s) 3.0 5.0 5.0 4.0 4.0 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 Frt 1.00 1.00 0.94 0.97 0.95 Flt Protected 0.95 1.00 1.00 0.99 0.97 Satd. Flow (prot) 1752 1758 3097 1741 1842 Flt Permitted 0.95 1.00 0.95 0.95 0.83 Satd. Flow (perm) 1752 1758 2947 1674 1576 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 314 1243 3 3 473 296 7 25 10 126 8 89 RTOR Reduction (vph) 0 0 0 0 90 0 0 8 0 0 22 0 Lane Group Flow (vph) 314 1246 0 0 682 0 0 34 0 0 201 0 Heavy Vehicles (%) 3% 8% 33% 33% 14% 3% 0% 4% 10% 4% 25% 11% Turn Type Prot NA Perm NA Perm NA Perm NA Protected Phases 5 2 6 8 4 Permitted Phases 6 8 4 Actuated Green, G (s) 15.5 75.3 56.8 16.5 16.5 Effective Green, g (s) 15.5 75.3 56.8 16.5 16.5 Actuated g/C Ratio 0.15 0.75 0.56 0.16 0.16 Clearance Time (s) 3.0 5.0 5.0 4.0 4.0 Vehicle Extension (s) 2.0 3.0 3.0 2.0 2.0 Lane Grp Cap (vph) 269 1313 1660 274 257 v/s Ratio Prot c0.18 c0.71 v/s Ratio Perm 0.23 0.02 c0.13 v/c Ratio 1.17 0.95 0.41 0.12 0.78 Uniform Delay, d1 42.6 11.1 12.5 36.0 40.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 107.9 14.2 0.2 0.1 13.3 Delay (s) 150.5 25.3 12.7 36.0 53.8 Level of Service FC B D D Approach Delay (s) 50.5 12.7 36.0 53.8 Approach LOS D B D D Intersection Summary HCM 2000 Control Delay 39.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.98 Actuated Cycle Length (s) 100.8 Sum of lost time (s) 12.0 Intersection Capacity Utilization 116.4% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 10 Lanes, Volumes, Timings 2028 No-Build 6: Centech Boulevard/Cherry Street & US Route 20 Timing Plan: Weekday AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 26 1215 167 68 406 17 142 66 166 46 118 24 Future Volume (vph) 26 1215 167 68 406 17 142 66 166 46 118 24 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 Storage Length (ft) 180 365 305 0 0 350 0 50 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.982 0.994 0.850 0.850 Flt Protected 0.950 0.950 0.967 0.986 Satd. Flow (prot) 1283 3188 0 1586 1622 0 0 1669 1546 0 1721 1334 Flt Permitted 0.475 0.111 0.567 0.617 Satd. Flow (perm) 641 3188 0 185 1622 0 0 979 1546 0 1077 1334 Right Turn on Red Yes Yes No No Satd. Flow (RTOR) 21 4 Link Speed (mph) 50 50 40 25 Link Distance (ft) 1051 1034 882 706 Travel Time (s) 14.3 14.1 15.0 19.3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 36% 7% 11% 10% 12% 25% 8% 3% 1% 11% 3% 17% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Perm NA pt+ov Perm NA pt+ov Protected Phases 5 2 1 6 8 8 1 4 4 5 Permitted Phases 2 6 8 4 Detector Phase 5 2 1 6 8 8 8 1 4 4 4 5 Switch Phase Minimum Initial (s) 4.0 12.0 4.0 12.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 18.0 9.0 18.0 9.5 9.5 9.5 9.5 Total Split (s) 13.0 86.0 21.0 94.0 24.0 24.0 24.0 24.0 Total Split (%) 9.9% 65.6% 16.0% 71.8% 18.3% 18.3% 18.3% 18.3% Maximum Green (s) 8.0 80.0 16.0 88.0 18.5 18.5 18.5 18.5 Yellow Time (s) 3.0 4.0 3.0 4.0 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 6.0 5.0 6.0 5.5 5.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 8.0 5.0 3.0 5.0 3.0 3.0 3.0 3.0 Recall Mode None Min None Min None None None None Intersection Summary Area Type: Other Cycle Length: 131 Actuated Cycle Length: 103.2 Natural Cycle: 75 Control Type: Actuated-Uncoordinated

Splits and Phases: 6: Centech Boulevard/Cherry Street & US Route 20

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 11 Queues 2028 No-Build 6: Centech Boulevard/Cherry Street & US Route 20 Timing Plan: Weekday AM

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group Flow (vph) 27 1425 70 437 214 171 169 25 v/c Ratio 0.06 0.76 0.32 0.42 1.20 0.37 0.86 0.06 Control Delay 4.2 18.0 8.1 11.4 171.7 34.8 81.6 31.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.2 18.0 8.1 11.4 171.7 34.8 81.6 31.3 Queue Length 50th (ft) 4 331 12 152 ~172 88 109 12 Queue Length 95th (ft) 11 420 23 219 #391 184 #291 39 Internal Link Dist (ft) 971 954 802 626 Turn Bay Length (ft) 180 305 350 50 Base Capacity (vph) 484 2519 353 1392 178 602 196 414 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 0.06 0.57 0.20 0.31 1.20 0.28 0.86 0.06 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.

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 12 HCM Signalized Intersection Capacity Analysis 2028 No-Build 6: Centech Boulevard/Cherry Street & US Route 20 Timing Plan: Weekday AM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 26 1215 167 68 406 17 142 66 166 46 118 24 Future Volume (vph) 26 1215 167 68 406 17 142 66 166 46 118 24 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time (s) 5.0 6.0 5.0 6.0 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.99 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.97 1.00 0.99 1.00 Satd. Flow (prot) 1283 3188 1586 1622 1669 1546 1722 1334 Flt Permitted 0.47 1.00 0.11 1.00 0.57 1.00 0.62 1.00 Satd. Flow (perm) 641 3188 185 1622 979 1546 1077 1334 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 27 1253 172 70 419 18 146 68 171 47 122 25 RTOR Reduction (vph) 080020000000 Lane Group Flow (vph) 27 1417 0 70 435 0 0 214 171 0 169 25 Heavy Vehicles (%) 36% 7% 11% 10% 12% 25% 8% 3% 1% 11% 3% 17% Turn Type pm+pt NA pm+pt NA Perm NA pt+ov Perm NA pt+ov Protected Phases 5 2 1 6 8 8 1 4 4 5 Permitted Phases 2 6 8 4 Actuated Green, G (s) 67.4 63.0 72.4 65.5 18.8 31.2 18.8 28.7 Effective Green, g (s) 67.4 63.0 72.4 65.5 18.8 31.2 18.8 28.7 Actuated g/C Ratio 0.64 0.60 0.69 0.62 0.18 0.30 0.18 0.27 Clearance Time (s) 5.0 6.0 5.0 6.0 5.5 5.5 Vehicle Extension (s) 8.0 5.0 3.0 5.0 3.0 3.0 Lane Grp Cap (vph) 437 1909 219 1009 174 458 192 363 v/s Ratio Prot 0.00 c0.44 0.02 0.27 c0.11 0.02 v/s Ratio Perm 0.04 0.20 c0.22 0.16 v/c Ratio 0.06 0.74 0.32 0.43 1.23 0.37 0.88 0.07 Uniform Delay, d1 7.0 15.2 9.7 10.2 43.2 29.3 42.1 28.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 1.9 0.8 0.6 143.4 0.5 34.1 0.1 Delay (s) 7.3 17.2 10.5 10.9 186.6 29.8 76.2 28.4 Level of Service AB BB FC EC Approach Delay (s) 17.0 10.8 116.9 70.0 Approach LOS B B F E Intersection Summary HCM 2000 Control Delay 35.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 105.2 Sum of lost time (s) 16.5 Intersection Capacity Utilization 74.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 13 Lanes, Volumes, Timings 2028 No-Build 7: Route 140 & Route 9 WB Connector Timing Plan: Weekday AM

Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 21 51 210 781 475 71 Future Volume (vph) 21 51 210 781 475 71 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 10 12 11 11 Storage Length (ft) 0 100 175 100 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1677 1727 1652 1792 1766 1394 Flt Permitted 0.950 0.292 Satd. Flow (perm) 1677 1727 508 1792 1766 1394 Right Turn on Red Yes Yes Satd. Flow (RTOR) 55 77 Link Speed (mph) 30 40 40 Link Distance (ft) 934 1773 530 Travel Time (s) 21.2 30.2 9.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 22% 6% 2% 6% 4% 12% Shared Lane Traffic (%) Turn Type Prot Perm pm+pt NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 4 2 6 Detector Phase 4 4 5 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 4.0 14.0 14.0 14.0 Minimum Split (s) 10.0 10.0 8.0 20.0 18.0 18.0 Total Split (s) 15.0 15.0 12.0 39.0 27.0 27.0 Total Split (%) 27.8% 27.8% 22.2% 72.2% 50.0% 50.0% Maximum Green (s) 11.0 11.0 8.0 33.0 23.0 23.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 3.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 6.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 2.6 2.6 2.6 2.6 2.6 2.6 Recall Mode None None None None None None Intersection Summary Area Type: Other Cycle Length: 54 Actuated Cycle Length: 38.1 Natural Cycle: 50 Control Type: Actuated-Uncoordinated

Splits and Phases: 7: Route 140 & Route 9 WB Connector

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 14 Queues 2028 No-Build 7: Route 140 & Route 9 WB Connector Timing Plan: Weekday AM

Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 23 55 228 849 516 77 v/c Ratio 0.07 0.15 0.37 0.60 0.52 0.09 Control Delay 19.0 8.2 4.1 6.8 11.6 2.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.0 8.2 4.1 6.8 11.6 2.9 Queue Length 50th (ft) 5 0 15 112 101 0 Queue Length 95th (ft) 22 24 34 240 193 16 Internal Link Dist (ft) 854 1693 450 Turn Bay Length (ft) 100 175 100 Base Capacity (vph) 548 601 651 1470 1154 938 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.09 0.35 0.58 0.45 0.08 Intersection Summary

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 15 HCM Signalized Intersection Capacity Analysis 2028 No-Build 7: Route 140 & Route 9 WB Connector Timing Plan: Weekday AM

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 21 51 210 781 475 71 Future Volume (vph) 21 51 210 781 475 71 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 16 16 10 12 11 11 Total Lost time (s) 4.0 4.0 4.0 6.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1677 1727 1652 1792 1766 1394 Flt Permitted 0.95 1.00 0.29 1.00 1.00 1.00 Satd. Flow (perm) 1677 1727 507 1792 1766 1394 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 23 55 228 849 516 77 RTOR Reduction (vph) 0 51 0 0 0 39 Lane Group Flow (vph) 23 4 228 849 516 38 Heavy Vehicles (%) 22% 6% 2% 6% 4% 12% Turn Type Prot Perm pm+pt NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 4 2 6 Actuated Green, G (s) 3.2 3.2 27.4 27.4 19.8 19.8 Effective Green, g (s) 3.2 3.2 27.4 27.4 19.8 19.8 Actuated g/C Ratio 0.08 0.08 0.67 0.67 0.49 0.49 Clearance Time (s) 4.0 4.0 4.0 6.0 4.0 4.0 Vehicle Extension (s) 2.6 2.6 2.6 2.6 2.6 2.6 Lane Grp Cap (vph) 132 136 500 1209 861 679 v/s Ratio Prot c0.01 0.06 c0.47 0.29 v/s Ratio Perm 0.00 0.24 0.03 v/c Ratio 0.17 0.03 0.46 0.70 0.60 0.06 Uniform Delay, d1 17.5 17.3 3.7 4.1 7.5 5.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.1 0.5 1.8 1.0 0.0 Delay (s) 18.0 17.3 4.2 5.8 8.5 5.5 Level of Service BBAAAA Approach Delay (s) 17.5 5.5 8.1 Approach LOS B AA Intersection Summary HCM 2000 Control Delay 6.9 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 40.6 Sum of lost time (s) 12.0 Intersection Capacity Utilization 54.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 16 Lanes, Volumes, Timings 2028 No-Build 8: Route 140 & Route 9 EB Connector Timing Plan: Weekday AM

Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 92 96 95 919 397 123 Future Volume (vph) 92 96 95 919 397 123 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.931 0.968 Flt Protected 0.976 0.995 Satd. Flow (prot) 1812 0 0 1794 1748 0 Flt Permitted 0.976 0.995 Satd. Flow (perm) 1812 0 0 1794 1748 0 Link Speed (mph) 30 40 40 Link Distance (ft) 307 639 1773 Travel Time (s) 7.0 10.9 30.2 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 10% 6% 9% 5% 5% 6% Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 17 HCM Unsignalized Intersection Capacity Analysis 2028 No-Build 8: Route 140 & Route 9 EB Connector Timing Plan: Weekday AM

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 92 96 95 919 397 123 Future Volume (Veh/h) 92 96 95 919 397 123 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 101 105 104 1010 436 135 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1722 504 571 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1722 504 571 tC, single (s) 6.5 6.3 4.2 tC, 2 stage (s) tF (s) 3.6 3.4 2.3 p0 queue free % 0 81 89 cM capacity (veh/h) 84 560 968 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 206 1114 571 Volume Left 101 104 0 Volume Right 105 0 135 cSH 148 968 1700 Volume to Capacity 1.39 0.11 0.34 Queue Length 95th (ft) 329 9 0 Control Delay (s) 270.3 3.1 0.0 Lane LOS F A Approach Delay (s) 270.3 3.1 0.0 Approach LOS F Intersection Summary Average Delay 31.2 Intersection Capacity Utilization 103.0% ICU Level of Service G Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 18 Lanes, Volumes, Timings 2028 No-Build 9: Route 9 WB & Route 9 WB Connector Timing Plan: Weekday AM

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 0 1205 55 0 233 Future Volume (vph) 0 0 1205 55 0 233 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 50 0 0 Storage Lanes 0 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00 Frt 0.993 0.865 Flt Protected Satd. Flow (prot) 0 0 3476 0 0 1565 Flt Permitted Satd. Flow (perm) 0 0 3476 0 0 1565 Link Speed (mph) 45 45 30 Link Distance (ft) 652 775 934 Travel Time (s) 9.9 11.7 21.2 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 0% 0% 3% 6% 0% 5% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 19 HCM Unsignalized Intersection Capacity Analysis 2028 No-Build 9: Route 9 WB & Route 9 WB Connector Timing Plan: Weekday AM

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 0 1205 55 0 233 Future Volume (Veh/h) 0 0 1205 55 0 233 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 0 1282 59 0 248 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1282 1312 670 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1282 1312 670 tC, single (s) 4.1 6.8 7.0 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 37 cM capacity (veh/h) 548 153 392 Direction, Lane # WB 1 WB 2 SB 1 Volume Total 855 486 248 Volume Left 0 0 0 Volume Right 0 59 248 cSH 1700 1700 392 Volume to Capacity 0.50 0.29 0.63 Queue Length 95th (ft) 0 0 105 Control Delay (s) 0.0 0.0 28.7 Lane LOS D Approach Delay (s) 0.0 28.7 Approach LOS D Intersection Summary Average Delay 4.5 Intersection Capacity Utilization 56.2% ICU Level of Service B Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 20 Lanes, Volumes, Timings 2028 No-Build 10: Grafton Street & Route 9 EB Timing Plan: Weekday AM

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1535 167 0 0 0 263 Future Volume (vph) 1535 167 0 0 0 263 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 16 16 Storage Length (ft) 250 0 0 0 Storage Lanes 0 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.985 0.865 Flt Protected Satd. Flow (prot) 3453 0 0 0 0 1791 Flt Permitted Satd. Flow (perm) 3453 0 0 0 0 1791 Link Speed (mph) 45 45 30 Link Distance (ft) 930 837 551 Travel Time (s) 14.1 12.7 12.5 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 2% 12% 0% 0% 0% 4% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 21 HCM Unsignalized Intersection Capacity Analysis 2028 No-Build 10: Grafton Street & Route 9 EB Timing Plan: Weekday AM

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1535 167 0 0 0 263 Future Volume (Veh/h) 1535 167 0 0 0 263 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 1633 178 0 0 0 280 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1811 1722 906 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1811 1722 906 tC, single (s) 4.1 6.8 7.0 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 0 cM capacity (veh/h) 344 82 275 Direction, Lane # EB 1 EB 2 NB 1 Volume Total 1089 722 280 Volume Left 0 0 0 Volume Right 0 178 280 cSH 1700 1700 275 Volume to Capacity 0.64 0.42 1.02 Queue Length 95th (ft) 0 0 264 Control Delay (s) 0.0 0.0 99.4 Lane LOS F Approach Delay (s) 0.0 99.4 Approach LOS F Intersection Summary Average Delay 13.3 Intersection Capacity Utilization 70.7% ICU Level of Service C Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 22 Lanes, Volumes, Timings 2028 No-Build 1: South Street & Route 9 Timing Plan: Weekday PM

Lane Group EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 20 139 1048 116 66 48 1346 284 318 220 57 252 Future Volume (vph) 20 139 1048 116 66 48 1346 284 318 220 57 252 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 10 10 10 12 Storage Length (ft) 150 0 425 550 100 0 200 Storage Lanes 1 0 1 1 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.95 Frt 0.985 0.850 0.969 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 0 1730 3403 0 0 1711 3455 1546 1668 1694 0 1681 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 0 1730 3403 0 0 1711 3455 1546 1668 1694 0 1681 Right Turn on Red No Yes Yes Satd. Flow (RTOR) 250 7 Link Speed (mph) 45 45 35 Link Distance (ft) 1531 1868 1418 Travel Time (s) 23.2 28.3 27.6 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles (%) 0% 1% 1% 1% 2% 2% 1% 1% 1% 1% 3% 2% Shared Lane Traffic (%) 25% Turn Type Prot Prot NA Prot Prot NA pt+ov Split NA Split Protected Phases 5 5 2 1 1 6 6 3 4 4 3 Permitted Phases Detector Phase 5 5 2 1 1 6 6 3 4 4 3 Switch Phase Minimum Initial (s) 8.0 8.0 20.0 8.0 8.0 20.0 8.0 8.0 8.0 Minimum Split (s) 13.0 13.0 27.0 13.0 13.0 27.0 14.0 14.0 14.0 Total Split (s) 30.0 30.0 72.0 30.0 30.0 72.0 36.0 36.0 36.0 Total Split (%) 17.2% 17.2% 41.4% 17.2% 17.2% 41.4% 20.7% 20.7% 20.7% Maximum Green (s) 25.0 25.0 65.0 25.0 25.0 65.0 30.0 30.0 30.0 Yellow Time (s) 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 1.0 1.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 7.0 5.0 7.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lead Lead Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.5 2.0 2.0 2.5 3.0 3.0 3.0 Recall Mode None None Min None None Min None None None Intersection Summary Area Type: Other Cycle Length: 174 Actuated Cycle Length: 162.5 Natural Cycle: 100 Control Type: Actuated-Uncoordinated

Splits and Phases: 1: South Street & Route 9

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 1 Lanes, Volumes, Timings 2028 No-Build 1: South Street & Route 9 Timing Plan: Weekday PM

Lane Group SBT SBR Lane Configurations Traffic Volume (vph) 131 149 Future Volume (vph) 131 149 Ideal Flow (vphpl) 1900 1900 Lane Width (ft) 12 12 Storage Length (ft) 0 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 0.95 1.00 Frt 0.850 Flt Protected 0.984 Satd. Flow (prot) 1765 1599 Flt Permitted 0.984 Satd. Flow (perm) 1765 1599 Right Turn on Red No Satd. Flow (RTOR) Link Speed (mph) 35 Link Distance (ft) 906 Travel Time (s) 17.6 Peak Hour Factor 0.99 0.99 Heavy Vehicles (%) 0% 1% Shared Lane Traffic (%) Turn Type NA Prot Protected Phases 3 3 Permitted Phases Detector Phase 3 3 Switch Phase Minimum Initial (s) 8.0 8.0 Minimum Split (s) 14.0 14.0 Total Split (s) 36.0 36.0 Total Split (%) 20.7% 20.7% Maximum Green (s) 30.0 30.0 Yellow Time (s) 4.0 4.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 6.0 6.0 Lead/Lag Lead Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 Recall Mode None None Intersection Summary

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 2 Queues 2028 No-Build 1: South Street & Route 9 Timing Plan: Weekday PM

Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 160 1176 115 1360 287 321 280 191 196 151 v/c Ratio 0.80 0.82 0.71 0.98 0.28 1.04 0.88 0.76 0.75 0.64 Control Delay 98.3 48.2 96.1 67.7 3.6 124.3 90.1 86.9 84.6 78.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 98.3 48.2 96.1 67.7 3.6 124.3 90.1 86.9 84.6 78.1 Queue Length 50th (ft) 170 584 122 763 16 ~375 291 208 213 154 Queue Length 95th (ft) 264 762 198 #1027 62 #629 #505 317 323 243 Internal Link Dist (ft) 1451 1788 1338 826 Turn Bay Length (ft) 150 425 550 100 200 Base Capacity (vph) 267 1440 264 1387 1058 309 319 311 327 296 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 0.60 0.82 0.44 0.98 0.27 1.04 0.88 0.61 0.60 0.51 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.

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 3 HCM Signalized Intersection Capacity Analysis 2028 No-Build 1: South Street & Route 9 Timing Plan: Weekday PM

Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 20 139 1048 116 66 48 1346 284 318 220 57 252 Future Volume (vph) 20 139 1048 116 66 48 1346 284 318 220 57 252 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 11 10 10 10 12 Total Lost time (s) 5.0 7.0 5.0 7.0 7.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 0.95 Frt 1.00 0.99 1.00 1.00 0.85 1.00 0.97 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1730 3404 1711 3455 1546 1668 1694 1681 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1730 3404 1711 3455 1546 1668 1694 1681 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 20 140 1059 117 67 48 1360 287 321 222 58 255 RTOR Reduction (vph) 0 0 0 0 0 0 0 101 0 6 0 0 Lane Group Flow (vph) 0 160 1176 0 0 115 1360 186 321 274 0 191 Heavy Vehicles (%) 0% 1% 1% 1% 2% 2% 1% 1% 1% 1% 3% 2% Turn Type Prot Prot NA Prot Prot NA pt+ov Split NA Split Protected Phases 5 5 2 1 1 6 6 3 4 4 3 Permitted Phases Actuated Green, G (s) 18.8 68.8 15.3 65.3 96.5 30.1 30.1 24.2 Effective Green, g (s) 18.8 68.8 15.3 65.3 96.5 30.1 30.1 24.2 Actuated g/C Ratio 0.12 0.42 0.09 0.40 0.59 0.19 0.19 0.15 Clearance Time (s) 5.0 7.0 5.0 7.0 6.0 6.0 6.0 Vehicle Extension (s) 2.0 2.5 2.0 2.5 3.0 3.0 3.0 Lane Grp Cap (vph) 200 1442 161 1389 918 309 313 250 v/s Ratio Prot c0.09 c0.35 0.07 c0.39 0.12 c0.19 0.16 c0.11 v/s Ratio Perm v/c Ratio 0.80 0.82 0.71 0.98 0.20 1.04 0.88 0.76 Uniform Delay, d1 70.0 41.2 71.4 47.9 15.2 66.2 64.3 66.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 19.0 3.6 11.8 19.1 0.1 61.6 22.9 13.0 Delay (s) 89.0 44.8 83.2 67.0 15.3 127.8 87.2 79.3 Level of Service FD FEBFF E Approach Delay (s) 50.1 59.6 108.9 Approach LOS D E F Intersection Summary HCM 2000 Control Delay 65.7 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.93 Actuated Cycle Length (s) 162.4 Sum of lost time (s) 24.0 Intersection Capacity Utilization 94.1% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 4 HCM Signalized Intersection Capacity Analysis 2028 No-Build 1: South Street & Route 9 Timing Plan: Weekday PM

Movement SBT SBR Lane Configurations Traffic Volume (vph) 131 149 Future Volume (vph) 131 149 Ideal Flow (vphpl) 1900 1900 Lane Width 12 12 Total Lost time (s) 6.0 6.0 Lane Util. Factor 0.95 1.00 Frt 1.00 0.85 Flt Protected 0.98 1.00 Satd. Flow (prot) 1764 1599 Flt Permitted 0.98 1.00 Satd. Flow (perm) 1764 1599 Peak-hour factor, PHF 0.99 0.99 Adj. Flow (vph) 132 151 RTOR Reduction (vph) 0 0 Lane Group Flow (vph) 196 151 Heavy Vehicles (%) 0% 1% Turn Type NA Prot Protected Phases 3 3 Permitted Phases Actuated Green, G (s) 24.2 24.2 Effective Green, g (s) 24.2 24.2 Actuated g/C Ratio 0.15 0.15 Clearance Time (s) 6.0 6.0 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 262 238 v/s Ratio Prot 0.11 0.09 v/s Ratio Perm v/c Ratio 0.75 0.63 Uniform Delay, d1 66.2 64.9 Progression Factor 1.00 1.00 Incremental Delay, d2 11.1 5.4 Delay (s) 77.3 70.4 Level of Service EE Approach Delay (s) 76.1 Approach LOS E Intersection Summary

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 5 Lanes, Volumes, Timings 2028 No-Build 2: South Street & Charles River Dwy/UMass Dwy Timing Plan: Weekday PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 80 2 42 38 0 255 0 222 6 9 221 2 Future Volume (vph) 80 2 42 38 0 255 0 222 6 9 221 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 13 13 13 16 16 16 10 11 11 10 11 11 Storage Length (ft) 0 0 0 0 150 0 120 0 Storage Lanes 1 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.856 0.882 0.996 0.999 Flt Protected 0.950 0.994 0.950 Satd. Flow (prot) 1865 1681 0 0 1888 0 1773 1794 0 1685 1817 0 Flt Permitted 0.950 0.994 0.950 Satd. Flow (perm) 1865 1681 0 0 1888 0 1773 1794 0 1685 1817 0 Link Speed (mph) 20 20 35 35 Link Distance (ft) 448 418 1590 1418 Travel Time (s) 15.3 14.3 31.0 27.6 Confl. Peds. (#/hr) 1 1 1 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% 0% 0% 0% 0% 0% 0% 2% 0% 0% 1% 0% Shared Lane Traffic (%) Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 6 HCM Unsignalized Intersection Capacity Analysis 2028 No-Build 2: South Street & Charles River Dwy/UMass Dwy Timing Plan: Weekday PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 80 2 42 38 0 255 0 222 6 9 221 2 Future Volume (Veh/h) 80 2 42 38 0 255 0 222 6 9 221 2 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% 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 Hourly flow rate (vph) 87 2 46 41 0 277 0 241 7 10 240 2 Pedestrians 1 1 1 Lane Width (ft) 13.0 16.0 10.5 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 0 0 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 781 511 242 552 508 246 243 249 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 781 511 242 552 508 246 243 249 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 57 100 94 90 100 65 100 99 cM capacity (veh/h) 203 464 801 416 466 796 1334 1327 Direction, Lane # EB 1 EB 2 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 87 48 318 0 248 10 242 Volume Left 87 0 41 0 0 10 0 Volume Right 0 46 277 0 7 0 2 cSH 203 777 712 1700 1700 1327 1700 Volume to Capacity 0.43 0.06 0.45 0.00 0.15 0.01 0.14 Queue Length 95th (ft) 49 5 58 0 0 1 0 Control Delay (s) 35.4 9.9 14.1 0.0 0.0 7.7 0.0 Lane LOS EAB A Approach Delay (s) 26.3 14.1 0.0 0.3 Approach LOS D B Intersection Summary Average Delay 8.5 Intersection Capacity Utilization 43.3% ICU Level of Service A Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 7 Lanes, Volumes, Timings 2028 No-Build 4: Green Street/South Street & US Route 20 Timing Plan: Weekday PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 96 811 3 13 1062 167 0 10 8 184 29 261 Future Volume (vph) 96 811 3 13 1062 167 0 10 8 184 29 261 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 16 16 16 Storage Length (ft) 200 0 0 0 0 0 0 0 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 0.980 0.940 0.926 Flt Protected 0.950 0.999 0.981 Satd. Flow (prot) 1752 1791 0 0 3441 0 0 1786 0 0 1949 0 Flt Permitted 0.950 0.945 0.865 Satd. Flow (perm) 1752 1791 0 0 3255 0 0 1786 0 0 1718 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 26 8 48 Link Speed (mph) 50 50 25 35 Link Distance (ft) 1348 945 916 1070 Travel Time (s) 18.4 12.9 25.0 20.8 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 3% 6% 0% 0% 3% 1% 0% 0% 0% 1% 0% 0% Shared Lane Traffic (%) Turn Type Prot NA Perm NA NA Perm NA Protected Phases 5 2 6 8 4 Permitted Phases 6 8 4 Detector Phase 5 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 7.0 25.0 25.0 25.0 8.0 8.0 8.0 8.0 Minimum Split (s) 11.0 30.0 30.0 30.0 12.0 12.0 12.0 12.0 Total Split (s) 18.0 88.0 70.0 70.0 24.0 24.0 24.0 24.0 Total Split (%) 16.1% 78.6% 62.5% 62.5% 21.4% 21.4% 21.4% 21.4% Maximum Green (s) 15.0 83.0 65.0 65.0 20.0 20.0 20.0 20.0 Yellow Time (s) 3.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 All-Red Time (s) 0.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.0 5.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 2.0 3.0 3.0 3.0 2.0 2.0 2.0 2.0 Recall Mode None Min Min Min None None None None Intersection Summary Area Type: Other Cycle Length: 112 Actuated Cycle Length: 80.1 Natural Cycle: 70 Control Type: Actuated-Uncoordinated

Splits and Phases: 4: Green Street/South Street & US Route 20

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 8 Queues 2028 No-Build 4: Green Street/South Street & US Route 20 Timing Plan: Weekday PM

Lane Group EBL EBT WBT NBT SBT Lane Group Flow (vph) 99 839 1280 18 489 v/c Ratio 0.47 0.75 0.78 0.04 1.01 Control Delay 44.7 14.7 20.3 22.9 76.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 44.7 14.7 20.3 22.9 76.5 Queue Length 50th (ft) 47 253 263 4 ~251 Queue Length 95th (ft) 113 369 384 25 #599 Internal Link Dist (ft) 1268 865 836 990 Turn Bay Length (ft) 200 Base Capacity (vph) 342 1697 2653 471 482 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.29 0.49 0.48 0.04 1.01 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.

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 9 HCM Signalized Intersection Capacity Analysis 2028 No-Build 4: Green Street/South Street & US Route 20 Timing Plan: Weekday PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 96 811 3 13 1062 167 0 10 8 184 29 261 Future Volume (vph) 96 811 3 13 1062 167 0 10 8 184 29 261 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 12 12 16 16 16 Total Lost time (s) 3.0 5.0 5.0 4.0 4.0 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 Frt 1.00 1.00 0.98 0.94 0.93 Flt Protected 0.95 1.00 1.00 1.00 0.98 Satd. Flow (prot) 1752 1792 3442 1786 1948 Flt Permitted 0.95 1.00 0.94 1.00 0.86 Satd. Flow (perm) 1752 1792 3254 1786 1717 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 99 836 3 13 1095 172 0 10 8 190 30 269 RTOR Reduction (vph) 0 0 0 0 13 0 0 6 0 0 36 0 Lane Group Flow (vph) 99 839 0 0 1267 0 0 12 0 0 453 0 Heavy Vehicles (%) 3% 6% 0% 0% 3% 1% 0% 0% 0% 1% 0% 0% Turn Type Prot NA Perm NA NA Perm NA Protected Phases 5 2 6 8 4 Permitted Phases 6 8 4 Actuated Green, G (s) 7.7 50.7 40.0 20.9 20.9 Effective Green, g (s) 7.7 50.7 40.0 20.9 20.9 Actuated g/C Ratio 0.10 0.63 0.50 0.26 0.26 Clearance Time (s) 3.0 5.0 5.0 4.0 4.0 Vehicle Extension (s) 2.0 3.0 3.0 2.0 2.0 Lane Grp Cap (vph) 167 1127 1614 463 445 v/s Ratio Prot 0.06 c0.47 0.01 v/s Ratio Perm 0.39 c0.26 v/c Ratio 0.59 0.74 0.78 0.03 1.02 Uniform Delay, d1 34.9 10.4 16.8 22.3 29.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.7 2.7 2.6 0.0 47.5 Delay (s) 38.7 13.1 19.3 22.3 77.4 Level of Service DB B C E Approach Delay (s) 15.8 19.3 22.3 77.4 Approach LOS B B C E Intersection Summary HCM 2000 Control Delay 28.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.86 Actuated Cycle Length (s) 80.6 Sum of lost time (s) 12.0 Intersection Capacity Utilization 121.7% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 10 Lanes, Volumes, Timings 2028 No-Build 6: Centech Boulevard/Cherry Street & US Route 20 Timing Plan: Weekday PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 27 638 120 166 1098 49 200 88 113 45 62 22 Future Volume (vph) 27 638 120 166 1098 49 200 88 113 45 62 22 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 Storage Length (ft) 180 365 305 0 0 350 0 50 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.976 0.994 0.850 0.850 Flt Protected 0.950 0.950 0.966 0.979 Satd. Flow (prot) 1419 3249 0 1728 1757 0 0 1721 1546 0 1783 1561 Flt Permitted 0.049 0.338 0.666 0.171 Satd. Flow (perm) 73 3249 0 615 1757 0 0 1187 1546 0 311 1561 Right Turn on Red Yes Yes No No Satd. Flow (RTOR) 31 3 Link Speed (mph) 50 50 40 25 Link Distance (ft) 1051 1034 882 706 Travel Time (s) 14.3 14.1 15.0 19.3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 23% 5% 4% 1% 4% 2% 4% 1% 1% 2% 0% 0% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Perm NA pt+ov Perm NA pt+ov Protected Phases 5 2 1 6 8 8 1 4 4 5 Permitted Phases 2 6 8 4 Detector Phase 5 2 1 6 8 8 8 1 4 4 4 5 Switch Phase Minimum Initial (s) 4.0 12.0 4.0 12.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 18.0 9.0 18.0 9.5 9.5 9.5 9.5 Total Split (s) 21.0 86.0 21.0 86.0 22.0 22.0 22.0 22.0 Total Split (%) 16.3% 66.7% 16.3% 66.7% 17.1% 17.1% 17.1% 17.1% Maximum Green (s) 16.0 80.0 16.0 80.0 16.5 16.5 16.5 16.5 Yellow Time (s) 3.0 4.0 3.0 4.0 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 6.0 5.0 6.0 5.5 5.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 8.0 5.0 3.0 5.0 3.0 3.0 3.0 3.0 Recall Mode None Min None Min None None None None Intersection Summary Area Type: Other Cycle Length: 129 Actuated Cycle Length: 122.1 Natural Cycle: 150 Control Type: Actuated-Uncoordinated

Splits and Phases: 6: Centech Boulevard/Cherry Street & US Route 20

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 11 Queues 2028 No-Build 6: Centech Boulevard/Cherry Street & US Route 20 Timing Plan: Weekday PM

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group Flow (vph) 28 773 169 1170 294 115 109 22 v/c Ratio 0.15 0.36 0.33 1.01 1.83 0.30 2.60 0.05 Control Delay 4.6 9.4 5.4 52.4 427.6 41.2 815.3 34.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.6 9.4 5.4 52.4 427.6 41.2 815.3 34.2 Queue Length 50th (ft) 4 125 27 ~1024 ~363 77 ~149 13 Queue Length 95th (ft) 10 166 44 #1319 #552 133 #273 35 Internal Link Dist (ft) 971 954 802 626 Turn Bay Length (ft) 180 305 350 50 Base Capacity (vph) 234 2224 618 1156 161 476 42 481 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 0.12 0.35 0.27 1.01 1.83 0.24 2.60 0.05 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.

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 12 HCM Signalized Intersection Capacity Analysis 2028 No-Build 6: Centech Boulevard/Cherry Street & US Route 20 Timing Plan: Weekday PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 27 638 120 166 1098 49 200 88 113 45 62 22 Future Volume (vph) 27 638 120 166 1098 49 200 88 113 45 62 22 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time (s) 5.0 6.0 5.0 6.0 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.99 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.97 1.00 0.98 1.00 Satd. Flow (prot) 1419 3250 1728 1756 1722 1546 1784 1561 Flt Permitted 0.05 1.00 0.34 1.00 0.67 1.00 0.17 1.00 Satd. Flow (perm) 73 3250 614 1756 1186 1546 312 1561 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 28 651 122 169 1120 50 204 90 115 46 63 22 RTOR Reduction (vph) 0 10 0 0 1 0 0 0 0 0 0 0 Lane Group Flow (vph) 28 763 0 169 1169 0 0 294 115 0 109 22 Heavy Vehicles (%) 23% 5% 4% 1% 4% 2% 4% 1% 1% 2% 0% 0% Turn Type pm+pt NA pm+pt NA Perm NA pt+ov Perm NA pt+ov Protected Phases 5 2 1 6 8 8 1 4 4 5 Permitted Phases 2 6 8 4 Actuated Green, G (s) 91.5 81.7 88.7 80.3 16.6 30.5 16.6 31.9 Effective Green, g (s) 91.5 81.7 88.7 80.3 16.6 30.5 16.6 31.9 Actuated g/C Ratio 0.74 0.66 0.72 0.65 0.13 0.25 0.13 0.26 Clearance Time (s) 5.0 6.0 5.0 6.0 5.5 5.5 Vehicle Extension (s) 8.0 5.0 3.0 5.0 3.0 3.0 Lane Grp Cap (vph) 161 2155 518 1144 159 382 42 404 v/s Ratio Prot 0.01 0.23 0.02 c0.67 c0.07 0.01 v/s Ratio Perm 0.11 0.21 0.25 c0.35 v/c Ratio 0.17 0.35 0.33 1.02 1.85 0.30 2.60 0.05 Uniform Delay, d1 27.8 9.1 5.5 21.5 53.3 37.7 53.3 34.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.2 0.2 0.4 32.3 405.3 0.4 781.9 0.1 Delay (s) 30.0 9.3 5.8 53.7 458.6 38.1 835.2 34.4 Level of Service CA AD FD FC Approach Delay (s) 10.1 47.7 340.4 700.7 Approach LOS B D F F Intersection Summary HCM 2000 Control Delay 113.0 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.20 Actuated Cycle Length (s) 123.2 Sum of lost time (s) 16.5 Intersection Capacity Utilization 100.2% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 13 Lanes, Volumes, Timings 2028 No-Build 7: Route 140 & Route 9 WB Connector Timing Plan: Weekday PM

Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 156 289 208 564 713 71 Future Volume (vph) 156 289 208 564 713 71 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 10 12 11 11 Storage Length (ft) 0 100 175 100 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 2006 1812 1652 1827 1749 1516 Flt Permitted 0.950 0.148 Satd. Flow (perm) 2006 1812 257 1827 1749 1516 Right Turn on Red Yes Yes Satd. Flow (RTOR) 311 58 Link Speed (mph) 30 40 40 Link Distance (ft) 934 1773 530 Travel Time (s) 21.2 30.2 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 1% 2% 4% 5% 3% Shared Lane Traffic (%) Turn Type Prot Perm pm+pt NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 4 2 6 Detector Phase 4 4 5 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 4.0 14.0 14.0 14.0 Minimum Split (s) 10.0 10.0 8.0 18.0 18.0 18.0 Total Split (s) 15.0 15.0 12.0 39.0 27.0 27.0 Total Split (%) 27.8% 27.8% 22.2% 72.2% 50.0% 50.0% Maximum Green (s) 11.0 11.0 8.0 35.0 23.0 23.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 2.6 2.6 2.6 2.6 2.6 2.6 Recall Mode None None None None None None Intersection Summary Area Type: Other Cycle Length: 54 Actuated Cycle Length: 51.6 Natural Cycle: 60 Control Type: Actuated-Uncoordinated

Splits and Phases: 7: Route 140 & Route 9 WB Connector

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 14 Queues 2028 No-Build 7: Route 140 & Route 9 WB Connector Timing Plan: Weekday PM

Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 168 311 224 606 767 76 v/c Ratio 0.49 0.55 0.59 0.49 0.98 0.11 Control Delay 24.5 7.0 13.2 6.2 47.5 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.5 7.0 13.2 6.2 47.5 4.6 Queue Length 50th (ft) 47 0 20 71 221 3 Queue Length 95th (ft) 93 52 #81 141 #454 22 Internal Link Dist (ft) 854 1693 450 Turn Bay Length (ft) 100 175 100 Base Capacity (vph) 428 631 389 1241 780 708 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.49 0.58 0.49 0.98 0.11 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 15 HCM Signalized Intersection Capacity Analysis 2028 No-Build 7: Route 140 & Route 9 WB Connector Timing Plan: Weekday PM

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 156 289 208 564 713 71 Future Volume (vph) 156 289 208 564 713 71 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 16 16 10 12 11 11 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 2006 1812 1652 1827 1749 1516 Flt Permitted 0.95 1.00 0.15 1.00 1.00 1.00 Satd. Flow (perm) 2006 1812 257 1827 1749 1516 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 168 311 224 606 767 76 RTOR Reduction (vph) 0 257 0 0 0 32 Lane Group Flow (vph) 168 54 224 606 767 44 Heavy Vehicles (%) 2% 1% 2% 4% 5% 3% Turn Type Prot Perm pm+pt NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 4 2 6 Actuated Green, G (s) 8.9 8.9 34.8 34.8 23.1 23.1 Effective Green, g (s) 8.9 8.9 34.8 34.8 23.1 23.1 Actuated g/C Ratio 0.17 0.17 0.67 0.67 0.45 0.45 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.6 2.6 2.6 2.6 2.6 2.6 Lane Grp Cap (vph) 345 311 380 1229 781 677 v/s Ratio Prot c0.08 c0.09 0.33 c0.44 v/s Ratio Perm 0.03 0.31 0.03 v/c Ratio 0.49 0.17 0.59 0.49 0.98 0.06 Uniform Delay, d1 19.3 18.3 8.6 4.1 14.1 8.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 0.2 2.0 0.2 27.6 0.0 Delay (s) 20.2 18.5 10.6 4.4 41.7 8.2 Level of Service CBBADA Approach Delay (s) 19.1 6.1 38.7 Approach LOS B AD Intersection Summary HCM 2000 Control Delay 21.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length (s) 51.7 Sum of lost time (s) 12.0 Intersection Capacity Utilization 67.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 16 Lanes, Volumes, Timings 2028 No-Build 8: Route 140 & Route 9 EB Connector Timing Plan: Weekday PM

Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 136 160 40 632 887 129 Future Volume (vph) 136 160 40 632 887 129 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.927 0.983 Flt Protected 0.978 0.997 Satd. Flow (prot) 1914 0 0 1822 1800 0 Flt Permitted 0.978 0.997 Satd. Flow (perm) 1914 0 0 1822 1800 0 Link Speed (mph) 30 40 40 Link Distance (ft) 307 639 1773 Travel Time (s) 7.0 10.9 30.2 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 2% 2% 3% 4% 4% 2% Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 17 HCM Unsignalized Intersection Capacity Analysis 2028 No-Build 8: Route 140 & Route 9 EB Connector Timing Plan: Weekday PM

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 136 160 40 632 887 129 Future Volume (Veh/h) 136 160 40 632 887 129 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 145 170 43 672 944 137 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1770 1012 1081 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1770 1012 1081 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 0 41 93 cM capacity (veh/h) 85 290 641 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 315 715 1081 Volume Left 145 43 0 Volume Right 170 0 137 cSH 138 641 1700 Volume to Capacity 2.28 0.07 0.64 Queue Length 95th (ft) 664 5 0 Control Delay (s) 652.0 1.8 0.0 Lane LOS F A Approach Delay (s) 652.0 1.8 0.0 Approach LOS F Intersection Summary Average Delay 97.9 Intersection Capacity Utilization 90.1% ICU Level of Service E Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 18 Lanes, Volumes, Timings 2028 No-Build 9: Route 9 WB & Route 9 WB Connector Timing Plan: Weekday PM

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 0 1697 337 0 223 Future Volume (vph) 0 0 1697 337 0 223 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 50 0 0 Storage Lanes 0 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00 Frt 0.975 0.865 Flt Protected Satd. Flow (prot) 0 0 3508 0 0 1611 Flt Permitted Satd. Flow (perm) 0 0 3508 0 0 1611 Link Speed (mph) 45 45 30 Link Distance (ft) 652 775 934 Travel Time (s) 9.9 11.7 21.2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 0% 0% 0% 2% 0% 2% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 19 HCM Unsignalized Intersection Capacity Analysis 2028 No-Build 9: Route 9 WB & Route 9 WB Connector Timing Plan: Weekday PM

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 0 1697 337 0 223 Future Volume (Veh/h) 0 0 1697 337 0 223 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 0 0 1768 351 0 232 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1768 1944 1060 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1768 1944 1060 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 0 cM capacity (veh/h) 357 58 220 Direction, Lane # WB 1 WB 2 SB 1 Volume Total 1179 940 232 Volume Left 0 0 0 Volume Right 0 351 232 cSH 1700 1700 220 Volume to Capacity 0.69 0.55 1.05 Queue Length 95th (ft) 0 0 252 Control Delay (s) 0.0 0.0 122.0 Lane LOS F Approach Delay (s) 0.0 122.0 Approach LOS F Intersection Summary Average Delay 12.0 Intersection Capacity Utilization 78.1% ICU Level of Service D Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 20 Lanes, Volumes, Timings 2028 No-Build 10: Grafton Street & Route 9 EB Timing Plan: Weekday PM

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1309 311 0 0 0 128 Future Volume (vph) 1309 311 0 0 0 128 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 16 16 Storage Length (ft) 250 0 0 0 Storage Lanes 0 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.971 0.865 Flt Protected Satd. Flow (prot) 3464 0 0 0 0 1826 Flt Permitted Satd. Flow (perm) 3464 0 0 0 0 1826 Link Speed (mph) 45 45 30 Link Distance (ft) 930 837 551 Travel Time (s) 14.1 12.7 12.5 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles (%) 1% 2% 0% 0% 0% 2% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 21 HCM Unsignalized Intersection Capacity Analysis 2028 No-Build 10: Grafton Street & Route 9 EB Timing Plan: Weekday PM

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1309 311 0 0 0 128 Future Volume (Veh/h) 1309 311 0 0 0 128 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 Hourly flow rate (vph) 1322 314 0 0 0 129 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1636 1479 818 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1636 1479 818 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 60 cM capacity (veh/h) 402 119 319 Direction, Lane # EB 1 EB 2 NB 1 Volume Total 881 755 129 Volume Left 0 0 0 Volume Right 0 314 129 cSH 1700 1700 319 Volume to Capacity 0.52 0.44 0.40 Queue Length 95th (ft) 0 0 47 Control Delay (s) 0.0 0.0 23.7 Lane LOS C Approach Delay (s) 0.0 23.7 Approach LOS C Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 No-Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 22 Lanes, Volumes, Timings 2028 Build 1: South Street & Route 9 Timing Plan: Weekday AM

Lane Group EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 10 77 1322 222 104 77 956 162 142 103 49 454 Future Volume (vph) 10 77 1322 222 104 77 956 162 142 103 49 454 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 10 10 10 12 Storage Length (ft) 150 0 425 550 100 0 200 Storage Lanes 1 0 1 1 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.95 Frt 0.978 0.850 0.952 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 0 1671 3370 0 0 1669 3355 1561 1620 1612 0 1681 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 0 1671 3370 0 0 1669 3355 1561 1620 1612 0 1681 Right Turn on Red No Yes Yes Satd. Flow (RTOR) 164 12 Link Speed (mph) 45 45 35 Link Distance (ft) 1531 1868 1418 Travel Time (s) 23.2 28.3 27.6 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles (%) 0% 5% 1% 3% 2% 8% 4% 0% 4% 6% 2% 2% Shared Lane Traffic (%) 33% Turn Type Prot Prot NA Prot Prot NA pt+ov Split NA Split Protected Phases 5 5 2 1 1 6 6 3 4 4 3 Permitted Phases Detector Phase 5 5 2 1 1 6 6 3 4 4 3 Switch Phase Minimum Initial (s) 8.0 8.0 20.0 8.0 8.0 20.0 8.0 8.0 8.0 Minimum Split (s) 13.0 13.0 27.0 13.0 13.0 27.0 14.0 14.0 14.0 Total Split (s) 30.0 30.0 72.0 30.0 30.0 72.0 36.0 36.0 36.0 Total Split (%) 17.2% 17.2% 41.4% 17.2% 17.2% 41.4% 20.7% 20.7% 20.7% Maximum Green (s) 25.0 25.0 65.0 25.0 25.0 65.0 30.0 30.0 30.0 Yellow Time (s) 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 1.0 1.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 7.0 5.0 7.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lead Lead Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.5 2.0 2.0 2.5 3.0 3.0 3.0 Recall Mode None None Min None None Min None None None Intersection Summary Area Type: Other Cycle Length: 174 Actuated Cycle Length: 159.8 Natural Cycle: 140 Control Type: Actuated-Uncoordinated

Splits and Phases: 1: South Street & Route 9

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 1 Lanes, Volumes, Timings 2028 Build 1: South Street & Route 9 Timing Plan: Weekday AM

Lane Group SBT SBR Lane Configurations Traffic Volume (vph) 164 69 Future Volume (vph) 164 69 Ideal Flow (vphpl) 1900 1900 Lane Width (ft) 12 12 Storage Length (ft) 0 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 0.95 1.00 Frt 0.850 Flt Protected 0.977 Satd. Flow (prot) 1711 1553 Flt Permitted 0.977 Satd. Flow (perm) 1711 1553 Right Turn on Red No Satd. Flow (RTOR) Link Speed (mph) 35 Link Distance (ft) 906 Travel Time (s) 17.6 Peak Hour Factor 0.99 0.99 Heavy Vehicles (%) 4% 4% Shared Lane Traffic (%) Turn Type NA Prot Protected Phases 3 3 Permitted Phases Detector Phase 3 3 Switch Phase Minimum Initial (s) 8.0 8.0 Minimum Split (s) 14.0 14.0 Total Split (s) 36.0 36.0 Total Split (%) 20.7% 20.7% Maximum Green (s) 30.0 30.0 Yellow Time (s) 4.0 4.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 6.0 6.0 Lead/Lag Lead Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 Recall Mode None None Intersection Summary

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 2 Queues 2028 Build 1: South Street & Route 9 Timing Plan: Weekday AM

Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 88 1559 183 966 164 143 153 308 317 70 v/c Ratio 0.65 1.13 0.84 0.63 0.15 0.73 0.74 0.97 0.98 0.24 Control Delay 94.3 112.3 99.0 36.4 1.8 88.9 84.0 107.9 110.0 60.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 94.3 112.3 99.0 36.4 1.8 88.9 84.0 107.9 110.0 60.3 Queue Length 50th (ft) 92 ~1008 189 398 0 148 146 344 355 64 Queue Length 95th (ft) 160 #1267 #316 552 30 231 232 #612 #630 123 Internal Link Dist (ft) 1451 1788 1338 826 Turn Bay Length (ft) 150 425 550 100 200 Base Capacity (vph) 262 1376 261 1536 1119 305 313 316 322 292 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 0.34 1.13 0.70 0.63 0.15 0.47 0.49 0.97 0.98 0.24 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.

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 3 HCM Signalized Intersection Capacity Analysis 2028 Build 1: South Street & Route 9 Timing Plan: Weekday AM

Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 10 77 1322 222 104 77 956 162 142 103 49 454 Future Volume (vph) 10 77 1322 222 104 77 956 162 142 103 49 454 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 11 10 10 10 12 Total Lost time (s) 5.0 7.0 5.0 7.0 7.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 0.95 Frt 1.00 0.98 1.00 1.00 0.85 1.00 0.95 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1671 3371 1669 3355 1561 1620 1612 1681 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1671 3371 1669 3355 1561 1620 1612 1681 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 10 78 1335 224 105 78 966 164 143 104 49 459 RTOR Reduction (vph) 0 0 0 0 0 0 0 51 0 11 0 0 Lane Group Flow (vph) 0 88 1559 0 0 183 966 113 143 142 0 308 Heavy Vehicles (%) 0% 5% 1% 3% 2% 8% 4% 0% 4% 6% 2% 2% Turn Type Prot Prot NA Prot Prot NA pt+ov Split NA Split Protected Phases 5 5 2 1 1 6 6 3 4 4 3 Permitted Phases Actuated Green, G (s) 13.0 65.3 20.9 73.2 110.3 19.4 19.4 30.1 Effective Green, g (s) 13.0 65.3 20.9 73.2 110.3 19.4 19.4 30.1 Actuated g/C Ratio 0.08 0.41 0.13 0.46 0.69 0.12 0.12 0.19 Clearance Time (s) 5.0 7.0 5.0 7.0 6.0 6.0 6.0 Vehicle Extension (s) 2.0 2.5 2.0 2.5 3.0 3.0 3.0 Lane Grp Cap (vph) 136 1378 218 1537 1078 196 195 316 v/s Ratio Prot 0.05 c0.46 c0.11 0.29 0.07 0.09 c0.09 0.18 v/s Ratio Perm v/c Ratio 0.65 1.13 0.84 0.63 0.11 0.73 0.73 0.97 Uniform Delay, d1 71.1 47.2 67.8 32.9 8.2 67.6 67.6 64.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.7 68.8 22.8 0.7 0.0 12.7 13.1 43.4 Delay (s) 78.8 116.0 90.5 33.6 8.3 80.4 80.8 107.8 Level of Service EF FCAFF F Approach Delay (s) 114.0 38.4 80.6 Approach LOS F D F Intersection Summary HCM 2000 Control Delay 84.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.00 Actuated Cycle Length (s) 159.7 Sum of lost time (s) 24.0 Intersection Capacity Utilization 98.9% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 4 HCM Signalized Intersection Capacity Analysis 2028 Build 1: South Street & Route 9 Timing Plan: Weekday AM

Movement SBT SBR Lane Configurations Traffic Volume (vph) 164 69 Future Volume (vph) 164 69 Ideal Flow (vphpl) 1900 1900 Lane Width 12 12 Total Lost time (s) 6.0 6.0 Lane Util. Factor 0.95 1.00 Frt 1.00 0.85 Flt Protected 0.98 1.00 Satd. Flow (prot) 1711 1553 Flt Permitted 0.98 1.00 Satd. Flow (perm) 1711 1553 Peak-hour factor, PHF 0.99 0.99 Adj. Flow (vph) 166 70 RTOR Reduction (vph) 0 0 Lane Group Flow (vph) 317 70 Heavy Vehicles (%) 4% 4% Turn Type NA Prot Protected Phases 3 3 Permitted Phases Actuated Green, G (s) 30.1 30.1 Effective Green, g (s) 30.1 30.1 Actuated g/C Ratio 0.19 0.19 Clearance Time (s) 6.0 6.0 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 322 292 v/s Ratio Prot c0.19 0.05 v/s Ratio Perm v/c Ratio 0.98 0.24 Uniform Delay, d1 64.6 55.1 Progression Factor 1.00 1.00 Incremental Delay, d2 45.6 0.4 Delay (s) 110.2 55.5 Level of Service FE Approach Delay (s) 103.6 Approach LOS F Intersection Summary

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 5 Lanes, Volumes, Timings 2028 Build 2: South Street & Charles River Dwy/UMass Dwy Timing Plan: Weekday AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 0 2 0 0 14 42 221 16 164 190 82 Future Volume (vph) 10 0 2 0 0 14 42 221 16 164 190 82 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 13 13 13 16 16 16 10 11 11 10 11 11 Storage Length (ft) 0 0 0 0 150 0 120 0 Storage Lanes 1 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.865 0.990 0.955 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot) 1865 1669 0 0 1741 0 1685 1731 0 1652 1641 0 Flt Permitted 0.950 0.950 0.950 Satd. Flow (perm) 1865 1669 0 0 1741 0 1685 1731 0 1652 1641 0 Link Speed (mph) 20 20 35 35 Link Distance (ft) 448 418 1590 1418 Travel Time (s) 15.3 14.3 31.0 27.6 Confl. Peds. (#/hr) 2 2 1 1 2 1 1 2 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% 0% 0% 0% 0% 7% 0% 5% 6% 2% 9% 2% Shared Lane Traffic (%) Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 6 HCM Unsignalized Intersection Capacity Analysis 2028 Build 2: South Street & Charles River Dwy/UMass Dwy Timing Plan: Weekday AM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 0 2 0 0 14 42 221 16 164 190 82 Future Volume (Veh/h) 10 0 2 0 0 14 42 221 16 164 190 82 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% 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 Hourly flow rate (vph) 11 0 2 0 0 15 46 240 17 178 207 89 Pedestrians 2 1 2 2 Lane Width (ft) 13.0 16.0 10.5 10.5 Walking Speed (ft/s) 3.5 3.5 3.5 3.5 Percent Blockage 0 0 0 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 958 960 256 908 996 252 298 258 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 958 960 256 908 996 252 298 258 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.3 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.4 2.2 2.2 p0 queue free % 95 100 100 100 100 98 96 86 cM capacity (veh/h) 203 215 785 223 205 773 1272 1305 Direction, Lane # EB 1 EB 2 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 11 2 15 46 257 178 296 Volume Left 11 0 0 46 0 178 0 Volume Right 0 2 15 0 17 0 89 cSH 203 785 773 1272 1700 1305 1700 Volume to Capacity 0.05 0.00 0.02 0.04 0.15 0.14 0.17 Queue Length 95th (ft) 4 0 1 3 0 12 0 Control Delay (s) 23.8 9.6 9.8 7.9 0.0 8.2 0.0 Lane LOS CAAA A Approach Delay (s) 21.6 9.8 1.2 3.1 Approach LOS C A Intersection Summary Average Delay 2.8 Intersection Capacity Utilization 39.3% ICU Level of Service A Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 7 Lanes, Volumes, Timings 2028 Build 3: South Street & Site Driveway Timing Plan: Weekday AM

Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 6 1 7 553 230 18 Future Volume (vph) 6 1 7 553 230 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.981 0.990 Flt Protected 0.959 0.999 Satd. Flow (prot) 1787 0 0 1809 1736 0 Flt Permitted 0.959 0.999 Satd. Flow (perm) 1787 0 0 1809 1736 0 Link Speed (mph) 20 35 35 Link Distance (ft) 695 1070 1590 Travel Time (s) 23.7 20.8 31.0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 0% 0% 5% 9% 0% Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 8 HCM Unsignalized Intersection Capacity Analysis 2028 Build 3: South Street & Site Driveway Timing Plan: Weekday AM

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 6 1 7 553 230 18 Future Volume (Veh/h) 6 1 7 553 230 18 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 6 1 7 570 237 19 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1070 pX, platoon unblocked vC, conflicting volume 830 246 256 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 830 246 256 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 98 100 99 cM capacity (veh/h) 341 797 1321 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 7 577 256 Volume Left 6 7 0 Volume Right 1 0 19 cSH 371 1321 1700 Volume to Capacity 0.02 0.01 0.15 Queue Length 95th (ft) 1 0 0 Control Delay (s) 14.9 0.2 0.0 Lane LOS BA Approach Delay (s) 14.9 0.2 0.0 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 44.7% ICU Level of Service A Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 9 Lanes, Volumes, Timings 2028 Build 4: Green Street/South Street & US Route 20 Timing Plan: Weekday AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 315 1207 3 3 463 290 7 24 10 122 8 106 Future Volume (vph) 315 1207 3 3 463 290 7 24 10 122 8 106 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 16 16 16 Storage Length (ft) 200 0 0 0 0 0 0 0 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.942 0.968 0.939 Flt Protected 0.950 0.992 0.975 Satd. Flow (prot) 1752 1758 0 0 3113 0 0 1742 0 0 1807 0 Flt Permitted 0.950 0.952 0.949 0.841 Satd. Flow (perm) 1752 1758 0 0 2964 0 0 1666 0 0 1559 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 206 10 32 Link Speed (mph) 50 50 25 35 Link Distance (ft) 1348 945 916 1070 Travel Time (s) 18.4 12.9 25.0 20.8 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 3% 8% 33% 33% 13% 3% 0% 4% 10% 3% 25% 15% Shared Lane Traffic (%) Turn Type Prot NA Perm NA Perm NA Perm NA Protected Phases 5 2 6 8 4 Permitted Phases 6 8 4 Detector Phase 5 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 7.0 25.0 25.0 25.0 8.0 8.0 8.0 8.0 Minimum Split (s) 11.0 30.0 30.0 30.0 12.0 12.0 12.0 12.0 Total Split (s) 18.0 88.0 70.0 70.0 24.0 24.0 24.0 24.0 Total Split (%) 16.1% 78.6% 62.5% 62.5% 21.4% 21.4% 21.4% 21.4% Maximum Green (s) 15.0 83.0 65.0 65.0 20.0 20.0 20.0 20.0 Yellow Time (s) 3.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 All-Red Time (s) 0.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.0 5.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 2.0 3.0 3.0 3.0 2.0 2.0 2.0 2.0 Recall Mode None Min Min Min None None None None Intersection Summary Area Type: Other Cycle Length: 112 Actuated Cycle Length: 103 Natural Cycle: 75 Control Type: Actuated-Uncoordinated

Splits and Phases: 4: Green Street/South Street & US Route 20

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 10 Queues 2028 Build 4: Green Street/South Street & US Route 20 Timing Plan: Weekday AM

Lane Group EBL EBT WBT NBT SBT Lane Group Flow (vph) 325 1247 779 42 243 v/c Ratio 1.24 0.96 0.44 0.15 0.84 Control Delay 175.9 30.2 10.0 32.9 63.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 175.9 30.2 10.0 32.9 63.0 Queue Length 50th (ft) ~312 687 110 20 148 Queue Length 95th (ft) #490 #1150 153 52 #276 Internal Link Dist (ft) 1268 865 836 990 Turn Bay Length (ft) 200 Base Capacity (vph) 262 1407 1997 340 337 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 1.24 0.89 0.39 0.12 0.72 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.

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 11 HCM Signalized Intersection Capacity Analysis 2028 Build 4: Green Street/South Street & US Route 20 Timing Plan: Weekday AM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 315 1207 3 3 463 290 7 24 10 122 8 106 Future Volume (vph) 315 1207 3 3 463 290 7 24 10 122 8 106 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 12 12 16 16 16 Total Lost time (s) 3.0 5.0 5.0 4.0 4.0 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 Frt 1.00 1.00 0.94 0.97 0.94 Flt Protected 0.95 1.00 1.00 0.99 0.97 Satd. Flow (prot) 1752 1758 3114 1741 1807 Flt Permitted 0.95 1.00 0.95 0.95 0.84 Satd. Flow (perm) 1752 1758 2964 1665 1560 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 325 1244 3 3 477 299 7 25 10 126 8 109 RTOR Reduction (vph) 0 0 0 0 90 0 0 8 0 0 27 0 Lane Group Flow (vph) 325 1247 0 0 689 0 0 34 0 0 216 0 Heavy Vehicles (%) 3% 8% 33% 33% 13% 3% 0% 4% 10% 3% 25% 15% Turn Type Prot NA Perm NA Perm NA Perm NA Protected Phases 5 2 6 8 4 Permitted Phases 6 8 4 Actuated Green, G (s) 15.4 76.4 58.0 17.3 17.3 Effective Green, g (s) 15.4 76.4 58.0 17.3 17.3 Actuated g/C Ratio 0.15 0.74 0.56 0.17 0.17 Clearance Time (s) 3.0 5.0 5.0 4.0 4.0 Vehicle Extension (s) 2.0 3.0 3.0 2.0 2.0 Lane Grp Cap (vph) 262 1307 1673 280 262 v/s Ratio Prot c0.19 c0.71 v/s Ratio Perm 0.23 0.02 c0.14 v/c Ratio 1.24 0.95 0.41 0.12 0.83 Uniform Delay, d1 43.6 11.6 12.7 36.2 41.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 136.3 15.2 0.2 0.1 17.9 Delay (s) 180.0 26.8 12.8 36.3 59.2 Level of Service FC B D E Approach Delay (s) 58.5 12.8 36.3 59.2 Approach LOS E B D E Intersection Summary HCM 2000 Control Delay 44.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 1.00 Actuated Cycle Length (s) 102.7 Sum of lost time (s) 12.0 Intersection Capacity Utilization 117.9% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 12 Lanes, Volumes, Timings 2028 Build 5: US Route 20 & Site Driveway Timing Plan: Weekday AM

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 26 1518 553 23 7 5 Future Volume (vph) 26 1518 553 23 7 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00 Frt 0.994 0.850 Flt Protected 0.999 0.950 Satd. Flow (prot) 0 1753 3151 0 1262 1346 Flt Permitted 0.999 0.950 Satd. Flow (perm) 0 1753 3151 0 1262 1346 Link Speed (mph) 30 30 20 Link Distance (ft) 1171 1348 975 Travel Time (s) 26.6 30.6 33.2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 23% 8% 13% 35% 43% 20% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 13 HCM Unsignalized Intersection Capacity Analysis 2028 Build 5: US Route 20 & Site Driveway Timing Plan: Weekday AM

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 26 1518 553 23 7 5 Future Volume (Veh/h) 26 1518 553 23 7 5 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 27 1565 570 24 7 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 594 2201 297 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 594 2201 297 tC, single (s) 4.6 7.7 7.3 tC, 2 stage (s) tF (s) 2.4 3.9 3.5 p0 queue free % 97 68 99 cM capacity (veh/h) 847 22 648 Direction, Lane # EB 1 WB 1 WB 2 SB 1 SB 2 Volume Total 1592 380 214 7 5 Volume Left 27 0 0 7 0 Volume Right 0 0 24 0 5 cSH 847 1700 1700 22 648 Volume to Capacity 0.03 0.22 0.13 0.32 0.01 Queue Length 95th (ft) 2 0 0 24 1 Control Delay (s) 3.9 0.0 0.0 236.4 10.6 Lane LOS A FB Approach Delay (s) 3.9 0.0 142.3 Approach LOS F Intersection Summary Average Delay 3.6 Intersection Capacity Utilization 110.7% ICU Level of Service H Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 14 Lanes, Volumes, Timings 2028 Build 6: Centech Boulevard/Cherry Street & US Route 20 Timing Plan: Weekday AM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 26 1241 167 68 412 17 142 66 170 46 118 24 Future Volume (vph) 26 1241 167 68 412 17 142 66 170 46 118 24 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 Storage Length (ft) 180 365 305 0 0 350 0 50 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.982 0.994 0.850 0.850 Flt Protected 0.950 0.950 0.967 0.986 Satd. Flow (prot) 1292 3192 0 1601 1637 0 0 1691 1531 0 1721 1334 Flt Permitted 0.470 0.107 0.562 0.607 Satd. Flow (perm) 639 3192 0 180 1637 0 0 983 1531 0 1059 1334 Right Turn on Red Yes Yes No No Satd. Flow (RTOR) 21 4 Link Speed (mph) 50 50 40 25 Link Distance (ft) 1051 1034 882 706 Travel Time (s) 14.3 14.1 15.0 19.3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 35% 7% 10% 9% 11% 24% 6% 3% 2% 11% 3% 17% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Perm NA pt+ov Perm NA pt+ov Protected Phases 5 2 1 6 8 8 1 4 4 5 Permitted Phases 2 6 8 4 Detector Phase 5 2 1 6 8 8 8 1 4 4 4 5 Switch Phase Minimum Initial (s) 4.0 12.0 4.0 12.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 18.0 9.0 18.0 9.5 9.5 9.5 9.5 Total Split (s) 13.0 86.0 21.0 94.0 24.0 24.0 24.0 24.0 Total Split (%) 9.9% 65.6% 16.0% 71.8% 18.3% 18.3% 18.3% 18.3% Maximum Green (s) 8.0 80.0 16.0 88.0 18.5 18.5 18.5 18.5 Yellow Time (s) 3.0 4.0 3.0 4.0 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 6.0 5.0 6.0 5.5 5.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 8.0 5.0 3.0 5.0 3.0 3.0 3.0 3.0 Recall Mode None Min None Min None None None None Intersection Summary Area Type: Other Cycle Length: 131 Actuated Cycle Length: 104.4 Natural Cycle: 70 Control Type: Actuated-Uncoordinated

Splits and Phases: 6: Centech Boulevard/Cherry Street & US Route 20

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 15 Queues 2028 Build 6: Centech Boulevard/Cherry Street & US Route 20 Timing Plan: Weekday AM

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group Flow (vph) 27 1451 70 443 214 175 169 25 v/c Ratio 0.06 0.76 0.32 0.42 1.21 0.39 0.89 0.06 Control Delay 4.1 18.1 8.2 11.3 175.6 35.7 87.3 31.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.1 18.1 8.2 11.3 175.6 35.7 87.3 31.8 Queue Length 50th (ft) 4 342 12 155 ~178 94 112 12 Queue Length 95th (ft) 11 432 23 221 #390 190 #293 39 Internal Link Dist (ft) 971 954 802 626 Turn Bay Length (ft) 180 305 350 50 Base Capacity (vph) 486 2493 350 1391 177 589 190 409 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 0.06 0.58 0.20 0.32 1.21 0.30 0.89 0.06 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.

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 16 HCM Signalized Intersection Capacity Analysis 2028 Build 6: Centech Boulevard/Cherry Street & US Route 20 Timing Plan: Weekday AM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 26 1241 167 68 412 17 142 66 170 46 118 24 Future Volume (vph) 26 1241 167 68 412 17 142 66 170 46 118 24 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time (s) 5.0 6.0 5.0 6.0 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.99 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.97 1.00 0.99 1.00 Satd. Flow (prot) 1292 3193 1601 1637 1691 1531 1722 1334 Flt Permitted 0.47 1.00 0.11 1.00 0.56 1.00 0.61 1.00 Satd. Flow (perm) 640 3193 181 1637 983 1531 1060 1334 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 27 1279 172 70 425 18 146 68 175 47 122 25 RTOR Reduction (vph) 080010000000 Lane Group Flow (vph) 27 1443 0 70 442 0 0 214 175 0 169 25 Heavy Vehicles (%) 35% 7% 10% 9% 11% 24% 6% 3% 2% 11% 3% 17% Turn Type pm+pt NA pm+pt NA Perm NA pt+ov Perm NA pt+ov Protected Phases 5 2 1 6 8 8 1 4 4 5 Permitted Phases 2 6 8 4 Actuated Green, G (s) 68.7 64.3 73.5 66.7 18.8 31.1 18.8 28.7 Effective Green, g (s) 68.7 64.3 73.5 66.7 18.8 31.1 18.8 28.7 Actuated g/C Ratio 0.65 0.60 0.69 0.63 0.18 0.29 0.18 0.27 Clearance Time (s) 5.0 6.0 5.0 6.0 5.5 5.5 Vehicle Extension (s) 8.0 5.0 3.0 5.0 3.0 3.0 Lane Grp Cap (vph) 440 1929 215 1026 173 447 187 359 v/s Ratio Prot 0.00 c0.45 0.02 0.27 c0.11 0.02 v/s Ratio Perm 0.04 0.20 c0.22 0.16 v/c Ratio 0.06 0.75 0.33 0.43 1.24 0.39 0.90 0.07 Uniform Delay, d1 6.9 15.2 9.9 10.1 43.8 30.1 42.9 28.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 2.0 0.9 0.6 146.2 0.6 39.6 0.1 Delay (s) 7.2 17.2 10.8 10.8 190.0 30.7 82.6 29.0 Level of Service AB BB FC FC Approach Delay (s) 17.0 10.8 118.3 75.7 Approach LOS B B F E Intersection Summary HCM 2000 Control Delay 35.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 106.4 Sum of lost time (s) 16.5 Intersection Capacity Utilization 75.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 17 Lanes, Volumes, Timings 2028 Build 7: Route 140 & Route 9 WB Connector Timing Plan: Weekday AM

Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 23 51 210 781 482 71 Future Volume (vph) 23 51 210 781 482 71 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 10 12 11 11 Storage Length (ft) 0 100 175 100 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1748 1727 1652 1792 1766 1406 Flt Permitted 0.950 0.286 Satd. Flow (perm) 1748 1727 497 1792 1766 1406 Right Turn on Red Yes Yes Satd. Flow (RTOR) 55 77 Link Speed (mph) 30 40 40 Link Distance (ft) 934 1773 530 Travel Time (s) 21.2 30.2 9.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 17% 6% 2% 6% 4% 11% Shared Lane Traffic (%) Turn Type Prot Perm pm+pt NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 4 2 6 Detector Phase 4 4 5 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 4.0 14.0 14.0 14.0 Minimum Split (s) 10.0 10.0 8.0 20.0 18.0 18.0 Total Split (s) 15.0 15.0 12.0 39.0 27.0 27.0 Total Split (%) 27.8% 27.8% 22.2% 72.2% 50.0% 50.0% Maximum Green (s) 11.0 11.0 8.0 33.0 23.0 23.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 3.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 6.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 2.6 2.6 2.6 2.6 2.6 2.6 Recall Mode None None None None None None Intersection Summary Area Type: Other Cycle Length: 54 Actuated Cycle Length: 38.3 Natural Cycle: 50 Control Type: Actuated-Uncoordinated

Splits and Phases: 7: Route 140 & Route 9 WB Connector

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 18 Queues 2028 Build 7: Route 140 & Route 9 WB Connector Timing Plan: Weekday AM

Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 25 55 228 849 524 77 v/c Ratio 0.08 0.15 0.38 0.60 0.53 0.09 Control Delay 19.1 8.2 4.1 6.8 11.6 2.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.1 8.2 4.1 6.8 11.6 2.9 Queue Length 50th (ft) 6 0 15 112 104 0 Queue Length 95th (ft) 23 24 34 240 197 16 Internal Link Dist (ft) 854 1693 450 Turn Bay Length (ft) 100 175 100 Base Capacity (vph) 569 599 645 1464 1150 942 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.09 0.35 0.58 0.46 0.08 Intersection Summary

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 19 HCM Signalized Intersection Capacity Analysis 2028 Build 7: Route 140 & Route 9 WB Connector Timing Plan: Weekday AM

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 23 51 210 781 482 71 Future Volume (vph) 23 51 210 781 482 71 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 16 16 10 12 11 11 Total Lost time (s) 4.0 4.0 4.0 6.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1748 1727 1652 1792 1766 1406 Flt Permitted 0.95 1.00 0.29 1.00 1.00 1.00 Satd. Flow (perm) 1748 1727 498 1792 1766 1406 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 25 55 228 849 524 77 RTOR Reduction (vph) 0 51 0 0 0 39 Lane Group Flow (vph) 25 4 228 849 524 38 Heavy Vehicles (%) 17% 6% 2% 6% 4% 11% Turn Type Prot Perm pm+pt NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 4 2 6 Actuated Green, G (s) 3.2 3.2 27.7 27.7 20.0 20.0 Effective Green, g (s) 3.2 3.2 27.7 27.7 20.0 20.0 Actuated g/C Ratio 0.08 0.08 0.68 0.68 0.49 0.49 Clearance Time (s) 4.0 4.0 4.0 6.0 4.0 4.0 Vehicle Extension (s) 2.6 2.6 2.6 2.6 2.6 2.6 Lane Grp Cap (vph) 136 135 498 1213 863 687 v/s Ratio Prot c0.01 0.06 c0.47 0.30 v/s Ratio Perm 0.00 0.25 0.03 v/c Ratio 0.18 0.03 0.46 0.70 0.61 0.05 Uniform Delay, d1 17.6 17.4 3.7 4.0 7.6 5.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.1 0.5 1.7 1.1 0.0 Delay (s) 18.1 17.5 4.2 5.7 8.7 5.5 Level of Service BBAAAA Approach Delay (s) 17.7 5.4 8.3 Approach LOS B AA Intersection Summary HCM 2000 Control Delay 6.9 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 40.9 Sum of lost time (s) 12.0 Intersection Capacity Utilization 54.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 20 Lanes, Volumes, Timings 2028 Build 8: Route 140 & Route 9 EB Connector Timing Plan: Weekday AM

Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 92 96 95 919 397 130 Future Volume (vph) 92 96 95 919 397 130 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.931 0.967 Flt Protected 0.976 0.995 Satd. Flow (prot) 1821 0 0 1796 1750 0 Flt Permitted 0.976 0.995 Satd. Flow (perm) 1821 0 0 1796 1750 0 Link Speed (mph) 30 40 40 Link Distance (ft) 307 639 1773 Travel Time (s) 7.0 10.9 30.2 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 10% 5% 8% 5% 5% 5% Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 21 HCM Unsignalized Intersection Capacity Analysis 2028 Build 8: Route 140 & Route 9 EB Connector Timing Plan: Weekday AM

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 92 96 95 919 397 130 Future Volume (Veh/h) 92 96 95 919 397 130 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 101 105 104 1010 436 143 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1726 508 579 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1726 508 579 tC, single (s) 6.5 6.2 4.2 tC, 2 stage (s) tF (s) 3.6 3.3 2.3 p0 queue free % 0 81 89 cM capacity (veh/h) 83 559 966 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 206 1114 579 Volume Left 101 104 0 Volume Right 105 0 143 cSH 147 966 1700 Volume to Capacity 1.40 0.11 0.34 Queue Length 95th (ft) 331 9 0 Control Delay (s) 273.7 3.1 0.0 Lane LOS F A Approach Delay (s) 273.7 3.1 0.0 Approach LOS F Intersection Summary Average Delay 31.5 Intersection Capacity Utilization 103.4% ICU Level of Service G Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 22 Lanes, Volumes, Timings 2028 Build 9: Route 9 WB & Route 9 WB Connector Timing Plan: Weekday AM

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 0 1211 57 0 233 Future Volume (vph) 0 0 1211 57 0 233 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 50 0 0 Storage Lanes 0 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00 Frt 0.993 0.865 Flt Protected Satd. Flow (prot) 0 0 3477 0 0 1580 Flt Permitted Satd. Flow (perm) 0 0 3477 0 0 1580 Link Speed (mph) 45 45 30 Link Distance (ft) 652 775 934 Travel Time (s) 9.9 11.7 21.2 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 0% 0% 3% 5% 0% 4% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 23 HCM Unsignalized Intersection Capacity Analysis 2028 Build 9: Route 9 WB & Route 9 WB Connector Timing Plan: Weekday AM

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 0 1211 57 0 233 Future Volume (Veh/h) 0 0 1211 57 0 233 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 0 1288 61 0 248 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1288 1318 674 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1288 1318 674 tC, single (s) 4.1 6.8 7.0 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 37 cM capacity (veh/h) 545 151 392 Direction, Lane # WB 1 WB 2 SB 1 Volume Total 859 490 248 Volume Left 0 0 0 Volume Right 0 61 248 cSH 1700 1700 392 Volume to Capacity 0.51 0.29 0.63 Queue Length 95th (ft) 0 0 105 Control Delay (s) 0.0 0.0 28.7 Lane LOS D Approach Delay (s) 0.0 28.7 Approach LOS D Intersection Summary Average Delay 4.5 Intersection Capacity Utilization 56.4% ICU Level of Service B Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 24 Lanes, Volumes, Timings 2028 Build 10: Grafton Street & Route 9 EB Timing Plan: Weekday AM

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1550 167 0 0 0 270 Future Volume (vph) 1550 167 0 0 0 270 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 16 16 Storage Length (ft) 250 0 0 0 Storage Lanes 0 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.985 0.865 Flt Protected Satd. Flow (prot) 3426 0 0 0 0 1791 Flt Permitted Satd. Flow (perm) 3426 0 0 0 0 1791 Link Speed (mph) 45 45 30 Link Distance (ft) 930 837 551 Travel Time (s) 14.1 12.7 12.5 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 3% 11% 0% 0% 0% 4% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 25 HCM Unsignalized Intersection Capacity Analysis 2028 Build 10: Grafton Street & Route 9 EB Timing Plan: Weekday AM

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1550 167 0 0 0 270 Future Volume (Veh/h) 1550 167 0 0 0 270 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 1649 178 0 0 0 287 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1827 1738 914 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1827 1738 914 tC, single (s) 4.1 6.8 7.0 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 0 cM capacity (veh/h) 339 80 272 Direction, Lane # EB 1 EB 2 NB 1 Volume Total 1099 728 287 Volume Left 0 0 0 Volume Right 0 178 287 cSH 1700 1700 272 Volume to Capacity 0.65 0.43 1.06 Queue Length 95th (ft) 0 0 284 Control Delay (s) 0.0 0.0 111.0 Lane LOS F Approach Delay (s) 0.0 111.0 Approach LOS F Intersection Summary Average Delay 15.1 Intersection Capacity Utilization 71.6% ICU Level of Service C Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build AM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 26 Lanes, Volumes, Timings 2028 Build 1: South Street & Route 9 Timing Plan: Weekday PM

Lane Group EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 20 139 1048 121 66 48 1346 284 343 235 57 252 Future Volume (vph) 20 139 1048 121 66 48 1346 284 343 235 57 252 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 10 10 10 12 Storage Length (ft) 150 0 425 550 100 0 200 Storage Lanes 1 0 1 1 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.95 Frt 0.985 0.850 0.971 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 0 1730 3400 0 0 1711 3455 1546 1652 1688 0 1681 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 0 1730 3400 0 0 1711 3455 1546 1652 1688 0 1681 Right Turn on Red No Yes Yes Satd. Flow (RTOR) 238 6 Link Speed (mph) 45 45 35 Link Distance (ft) 1531 1868 1418 Travel Time (s) 23.2 28.3 27.6 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles (%) 0% 1% 1% 2% 2% 2% 1% 1% 2% 2% 2% 2% Shared Lane Traffic (%) 24% Turn Type Prot Prot NA Prot Prot NA pt+ov Split NA Split Protected Phases 5 5 2 1 1 6 6 3 4 4 3 Permitted Phases Detector Phase 5 5 2 1 1 6 6 3 4 4 3 Switch Phase Minimum Initial (s) 8.0 8.0 20.0 8.0 8.0 20.0 8.0 8.0 8.0 Minimum Split (s) 13.0 13.0 27.0 13.0 13.0 27.0 14.0 14.0 14.0 Total Split (s) 30.0 30.0 72.0 30.0 30.0 72.0 36.0 36.0 36.0 Total Split (%) 17.2% 17.2% 41.4% 17.2% 17.2% 41.4% 20.7% 20.7% 20.7% Maximum Green (s) 25.0 25.0 65.0 25.0 25.0 65.0 30.0 30.0 30.0 Yellow Time (s) 4.0 4.0 5.0 4.0 4.0 5.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 1.0 1.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 7.0 5.0 7.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lead Lead Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.5 2.0 2.0 2.5 3.0 3.0 3.0 Recall Mode None None Min None None Min None None None Intersection Summary Area Type: Other Cycle Length: 174 Actuated Cycle Length: 162.7 Natural Cycle: 120 Control Type: Actuated-Uncoordinated

Splits and Phases: 1: South Street & Route 9

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 1 Lanes, Volumes, Timings 2028 Build 1: South Street & Route 9 Timing Plan: Weekday PM

Lane Group SBT SBR Lane Configurations Traffic Volume (vph) 136 149 Future Volume (vph) 136 149 Ideal Flow (vphpl) 1900 1900 Lane Width (ft) 12 12 Storage Length (ft) 0 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 0.95 1.00 Frt 0.850 Flt Protected 0.985 Satd. Flow (prot) 1755 1599 Flt Permitted 0.985 Satd. Flow (perm) 1755 1599 Right Turn on Red No Satd. Flow (RTOR) Link Speed (mph) 35 Link Distance (ft) 906 Travel Time (s) 17.6 Peak Hour Factor 0.99 0.99 Heavy Vehicles (%) 1% 1% Shared Lane Traffic (%) Turn Type NA Prot Protected Phases 3 3 Permitted Phases Detector Phase 3 3 Switch Phase Minimum Initial (s) 8.0 8.0 Minimum Split (s) 14.0 14.0 Total Split (s) 36.0 36.0 Total Split (%) 20.7% 20.7% Maximum Green (s) 30.0 30.0 Yellow Time (s) 4.0 4.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 6.0 6.0 Lead/Lag Lead Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 Recall Mode None None Intersection Summary

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 2 Queues 2028 Build 1: South Street & Route 9 Timing Plan: Weekday PM

Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 160 1181 115 1360 287 346 295 194 198 151 v/c Ratio 0.80 0.82 0.71 0.98 0.29 1.13 0.93 0.77 0.76 0.63 Control Delay 98.5 48.5 96.2 68.1 4.1 149.4 99.2 87.5 85.2 77.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 98.5 48.5 96.2 68.1 4.1 149.4 99.2 87.5 85.2 77.8 Queue Length 50th (ft) 170 590 122 766 22 ~435 312 212 215 154 Queue Length 95th (ft) 264 766 198 #1027 70 #696 #549 322 326 243 Internal Link Dist (ft) 1451 1788 1338 826 Turn Bay Length (ft) 150 425 550 100 200 Base Capacity (vph) 266 1437 263 1386 1053 305 317 311 324 295 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 0.60 0.82 0.44 0.98 0.27 1.13 0.93 0.62 0.61 0.51 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.

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 3 HCM Signalized Intersection Capacity Analysis 2028 Build 1: South Street & Route 9 Timing Plan: Weekday PM

Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 20 139 1048 121 66 48 1346 284 343 235 57 252 Future Volume (vph) 20 139 1048 121 66 48 1346 284 343 235 57 252 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 11 10 10 10 12 Total Lost time (s) 5.0 7.0 5.0 7.0 7.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 0.95 Frt 1.00 0.98 1.00 1.00 0.85 1.00 0.97 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1730 3398 1711 3455 1546 1652 1687 1681 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 Satd. Flow (perm) 1730 3398 1711 3455 1546 1652 1687 1681 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 20 140 1059 122 67 48 1360 287 346 237 58 255 RTOR Reduction (vph) 0 0 0 0 0 0 0 96 0 5 0 0 Lane Group Flow (vph) 0 160 1181 0 0 115 1360 191 346 290 0 194 Heavy Vehicles (%) 0% 1% 1% 2% 2% 2% 1% 1% 2% 2% 2% 2% Turn Type Prot Prot NA Prot Prot NA pt+ov Split NA Split Protected Phases 5 5 2 1 1 6 6 3 4 4 3 Permitted Phases Actuated Green, G (s) 18.8 68.8 15.3 65.3 96.7 30.1 30.1 24.4 Effective Green, g (s) 18.8 68.8 15.3 65.3 96.7 30.1 30.1 24.4 Actuated g/C Ratio 0.12 0.42 0.09 0.40 0.59 0.19 0.19 0.15 Clearance Time (s) 5.0 7.0 5.0 7.0 6.0 6.0 6.0 Vehicle Extension (s) 2.0 2.5 2.0 2.5 3.0 3.0 3.0 Lane Grp Cap (vph) 200 1437 160 1387 919 305 312 252 v/s Ratio Prot c0.09 c0.35 0.07 c0.39 0.12 c0.21 0.17 c0.12 v/s Ratio Perm v/c Ratio 0.80 0.82 0.72 0.98 0.21 1.13 0.93 0.77 Uniform Delay, d1 70.1 41.5 71.6 48.0 15.2 66.2 65.2 66.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 19.0 3.8 12.1 19.6 0.1 92.9 32.7 13.2 Delay (s) 89.1 45.3 83.6 67.6 15.3 159.2 97.9 79.6 Level of Service FD FEBFF E Approach Delay (s) 50.5 60.1 131.0 Approach LOS D E F Intersection Summary HCM 2000 Control Delay 69.8 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.95 Actuated Cycle Length (s) 162.6 Sum of lost time (s) 24.0 Intersection Capacity Utilization 95.6% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 4 HCM Signalized Intersection Capacity Analysis 2028 Build 1: South Street & Route 9 Timing Plan: Weekday PM

Movement SBT SBR Lane Configurations Traffic Volume (vph) 136 149 Future Volume (vph) 136 149 Ideal Flow (vphpl) 1900 1900 Lane Width 12 12 Total Lost time (s) 6.0 6.0 Lane Util. Factor 0.95 1.00 Frt 1.00 0.85 Flt Protected 0.98 1.00 Satd. Flow (prot) 1755 1599 Flt Permitted 0.98 1.00 Satd. Flow (perm) 1755 1599 Peak-hour factor, PHF 0.99 0.99 Adj. Flow (vph) 137 151 RTOR Reduction (vph) 0 0 Lane Group Flow (vph) 198 151 Heavy Vehicles (%) 1% 1% Turn Type NA Prot Protected Phases 3 3 Permitted Phases Actuated Green, G (s) 24.4 24.4 Effective Green, g (s) 24.4 24.4 Actuated g/C Ratio 0.15 0.15 Clearance Time (s) 6.0 6.0 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 263 239 v/s Ratio Prot 0.11 0.09 v/s Ratio Perm v/c Ratio 0.75 0.63 Uniform Delay, d1 66.2 64.9 Progression Factor 1.00 1.00 Incremental Delay, d2 11.5 5.4 Delay (s) 77.7 70.2 Level of Service EE Approach Delay (s) 76.3 Approach LOS E Intersection Summary

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 5 Lanes, Volumes, Timings 2028 Build 2: South Street & Charles River Dwy/UMass Dwy Timing Plan: Weekday PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 80 2 42 38 0 255 0 262 6 9 231 2 Future Volume (vph) 80 2 42 38 0 255 0 262 6 9 231 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 13 13 13 16 16 16 10 11 11 10 11 11 Storage Length (ft) 0 0 0 0 150 0 120 0 Storage Lanes 1 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.856 0.882 0.996 0.999 Flt Protected 0.950 0.994 0.950 Satd. Flow (prot) 1847 1681 0 0 1888 0 1773 1744 0 1685 1799 0 Flt Permitted 0.950 0.994 0.950 Satd. Flow (perm) 1847 1681 0 0 1888 0 1773 1744 0 1685 1799 0 Link Speed (mph) 20 20 35 35 Link Distance (ft) 448 418 1590 1418 Travel Time (s) 15.3 14.3 31.0 27.6 Confl. Peds. (#/hr) 1 1 1 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 (%) 1% 0% 0% 0% 0% 0% 0% 5% 0% 0% 2% 0% Shared Lane Traffic (%) Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 6 HCM Unsignalized Intersection Capacity Analysis 2028 Build 2: South Street & Charles River Dwy/UMass Dwy Timing Plan: Weekday PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 80 2 42 38 0 255 0 262 6 9 231 2 Future Volume (Veh/h) 80 2 42 38 0 255 0 262 6 9 231 2 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% 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 Hourly flow rate (vph) 87 2 46 41 0 277 0 285 7 10 251 2 Pedestrians 1 1 1 Lane Width (ft) 13.0 16.0 10.5 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 0 0 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 836 566 253 608 564 290 254 293 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 836 566 253 608 564 290 254 293 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 52 100 94 89 100 63 100 99 cM capacity (veh/h) 180 432 790 382 433 752 1322 1279 Direction, Lane # EB 1 EB 2 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 87 48 318 0 292 10 253 Volume Left 87 0 41 0 0 10 0 Volume Right 0 46 277 0 7 0 2 cSH 180 763 669 1700 1700 1279 1700 Volume to Capacity 0.48 0.06 0.48 0.00 0.17 0.01 0.15 Queue Length 95th (ft) 58 5 64 0 0 1 0 Control Delay (s) 42.4 10.0 15.2 0.0 0.0 7.8 0.0 Lane LOS EBC A Approach Delay (s) 30.9 15.2 0.0 0.3 Approach LOS D C Intersection Summary Average Delay 9.0 Intersection Capacity Utilization 45.4% ICU Level of Service A Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 7 Lanes, Volumes, Timings 2028 Build 3: South Street & Site Driveway Timing Plan: Weekday PM

Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 21 4 2 287 444 5 Future Volume (vph) 21 4 2 287 444 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.979 0.999 Flt Protected 0.959 Satd. Flow (prot) 1784 0 0 1810 1861 0 Flt Permitted 0.959 Satd. Flow (perm) 1784 0 0 1810 1861 0 Link Speed (mph) 20 35 35 Link Distance (ft) 695 1070 1590 Travel Time (s) 23.7 20.8 31.0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 0% 0% 5% 2% 0% Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 8 HCM Unsignalized Intersection Capacity Analysis 2028 Build 3: South Street & Site Driveway Timing Plan: Weekday PM

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 21 4 2 287 444 5 Future Volume (Veh/h) 21 4 2 287 444 5 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 22 4 2 296 458 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1070 pX, platoon unblocked vC, conflicting volume 760 460 463 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 760 460 463 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 94 99 100 cM capacity (veh/h) 376 605 1109 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 26 298 463 Volume Left 22 2 0 Volume Right 4 0 5 cSH 399 1109 1700 Volume to Capacity 0.07 0.00 0.27 Queue Length 95th (ft) 5 0 0 Control Delay (s) 14.6 0.1 0.0 Lane LOS BA Approach Delay (s) 14.6 0.1 0.0 Approach LOS B Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 33.7% ICU Level of Service A Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 9 Lanes, Volumes, Timings 2028 Build 4: Green Street/South Street & US Route 20 Timing Plan: Weekday PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 116 815 3 13 1064 168 0 10 8 184 29 270 Future Volume (vph) 116 815 3 13 1064 168 0 10 8 184 29 270 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 16 16 16 Storage Length (ft) 200 0 0 0 0 0 0 0 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 0.980 0.940 0.925 Flt Protected 0.950 0.999 0.981 Satd. Flow (prot) 1656 1808 0 0 3441 0 0 1786 0 0 1936 0 Flt Permitted 0.950 0.945 0.867 Satd. Flow (perm) 1656 1808 0 0 3255 0 0 1786 0 0 1711 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 26 8 49 Link Speed (mph) 50 50 25 35 Link Distance (ft) 1348 945 916 1070 Travel Time (s) 18.4 12.9 25.0 20.8 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 9% 5% 0% 0% 3% 1% 0% 0% 0% 1% 0% 1% Shared Lane Traffic (%) Turn Type Prot NA Perm NA NA Perm NA Protected Phases 5 2 6 8 4 Permitted Phases 6 8 4 Detector Phase 5 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 7.0 25.0 25.0 25.0 8.0 8.0 8.0 8.0 Minimum Split (s) 11.0 30.0 30.0 30.0 12.0 12.0 12.0 12.0 Total Split (s) 18.0 88.0 70.0 70.0 24.0 24.0 24.0 24.0 Total Split (%) 16.1% 78.6% 62.5% 62.5% 21.4% 21.4% 21.4% 21.4% Maximum Green (s) 15.0 83.0 65.0 65.0 20.0 20.0 20.0 20.0 Yellow Time (s) 3.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 All-Red Time (s) 0.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.0 5.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 2.0 3.0 3.0 3.0 2.0 2.0 2.0 2.0 Recall Mode None Min Min Min None None None None Intersection Summary Area Type: Other Cycle Length: 112 Actuated Cycle Length: 84 Natural Cycle: 75 Control Type: Actuated-Uncoordinated

Splits and Phases: 4: Green Street/South Street & US Route 20

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 10 Queues 2028 Build 4: Green Street/South Street & US Route 20 Timing Plan: Weekday PM

Lane Group EBL EBT WBT NBT SBT Lane Group Flow (vph) 120 843 1283 18 498 v/c Ratio 0.58 0.72 0.81 0.04 1.09 Control Delay 49.1 13.4 22.3 23.4 101.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 49.1 13.4 22.3 23.4 101.8 Queue Length 50th (ft) 60 253 275 4 ~278 Queue Length 95th (ft) 134 367 391 25 #620 Internal Link Dist (ft) 1268 865 836 990 Turn Bay Length (ft) 200 Base Capacity (vph) 303 1698 2590 442 455 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.40 0.50 0.50 0.04 1.09 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.

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 11 HCM Signalized Intersection Capacity Analysis 2028 Build 4: Green Street/South Street & US Route 20 Timing Plan: Weekday PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 116 815 3 13 1064 168 0 10 8 184 29 270 Future Volume (vph) 116 815 3 13 1064 168 0 10 8 184 29 270 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 12 12 16 16 16 Total Lost time (s) 3.0 5.0 5.0 4.0 4.0 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 Frt 1.00 1.00 0.98 0.94 0.92 Flt Protected 0.95 1.00 1.00 1.00 0.98 Satd. Flow (prot) 1656 1809 3442 1786 1936 Flt Permitted 0.95 1.00 0.94 1.00 0.87 Satd. Flow (perm) 1656 1809 3253 1786 1710 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 120 840 3 13 1097 173 0 10 8 190 30 278 RTOR Reduction (vph) 0 0 0 0 13 0 0 6 0 0 37 0 Lane Group Flow (vph) 120 843 0 0 1270 0 0 12 0 0 461 0 Heavy Vehicles (%) 9% 5% 0% 0% 3% 1% 0% 0% 0% 1% 0% 1% Turn Type Prot NA Perm NA NA Perm NA Protected Phases 5 2 6 8 4 Permitted Phases 6 8 4 Actuated Green, G (s) 10.5 54.2 40.7 20.5 20.5 Effective Green, g (s) 10.5 54.2 40.7 20.5 20.5 Actuated g/C Ratio 0.13 0.65 0.49 0.24 0.24 Clearance Time (s) 3.0 5.0 5.0 4.0 4.0 Vehicle Extension (s) 2.0 3.0 3.0 2.0 2.0 Lane Grp Cap (vph) 207 1171 1581 437 418 v/s Ratio Prot 0.07 c0.47 0.01 v/s Ratio Perm c0.39 c0.27 v/c Ratio 0.58 0.72 0.80 0.03 1.10 Uniform Delay, d1 34.5 9.7 18.1 24.0 31.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.4 2.2 3.1 0.0 74.8 Delay (s) 37.0 11.9 21.2 24.0 106.4 Level of Service DB C C F Approach Delay (s) 15.0 21.2 24.0 106.4 Approach LOS B C C F Intersection Summary HCM 2000 Control Delay 34.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.88 Actuated Cycle Length (s) 83.7 Sum of lost time (s) 12.0 Intersection Capacity Utilization 124.8% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 12 Lanes, Volumes, Timings 2028 Build 5: US Route 20 & Site Driveway Timing Plan: Weekday PM

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 7 911 1327 7 23 26 Future Volume (vph) 7 911 1327 7 23 26 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00 Frt 0.999 0.850 Flt Protected 0.950 Satd. Flow (prot) 0 1806 3528 0 1337 1313 Flt Permitted 0.950 Satd. Flow (perm) 0 1806 3528 0 1337 1313 Link Speed (mph) 30 30 20 Link Distance (ft) 1171 1348 975 Travel Time (s) 26.6 30.6 33.2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 29% 5% 2% 43% 35% 23% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 13 HCM Unsignalized Intersection Capacity Analysis 2028 Build 5: US Route 20 & Site Driveway Timing Plan: Weekday PM

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 7 911 1327 7 23 26 Future Volume (Veh/h) 7 911 1327 7 23 26 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 7 939 1368 7 24 27 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1375 2324 688 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1375 2324 688 tC, single (s) 4.7 7.5 7.4 tC, 2 stage (s) tF (s) 2.5 3.9 3.5 p0 queue free % 98 0 92 cM capacity (veh/h) 375 20 344 Direction, Lane # EB 1 WB 1 WB 2 SB 1 SB 2 Volume Total 946 912 463 24 27 Volume Left 7 0 0 24 0 Volume Right 0 0 7 0 27 cSH 375 1700 1700 20 344 Volume to Capacity 0.02 0.54 0.27 1.22 0.08 Queue Length 95th (ft) 1 0 0 82 6 Control Delay (s) 0.7 0.0 0.0 560.4 16.4 Lane LOS A FC Approach Delay (s) 0.7 0.0 272.4 Approach LOS F Intersection Summary Average Delay 6.1 Intersection Capacity Utilization 63.5% ICU Level of Service B Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 14 Lanes, Volumes, Timings 2028 Build 6: Centech Boulevard/Cherry Street & US Route 20 Timing Plan: Weekday PM

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 27 646 120 170 1124 49 200 88 113 45 62 22 Future Volume (vph) 27 646 120 170 1124 49 200 88 113 45 62 22 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 Storage Length (ft) 180 365 305 0 0 350 0 50 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.977 0.994 0.850 0.850 Flt Protected 0.950 0.950 0.966 0.979 Satd. Flow (prot) 1430 3257 0 1711 1757 0 0 1733 1546 0 1783 1561 Flt Permitted 0.049 0.334 0.666 0.171 Satd. Flow (perm) 74 3257 0 601 1757 0 0 1195 1546 0 311 1561 Right Turn on Red Yes Yes No No Satd. Flow (RTOR) 31 3 Link Speed (mph) 50 50 40 25 Link Distance (ft) 1051 1034 882 706 Travel Time (s) 14.3 14.1 15.0 19.3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 22% 5% 3% 2% 4% 2% 3% 1% 1% 2% 0% 0% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Perm NA pt+ov Perm NA pt+ov Protected Phases 5 2 1 6 8 8 1 4 4 5 Permitted Phases 2 6 8 4 Detector Phase 5 2 1 6 8 8 8 1 4 4 4 5 Switch Phase Minimum Initial (s) 4.0 12.0 4.0 12.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 18.0 9.0 18.0 9.5 9.5 9.5 9.5 Total Split (s) 21.0 86.0 21.0 86.0 22.0 22.0 22.0 22.0 Total Split (%) 16.3% 66.7% 16.3% 66.7% 17.1% 17.1% 17.1% 17.1% Maximum Green (s) 16.0 80.0 16.0 80.0 16.5 16.5 16.5 16.5 Yellow Time (s) 3.0 4.0 3.0 4.0 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 6.0 5.0 6.0 5.5 5.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 8.0 5.0 3.0 5.0 3.0 3.0 3.0 3.0 Recall Mode None Min None Min None None None None Intersection Summary Area Type: Other Cycle Length: 129 Actuated Cycle Length: 122.1 Natural Cycle: 150 Control Type: Actuated-Uncoordinated

Splits and Phases: 6: Centech Boulevard/Cherry Street & US Route 20

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 15 Queues 2028 Build 6: Centech Boulevard/Cherry Street & US Route 20 Timing Plan: Weekday PM

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group Flow (vph) 28 781 173 1197 294 115 109 22 v/c Ratio 0.15 0.36 0.34 1.04 1.81 0.30 2.60 0.05 Control Delay 4.6 9.4 5.5 59.0 422.7 41.1 809.6 34.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.6 9.4 5.5 59.0 422.7 41.1 809.6 34.2 Queue Length 50th (ft) 4 126 28 ~1069 ~362 77 ~149 13 Queue Length 95th (ft) 10 168 45 #1366 #551 133 #273 35 Internal Link Dist (ft) 971 954 802 626 Turn Bay Length (ft) 180 305 350 50 Base Capacity (vph) 236 2227 607 1156 162 476 42 481 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 0.12 0.35 0.29 1.04 1.81 0.24 2.60 0.05 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.

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 16 HCM Signalized Intersection Capacity Analysis 2028 Build 6: Centech Boulevard/Cherry Street & US Route 20 Timing Plan: Weekday PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 27 646 120 170 1124 49 200 88 113 45 62 22 Future Volume (vph) 27 646 120 170 1124 49 200 88 113 45 62 22 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time (s) 5.0 6.0 5.0 6.0 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.99 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.97 1.00 0.98 1.00 Satd. Flow (prot) 1430 3255 1711 1756 1734 1546 1784 1561 Flt Permitted 0.05 1.00 0.33 1.00 0.67 1.00 0.17 1.00 Satd. Flow (perm) 74 3255 601 1756 1194 1546 312 1561 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 28 659 122 173 1147 50 204 90 115 46 63 22 RTOR Reduction (vph) 0 10 0 0 1 0 0 0 0 0 0 0 Lane Group Flow (vph) 28 771 0 173 1196 0 0 294 115 0 109 22 Heavy Vehicles (%) 22% 5% 3% 2% 4% 2% 3% 1% 1% 2% 0% 0% Turn Type pm+pt NA pm+pt NA Perm NA pt+ov Perm NA pt+ov Protected Phases 5 2 1 6 8 8 1 4 4 5 Permitted Phases 2 6 8 4 Actuated Green, G (s) 91.4 81.6 88.8 80.3 16.6 30.6 16.6 31.9 Effective Green, g (s) 91.4 81.6 88.8 80.3 16.6 30.6 16.6 31.9 Actuated g/C Ratio 0.74 0.66 0.72 0.65 0.13 0.25 0.13 0.26 Clearance Time (s) 5.0 6.0 5.0 6.0 5.5 5.5 Vehicle Extension (s) 8.0 5.0 3.0 5.0 3.0 3.0 Lane Grp Cap (vph) 162 2155 509 1144 160 383 42 404 v/s Ratio Prot 0.01 0.24 0.02 c0.68 c0.07 0.01 v/s Ratio Perm 0.11 0.22 0.25 c0.35 v/c Ratio 0.17 0.36 0.34 1.05 1.84 0.30 2.60 0.05 Uniform Delay, d1 29.1 9.2 5.5 21.5 53.3 37.6 53.3 34.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.2 0.2 0.4 39.3 400.1 0.4 781.9 0.1 Delay (s) 31.3 9.4 5.9 60.7 453.4 38.0 835.2 34.4 Level of Service CA AE FD FC Approach Delay (s) 10.2 53.8 336.6 700.7 Approach LOS B D F F Intersection Summary HCM 2000 Control Delay 114.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.22 Actuated Cycle Length (s) 123.2 Sum of lost time (s) 16.5 Intersection Capacity Utilization 101.6% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 17 Lanes, Volumes, Timings 2028 Build 7: Route 140 & Route 9 WB Connector Timing Plan: Weekday PM

Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 163 289 208 564 716 71 Future Volume (vph) 163 289 208 564 716 71 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 10 12 11 11 Storage Length (ft) 0 100 175 100 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 2006 1812 1652 1827 1766 1516 Flt Permitted 0.950 0.148 Satd. Flow (perm) 2006 1812 257 1827 1766 1516 Right Turn on Red Yes Yes Satd. Flow (RTOR) 311 57 Link Speed (mph) 30 40 40 Link Distance (ft) 934 1773 530 Travel Time (s) 21.2 30.2 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 1% 2% 4% 4% 3% Shared Lane Traffic (%) Turn Type Prot Perm pm+pt NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 4 2 6 Detector Phase 4 4 5 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 4.0 14.0 14.0 14.0 Minimum Split (s) 10.0 10.0 8.0 18.0 18.0 18.0 Total Split (s) 15.0 15.0 12.0 39.0 27.0 27.0 Total Split (%) 27.8% 27.8% 22.2% 72.2% 50.0% 50.0% Maximum Green (s) 11.0 11.0 8.0 35.0 23.0 23.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 2.6 2.6 2.6 2.6 2.6 2.6 Recall Mode None None None None None None Intersection Summary Area Type: Other Cycle Length: 54 Actuated Cycle Length: 51.7 Natural Cycle: 60 Control Type: Actuated-Uncoordinated

Splits and Phases: 7: Route 140 & Route 9 WB Connector

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 18 Queues 2028 Build 7: Route 140 & Route 9 WB Connector Timing Plan: Weekday PM

Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 175 311 224 606 770 76 v/c Ratio 0.50 0.54 0.59 0.49 0.98 0.11 Control Delay 24.8 6.9 13.3 6.2 46.4 4.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.8 6.9 13.3 6.2 46.4 4.7 Queue Length 50th (ft) 49 0 21 72 222 3 Queue Length 95th (ft) 97 52 #81 141 #454 22 Internal Link Dist (ft) 854 1693 450 Turn Bay Length (ft) 100 175 100 Base Capacity (vph) 427 630 388 1238 787 707 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.41 0.49 0.58 0.49 0.98 0.11 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 19 HCM Signalized Intersection Capacity Analysis 2028 Build 7: Route 140 & Route 9 WB Connector Timing Plan: Weekday PM

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 163 289 208 564 716 71 Future Volume (vph) 163 289 208 564 716 71 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 16 16 10 12 11 11 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 2006 1812 1652 1827 1766 1516 Flt Permitted 0.95 1.00 0.15 1.00 1.00 1.00 Satd. Flow (perm) 2006 1812 257 1827 1766 1516 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 175 311 224 606 770 76 RTOR Reduction (vph) 0 257 0 0 0 32 Lane Group Flow (vph) 175 54 224 606 770 44 Heavy Vehicles (%) 2% 1% 2% 4% 4% 3% Turn Type Prot Perm pm+pt NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 4 2 6 Actuated Green, G (s) 9.0 9.0 34.8 34.8 23.1 23.1 Effective Green, g (s) 9.0 9.0 34.8 34.8 23.1 23.1 Actuated g/C Ratio 0.17 0.17 0.67 0.67 0.45 0.45 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.6 2.6 2.6 2.6 2.6 2.6 Lane Grp Cap (vph) 348 314 380 1227 787 676 v/s Ratio Prot c0.09 c0.09 0.33 c0.44 v/s Ratio Perm 0.03 0.31 0.03 v/c Ratio 0.50 0.17 0.59 0.49 0.98 0.07 Uniform Delay, d1 19.4 18.2 8.7 4.2 14.1 8.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.9 0.2 2.0 0.2 26.5 0.0 Delay (s) 20.3 18.4 10.7 4.4 40.6 8.2 Level of Service CBBADA Approach Delay (s) 19.1 6.1 37.7 Approach LOS B AD Intersection Summary HCM 2000 Control Delay 21.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length (s) 51.8 Sum of lost time (s) 12.0 Intersection Capacity Utilization 68.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 20 Lanes, Volumes, Timings 2028 Build 8: Route 140 & Route 9 EB Connector Timing Plan: Weekday PM

Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 136 160 40 632 887 132 Future Volume (vph) 136 160 40 632 887 132 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.927 0.983 Flt Protected 0.978 0.997 Satd. Flow (prot) 1914 0 0 1839 1800 0 Flt Permitted 0.978 0.997 Satd. Flow (perm) 1914 0 0 1839 1800 0 Link Speed (mph) 30 40 40 Link Distance (ft) 307 639 1773 Travel Time (s) 7.0 10.9 30.2 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 2% 2% 3% 3% 4% 2% Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 21 HCM Unsignalized Intersection Capacity Analysis 2028 Build 8: Route 140 & Route 9 EB Connector Timing Plan: Weekday PM

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 136 160 40 632 887 132 Future Volume (Veh/h) 136 160 40 632 887 132 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 145 170 43 672 944 140 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1772 1014 1084 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1772 1014 1084 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 0 41 93 cM capacity (veh/h) 85 290 640 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 315 715 1084 Volume Left 145 43 0 Volume Right 170 0 140 cSH 138 640 1700 Volume to Capacity 2.29 0.07 0.64 Queue Length 95th (ft) 665 5 0 Control Delay (s) 654.4 1.8 0.0 Lane LOS F A Approach Delay (s) 654.4 1.8 0.0 Approach LOS F Intersection Summary Average Delay 98.1 Intersection Capacity Utilization 90.1% ICU Level of Service E Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 22 Lanes, Volumes, Timings 2028 Build 9: Route 9 WB & Route 9 WB Connector Timing Plan: Weekday PM

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 0 1715 344 0 223 Future Volume (vph) 0 0 1715 344 0 223 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 50 0 0 Storage Lanes 0 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00 Frt 0.975 0.865 Flt Protected Satd. Flow (prot) 0 0 3508 0 0 1611 Flt Permitted Satd. Flow (perm) 0 0 3508 0 0 1611 Link Speed (mph) 45 45 30 Link Distance (ft) 652 775 934 Travel Time (s) 9.9 11.7 21.2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 0% 0% 0% 2% 0% 2% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 23 HCM Unsignalized Intersection Capacity Analysis 2028 Build 9: Route 9 WB & Route 9 WB Connector Timing Plan: Weekday PM

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 0 1715 344 0 223 Future Volume (Veh/h) 0 0 1715 344 0 223 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 0 0 1786 358 0 232 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1786 1965 1072 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1786 1965 1072 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 0 cM capacity (veh/h) 352 56 216 Direction, Lane # WB 1 WB 2 SB 1 Volume Total 1191 953 232 Volume Left 0 0 0 Volume Right 0 358 232 cSH 1700 1700 216 Volume to Capacity 0.70 0.56 1.07 Queue Length 95th (ft) 0 0 259 Control Delay (s) 0.0 0.0 129.3 Lane LOS F Approach Delay (s) 0.0 129.3 Approach LOS F Intersection Summary Average Delay 12.6 Intersection Capacity Utilization 78.9% ICU Level of Service D Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 24 Lanes, Volumes, Timings 2028 Build 10: Grafton Street & Route 9 EB Timing Plan: Weekday PM

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1311 311 0 0 0 131 Future Volume (vph) 1311 311 0 0 0 131 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 16 16 Storage Length (ft) 250 0 0 0 Storage Lanes 0 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.971 0.865 Flt Protected Satd. Flow (prot) 3464 0 0 0 0 1826 Flt Permitted Satd. Flow (perm) 3464 0 0 0 0 1826 Link Speed (mph) 45 45 30 Link Distance (ft) 930 837 551 Travel Time (s) 14.1 12.7 12.5 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles (%) 1% 2% 0% 0% 0% 2% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 25 HCM Unsignalized Intersection Capacity Analysis 2028 Build 10: Grafton Street & Route 9 EB Timing Plan: Weekday PM

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1311 311 0 0 0 131 Future Volume (Veh/h) 1311 311 0 0 0 131 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 Hourly flow rate (vph) 1324 314 0 0 0 132 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1638 1481 819 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1638 1481 819 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 59 cM capacity (veh/h) 401 118 319 Direction, Lane # EB 1 EB 2 NB 1 Volume Total 883 755 132 Volume Left 0 0 0 Volume Right 0 314 132 cSH 1700 1700 319 Volume to Capacity 0.52 0.44 0.41 Queue Length 95th (ft) 0 0 49 Control Delay (s) 0.0 0.0 24.1 Lane LOS C Approach Delay (s) 0.0 24.1 Approach LOS C Intersection Summary Average Delay 1.8 Intersection Capacity Utilization 60.9% ICU Level of Service B Analysis Period (min) 15

V:\NEX-2020312.00 - Shrewsbury, MA - South St Distribution Center\Analysis\2028 Build PM.syn Synchro 10 Report Greenman-Pedersen, Inc. Page 26 TRAFFIC IMPACT AND ACCESS STUDY Proposed Distribution Center – Shrewsbury, Massachusetts

SIGNAL WARRANT ANALYSIS WORKSHEET

Raw Counts

Time EB LT EB TH EB RT WB LT WB TH WB RT NB LT NB TH NB RT SB LT SB TH SB RT 7:00 0 1,225 0 0 453 0000000 8:00 0 1,167 0 0 431 0000000 9:00 0834004180000000 10:00 0773005730000000 11:00 0646005200000000 12:00 0604006840000000 13:00 0596006380000000 14:00 0635007370000000 15:00 0609008840000000 16:00 0 653 0 0 1,012 0000000 17:00 0570009660000000 18:00 0641009470000000 19:00 0429006890000000

2018 Volumes from MDM Appendix - 10/3/18 Seasonal Adjustment to Average Month Conditions (Percentage) = 0.0%

Seasonally Adjusted Volumes Time EB LT EB TH EB RT WB LT WB TH WB RT NB LT NB TH NB RT SB LT SB TH SB RT 7:00 0 1,225 0 0 453 0000000 8:00 0 1,167 0 0 431 0000000 9:00 0 834 0 0 418 0000000 10:00 0 773 0 0 573 0000000 11:00 0 646 0 0 520 0000000 12:00 0 604 0 0 684 0000000 13:00 0 596 0 0 638 0000000 14:00 0 635 0 0 737 0000000 15:00 0 609 0 0 884 0000000 16:00 0 653 0 0 1,012 0000000 17:00 0 570 0 0 966 0000000 18:00 0 641 0 0 947 0000000 19:00 0 429 0 0 689 0000000 Background Development Volumes Time EB LT EB TH EB RT WB LT WB TH WB RT NB LT NB TH NB RT SB LT SB TH SB RT 7:00 017100630000000 8:00 016300600000000 9:00 011600580000000 10:00 010800800000000 11:00 09000720000000 12:00 0114001260000000 13:00 0112001170000000 14:00 0120001350000000 15:00 0115001620000000 16:00 0123001860000000 17:00 0107001780000000 18:00 0121001740000000 19:00 081001270000000

Historical Growth Rate (Percentage) = 0.00% Historic Growth Rate Volumes Time EB LT EB TH EB RT WB LT WB TH WB RT NB LT NB TH NB RT SB LT SB TH SB RT 7:00 0 1,225 0 0 453 0000000 8:00 0 1,167 0 0 431 0000000 9:00 0 834 0 0 418 0000000 10:00 0 773 0 0 573 0000000 11:00 0 646 0 0 520 0000000 12:00 0 604 0 0 684 0000000 13:00 0 596 0 0 638 0000000 14:00 0 635 0 0 737 0000000 15:00 0 609 0 0 884 0000000 16:00 0 653 0 0 1,012 0000000 17:00 0 570 0 0 966 0000000 18:00 0 641 0 0 947 0000000 19:00 0 429 0 0 689 0000000 Site Generated Volumes Time EB LT EB TH EB RT WB LT WB TH WB RT NB LT NB TH NB RT SB LT SB TH SB RT 7:00 26400123000705 8:00 1330021700010010 9:00 1020031100011010 10:00 820021100013013 11:00 1020031100019017 12:00 1420031600019017 13:00 1220021300013012 14:00 1230031400013011 15:00 1020051200024023 16:00 71004700023026 17:00 71004600023021 18:00 200022000707 19:00 100002000302

Build Adjusted Volumes Time EB LT EB TH EB RT WB LT WB TH WB RT NB LT NB TH NB RT SB LT SB TH SB RT 7:00 26 1,400 0 0 517 23 000705 8:00 13 1,333 0 0 493 17 0 0 0 10 0 10 9:00 10 952 0 0 479 11 0 0 0 11 0 10 10:00 8 883 0 0 655 11 0 0 0 13 0 13 11:00 10 738 0 0 595 11 0 0 0 19 0 17 12:00 14 720 0 0 813 16 0 0 0 19 0 17 13:00 12 710 0 0 757 13 0 0 0 13 0 12 14:00 12 758 0 0 875 14 0 0 0 13 0 11 15:00 10 726 0 0 1,051 12 0 0 0 24 0 23 16:00 7 777 0 0 1,202 700023026 17:00 7 678 0 0 1,148 600023021 18:00 2 762 0 0 1,123 2000707 19:00 1 510 0 0 816 2000302 Traffic Control Signal Warrant Analyses (Based on MUTCD-2009 Edition) Warrant 1A Intersection: U.S. Route 20 at Site Driveway Calculations Urban Rural Actual Pop. <10,000? (Y/N) N Count Date: October 2019 Analysis Date: 04/12/21 Major St Minor St Maj vph Min vph Maj vph Min vph Maj Min Speed (in mph): 50 mph Analysis Year: 2018 Build Analyst: DSH Is Major?* #Lanes* Adjustment Factor: 1 Raw counts 1 1 500 150 350 105 350 105 (Y/N) (one way) 2 1 600 150 420 105 420 105 EB Y 1 Major Lanes: 2 Enter the higher number of lanes for the major street approach 2 2 600 200 420 140 420 140 WB Y 2 Minor Lanes: 1 Enter the number of lanes for the minor street approach you want to analyze 1 2 500 200 350 140 350 140 NB N 420 105 SB N1*Note: If intersection is a "T" intersection, leave cells blank for the non-existent approach 80% 336 84 Warrant 1B Time EB LT EB TH EB RT WB LT WB TH WB RT NB LT NB TH NB RT SB LT SB TH SB RT Calculations Urban Rural Actual 7:00261,40000517230 00705Major St Minor St Maj vph Min vph Maj vph Min vph Maj Min 8:00 13 1,333 0 0 493 17 0 0 0 10 0 10 1 1 750 75 525 53 525 53 9:00 10 952 0 0 479 11 0 0 0 11 0 10 2 1 900 75 630 53 630 53 10:00 8 883 0 0 655 11 0 0 0 13 0 13 2 2 900 100 630 70 630 70 11:00 10 738 0 0 595 11 0 0 0 19 0 17 1 2 750 100 525 70 525 70 12:00 14 720 0 0 813 16 0 0 0 19 0 17 630 53 13:00 12 710 0 0 757 13 0 0 0 13 0 12 80% 504 42 14:00 12 758 0 0 875 14 0 0 0 13 0 11 15:00 10 726 0 0 1,051 12 0 0 0 24 0 23 16:00 7 777 0 0 1,202 7 0 0 0 23 0 26 17:00 7 678 0 0 1,148 6 0 0 0 23 0 21 18:002762001,12320 00707 19:0015100081620 00302

URBAN RURAL Time  EB  WB  NB  SB  Major  Minor  Max Minor W1 A W1 B W1combo W2 W3 W1A OK W1B OK W1C OK W2 OK W3 OK 1x1 2x1 2x2 1x1 2x1 2x2 Actual 7:00 1426 540 0 12 1966 12 12 NNNNN00000 100100150757510075 8:00 1346 510 0 20 1856 20 20 NNNNN00000 100100150757510075 9:00 962 490 0 21 1452 21 21 NNNNN00000 109153204757510075 10:00 891 666 0 26 1557 26 26 NNNNN00000 100133179757510075 11:00 748 606 0 36 1354 36 36 NNNNN00000 121175232757510075 12:00 734 829 0 36 1563 36 36 NNNNN00000 100132178757510075 13:00 722 770 0 25 1492 25 25 NNNNN00000Peak Hour 105145194757510075 14:00 770 889 0 24 1659 24 24 NNNNN00000 100117160757510075 15:00 736 1063 0 47 1799 47 47 NNNNN00000 100100150757510075 16:00 784 1209 0 49 1993 49 49 NNNNN00000 100100150757510075 17:00 685 1154 0 44 1839 44 44 NNNNN00000 100100150757510075 18:00 764 1125 0 14 1889 14 14 NNNNN00000 100100150757510075 19:00 511 818 0 5 1329 5 5 NNNNN00000 125182240757510075 0 of 8 0 of 8 0 of 8 0 of 4 0 of 1 00000 1x12x12x21x12x12x2Actual 80 80 115 60 60 80 60 Warrant Analyses 80 80 115 60 60 80 60 80 80 115 60 60 80 60 Warrant 1: Condition A Minimum Vehicular Volume Warrant is Not Met 80 80 115 60 60 80 60 Warrant 1: Condition B Interruption of Continuous Traffic Warrant is Not Met 80 80 115 60 60 80 60 Warrant 1: Combination of Warrants 1A and 1B is Not Met 80 80 115 60 60 80 60 Warrant 2: Four-Hour Warrant is Not Met 4-Hour 80 80 115 60 60 80 60 Warrant 3: One-Hour Warrant is Not Met 80 80 115 60 60 80 60 80 80 115 60 60 80 60 80 80 115 60 60 80 60 80 80 115 60 60 80 60 80 80 115 60 60 80 60 80 85 115 60 60 80 60