8086 TAP 0221.Docx

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Transportation Access Plan

209 Harvard Street Brookline, Massachusetts

Prepared for: 209 Harvard Street Development, LLC, c/o CMS Partners Cambridge, Massachusetts

February 2021

Prepared by:

35 New England Business Center Drive Suite 140 Andover, MA 01810

TRANSPORTATION ACCESS PLAN

209 HARVARD STREET BROOKLINE, MASSACHUSETTS

Prepared for:

209 Harvard Development, LLC c/o CMS Partners P.O. Box 382265 Cambridge, MA 02238

February 2021

Prepared by:

VANASSE & ASSOCIATES, INC. Transportation Engineers & Planners 35 New England Business Center, Suite 140 Andover, MA 01810 (978) 474-8800

CONTENTS

EXECUTIVE SUMMARY ...... 1

INTRODUCTION ...... 5

Study Methodology ...... 5

EXISTING CONDITIONS ...... 6

Geometry ...... 6 2020 Baseline Traffic Volumes ...... 7 Pedestrian And Bicycle Facilities ...... 9 Public Transportation ...... 9 Motor Vehicle Crash Data ...... 10 Sight Distance Evaluation ...... 12

FUTURE CONDITIONS ...... 14

Future Traffic Growth ...... 14 Project-Generated Traffic ...... 16 Trip Distribution And Assignment ...... 18 Future Traffic Volumes – Build Condition ...... 19 Parking Analysis ...... 20

TRAFFIC OPERATIONS ANALYSIS ...... 22

Methodology ...... 22 Analysis Results ...... 25

RECOMMENDATIONS AND CONCLUSIONS ...... 28

Recommendations ...... 28 Conclusions ...... 29

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FIGURES

No. Title

1 Site Location Map

2 Existing Intersection Lane Use, Travel Lane Width and Pedestrian Facilities

3 2020 Baseline Weekday Morning Peak-Hour Traffic Volumes

4 2020 Baseline Weekday Evening Peak-Hour Traffic Volumes

5 2027 No-Build Weekday Morning Peak-Hour Traffic Volumes

6 2027 No-Build Weekday Evening Peak-Hour Traffic Volumes

7 Trip Distribution Map

8 Project Generated Weekday Morning Peak-Hour Traffic Volumes

9 Project Generated Weekday Evening Peak-Hour Traffic Volumes

10 2027 Build Weekday Morning Peak-Hour Traffic Volumes

11 2027 Build Weekday Evening Peak-Hour Traffic Volumes

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TABLES

No. Title

1 2020 Baseline Roadway Traffic-Volume Summary

2 Public Transportation Services

3 Motor Vehicle Crash Data Summary

4 Sight Distance Measurements

5 Mode Split Characteristics

6 Project Trip Generation Summary

7 Trip-Distribution Summary

8 Peak-Hour Traffic-Volume Increases

9 Existing Parking Utilization

10 Parking Analysis

11 HCM 6th Edition Level-of-Service Criteria for Unsignalized Intersections

12 HCM 2000 Level-of-Service Criteria for Unsignalized Intersections

13 Unsignalized Intersection Capacity Analysis Summary

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EXECUTIVE SUMMARY

DESCRIPTION OF PROJECT

Vanasse & Associates, Inc. (VAI) has prepared this Transportation Access Plan (TAP) to identify traffic impacts associated with a proposed 44-unit residential building and 1,300 square feet (sf) of retail space to be located at 209 Harvard Street in Brookline, Massachusetts (the “Project”). The purpose of this TAP is to review existing and future traffic conditions in the vicinity of the site, determine the traffic impacts from the proposed Project at key intersections expected to experience increased traffic levels from the Project, and review the need for improvements to mitigate the Project’s traffic impact.

PROPOSED PROJECT

Currently, the site contains a 5-story medical office building with a parking garage and surface parking towards the rear of the site that accommodates 63 vehicles. The Project will construct a new 5-story building over the surface parking lot in the rear of the site containing 44 residential units. The existing medical office building is also proposed to have 1,300 sf redeveloped into retail space. There will be ground floor parking under the new building as well as a below grade garage. The site will accommodate approximately 56 vehicles post construction. Access to the site will be provided through an existing driveway onto Harvard Street.

EXISTING CONDITIONS

A comprehensive field inventory was conducted to collect existing roadway geometrics, operating characteristics, speed limits, and sight distances, as well as land use information. Traffic volumes were obtained for the intersections expected to receive the traffic impact from the Project. These are listed below:

• Harvard Street at Sewall Avenue/Stearns Road • Harvard Street at 209 Harvard Street Driveway • Harvard Street at Marion Street • Harvard Street at Vernon Street • Longwood Avenue at Sewall Avenue

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2020 BASELINE TRAFFIC VOLUMES CONDITIONS

In order to develop 2020 Baseline traffic-volume conditions, the historic data obtained required adjustment for passage of time, while the new data collected required adjustment due to the effects of the COVID-19 pandemic. The counts conducted in 2020 were done in the month of December. Therefore, for practicality it was determined the other existing data should be corrected to December 2020 conditions. The 2016 counts were conducted in September 2016 and were determined to be above average month conditions and therefore were not seasonally adjusted. These volumes were then grown by 1 percent per year to 2018 Baseline conditions. Then using the MassDOT Yearly Growth Rates for roadway group U3 – Urban Principal Arterial the 2018 volumes were grown to 2019 volumes by 0.4 percent. Due to COVID-19, the MassDOT considers 2019 traffic volumes 2020 baseline traffic volumes.

The traffic volumes counted in December 2020 were adjusted to pre COVID-19 conditions using the MassDOT permanent count station, AET131, located on the Massachusetts Turnpike west of Commonwealth Avenue. Traffic volumes from December 2019 were compared to December 2020 to determine a percent decrease in traffic due to COVID-19. Based on this comparison it was determined that traffic volumes decreased by approximately 60 percent during the weekday morning peak period and by approximately 65 percent during the weekday evening peak period. Therefore, the December 2020 counts were grown by 60 percent and 65 percent during the weekday morning and weekday evening peak hours, respectively. Then the December 2020 traffic volumes were seasonally adjusted to average month condition using Station AET13. The 2019 seasonal variation at Station AET13 indicates that December volumes at 7 percent below average month conditions. Therefore, the December 2020 traffic volumes were growth by 7 percent up to average month conditions.

Lastly, the traffic volumes were balanced upwards between intersections to obtain the 2020 Baseline traffic volumes used in analysis.

FUTURE CONDITIONS

Traffic volumes within the study area were projected to 2027, which reflects a seven-year planning horizon consistent with State traffic study guidelines. These conditions incorporate traffic growth due to general background traffic increases as well as development projects currently being proposed/permitted or under construction and expected to generate traffic in the future. This condition is referred to as the No-Build condition.

PROJECT-GENERATED TRAFFIC

The Project is expected to generate 128 vehicle trips on an average weekday (two way, 24-hour volume), with 8 vehicle trips (3 vehicles entering and 5 exiting) expected during the weekday morning peak hour. During the weekday evening peak hour, the Project is expected to generate 15 new vehicle trips (8 vehicles entering and 7 exiting).

The projected vehicle trips were distributed onto area roadways based on existing travel patterns and U.S. Census Journey-to-Work data for Brookline. Traffic-volume increases due to the Project

1MassDOT Transportation Data Management System; Location ID AET13; Located on the Massachusetts Turnpike west of Commonwealth Avenue.

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were shown to range from 0.0 to 3.3 percent during peak hours and are expected to be less during other hours of the day.

TRAFFIC OPERATIONS ANALYSIS

In future conditions, operations are generally preserved with minor but manageable increases to delay on the various approaches. Only the site driveway intersection with Harvard Street showed a change on LOS due to the addition of Project traffic volumes but operations resulted in LOS D or better operations with the addition of the Project. The addition of Project-related traffic to the study area roadways and intersections is not anticipated to significantly impact traffic operations within the study area over No-Build conditions.

PARKING ANALYSIS

A parking analysis conducted for the site indicated that under current conditions, on-site daytime parking utilization averages approximately 55 percent, leaving 28 to 30 spaces available while nighttime utilization averages 7 percent, leaving 57 to 61 spaces available. The Project will provide up to 23 reserved spaces for residents that will be available day or night. These spaces will be available on a first-come, first serve basis during initial lease up of the building. Up to 38 spaces will be reserved for the tenants of the medical office building between the hours of 8:00 AM and 6:00 PM, Monday through Friday. It should be noted that an on-site parking valet will continue to assist with parking operations during the weekday daytime period and can park up to 10 additional vehicles in tandem if necessary. Bicycle parking for up to 44 bicycles will also be provided in a secure location on the first floor of the building.

RECOMMENDATIONS

The traffic assessment contained herein indicates that the Project will not have substantial impacts at the study area intersections. VAI recommends the following:

Site Recommendations

• The site driveway onto Harvard Street should be placed under STOP-sign control, with painted STOP bars on the driveway at the STOP-sign location.

• At the site driveway, any new landscaping or building features should not exceed 24 inches in height or should be placed out of the lines of sight for motorists exiting the site and for those approaching the driveways on Harvard Street.

Parking and Transportation Demand Management Measures

• Continue to engage the services of an on-site parking attendant/valet to manage parking operations and tandem park vehicles associated with the existing medical office building tenants as needed.

• Use the site existing parking supply in a shared parking environment to make the most efficient use of the parking spaces at the site.

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• Provide 44 bicycle parking spaces on site in a sheltered, secure location to promote the use of bicycles by residents.

• Designate an on-site employee as the site’s Transportation Coordinator to oversee market- ing and promoting of transportation options at the site.

• Provide new residents transportation information packets with information on getting around Brookline sustainably.

• The property management team will provide information on available pedestrian and bicycle facilities in the vicinity of the Project site. This information will be posted in a central- ized location.

CONCLUSIONS

The Project is expected to produce a minor increase in traffic volumes in the vicinity of the site and minor but manageable increases in delays to various movements within the study area. No changes to critical movement levels of service occur as a result of the addition of Project volumes under 2027 Build conditions except for at the Project site driveway; however, the driveway will operate at LOS D or better. LOS D or better is generally considered an acceptable operations level for peak hour conditions.

The Project proposes to utilize existing parking supply on site to accommodate the increased demand from the residential units. The shared parking arrangement will provide a minimum of 21 residential spaces during the day and 56 spaces during the peak demand period overnight. An on- site parking valet will continue to assist with parking operations during the daytime periods to ensure adequate parking continues to be available.

Based on the above, VAI has concluded that the Project can be safely accommodated with minimal impact on the area road network.

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INTRODUCTION

VAI has prepared this TAP in order to identify the traffic impacts associated with the proposed 44- unit residential building and 1,300 sf of retail space to be located at 209 Harvard Street in Brookline, Massachusetts. Currently, the site contains a 5-story medical office building with a parking garage and surface parking towards the rear of the site that accommodates 63 vehicles. The Project will construct a new 5-story building over the surface parking lot in the rear of the site containing 44 residential units. The existing medical office building is also proposed to have 1,300 sf redeveloped into retail space. There will be ground floor parking under the new building as well as a below grade garage. The site will accommodate approximately 56 vehicles post construction. Access to the site will be provided through an existing driveway onto Harvard Street. This report identifies and analyzes existing and future traffic conditions both with and without the Project and reviews access requirements, potential off-site improvements, and safety considerations.

STUDY METHODOLOGY

This study was prepared in coordination with the Town of Brookline and in accordance with the State guidelines for TIAs; and was conducted in three distinct stages.

The first stage involved an assessment of existing conditions in the study area and included an inventory of roadway geometry, observations of traffic flow, and collection of peak-period traffic counts.

In the second stage of the study, future traffic conditions were projected and analyzed. Specific travel demand forecasts for the Project were assessed along with future traffic demands due to expected traffic growth independent of the Project. A seven-year time horizon was selected for these analyses consistent with State guidelines for the preparation of TIAs. The traffic analysis conducted in stage two identifies projected future roadway capacity, traffic safety, and site access issues.

The third stage of the study presents and evaluates measures to address traffic and safety issues, if any are necessary, based on the results from stage two of the study.

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EXISTING CONDITIONS

A comprehensive field inventory of existing conditions within the study area was conducted in December 2020. The field investigation consisted of an inventory of existing roadway geometrics; and operating characteristics; as well as posted speed limits, and land use information within the study area. The study area for the Project contains the major roadways which provide access to the Project, as well as the intersections which are expected to accommodate the majority of Project- related traffic. The study area is listed below and graphically depicted in Figure 1.

The following describes the study area roadways and intersections which are also shown in Figure 2 which summarizes existing lane use, travel lane widths, and sidewalk and crosswalk locations at the study area intersections.

GEOMETRY

Roadways

Harvard Street

Harvard Street is classified as an urban principal arterial roadway under the jurisdiction of the Town of Brookline. Harvard Street runs in a general north-south alignment from Commonwealth Avenue to Washington Street. Direction of travel of Harvard Street is separated by a double-yellow centerline. The land use along Harvard Street consists of commercial and residential properties.

Intersections

Harvard Street at Sewall Avenue/Stearns Road

Harvard Street is intersected by Sterns Road and Sewall Avenue from the east to form a 4-way unsignalized intersection with Stern Road and Sewall Avenue under STOP-sign control. Direction

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U Unsignalized Intersection BEACON STREET

AVENUE WEBSTER STREET U LONGWOOD AVENUE

SEWALL SITE U STEARNS ROAD MARION STREET U U

FOSTER STREET ALTON PLACE LITTELL ROAD VERNON STREET

HARVARDU STREET SAINT PAUL STREET HARRIS STREET

BROOKLINE

Source: Google Earth N 0 115 230 Scale in Feet Figure 1 Site Location and Vanasse & Study Area Map Associates inc R:\8086\8086SLM.dwg, 1/7/2021 10:43:32 AM, DWG To PDF.pc3 Transportation Access Plan - 209 Harvard Street - Brookline, Massachusetts Legend: S Signalized Intersection U Unsignalized Intersection Sidewalk Crosswalk Lane Use and Travel Lane Width Bike Lane U

U SITE

N Not To Scale Figure 2 Existing Intersection Lane Use, Vanasse & Travel Lane Width and Associates inc Pedestrian Facilities R:\8086\8086NT2.dwg, 1/26/2021 10:25:44 AM

of travel on Harvard Street is separated by a double yellow centerline. Sterns Road permits one- way travel westbound while Sewall Avenue allows two-way travel from Harvard Street to Longwood Avenue. Illumination is provided via streetlights mounted on metal poles. Land use in the vicinity of this intersection consists of commercial and residential uses. This intersection is under the jurisdiction of the Town of Brookline.

Harvard Street at 209 Harvard Street Driveway

The 209 Harvard Street driveway intersects Harvard Street from the east to form a 3-way intersection with the driveway under stop control. Direction of travel on Harvard Street is separated by a double-yellow centerline and the driveway to 209 Harvard Street allows two-way travel. Illumination is provided via streetlights mounted on metal poles. Land use in the vicinity of this intersection consists of commercial and residential uses. This intersection is under the jurisdiction of the Town of Brookline.

Harvard Street at Marion Street

Harvard Street is intersected by Marion Street from the west to form a 3-way intersection. Marion Street allows one-way travel westbound away from Harvard Street. Direction of travel on Harvard Street is separated by a double-yellow centerline. Illumination is provided via streetlights mounted on metal poles. Land use in the vicinity of this intersection consists of commercial uses. This intersection is under the jurisdiction of the Town of Brookline.

Harvard Street at Vernon Street

Harvard Street is intersected by Vernon Street from the west to form a 3-way intersection under STOP-sign control. Vernon Street allows one-way travel eastbound towards Harvard Street. Direction of travel on Harvard Street is separated by a double-yellow centerline. Illumination is provided via streetlights mounted on metal poles. Land use in the vicinity of this intersection consists of commercial and residential uses. This intersection is under the jurisdiction of the Town of Brookline.

Longwood Avenue at Sewall Avenue

Sewall Avenue intersects Longwood Avenue from the north and south to form a 4-way intersection under STOP-sign control. Sewall Avenue allows two-way travel south of Longwood Avenue and on-way travel northbound north of Longwood Avenue. Direction of travel on Longwood Avenue is separated by a double-yellow centerline. Illumination is provided via streetlights mounted on wooden utility poles. Land use in the vicinity of this intersection consists of commercial and residential uses. This intersection is under the jurisdiction of the Town of Brookline.

2020 BASELINE TRAFFIC VOLUMES

Due to the COVID-19 pandemic, traffic volumes were obtained from multiple sources. Data was obtained from the February 2018 Transportation Impact Assessment2 conducted for the 1299 Beacon Street residential development and December 2020 counts conducted by VAI for the Project.

2Transportation Impact Assessment – Proposed Residential Development – 1299 Beacon Street – Brookline, Massachusetts; Vanasse and Associates, Inc.; February 2018.

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Traffic-Volume Adjustments

The traffic volumes counted in December 2020 were adjusted to pre COVID-19 conditions using the MassDOT permanent count station, AET133, located on the Massachusetts Turnpike west of Commonwealth Avenue. Traffic volumes from December 2019 were compared to December 2020 to determine a percent decrease in traffic due to COVID-19. Based on this comparison it was determined that traffic volumes decreased by approximately 60 percent during the weekday morning peak period and by approximately 65 percent during the weekday evening peak period. Therefore, the December 2020 counts were grown by 60 percent and 65 percent during the weekday morning and weekday evening peak hours, respectively. Then the December 2020 traffic volumes were seasonally adjusted to average month condition using Station AET13. The 2019 seasonal variation at Station AET13 indicates that December volumes at 7 percent below average month conditions. Therefore, the December 2020 traffic volumes were growth by 7 percent up to average month conditions.

Lastly, the traffic volumes were balanced upwards between intersections to obtain the 2020 Baseline traffic volumes used in analysis. The 2020 Baseline traffic volumes on Harvard Street are summarized in Table 1.

Table 1 2020 BASELINE ROADWAY TRAFFIC-VOLUME SUMMARY

Weekday Morning Weekday Evening Peak Hour Peak Hour Volume Predominant Volume Predominant Location (vph)a Flow (vph) Flow

Harvard Street, north of 209 Harvard Street 1,393 57% SB 1,616 58% SB

aTwo-way peak-hour volume expressed in vehicles per hour. NB = northbound; SB = southbound.

3MassDOT Transportation Data Management System; Location ID AET13; Located on the Massachusetts Turnpike west of Commonwealth Avenue.

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As can be seen in Table 1, Harvard Street was found to accommodate approximately 1,393 vehicles per hour (vph) during the weekday morning peak hour and 1,616 vph during the weekday evening peak hour under 2020 Baseline conditions. During the weekday morning peak hour, 57 percent of the traffic is traveling southbound and during the weekday evening peak hour 58 percent of the traffic is traveling southbound. The existing traffic volumes for all the study area intersections are graphically depicted in Figure 3 and Figure 4 for the weekday morning and weekday evening peak hours, respectively.

PEDESTRIAN AND BICYCLE FACILITIES

A comprehensive field inventory of pedestrian and bicycle facilities within the study area was undertaken in December 2020. The field inventory consisted of a review of the location of sidewalks and pedestrian crossing locations along the study roadways and at the study intersections, as well as the location of bicycle facilities. Sidewalks are provided along both sides of the study area roadways. Crosswalks are provided across Vernon Street at Harvard Street, Marion Street at Harvard Street, across Harvard Street north of Marion Street, across Stearns Road and Sewall Avenue at Harvard Street, and across all four approaches to the intersection of Longwood Avenue with Sewall Avenue. Harvard Street has striped bicycle lane on both side of the street and Longwood Avenue has sharrow pavement marking in both directions indicating a shared vehicle and bicycle lane.

PUBLIC TRANSPORTATION

Public transportation services are provided within the study area by the Massachusetts Bay Trans- portation Authority (MBTA) for fixed-route bus and rapid transit services. Table 2 summarizes the characteristics of these services. Schedules and fare information for the fixed-route bus and rapid transit services are provided in the Appendix.

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SITE

Note: Imbalances exist due to numerous curb cuts and side streets that are not shown. N Not To Scale Figure 3 2020 Baseline Vanasse & Weekday Morning Associates inc Peak Hour Traffic Volumes R:\8086\8086NT2.dwg, 1/26/2021 10:32:28 AM, DWG To PDF.pc3 Transportation Access Plan - 209 Harvard Street - Brookline, Massachusetts

SITE

Note: Imbalances exist due to numerous curb cuts and side streets that are not shown. N Not To Scale Figure 4 2020 Baseline Vanasse & Weekday Evening Associates inc Peak Hour Traffic Volumes R:\8086\8086NT2.dwg, 1/26/2021 10:33:32 AM, DWG To PDF.pc3

Table 2 PUBLIC TRANSPORTATION SERVICES

Weekday Saturday Sunday Distance Hours of Headway Hours of Headway Hours of Headway Service Stop Closest to Site from Site Operation (minutes) Operation (minutes) Operation (minutes)

Bus: Route 65: Washington Street 0.5 mi. 5:58 AM – 7-70 6:45 AM – 60 No Sunday Service Brighton Center – at Cypress Street southwest 8:58 PM 6:39 PM Kenmore Station

Bus: Route 66: Harvard Street at 0.2 mi. 4:45 AM – 5-20 4:39 AM – 8-20 5:50 AM – 12-20 Harvard Square – Harris Street south 1:37 AM 1:37 AM 1:32 PM Nubian Station

Rapid Transit: Green Coolidge Corner 0.2 mi. 4:57 AM – 6-11 4:50 AM – 9-10 5:30 AM – 10 Line C – Cleveland north 12:46 AM 12:46 AM 12:46 AM Circle – North Station

Rapid Transit: Green Brookline Village 0.6 mi. 4:56 AM – 6-11 4:55 AM – 8-9 5:25 AM – 11-12 Line D – Cleveland southeast 12:49 AM 12:49 AM 12:49 AM Circle – North Station

Rapid Transit: Green Riverway 1.1 mi. 5:00 AM – 6-10 5:00 AM – 10 5:36 AM – 12 Line E – Lechmere – southeast 12:47 AM 12:47 AM 12:47 AM Heath Street

MOTOR VEHICLE CRASH DATA

Motor vehicle crash information for the study area intersections was provided by the MassDOT Safety Management/Traffic Operations Unit for the most recent five-year period available (2013 through 2017) in order to examine motor vehicle crash trends occurring within the study area. The data is summarized in Table 3 by intersection, type, weather condition, lighting condition, pavement condition, and severity.

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Table 3 MOTOR VEHICLE CRASH DATA SUMMARY

Longwood Harvard Street at Harvard Street at Avenue at Stearns Road/ 209 Harvard Harvard Street Harvard Street at Scenario Sewall Avenue Sewall Avenue Street Driveway at Marion Street Vernon Street

Year: 2013 0 0 0 2 0 2014 3 0 0 0 0 2015 0 0 1 0 0 2016 0 2 2 0 0 2017 2 2 0 0 3 Total 5 4 3 2 3

Averagea 1.0 0.8 0.6 0.4 0.6 Crash Rateb 0.28 0.10 0.08 0.05 0.09 Significantc No No No No No

Type: Angle 2d 0 2 0 0 Rear-End 0 0 1 1 0 Head-On 0 0 0 0 0 Sideswipe 0 2 0 0 1 Fixed Object 1 1 0 0 0 Pedestrian 2 1 0 0 1 Bicyclist 0 0 0 1 1 Unknown/Other 0 0 0 0 0 Total 5 4 3 2 3

Weather Conditions: Clear 3 3 3 2 3 Cloudy/Rain 2 1 0 0 0 Snow/Ice 0 0 0 0 0 Fog 0 0 0 0 0 Unknown/Other 0 0 0 0 0 Total 5 4 3 2 3

Lighting Conditions: Daylight 2 4 2 1 3 Dawn/Dusk 0 0 0 0 0 Dark (lit) 3 0 1 1 0 Dark (unlit) 0 0 0 0 0 Unknown/Other 0 0 0 0 0 Total 5 4 3 2 3

Pavement Conditions: Dry 2 4 3 2 3 Wet 3 0 0 0 0 Snow/Ice 0 0 0 0 0 Unknown/Other 0 0 0 0 0 Total 5 4 3 2 3

Severity: Property Damage Only 3 2 1 2 2 Personal Injury 2 1 2 0 1 Fatality 0 0 0 0 0 Unknown/Other 0 1 0 0 0 Total 5 4 3 2 3

aAverage number of crashes over five-year period. bCrash rate per million entering vehicles (mev). cSignificant if crash rate > 0.71 for signalized intersections or > 0.52 for unsignalized intersections (MassDOT District 6 rates). dOne of the angle collisions lead to a secondary collision with 2 cyclists. Source: MassDOT Crash Data, 2013 through 2017.

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As can be seen in Table 3, no fatalities were reported over the five-year period reviewed. The crash rates for the intersections were observed to be lower than the MassDOT District 6 crash rates for unsignalized intersections. The intersection of Longwood Avenue at Sewall Avenue experienced a total of 5 accidents over the five-year review period, averaging 1 accident per year. The majority of the accidents were angle or pedestrian collisions (both 2 out of 5), occurred on wet pavement (3 out of 5), at night with the roadway lit (3 out of 5), in clear weather (3 out of 5), and caused property damage only (3 out of 5). As noted in Table 3, one if the two angle collisions at this intersection resulted in a secondary collision that involved two cyclists. The intersection of Harvard Street at Stearns Road/Sewall Avenue experienced a total of 4 accidents over the five-year review period, averaging 0.8 accidents per year. The majority of the accidents were sideswipe collisions (2 out of 4), occurred on dry pavement (4 out of 4), during the daylight (4 out of 4), in clear weather (3 out of 4), and caused property damage only (2 out of 4). The intersection of Harvard Street at 209 Harvard Street Driveway experienced a total of 3 accidents over the five-year review period, averaging 0.6 accidents per year. The majority of the accidents were angle collisions (2 out of 3), occurred on dry pavement (3 out of 3), during the daylight (2 out of 3), in clear weather (3 out of 3), and caused personal injury (2 out of 3). The intersection of Harvard Street at Marion Street experienced a total of 2 accidents over the five-year review period, averaging 0.4 accidents per year. The accidents consisted of one rear-end collision and one collision with a cyclist. Both of tte accidents occurred on dry pavement, in clear weather, and caused property damage only. One of the collisions occurred during the daylight while the other occurred at night while the roadway was lit.

SIGHT DISTANCE EVALUATION

Sight distances were reviewed at the location of the existing driveway of 209 Harvard Street in accordance with MassDOT and American Association of State Highway and Transportation Officials (AASHTO)4 standards. Stopping sight distance (SSD) is the minimum distance required for an approaching driver at a height of 3.5 feet to perceive and react accordingly to a stationary object 2 feet tall in its path. The values are based on a perception and reaction time of 2.5 seconds and braking distance required under wet, level pavements. Intersection sight distance (ISD) is based on the time required to perceive, react, and complete desired exiting maneuver from a driveway once the driver decides to execute the maneuver. Values for exiting sight distance represent the time to (1) turn left or right, in addition to accelerating to the operating speed of the roadway, without causing approaching vehicles to reduce speed by more than 10 mph, and (2) upon turning left, to clear the near half of the intersection without conflicting with the vehicles approaching from the left. When the roadway is either on an upgrade or downgrade, grade correction factors are applied. The sight distance evaluation is summarized in Table 4.

As can be seen from Table 4, adequate SSD exist at the proposed driveway location. Due to metered parking on Harvard Street on both sides of the driveway, ISD is not able to be met at the intersection. However, based on the AASHTO design reference, if the available sight distance for an entering or crossing vehicle is at least equal to the stopping sight distance, drivers have sufficient sight distance to anticipate and avoid collisions. This is met at the site driveway; therefore, adequate sight distance is provided.

4A Policy on Geometric Design of Highway and Streets, 7th Edition; American Association of State Highway and Transportation Officials (AASHTO); 2018.

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Table 4 SIGHT DISTANCE MEASUREMENTSa

Distances Based on Prima Facie Speed Measured Location/Sight Distance 30 mphb Distances (Feet)

Harvard Street at 209 Harvard Street Driveway Stopping Sight Distance: Looking north to the site drive 200 500+ Looking south to the site drive 200 369 Intersection Sight Distance Looking north from the site drive 335 48c Looking south from the site drive 335 40c

aRecommended minimum values obtained from A Policy on Geometric Design of Highways and Streets, 7th Edition; American Association of State Highway and Transportation Officials (AASHTO); 2018. bThere is no posted speed limit on Harvard Street within the study area. Distances based on the prima facie speed of 30 mph. cISD is restricted due to metered parking on both side of the driveway for 209 Harvard Street.

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FUTURE CONDITIONS

To determine the impact of site-generated traffic volumes on the roadway network under future conditions, baseline traffic volumes in the study area were projected to the year 2027. Traffic volumes on the roadway network at that time, in the absence of the Project (that is, the No-Build condition), would include existing traffic, new traffic due to general background traffic growth, and traffic related to specific development by others expected to be completed by 2027. Inclusion of these factors resulted in the development of 2027 No-Build traffic volumes. Anticipated site- generated traffic volumes were then superimposed upon these No-Build traffic-flow networks to develop the 2027 Build traffic-volume conditions.

FUTURE TRAFFIC GROWTH

Traffic growth on area roadways is a function of the expected land development impacting the study area. Several methods are used to estimate this growth. A procedure frequently employed estimates an annual percentage increase in traffic growth and applies that percentage to all existing traffic volumes under study. The drawback to such a procedure is that some turning volumes may actually grow at either a higher or a lower rate at particular intersections.

In addition, we identified the location and type of planned development affecting the study area, estimated the traffic to be generated by that development, and assigned it to the area roadway network. This produces a more realistic estimate of growth for local traffic. However, the drawback of this procedure is that the potential growth in population and development external to the study area would not be accounted for in the traffic projections.

To provide a conservative analysis framework, both procedures were used in this TAP.

General Background Growth

Traffic-volume data compiled by MassDOT from permanent count stations and historic traffic counts in the area were reviewed in order to determine general background traffic growth trends. Based on a review of this data and other area traffic studies, it was determined that the traffic volumes are fluctuating in the area in the range of -0.41 percent to 0.27 percent. To be conservative and consistent with other recent traffic studies in Brookline on Harvard Street, a 1 percent per year compounded annual background traffic growth rate was used to account for future traffic growth including presently unforeseen development within the study area.

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Specific Development by Others

The Town of Brookline was contacted in order to determine if there are any planned or approved specific development projects within the area that would have an impact on future traffic volumes at the study intersections. Based on these discussions the following developments were identified for inclusion in this assessment.

40 Centre Street – The project entails the construction of 45 apartments to be located at 40 Centre Street in Brookline, Massachusetts. Access to the project site will be provided by way of a driveway onto Centre Street. Parking will be provided for 17 vehicles. Traffic volumes for this development were obtained from the April 15, 2016 traffic memorandum5 compiled by VAI and added to the future condition networks.

420 Harvard Street – The Project entails the redevelopment of 3 apartment units and 6,177 sf of office space into 36 apartment units and 2,650 sf of office/retail space to be located at 420 Harvard Street in Brookline, Massachusetts. Access to the project site will be provided by way of an existing curb cut on Fuller Street. Parking will be provided for 38 vehicles. Traffic volumes for this development were obtained from the August 2016 Transportation Impact Assessment6 conducted by VAI and added to the future condition networks.

445 Harvard Street – The Project entails the construction 25 residential units with 4,380 sf of ground-floor commercial space to be located at 445 Harvard Street in Brookline, Massachusetts. Access to the Project site will be provided by way of a new driveway that will intersect the south side of Thorndike Street approximately 90 feet east of Harvard Street. On-site parking will be provided for 20 vehicles in a below-grade parking garage, with one (1) short-term parking space to be provided adjacent to the car elevator. Traffic volumes for this development were obtained from the July 23, 2018 traffic memorandum7 conducted by VAI and added to the future condition networks.

455 Harvard Street – The Project involves the re-development of the site to a residential development providing 17 apartment units and 1,735 square feet (sf) of retail space. A total of 12 parking spaces will be provided on the ground floor below the residential units. Access to the parking garage project site will be provided by way of a new curb cut onto Thorndike Street between the two existing curb cuts, which will be removed, and sidewalk installed in their place. Traffic volumes for this development were obtained from the May 5, 2017 traffic memorandum8 conducted by VAI and added to the future condition networks.

500 Harvard Street – The Project involves redeveloping the site into a residential development providing 30 apartment units and 1,740 sf of ground floor retail. A total of 6 parking spaces will be provided on-site. Access to the site will be provided by way of the existing curb cut onto Kenwood Street. The existing curb cut onto Harvard Street will be closed. Traffic volumes for this

5 Memorandum – 40 Centre Street, Brookline, Massachusetts; Vanasse and Associates, Inc.; April 15, 2016. 6 Transportation Impact Assessment – Proposed Mixed-Use Development – Brookline, Massachusetts; Vanasse and Associates, Inc.; August 2016. 7 Memorandum – Transportation Impact Assessment – Proposed Mixed-Use Development – 445 Harvard Street – Brookline, Massachusetts; Vanasse and Associates, Inc.; July 23, 2018. 8 Memorandum – Traffic Assessment – 455 Harvard Street – Brookline, Massachusetts; Vanasse and Associates, Inc.; May 5, 2017.

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development were obtained from the May 8, 2020 traffic memorandum9 conducted by VAI and added to the future condition networks.

Planned Roadway Improvements

The Town of Brookline was contacted in order to determine if there are any planned roadway improvement projects expected to be completed within the study area in the seven-year planning horizon. Based on these discussions, no roadway improvement projects are planned within the study area beyond general maintenance.

No-Build Traffic Volumes

The 2027 No-Build peak-hour traffic-volume networks were developed by applying the 1 percent per year compounded annual background traffic growth rate to the 2020 Baseline peak-hour traffic volumes and incorporating traffic projections from the identified background developments. The resulting 2027 No-Build weekday morning and weekday evening peak-hour traffic-volume networks are shown on Figure 5 and Figure 6, respectively.

PROJECT-GENERATED TRAFFIC

The Project entails the construction of a new building containing 44 residential units at the rear of the site as well as the redevelopment of 1,300 sf of the existing medical office building into retail space. In order to develop the traffic characteristics of the proposed Project, trip-generation statistics published by the ITE for LUC 820, Shopping Center and LUC 221, Multifamily Housing (Mid-Rise) were used in conjunction with mode split data from Census Tract 4008, the tract in which the Project is located.

Mode Split Data

Mode split data from the U.S. Census and the 2018 American Community Survey for Census Tract 4008, the tract in which the Project is located, was used in trip-generation calculations. The mode split characteristics for Census Tract 4008 are provided in Table 5.

9 Memorandum – Traffic Assessment – 500 Harvard Street – Brookline, Massachusetts; Vanasse and Associates, Inc.; May 8, 2020.

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SITE

Note: Imbalances exist due to numerous curb cuts and side streets that are not shown. N Not To Scale Figure 5 2027 No-Build Vanasse & Weekday Morning Associates inc Peak Hour Traffic Volumes R:\8086\8086NT2.dwg, 1/25/2021 4:28:01 PM Transportation Access Plan - 209 Harvard Street - Brookline, Massachusetts

SITE

Note: Imbalances exist due to numerous curb cuts and side streets that are not shown. N Not To Scale Figure 6 2027 No-Build Vanasse & Weekday Evening Associates inc Peak Hour Traffic Volumes R:\8086\8086NT2.dwg, 1/26/2021 10:36:55 AM, DWG To PDF.pc3

Table 5 MODE SPLIT CHARATERISTISCSa

Mode Percent

Single Occupancy Vehicle 29 High Occupancy Vehicle 3 Transit 31 Bike 8 Walk 27 Other 2

TOTAL 100

aFrom U.S. Census and 2018 American Community Survey for Census Tract 4008

Site-Generated Trips by Mode

The mode split data was then applied to the ITE trip-generation projections for the residential component of the Project determine the site-generated trips by mode. A summary of the expected site-generated trips by mode is provided in Table 6.

Table 6 PROJECT TRIP GENERATION SUMMARY

Residential Residential SOV HOV Transit Bike Walk Other Retail Total Project Time Period/ Vehicle Person Trips Trips Trips Trips Trips Trips Vehicle Vehicle Directional Distribution Tripsa Tripsb 29% 3% 31% 8% 27% 2% Tripsc Tripsd

Weekday Daily 240 252 74 8 78 20 68 4 50 128

Weekday Morning Peak Hour: Entering 4 4 1 0 1 1 1 0 2 3 Exiting 12 13 4 0 4 1 4 0 1 5 Total 16 17 5 0 5 2 5 0 3 8

Weekday Evening Peak Hour: Entering 12 13 4 0 4 1 4 0 4 8 Exiting 7 7 2 0 2 1 2 0 5 7 Total 19 20 6 0 6 2 6 0 9 15 aBased on ITE LUC 221, Multifamily Housing (Mid-Rise); 44 units. bITE vehicle trips multiplied by VOR from American Community Survey 2018 5-year estimates for Census Tract 4008; VOR = 1.05 cBased on ITE LUC 820, Shopping Center; 1,300 sf. cITE LUC 820 vehicle trips plus ITE LUC 221 SOV+HOV persons trips divided by VOR from American Community Survey 2018 5-year estimates for Census Tract 4008; VOR = 1.05

As can be seen in Table 6, the Project is expected to generate 128 vehicle trips on an average weekday (two way, 24-hour volume), with 8 vehicle trips (3 vehicles entering and 5 exiting) expected during the weekday morning peak-hour. During the weekday evening peak hour, the Project is expected to generate 15 new vehicle trips (8 vehicles entering and 7 exiting).

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It should be noted that patrons of the retail component of the Project will not be permitted to park on-site and will have to find on-street parking.

TRIP DISTRIBUTION AND ASSIGNMENT

The Project trip distribution was based on a review of Journey-to-Work data for Brookline obtained from the United States Census Bureau10 and existing travel patterns. The trip distribution for the Project is summarized in Table 7 and graphically depicted on Figure 7. The weekday morning and weekday evening peak-hour traffic volumes expected to be generated by the Project were assigned on the study area roadway network as shown on Figure 8 and Figure 9, respectively.

Table 7 TRIP-DISTRIBUTION SUMMARY

Direction Percent Direction Percent Roadway (To Site) (To Site) (From Site) (From Site)

Harvard Street North 5 North 55 Harvard Street South 15 South 15 Longwood Avenue East 25 East 25 Saint Paul Street North 50 North 0 Marion Street West 0 West 5 Vernon Street West 5 West 0

TOTAL 100 100

102011-2015 5-Year American Community Survey; U.S. Census Bureau; 2019.

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5% 55%

60%

25%

15% 5% SITE

15%

N Not To Scale Figure 7 Trip Distribution Map Vanasse & Associates inc R:\8086\8086NT2.dwg, 1/25/2021 4:30:10 PM Transportation Access Plan - 209 Harvard Street - Brookline, Massachusetts Legend: XX Residential Trips (XX) Retail Trips

SITE

Note: Retail trips park on-street and residential trips park on-site. N Not To Scale Figure 8 Project-Generated Vanasse & Weekday Morning Associates inc Peak Hour Traffic Volumes R:\8086\8086NT2.dwg, 1/26/2021 11:05:29 AM, DWG To PDF.pc3 Transportation Access Plan - 209 Harvard Street - Brookline, Massachusetts Legend: XX Residential Trips (XX) Retail Trips

SITE

Note: Retail trips park on-street and residential trips park on-site. N Not To Scale Figure 9 Project-Generated Vanasse & Weekday Evening Associates inc Peak Hour Traffic Volumes R:\8086\8086NT2.dwg, 1/26/2021 11:06:23 AM, DWG To PDF.pc3

FUTURE TRAFFIC VOLUMES – BUILD CONDITION

The 2027 Build condition networks consist of the 2027 No-Build traffic volumes with the anticipated site-generated traffic added to them. The 2027 Build weekday morning and weekday evening peak-hour traffic-volume networks are graphically depicted on Figure 10 and Figure 11, respectively.

A summary of peak-hour projected traffic-volume increases external to the study area that is the subject of this assessment is shown in Table 8. These volumes are based on the expected increases from the Project.

Table 8 PEAK-HOUR TRAFFIC-VOLUME INCREASESa

Traffic-Volume Percent 2027 2027 Increase Over Increase Over Location/Peak Hour No-Build Build No-Build No-Build

Longwood Avenue, east of Sewall Avenue Weekday Morning 734 737 3 0.4 Weekday Evening 448 453 5 1.1

Stearns Road, east of Harvard Street: Weekday Morning 48 48 0 0.0 Weekday Evening 60 62 2 3.3

Marion Street, west of Harvard Street: Weekday Morning 276 276 0 0.0 Weekday Evening 411 411 0 0.0

Vernon Street, west of Harvard Street: Weekday Morning 303 303 0 0.0 Weekday Evening 297 297 0 0.0

Harvard Street, south of Vernon Street: Weekday Morning 1,121 1,123 2 0.2 Weekday Evening 1,380 1,383 3 0.2

Harvard Street, north of Stearns Road: Weekday Morning 1,104 1,107 3 0.3 Weekday Evening 1,336 1,340 4 0.3

aTwo-way traffic total.

As shown in Table 8, Project-related traffic-volume increases external to the study area relative to 2027 No-Build conditions are anticipated to range from 0.0 to 3.3 percent during the peak periods.

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SITE

Note: Imbalances exist due to numerous curb cuts and side streets that are not shown. N Not To Scale Figure 10 2027 Build Vanasse & Weekday Morning Associates inc Peak Hour Traffic Volumes R:\8086\8086NT2.dwg, 1/26/2021 10:41:36 AM, DWG To PDF.pc3 Transportation Access Plan - 209 Harvard Street - Brookline, Massachusetts

SITE

Note: Imbalances exist due to numerous curb cuts and side streets that are not shown. N Not To Scale Figure 11 2027 Build Vanasse & Weekday Evening Associates inc Peak Hour Traffic Volumes R:\8086\8086NT2.dwg, 1/26/2021 10:43:56 AM, DWG To PDF.pc3

PARKING ANALYSIS

Currently, the site provides 63 parking spaces. The Project will reduce on-site parking to approximately 56 spaces. To conduct a parking analysis for the site, existing parking utilization counts were conducted on-site and on Harvard Street from Stearns Road to Vernon Street in January 2021. The stretch of Harvard Street included in the counts consists of 40 metered parking spaces that operate Monday-Saturday from 8:00 AM to 8:00 PM. Off-street parking was only counted during the day as the Town of Brookline has an overnight ban of on-street parking. Table 9 summarizes the existing parking utilization.

Table 9 EXISTING PARKING UTILIZATION

On-Site Off-Site Vacant Percent Vacant Percent Time Spaces Utilizationa Spaces Utilizationb

8:00 AM 28 56 29 28 12:00 PM 30 52 24 40 4:00 PM 28 56 23 43 10:00 PM 61 3 4:00 AM 57 10 No count conducted

aPercent based on 63 existing on-site parking spaces. bPercent based on 40 existing metered parking spaces on Harvard Street between Stearns Road and Vernon Street.

As shown in Table 9, on-site parking demand peaked at 8:00 AM and 4:00 PM with 56 percent of the spaces being used indicating at least 28 vacant spaces on-site throughout the day. Overnight, 61 of 63 spaces are available indicating ample overnight parking is available on-site. Off-site parking utilization peaked at 4:00 PM with 43 percent of the spaces being used indicating at least 23 vacant spaces on Harvard Street withing the study area throughout the day.

Prior parking utilization information was collected for the site and 2017. This data indicated that the existing tenants used an average of approximately 36 spaces during three separate weekday time periods. Additionally, arrangements with area residents had been developed that allowed offsite users to park in the garage during evening time periods. These residents were required to vacate the parking spaces by 8:00 AM during weekdays. However, the residents were allowed to park on site during weekends. It should be noted that the Applicant has ceased nearly all of these arrangements with offsite residents, and only provides parking for one off-site resident. This contract is expected to be terminated prior to the completion of the project.

Proposed Parking Conditions

The Project entails reducing the number of on-site parking spaces from 63 to approximately 56. This will provide an overnight parking ratio of 1.27 spaces per unit with the ability to provide additional daytime parking through a valet or managed parking operation. As identified above, a parking attendant is currently on-site and will be retained moving forward with the Project. The attendant can park up to 10 additional vehicles in tandem if necessary.

A comparison between the proposed number of parking spaces and the Town of Brookline zoning parking ratios were reviewed. Table 10 summarizes the Brookline zoning parking ratios for the Project.

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Table 10 PARKING ANALYSIS

Number of Room Type Units Required Rate Required Spaces

Studio 36 1 space/unit 36 1-bedroom 0 1.4 spaces/unit 0 2-bedrooms 3 2 spaces/unit 6 3+-bedrooms 5 2 spaces/unit 10 Total 44 -- 52

Spaces Provided 56

As can be seen from Table 10, the Project is required to provide 52 parking spaces for the proposed 44 units. The Project proposes to retain approximately 56 parking spaces on-site at a ratio of 1.27 spaces per unit. A parking ratio of 1.27 space per unit aligns with the ITE Parking Generation Manual 5th Edition11 average parking rate for LUC 221, Multifamily Housing (Mid-Rise) of 1.31 spaces per unit. However, due to the Project’s proximity to multiple transit options, it is anticipated that parking demand will be lower than required by zoning or estimated by ITE.

In addition, the peak parking demand for the office use occurs during the day and the parking utilization counts indicate there is a minimum of 28 available spaces during that time. Factoring in the loss of 7 spaces and the number of spaces required by tenants brings the number available spaces on-site for residents to use during the day down to 21 spaces. As most residents work during the day, it is anticipated that enough spaces will be available for residents during the day. At night, the offices are closed so all of the on-site parking spaces can be utilized by residents. Therefore, it is anticipated that adequate parking will be provided on-site for the Project.

Bicycle Parking

The Project proposes to create secure bicycle parking for 44 bicycles. This will be provided in a room accessed off the ground floor and provides a protected environment for residents to lock their bicycles. The Applicant is committed to encouraging the use of bicycles as a sustainable means of transportation.

11 Parking Generation Manual 5th Edition; Institute of Transportation Engineers; January 2019

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TRAFFIC OPERATIONS ANALYSIS

Measuring existing and future traffic volumes quantifies traffic flow within the study area. To assess quality of flow, roadway capacity and vehicle queue analyses were conducted under Existing, No-Build, and Build traffic-volume conditions. Capacity analyses provide an indication of how well the roadway facilities serve the traffic demands placed upon them, with vehicle queue analyses providing a secondary measure of the operational characteristics of an intersection or section of roadway under study.

METHODOLOGY

Levels of Service

A primary result of capacity analyses is the assignment of level of service to traffic facilities under various traffic-flow conditions.12 The concept of level of service is defined as a qualitative measure describing operational conditions within a traffic stream and their perception by motorists and/or passengers. A level-of-service definition provides an index to quality of traffic flow in terms of such factors as speed, travel time, freedom to maneuver, traffic interruptions, comfort, convenience, and safety.

Six levels of service are defined for each type of facility. They are given letter designations from A to F, with level-of-service (LOS) A representing the best operating conditions and LOS F representing congested or constrained operating conditions.

Since the level of service of a traffic facility is a function of the traffic flows placed upon it, such a facility may operate at a wide range of levels of service, depending on the time of day, day of week, or period of year.

12The capacity analysis methodology is based on the concepts and procedures presented in the Highway Capacity Manual 6th Edition; Transportation Research Board; Washington, DC; 2016.

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HCM 6th Edition Unsignalized Intersections

The six levels of service for unsignalized intersections may be described as follows:

• LOS A represents a condition with little or no control delay to minor street traffic.

• LOS B represents a condition with short control delays to minor street traffic.

• LOS C represents a condition with average control delays to minor street traffic.

• LOS D represents a condition with long control delays to minor street traffic.

• LOS E represents operating conditions at or near capacity level, with very long control delays to minor street traffic.

• LOS F represents a condition where minor street demand volume exceeds capacity of an approach lane, with extreme control delays resulting.

The levels of service of unsignalized intersections are determined by application of a procedure described in the Highway Capacity Manual 6th Edition.13 Level of service is measured in terms of average control delay. Mathematically, control delay is a function of the capacity and degree of saturation of the lane group and/or approach under study and is a quantification of motorist delay associated with traffic control devices such as traffic signals and STOP signs. Control delay includes the effects of initial deceleration delay approaching a STOP sign, stopped delay, queue move-up time, and final acceleration delay from a stopped condition. Definitions for level of service at unsignalized intersections are also given in the Highway Capacity Manual 6th Edition. Table 11 summarizes the relationship between level of service and average control delay for two- way stop controlled and all-way stop controlled intersections.

Table 11 HCM 6TH EDITION LEVEL-OF-SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONSa

Level-Of-Service by Volume-to-Capacity Ratio Average Control Delay v/c ≤ 1.0 v/c > 1.0 (Seconds Per Vehicle)

A F ≤10.0 B F 10.1 to 15.0 C F 15.1 to 25.0 D F 25.1 to 35.0 E F 35.1 to 50.0 F F >50.0

aSource: Highway Capacity Manual 6th Edition; Transportation Research Board; Washington, DC; 2016; page 20-6.

13Highway Capacity Manual 6th Edition; Transportation Research Board; Washington, DC; 2016.

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In addition to using the HCM 6th Edition methodology, the HCM 2000 methodology was used at two locations, Stearns Road at Sewall Avenue and Harvard Street at Marion Street. The HCM 6th edition does provide LOS results at T-intersections where two approaches are under stop control or at T-intersections where the minor approach is one-way away from the main roadway.

HCM 2000 Unsignalized Intersections

The six levels of service for unsignalized intersections may be described as follows:

• LOS A represents a condition with little or no control delay to minor street traffic. • • LOS B represents a condition with short control delays to minor street traffic. • • LOS C represents a condition with average control delays to minor street traffic. • • LOS D represents a condition with long control delays to minor street traffic. • • LOS E represents operating conditions at or near capacity level, with very long control delays to minor street traffic. • • LOS F represents a condition where minor street demand volume exceeds capacity of an approach lane, with control delays resulting. • The levels of service of unsignalized intersections are determined by application of a procedure described in the 2000 Highway Capacity Manual. Level of service is measured in terms of average control delay. Mathematically, control delay is a function of the capacity and degree of saturation of the lane group and/or approach under study and is a quantification of motorist delay associated with traffic control devices such as traffic signals and STOP signs. Control delay includes the effects of initial deceleration delay approaching a STOP sign, stopped delay, queue move-up time, and final acceleration delay from a stopped condition. Definitions for level of service at unsignalized intersections are also given in the 2000 Highway Capacity Manual. Table 12 summarizes the relationship between level of service and average control delay.

Table 12 HCM 2000 LEVEL-OF-SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONSa

Average Control Delay Level of Service (Seconds Per Vehicle)

A < 10.0 B 10.1 to 15.0 C 15.1 to 25.0 D 25.1 to 35.0 E 35.1 to 50.0 F >50.0

aSource: Highway Capacity Manual; Transportation Research Board; Washington, DC; 2000; page 17-2.

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ANALYSIS RESULTS

Level-of-service analyses were conducted for 2020 Baseline, 2027 No-Build, and 2027 Build conditions for the study area intersections. The results of the intersection capacity analysis within the study area are described below, with a tabular summary provided in Table 13.

Unsignalized Intersection Analysis Results

Longwood Avenue at Sewall Avenue

Under 2020 Baseline conditions, the critical movement at this intersection operates at LOS C during the weekday morning and the weekday evening peak hours. Under 2027 No-Build conditions, the critical movement at this intersection operates at LOS D during the weekday morning and the weekday evening peak hours. No changes to level-of-service occur as a result of the addition of Project volumes under 2027 Build conditions.

Stearns Road at Sewall Avenue

Under all existing and future conditions, the critical movements at this intersection operate at LOS D or better during the weekday morning and the weekday evening peak hours.

Harvard Street at Stearns Road/Sewall Avenue

Under all existing and future conditions, the critical movement at this intersection operates at LOS F during the weekday morning and the weekday evening peak hours.

Harvard Street at 209 Harvard Street Driveway

Under 2020 Baseline conditions, the critical movement at this intersection operates at LOS B during the weekday morning peak hour and at LOS D during the weekday evening peak hour. Under 2027 No-Build conditions, the critical movement at this intersection operates at LOS B during the weekday morning peak hour and at LOS E during the weekday evening peak hour. Under 2027 Build conditions, the critical movement at this intersection operates at LOS C during the weekday morning peak hour and at LOS D during the weekday evening peak hour. The LOS improved under 2027 Build conditions during the weekday evening peak hour to LOS D because Project volumes were only added to the exiting right-turn movement which decreased the average delay for the approach.

Harvard Street at Marion Street

Under all existing and future conditions, the critical movement at this intersection operates at LOS A during the weekday morning and the weekday evening peak hours.

Harvard Street at Vernon Street

Under all existing and future conditions, the critical movement at this intersection operates at LOS F during the weekday morning and the weekday evening peak hours.

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Table 13 UNSIGNALIZED INTERSECTION CAPACITY ANALYSIS SUMMARY

Intersection/ 2020 Baseline 2027 No-Build 2027 Build Critical Movement/Peak Hour V/Ca Delayb LOSc Queued V/C Delay LOS Queue V/C Delay LOS Queue

Longwood Avenue at Sewall Avenue: Weekday Morning: Sewall Avenue NB LT/TH/RT 0.58 23 C 90 0.68 30 D 123 0.68 30 D 125 Weekday Evening: Sewall Avenue NB LT/TH/RT 0.69 24 C 133 0.78 32 D 175 0.78 33 D 180

Stearns Road at Sewall Avenue: Weekday Morning: Stearns Rood WB TH/RT 0.22 23 C 21 0.26 26 D 25 0.26 26 D 25 Sewall Avenue SB RT 0.24 9 A 23 0.25 9 A 25 0.26 9 A 26 Weekday Evening: Stearns Rood WB TH/RT 0.31 27 D 32 0.37 31 D 40 0.39 32 D 43 Sewall Avenue SB RT 0.17 9 A 16 0.19 9 A 17 0.19 9 A 18

Harvard Street at Stearns Road/Sewall Avenue: Weekday Morning: Stearns Road/Sewall Avenue WB LT/RT 1.41 254 F 438 1.71 385 F 555 1.74 399 F 565 Weekday Evening: Stearns Road/Sewall Avenue WB LT/RT 1.23 192 F 313 1.53 320 F 413 1.59 345 F 435

Harvard Street at 209 Harvard Street Driveway: Weekday Morning: 209 Harvard Street Driveway WB LT/RT 0.01 13 B 0 0.01 13 B 0 0.03 19 C 3 Weekday Evening: 209 Harvard Street Driveway WB LT/RT 0.09 30 D 8 0.11 36 E 10 0.12 33 D 10

*See notes at end of table.

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Table 13 Continued UNSIGNALIZED INTERSECTION CAPACITY ANALYSIS SUMMARY

Intersection/ 2020 Baseline 2027 No-Build 2027 Build Critical Movement/Peak Hour V/Ca Delayb LOSc Queued V/C Delay LOS Queue V/C Delay LOS Queue

Harvard Street at Marion Street: Weekday Morning: Harvard Street NB LT/TH 0.08 2 A 7 0.09 2 A 8 0.09 2 A 8 Weekday Evening: Harvard Street NB LT/TH 0.15 4 A 13 0.17 5 A 15 0.17 5 A 15

Harvard Street at Vernon Street: Weekday Morning: Vernon Street EB LT/RT 1.18 149 F 375 1.41 243 F 503 1.42 245 F 505 Weekday Evening: Vernon Street EB LT/RT 1.22 173 F 365 1.49 284 F 488 1.50 287 F 488 aVolume to capacity ratio. bDelay in seconds per vehicle. cLevel of service. d95th percentile queue length in feet. NB = northbound; SB = southbound; EB = eastbound; WB = westbound; LT = left-turning movements; TH = through movements; RT = right-turning movements.

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RECOMMENDATIONS AND CONCLUSIONS

RECOMMENDATIONS

The traffic assessment contained herein indicates that the Project will not have substantial impacts at the study area intersections and Project-related traffic increases are expected to be between 0.0 percent and 3.3 percent during the peak hours depending on location. VAI recommends the following:

Site Recommendations

• The site driveway onto Harvard Street should be placed under STOP-sign control, with painted STOP bars on the driveway at the STOP-sign location.

Parking and Transportation Demand Management Measures

• Continue to engage the services of an on-site parking attendant/valet to manage parking operations and tandem park vehicles associated with the existing medical office building tenants as needed.

• Use the site existing parking supply in a shared parking environment to make the most efficient use of the parking spaces at the site.

• Provide 44 bicycle parking spaces on site in a sheltered, secure location to promote the use of bicycles by residents.

• Designate an on-site employee as the site’s Transportation Coordinator to oversee market- ing and promoting of transportation options at the site.

• Provide new residents transportation information packets with information on getting around Brookline sustainably.

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CONCLUSIONS

VAI has completed a transportation assessment of the potential impacts on the surrounding transportation infrastructure associated with a proposed 44-unit residential development with 1,300 sf of retail space to be located at 209 Harvard Street in Brookline, Massachusetts. The assessment reviewed the traffic impacts, parking conditions, and potential TDM measures of the Project.

The Project is expected to produce a minor increase in traffic volumes in the vicinity of the site and minor but manageable increases in delays to various movements within the study area. No changes to critical movement levels of service occur as a result of the addition of Project volumes under 2027 Build conditions except for at the Project site driveway. The critical movement level-of- service does go from LOS B to LOS C during the weekday morning peak hour under 2027 Build conditions. LOS D or better is generally considered an acceptable operations level for peak hour conditions.

Based on the above, VAI has concluded that the Project can be safely accommodated with minimal impact on the area road network.

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Table 5 MODE SPLIT CHARATERISTISCSa

Mode Percent

Single Occupancy Vehicle 29 High Occupancy Vehicle 3 Transit 31 Bike 8 Walk 27 Other 2

TOTAL 100

aFrom U.S. Census and 2018 American Community Survey for Census Tract 4008

Site-Generated Trips by Mode

Table 6 PROJECT TRIP GENERATION SUMMARY

Weekday Daily 240 252 74 8 78 20 68 4 50 128

Weekday Morning Peak Hour: Entering 4 4 1 0 1 1 1 0 2 3 Exiting 12 13 4 0 4 1 4 0 1 5 Total 16 17 5 0 5 2 5 0 3 8

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It should be noted that patrons of the retail component of the Project will not be permitted to park on-site and will have to find on-street parking.

TRIP DISTRIBUTION AND ASSIGNMENT

Table 7 TRIP-DISTRIBUTION SUMMARY

Direction Percent Direction Percent Roadway (To Site) (To Site) (From Site) (From Site)

Harvard Street North 5 North 55 Harvard Street South 15 South 15 Longwood Avenue East 25 East 25 Saint Paul Street North 50 North 0 Marion Street West 0 West 5 Vernon Street West 5 West 0

TOTAL 100 100

102011-2015 5-Year American Community Survey; U.S. Census Bureau; 2019.

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TRAFFIC COUNT DATA COVID-19 AND SEASONAL ADJUSTMENT CALCULATIONS PUBLIC TRANSPORTATION SCHEDULES MOTOR VEHICLE CRASH DATA GROWTH RATE DATA TRIP GENERATION CALCULATIONS JOURNEY TO WORK DATA CAPACITY ANALYSIS

TRAFFIC COUNT DATA

Accurate Counts 978-664-2565

N/S Street : Harvard Street File Name : 80860001 E/W Street : 209 Harvard Street Site Code : 80860001 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 1

Groups Printed- Cars - Trucks Harvard St 209 Harvard St Harvard St From North From East From South Start Time Left Thru Left Right Thru Right Int. Total 07:00 AM 10 42 0 0 44 2 98 07:15 AM 4 82 0 2 65 5 158 07:30 AM 0 83 0 0 72 1 156 07:45 AM 0 96 0 1 62 1 160 Total 14 303 0 3 243 9 572

08:00 AM 1 115 0 1 87 1 205 08:15 AM 0 100 0 0 98 0 198 08:30 AM 0 108 0 0 91 3 202 08:45 AM 1 104 0 0 73 0 178 Total 2 427 0 1 349 4 783

Grand Total 16 730 0 4 592 13 1355 Apprch % 2.1 97.9 0 100 97.9 2.1 Total % 1.2 53.9 0 0.3 43.7 1 Cars 16 694 0 4 550 13 1277 % Cars 100 95.1 0 100 92.9 100 94.2 Trucks 0 36 0 0 42 0 78 % Trucks 0 4.9 0 0 7.1 0 5.8

Harvard St 209 Harvard St Harvard St From North From East From South Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 1 115 116 0 1 1 87 1 88 205 08:15 AM 0 100 100 0 0 0 98 0 98 198 08:30 AM 0 108 108 0 0 0 91 3 94 202 08:45 AM 1 104 105 0 0 0 73 0 73 178 Total Volume 2 427 429 0 1 1 349 4 353 783 % App. Total 0.5 99.5 0 100 98.9 1.1 PHF .500 .928 .925 .000 .250 .250 .890 .333 .901 .955 Cars 2 416 418 0 1 1 332 4 336 755 % Cars 100 97.4 97.4 0 100 100 95.1 100 95.2 96.4 Trucks 0 11 11 0 0 0 17 0 17 28 % Trucks 0 2.6 2.6 0 0 0 4.9 0 4.8 3.6 Accurate Counts 978-664-2565

N/S Street : Harvard Street File Name : 80860001 E/W Street : 209 Harvard Street Site Code : 80860001 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 2

Harvard St Out In Total 333 418 751 17 11 28 350 429 779

416 2 11 0 427 2 Thru Left

Peak Hour Data Out 209 Harvard St North 6 0 6 Right Peak Hour Begins at 08:00 AM 1 0 1

In Cars Left 1 0 1 Trucks 0 0 0 Total 7 0 7

Thru Right 332 4 17 0 349 4

416 336 752 11 17 28 427 353 780 Out In Total Harvard St

Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 08:00 AM 07:15 AM 08:00 AM +0 mins. 1 115 116 0 2 2 87 1 88 +15 mins. 0 100 100 0 0 0 98 0 98 +30 mins. 0 108 108 0 1 1 91 3 94 +45 mins. 1 104 105 0 1 1 73 0 73 Total Volume 2 427 429 0 4 4 349 4 353 % App. Total 0.5 99.5 0 100 98.9 1.1 PHF .500 .928 .925 .000 .500 .500 .890 .333 .901 Cars 2 416 418 0 4 4 332 4 336 % Cars 100 97.4 97.4 0 100 100 95.1 100 95.2 Trucks 0 11 11 0 0 0 17 0 17 % Trucks 0 2.6 2.6 0 0 0 4.9 0 4.8 Accurate Counts 978-664-2565

N/S Street : Harvard Street File Name : 80860001 E/W Street : 209 Harvard Street Site Code : 80860001 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 7

Groups Printed- Trucks Harvard St 209 Harvard St Harvard St From North From East From South Start Time Left Thru Left Right Thru Right Int. Total 07:00 AM 0 5 0 0 8 0 13 07:15 AM 0 7 0 0 7 0 14 07:30 AM 0 5 0 0 6 0 11 07:45 AM 0 8 0 0 4 0 12 Total 0 25 0 0 25 0 50

08:00 AM 0 3 0 0 6 0 9 08:15 AM 0 2 0 0 2 0 4 08:30 AM 0 2 0 0 6 0 8 08:45 AM 0 4 0 0 3 0 7 Total 0 11 0 0 17 0 28

Grand Total 0 36 0 0 42 0 78 Apprch % 0 100 0 0 100 0 Total % 0 46.2 0 0 53.8 0

Harvard St 209 Harvard St Harvard St From North From East From South Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 5 5 0 0 0 8 0 8 13 07:15 AM 0 7 7 0 0 0 7 0 7 14 07:30 AM 0 5 5 0 0 0 6 0 6 11 07:45 AM 0 8 8 0 0 0 4 0 4 12 Total Volume 0 25 25 0 0 0 25 0 25 50 % App. Total 0 100 0 0 100 0 PHF .000 .781 .781 .000 .000 .000 .781 .000 .781 .893 Accurate Counts 978-664-2565

N/S Street : Harvard Street File Name : 80860001 E/W Street : 209 Harvard Street Site Code : 80860001 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 10

Groups Printed- Bikes Peds Harvard St 209 Harvard St Harvard St From North From East From South Start Time Left Thru Peds Left Right Peds Thru Right Peds Exclu. Total Inclu. Total Int. Total 07:00 AM 0 0 0 0 0 7 0 0 0 7 0 7 07:15 AM 0 0 0 0 0 14 0 0 0 14 0 14 07:30 AM 0 0 0 0 0 31 0 0 0 31 0 31 07:45 AM 0 0 0 0 0 41 0 0 0 41 0 41 Total 0 0 0 0 0 93 0 0 0 93 0 93

08:00 AM 0 0 0 0 0 19 0 0 0 19 0 19 08:15 AM 0 0 0 0 0 34 0 0 0 34 0 34 08:30 AM 0 0 0 0 0 19 0 0 0 19 0 19 08:45 AM 0 0 0 0 0 40 0 0 0 40 0 40 Total 0 0 0 0 0 112 0 0 0 112 0 112

Grand Total 0 0 0 0 0 205 0 0 0 205 0 205 Apprch % 0 0 0 0 0 0 Total % 100 0

Harvard St 209 Harvard St Harvard St From North From East From South Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 0 0 0 0 0 0 0 0 0 07:15 AM 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Accurate Counts 978-664-2565

N/S Street : Harvard Street File Name : 80860001 E/W Street : 209 Harvard Street Site Code : 80860001 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 1

Groups Printed- Cars - Trucks Harvard St 209 Harvard St Harvard St From North From East From South Start Time Left Thru Left Right Thru Right Int. Total 04:00 PM 1 138 3 2 91 0 235 04:15 PM 0 135 2 1 88 0 226 04:30 PM 0 142 1 1 85 0 229 04:45 PM 1 114 0 1 89 0 205 Total 2 529 6 5 353 0 895

05:00 PM 0 141 3 1 71 0 216 05:15 PM 0 130 2 1 85 2 220 05:30 PM 0 118 3 3 66 0 190 05:45 PM 2 130 0 1 70 0 203 Total 2 519 8 6 292 2 829

Grand Total 4 1048 14 11 645 2 1724 Apprch % 0.4 99.6 56 44 99.7 0.3 Total % 0.2 60.8 0.8 0.6 37.4 0.1 Cars 4 1036 14 11 632 2 1699 % Cars 100 98.9 100 100 98 100 98.5 Trucks 0 12 0 0 13 0 25 % Trucks 0 1.1 0 0 2 0 1.5

Harvard St 209 Harvard St Harvard St From North From East From South Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 1 138 139 3 2 5 91 0 91 235 04:15 PM 0 135 135 2 1 3 88 0 88 226 04:30 PM 0 142 142 1 1 2 85 0 85 229 04:45 PM 1 114 115 0 1 1 89 0 89 205 Total Volume 2 529 531 6 5 11 353 0 353 895 % App. Total 0.4 99.6 54.5 45.5 100 0 PHF .500 .931 .935 .500 .625 .550 .970 .000 .970 .952 Cars 2 523 525 6 5 11 346 0 346 882 % Cars 100 98.9 98.9 100 100 100 98.0 0 98.0 98.5 Trucks 0 6 6 0 0 0 7 0 7 13 % Trucks 0 1.1 1.1 0 0 0 2.0 0 2.0 1.5 Accurate Counts 978-664-2565

N/S Street : Harvard Street File Name : 80860001 E/W Street : 209 Harvard Street Site Code : 80860001 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 2

Harvard St Out In Total 351 525 876 7 6 13 358 531 889

523 2 6 0 529 2 Thru Left

Peak Hour Data Out 209 Harvard St North 2 0 2 Right Peak Hour Begins at 04:00 PM 5 0 5

Cars 11 11 Left 0 Trucks 6 0 6 Total 13 13 0

Thru Right 346 0 7 0 353 0

529 346 875 6 7 13 535 353 888 Out In Total Harvard St

Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:45 PM 04:00 PM +0 mins. 0 135 135 0 1 1 91 0 91 +15 mins. 0 142 142 3 1 4 88 0 88 +30 mins. 1 114 115 2 1 3 85 0 85 +45 mins. 0 141 141 3 3 6 89 0 89 Total Volume 1 532 533 8 6 14 353 0 353 % App. Total 0.2 99.8 57.1 42.9 100 0 PHF .250 .937 .938 .667 .500 .583 .970 .000 .970 Cars 1 527 528 8 6 14 346 0 346 % Cars 100 99.1 99.1 100 100 100 98 0 98 Trucks 0 5 5 0 0 0 7 0 7 % Trucks 0 0.9 0.9 0 0 0 2 0 2 Accurate Counts 978-664-2565

N/S Street : Harvard Street File Name : 80860001 E/W Street : 209 Harvard Street Site Code : 80860001 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 7

Groups Printed- Trucks Harvard St 209 Harvard St Harvard St From North From East From South Start Time Left Thru Left Right Thru Right Int. Total 04:00 PM 0 2 0 0 2 0 4 04:15 PM 0 2 0 0 0 0 2 04:30 PM 0 1 0 0 3 0 4 04:45 PM 0 1 0 0 2 0 3 Total 0 6 0 0 7 0 13

05:00 PM 0 1 0 0 1 0 2 05:15 PM 0 1 0 0 2 0 3 05:30 PM 0 1 0 0 1 0 2 05:45 PM 0 3 0 0 2 0 5 Total 0 6 0 0 6 0 12

Grand Total 0 12 0 0 13 0 25 Apprch % 0 100 0 0 100 0 Total % 0 48 0 0 52 0

Harvard St 209 Harvard St Harvard St From North From East From South Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 2 2 0 0 0 2 0 2 4 04:15 PM 0 2 2 0 0 0 0 0 0 2 04:30 PM 0 1 1 0 0 0 3 0 3 4 04:45 PM 0 1 1 0 0 0 2 0 2 3 Total Volume 0 6 6 0 0 0 7 0 7 13 % App. Total 0 100 0 0 100 0 PHF .000 .750 .750 .000 .000 .000 .583 .000 .583 .813 Accurate Counts 978-664-2565

N/S Street : Harvard Street File Name : 80860001 E/W Street : 209 Harvard Street Site Code : 80860001 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 10

Groups Printed- Bikes Peds Harvard St 209 Harvard St Harvard St From North From East From South Start Time Left Thru Peds Left Right Peds Thru Right Peds Exclu. Total Inclu. Total Int. Total 04:00 PM 0 0 0 0 0 45 0 0 0 45 0 45 04:15 PM 0 0 0 0 0 46 0 0 0 46 0 46 04:30 PM 0 0 0 0 0 35 0 0 0 35 0 35 04:45 PM 0 0 0 0 0 50 0 0 0 50 0 50 Total 0 0 0 0 0 176 0 0 0 176 0 176

05:00 PM 0 0 0 0 0 48 0 0 0 48 0 48 05:15 PM 0 0 0 0 0 40 0 0 0 40 0 40 05:30 PM 0 0 0 0 0 36 0 0 0 36 0 36 05:45 PM 0 0 0 0 0 38 0 0 0 38 0 38 Total 0 0 0 0 0 162 0 0 0 162 0 162

Grand Total 0 0 0 0 0 338 0 0 0 338 0 338 Apprch % 0 0 0 0 0 0 Total % 100 0

Harvard St 209 Harvard St Harvard St From North From East From South Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Accurate Counts 978-664-2565

N/S Street : Harvard Street File Name : 80860002 E/W Street : Marion Street Site Code : 80860002 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 1

Groups Printed- Cars - Trucks Harvard St Harvard St Marion St From North From South From West Start Time Thru Right Left Thru Left Right Int. Total 07:00 AM 29 13 6 45 0 0 93 07:15 AM 60 22 10 70 0 0 162 07:30 AM 71 12 8 73 0 0 164 07:45 AM 77 19 12 63 0 0 171 Total 237 66 36 251 0 0 590

08:00 AM 79 36 7 88 0 0 210 08:15 AM 81 19 7 98 0 0 205 08:30 AM 82 26 15 96 0 0 219 08:45 AM 76 28 5 73 0 0 182 Total 318 109 34 355 0 0 816

Grand Total 555 175 70 606 0 0 1406 Apprch % 76 24 10.4 89.6 0 0 Total % 39.5 12.4 5 43.1 0 0 Cars 525 169 66 564 0 0 1324 % Cars 94.6 96.6 94.3 93.1 0 0 94.2 Trucks 30 6 4 42 0 0 82 % Trucks 5.4 3.4 5.7 6.9 0 0 5.8

Harvard St Harvard St Marion St From North From South From West Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 79 36 115 7 88 95 0 0 0 210 08:15 AM 81 19 100 7 98 105 0 0 0 205 08:30 AM 82 26 108 15 96 111 0 0 0 219 08:45 AM 76 28 104 5 73 78 0 0 0 182 Total Volume 318 109 427 34 355 389 0 0 0 816 % App. Total 74.5 25.5 8.7 91.3 0 0 PHF .970 .757 .928 .567 .906 .876 .000 .000 .000 .932 Cars 307 109 416 34 338 372 0 0 0 788 % Cars 96.5 100 97.4 100 95.2 95.6 0 0 0 96.6 Trucks 11 0 11 0 17 17 0 0 0 28 % Trucks 3.5 0 2.6 0 4.8 4.4 0 0 0 3.4 Accurate Counts 978-664-2565

N/S Street : Harvard Street File Name : 80860002 E/W Street : Marion Street Site Code : 80860002 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 2

Harvard St Out In Total 338 416 754 17 11 28 355 427 782

109 307 0 11 109 318 Right Thru

Peak Hour Data 0 143 143

Total North 0 0 0 Peak Hour Begins at 08:00 AM 0 0 0

Left In Cars 0 0 0 Trucks Marion St Right 0 143 143 Out

Left Thru 34 338 0 17 34 355

307 372 679 11 17 28 318 389 707 Out In Total Harvard St

Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 08:00 AM 08:00 AM 07:00 AM +0 mins. 79 36 115 7 88 95 0 0 0 +15 mins. 81 19 100 7 98 105 0 0 0 +30 mins. 82 26 108 15 96 111 0 0 0 +45 mins. 76 28 104 5 73 78 0 0 0 Total Volume 318 109 427 34 355 389 0 0 0 % App. Total 74.5 25.5 8.7 91.3 0 0 PHF .970 .757 .928 .567 .906 .876 .000 .000 .000 Cars 307 109 416 34 338 372 0 0 0 % Cars 96.5 100 97.4 100 95.2 95.6 0 0 0 Trucks 11 0 11 0 17 17 0 0 0 % Trucks 3.5 0 2.6 0 4.8 4.4 0 0 0 Accurate Counts 978-664-2565

N/S Street : Harvard Street File Name : 80860002 E/W Street : Marion Street Site Code : 80860002 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 7

Groups Printed- Trucks Harvard St Harvard St Marion St From North From South From West Start Time Thru Right Left Thru Left Right Int. Total 07:00 AM 4 1 0 8 0 0 13 07:15 AM 5 2 1 7 0 0 15 07:30 AM 5 0 0 6 0 0 11 07:45 AM 5 3 3 4 0 0 15 Total 19 6 4 25 0 0 54

08:00 AM 3 0 0 6 0 0 9 08:15 AM 2 0 0 2 0 0 4 08:30 AM 2 0 0 6 0 0 8 08:45 AM 4 0 0 3 0 0 7 Total 11 0 0 17 0 0 28

Grand Total 30 6 4 42 0 0 82 Apprch % 83.3 16.7 8.7 91.3 0 0 Total % 36.6 7.3 4.9 51.2 0 0

Harvard St Harvard St Marion St From North From South From West Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 4 1 5 0 8 8 0 0 0 13 07:15 AM 5 2 7 1 7 8 0 0 0 15 07:30 AM 5 0 5 0 6 6 0 0 0 11 07:45 AM 5 3 8 3 4 7 0 0 0 15 Total Volume 19 6 25 4 25 29 0 0 0 54 % App. Total 76 24 13.8 86.2 0 0 PHF .950 .500 .781 .333 .781 .906 .000 .000 .000 .900 Accurate Counts 978-664-2565

N/S Street : Harvard Street File Name : 80860002 E/W Street : Marion Street Site Code : 80860002 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 10

Groups Printed- Bikes Peds Harvard St Harvard St Marion St From North From South From West Start Time Thru Right Peds Left Thru Peds Left Right Peds Exclu. Total Inclu. Total Int. Total 07:00 AM 1 1 5 0 1 0 0 0 5 10 3 13 07:15 AM 2 0 9 0 4 2 0 0 10 21 6 27 07:30 AM 3 0 16 0 2 0 0 0 18 34 5 39 07:45 AM 5 0 22 0 4 0 1 0 25 47 10 57 Total 11 1 52 0 11 2 1 0 58 112 24 136

08:00 AM 2 0 10 0 2 0 0 0 9 19 4 23 08:15 AM 1 0 17 0 4 0 1 0 11 28 6 34 08:30 AM 4 0 15 0 4 0 1 0 16 31 9 40 08:45 AM 1 1 30 0 5 0 0 0 21 51 7 58 Total 8 1 72 0 15 0 2 0 57 129 26 155

Grand Total 19 2 124 0 26 2 3 0 115 241 50 291 Apprch % 90.5 9.5 0 100 100 0 Total % 38 4 0 52 6 0 82.8 17.2

Harvard St Harvard St Marion St From North From South From West Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 5 0 5 0 4 4 1 0 1 10 08:00 AM 2 0 2 0 2 2 0 0 0 4 08:15 AM 1 0 1 0 4 4 1 0 1 6 08:30 AM 4 0 4 0 4 4 1 0 1 9 Total Volume 12 0 12 0 14 14 3 0 3 29 % App. Total 100 0 0 100 100 0 PHF .600 .000 .600 .000 .875 .875 .750 .000 .750 .725 Accurate Counts 978-664-2565

N/S Street : Harvard Street File Name : 80860002 E/W Street : Marion Street Site Code : 80860002 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 1

Groups Printed- Cars - Trucks Harvard St Harvard St Marion St From North From South From West Start Time Thru Right Left Thru Left Right Int. Total 04:00 PM 98 43 15 91 0 0 247 04:15 PM 97 40 18 89 0 0 244 04:30 PM 104 39 11 85 0 0 239 04:45 PM 75 39 12 89 0 0 215 Total 374 161 56 354 0 0 945

05:00 PM 88 56 9 70 0 0 223 05:15 PM 84 48 15 87 0 0 234 05:30 PM 83 38 10 66 0 0 197 05:45 PM 79 51 7 70 0 0 207 Total 334 193 41 293 0 0 861

Grand Total 708 354 97 647 0 0 1806 Apprch % 66.7 33.3 13 87 0 0 Total % 39.2 19.6 5.4 35.8 0 0 Cars 696 354 97 634 0 0 1781 % Cars 98.3 100 100 98 0 0 98.6 Trucks 12 0 0 13 0 0 25 % Trucks 1.7 0 0 2 0 0 1.4

Harvard St Harvard St Marion St From North From South From West Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 98 43 141 15 91 106 0 0 0 247 04:15 PM 97 40 137 18 89 107 0 0 0 244 04:30 PM 104 39 143 11 85 96 0 0 0 239 04:45 PM 75 39 114 12 89 101 0 0 0 215 Total Volume 374 161 535 56 354 410 0 0 0 945 % App. Total 69.9 30.1 13.7 86.3 0 0 PHF .899 .936 .935 .778 .973 .958 .000 .000 .000 .956 Cars 368 161 529 56 347 403 0 0 0 932 % Cars 98.4 100 98.9 100 98.0 98.3 0 0 0 98.6 Trucks 6 0 6 0 7 7 0 0 0 13 % Trucks 1.6 0 1.1 0 2.0 1.7 0 0 0 1.4 Accurate Counts 978-664-2565

N/S Street : Harvard Street File Name : 80860002 E/W Street : Marion Street Site Code : 80860002 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 2

Harvard St Out In Total 347 529 876 7 6 13 354 535 889

161 368 0 6 161 374 Right Thru

Peak Hour Data 0 217 217

Total North 0 0 0 Peak Hour Begins at 04:00 PM 0 0 0

Left In Cars 0 0 0 Trucks Marion St Right 0 217 217 Out

Left Thru 56 347 0 7 56 354

368 403 771 6 7 13 374 410 784 Out In Total Harvard St

Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:00 PM 04:00 PM +0 mins. 97 40 137 15 91 106 0 0 0 +15 mins. 104 39 143 18 89 107 0 0 0 +30 mins. 75 39 114 11 85 96 0 0 0 +45 mins. 88 56 144 12 89 101 0 0 0 Total Volume 364 174 538 56 354 410 0 0 0 % App. Total 67.7 32.3 13.7 86.3 0 0 PHF .875 .777 .934 .778 .973 .958 .000 .000 .000 Cars 359 174 533 56 347 403 0 0 0 % Cars 98.6 100 99.1 100 98 98.3 0 0 0 Trucks 5 0 5 0 7 7 0 0 0 % Trucks 1.4 0 0.9 0 2 1.7 0 0 0 Accurate Counts 978-664-2565

N/S Street : Harvard Street File Name : 80860002 E/W Street : Marion Street Site Code : 80860002 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 7

Groups Printed- Trucks Harvard St Harvard St Marion St From North From South From West Start Time Thru Right Left Thru Left Right Int. Total 04:00 PM 2 0 0 2 0 0 4 04:15 PM 2 0 0 0 0 0 2 04:30 PM 1 0 0 3 0 0 4 04:45 PM 1 0 0 2 0 0 3 Total 6 0 0 7 0 0 13

05:00 PM 1 0 0 1 0 0 2 05:15 PM 1 0 0 2 0 0 3 05:30 PM 1 0 0 1 0 0 2 05:45 PM 3 0 0 2 0 0 5 Total 6 0 0 6 0 0 12

Grand Total 12 0 0 13 0 0 25 Apprch % 100 0 0 100 0 0 Total % 48 0 0 52 0 0

Harvard St Harvard St Marion St From North From South From West Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 2 0 2 0 2 2 0 0 0 4 04:15 PM 2 0 2 0 0 0 0 0 0 2 04:30 PM 1 0 1 0 3 3 0 0 0 4 04:45 PM 1 0 1 0 2 2 0 0 0 3 Total Volume 6 0 6 0 7 7 0 0 0 13 % App. Total 100 0 0 100 0 0 PHF .750 .000 .750 .000 .583 .583 .000 .000 .000 .813 Accurate Counts 978-664-2565

N/S Street : Harvard Street File Name : 80860002 E/W Street : Marion Street Site Code : 80860002 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 10

Groups Printed- Bikes Peds Harvard St Harvard St Marion St From North From South From West Start Time Thru Right Peds Left Thru Peds Left Right Peds Exclu. Total Inclu. Total Int. Total 04:00 PM 3 2 22 0 3 0 0 0 21 43 8 51 04:15 PM 3 2 37 0 6 1 0 0 21 59 11 70 04:30 PM 3 1 12 0 6 1 0 0 20 33 10 43 04:45 PM 5 4 19 0 2 2 0 0 21 42 11 53 Total 14 9 90 0 17 4 0 0 83 177 40 217

05:00 PM 5 1 17 0 3 0 0 0 19 36 9 45 05:15 PM 5 2 21 0 0 1 0 0 26 48 7 55 05:30 PM 4 3 14 1 1 0 1 0 29 43 10 53 05:45 PM 2 0 17 0 2 0 0 0 22 39 4 43 Total 16 6 69 1 6 1 1 0 96 166 30 196

Grand Total 30 15 159 1 23 5 1 0 179 343 70 413 Apprch % 66.7 33.3 4.2 95.8 100 0 Total % 42.9 21.4 1.4 32.9 1.4 0 83.1 16.9

Harvard St Harvard St Marion St From North From South From West Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 3 2 5 0 6 6 0 0 0 11 04:30 PM 3 1 4 0 6 6 0 0 0 10 04:45 PM 5 4 9 0 2 2 0 0 0 11 05:00 PM 5 1 6 0 3 3 0 0 0 9 Total Volume 16 8 24 0 17 17 0 0 0 41 % App. Total 66.7 33.3 0 100 0 0 PHF .800 .500 .667 .000 .708 .708 .000 .000 .000 .932 Accurate Counts 978-664-2565

N/S Street : Harvard Avenue File Name : 80860003 E/W Street : Stop N Shop Dwy / Vernon St Site Code : 80860003 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 1

Groups Printed- Cars - Trucks Harvard Ave Stop N Shop Dwy Harvard Ave Vernon St From North From East From South From West Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 0 24 0 0 0 1 0 43 0 10 0 7 85 07:15 AM 0 54 0 1 0 5 0 63 0 22 0 3 148 07:30 AM 0 70 0 0 0 5 0 57 0 24 0 7 163 07:45 AM 0 63 0 0 0 1 0 63 0 22 0 7 156 Total 0 211 0 1 0 12 0 226 0 78 0 24 552

08:00 AM 0 60 0 0 0 2 0 73 0 34 0 8 177 08:15 AM 0 74 0 1 0 7 0 71 0 32 0 12 197 08:30 AM 0 71 0 1 0 7 0 70 0 39 0 11 199 08:45 AM 0 59 0 2 0 5 0 60 0 21 0 8 155 Total 0 264 0 4 0 21 0 274 0 126 0 39 728

Grand Total 0 475 0 5 0 33 0 500 0 204 0 63 1280 Apprch % 0 100 0 13.2 0 86.8 0 100 0 76.4 0 23.6 Total % 0 37.1 0 0.4 0 2.6 0 39.1 0 15.9 0 4.9 Cars 0 445 0 5 0 33 0 457 0 203 0 60 1203 % Cars 0 93.7 0 100 0 100 0 91.4 0 99.5 0 95.2 94 Trucks 0 30 0 0 0 0 0 43 0 1 0 3 77 % Trucks 0 6.3 0 0 0 0 0 8.6 0 0.5 0 4.8 6

Harvard Ave Stop N Shop Dwy Harvard Ave Vernon St From North From East From South From West Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 0 63 0 63 0 0 1 1 0 63 0 63 22 0 7 29 156 08:00 AM 0 60 0 60 0 0 2 2 0 73 0 73 34 0 8 42 177 08:15 AM 0 74 0 74 1 0 7 8 0 71 0 71 32 0 12 44 197 08:30 AM 0 71 0 71 1 0 7 8 0 70 0 70 39 0 11 50 199 Total Volume 0 268 0 268 2 0 17 19 0 277 0 277 127 0 38 165 729 % App. Total 0 100 0 10.5 0 89.5 0 100 0 77 0 23 PHF .000 .905 .000 .905 .500 .000 .607 .594 .000 .949 .000 .949 .814 .000 .792 .825 .916 Cars 0 256 0 256 2 0 17 19 0 257 0 257 126 0 38 164 696 % Cars 0 95.5 0 95.5 100 0 100 100 0 92.8 0 92.8 99.2 0 100 99.4 95.5 Trucks 0 12 0 12 0 0 0 0 0 20 0 20 1 0 0 1 33 % Trucks 0 4.5 0 4.5 0 0 0 0 0 7.2 0 7.2 0.8 0 0 0.6 4.5 Accurate Counts 978-664-2565

N/S Street : Harvard Avenue File Name : 80860003 E/W Street : Stop N Shop Dwy / Vernon St Site Code : 80860003 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 2

Harvard Ave Out In Total 400 256 656 21 12 33 421 268 689

0 256 0 0 12 0 0 268 0 Right Thru Left

Peak Hour Data 1 Out 164 165 Right Stop N Shop Dwy 1 Total

North 0 0 0 17 17 126 127 0 Left Peak Hour Begins at 07:45 AM 1 Thru 0 0 0

In 164 165 In Cars 19 19 0 0 0 0 Thru Trucks Left Vernon St 0 0 0 0 38 38 Total 2 0 2 Right Out 19 19 0

Left Thru Right 0 257 0 0 20 0 0 277 0

296 257 553 12 20 32 308 277 585 Out In Total Harvard Ave

Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:45 AM 08:00 AM 07:45 AM 07:45 AM +0 mins. 0 63 0 63 0 0 2 2 0 63 0 63 22 0 7 29 +15 mins. 0 60 0 60 1 0 7 8 0 73 0 73 34 0 8 42 +30 mins. 0 74 0 74 1 0 7 8 0 71 0 71 32 0 12 44 +45 mins. 0 71 0 71 2 0 5 7 0 70 0 70 39 0 11 50 Total Volume 0 268 0 268 4 0 21 25 0 277 0 277 127 0 38 165 % App. Total 0 100 0 16 0 84 0 100 0 77 0 23 PHF .000 .905 .000 .905 .500 .000 .750 .781 .000 .949 .000 .949 .814 .000 .792 .825 Cars 0 256 0 256 4 0 21 25 0 257 0 257 126 0 38 164 % Cars 0 95.5 0 95.5 100 0 100 100 0 92.8 0 92.8 99.2 0 100 99.4 Trucks 0 12 0 12 0 0 0 0 0 20 0 20 1 0 0 1 % Trucks 0 4.5 0 4.5 0 0 0 0 0 7.2 0 7.2 0.8 0 0 0.6 Accurate Counts 978-664-2565

N/S Street : Harvard Avenue File Name : 80860003 E/W Street : Stop N Shop Dwy / Vernon St Site Code : 80860003 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 7

Groups Printed- Trucks Harvard Ave Stop N Shop Dwy Harvard Ave Vernon St From North From East From South From West Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 0 3 0 0 0 0 0 8 0 0 0 1 12 07:15 AM 0 5 0 0 0 0 0 6 0 0 0 0 11 07:30 AM 0 6 0 0 0 0 0 6 0 0 0 2 14 07:45 AM 0 5 0 0 0 0 0 6 0 1 0 0 12 Total 0 19 0 0 0 0 0 26 0 1 0 3 49

08:00 AM 0 3 0 0 0 0 0 6 0 0 0 0 9 08:15 AM 0 2 0 0 0 0 0 2 0 0 0 0 4 08:30 AM 0 2 0 0 0 0 0 6 0 0 0 0 8 08:45 AM 0 4 0 0 0 0 0 3 0 0 0 0 7 Total 0 11 0 0 0 0 0 17 0 0 0 0 28

Grand Total 0 30 0 0 0 0 0 43 0 1 0 3 77 Apprch % 0 100 0 0 0 0 0 100 0 25 0 75 Total % 0 39 0 0 0 0 0 55.8 0 1.3 0 3.9

Harvard Ave Stop N Shop Dwy Harvard Ave Vernon St From North From East From South From West Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 3 0 3 0 0 0 0 0 8 0 8 0 0 1 1 12 07:15 AM 0 5 0 5 0 0 0 0 0 6 0 6 0 0 0 0 11 07:30 AM 0 6 0 6 0 0 0 0 0 6 0 6 0 0 2 2 14 07:45 AM 0 5 0 5 0 0 0 0 0 6 0 6 1 0 0 1 12 Total Volume 0 19 0 19 0 0 0 0 0 26 0 26 1 0 3 4 49 % App. Total 0 100 0 0 0 0 0 100 0 25 0 75 PHF .000 .792 .000 .792 .000 .000 .000 .000 .000 .813 .000 .813 .250 .000 .375 .500 .875 Accurate Counts 978-664-2565

N/S Street : Harvard Avenue File Name : 80860003 E/W Street : Stop N Shop Dwy / Vernon St Site Code : 80860003 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 10

Groups Printed- Bikes Peds Harvard Ave Stop N Shop Dwy Harvard Ave Vernon St From North From East From South From West Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Exclu. Total Inclu. Total Int. Total 07:00 AM 0 2 0 2 0 0 0 5 0 1 0 0 0 0 0 7 14 3 17 07:15 AM 0 2 0 2 0 0 0 5 0 2 0 0 0 0 0 8 15 4 19 07:30 AM 0 3 0 5 0 0 0 10 0 2 0 1 0 0 0 24 40 5 45 07:45 AM 0 5 0 9 0 0 0 22 0 3 0 1 2 0 0 35 67 10 77 Total 0 12 0 18 0 0 0 42 0 8 0 2 2 0 0 74 136 22 158

08:00 AM 0 2 0 7 0 0 0 8 0 2 0 0 0 0 0 12 27 4 31 08:15 AM 0 1 0 13 0 0 0 3 0 3 0 2 1 0 0 16 34 5 39 08:30 AM 0 2 0 2 0 0 0 11 0 4 0 1 0 0 0 18 32 6 38 08:45 AM 0 3 0 11 0 0 0 14 0 3 0 1 0 0 0 38 64 6 70 Total 0 8 0 33 0 0 0 36 0 12 0 4 1 0 0 84 157 21 178

Grand Total 0 20 0 51 0 0 0 78 0 20 0 6 3 0 0 158 293 43 336 Apprch % 0 100 0 0 0 0 0 100 0 100 0 0 Total % 0 46.5 0 0 0 0 0 46.5 0 7 0 0 87.2 12.8

Harvard Ave Stop N Shop Dwy Harvard Ave Vernon St From North From East From South From West Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 0 5 0 5 0 0 0 0 0 3 0 3 2 0 0 2 10 08:00 AM 0 2 0 2 0 0 0 0 0 2 0 2 0 0 0 0 4 08:15 AM 0 1 0 1 0 0 0 0 0 3 0 3 1 0 0 1 5 08:30 AM 0 2 0 2 0 0 0 0 0 4 0 4 0 0 0 0 6 Total Volume 0 10 0 10 0 0 0 0 0 12 0 12 3 0 0 3 25 % App. Total 0 100 0 0 0 0 0 100 0 100 0 0 PHF .000 .500 .000 .500 .000 .000 .000 .000 .000 .750 .000 .750 .375 .000 .000 .375 .625 Accurate Counts 978-664-2565

N/S Street : Harvard Avenue File Name : 80860003 E/W Street : Stop N Shop Dwy / Vernon St Site Code : 80860003 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 1

Groups Printed- Cars - Trucks Harvard Ave Stop N Shop Dwy Harvard Ave Vernon St From North From East From South From West Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 04:00 PM 0 84 0 1 0 11 0 80 0 20 0 10 206 04:15 PM 0 93 0 1 0 18 0 74 0 25 0 14 225 04:30 PM 0 91 0 0 0 13 0 73 0 23 0 18 218 04:45 PM 0 72 0 0 0 10 0 75 0 22 0 19 198 Total 0 340 0 2 0 52 0 302 0 90 0 61 847

05:00 PM 0 82 0 1 0 4 0 57 0 27 0 20 191 05:15 PM 0 90 0 0 0 9 0 76 0 24 0 10 209 05:30 PM 0 73 0 0 0 15 0 53 0 17 0 5 163 05:45 PM 0 70 0 0 0 8 0 61 0 9 0 8 156 Total 0 315 0 1 0 36 0 247 0 77 0 43 719

Grand Total 0 655 0 3 0 88 0 549 0 167 0 104 1566 Apprch % 0 100 0 3.3 0 96.7 0 100 0 61.6 0 38.4 Total % 0 41.8 0 0.2 0 5.6 0 35.1 0 10.7 0 6.6 Cars 0 642 0 3 0 88 0 536 0 167 0 104 1540 % Cars 0 98 0 100 0 100 0 97.6 0 100 0 100 98.3 Trucks 0 13 0 0 0 0 0 13 0 0 0 0 26 % Trucks 0 2 0 0 0 0 0 2.4 0 0 0 0 1.7

Harvard Ave Stop N Shop Dwy Harvard Ave Vernon St From North From East From South From West Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 84 0 84 1 0 11 12 0 80 0 80 20 0 10 30 206 04:15 PM 0 93 0 93 1 0 18 19 0 74 0 74 25 0 14 39 225 04:30 PM 0 91 0 91 0 0 13 13 0 73 0 73 23 0 18 41 218 04:45 PM 0 72 0 72 0 0 10 10 0 75 0 75 22 0 19 41 198 Total Volume 0 340 0 340 2 0 52 54 0 302 0 302 90 0 61 151 847 % App. Total 0 100 0 3.7 0 96.3 0 100 0 59.6 0 40.4 PHF .000 .914 .000 .914 .500 .000 .722 .711 .000 .944 .000 .944 .900 .000 .803 .921 .941 Cars 0 333 0 333 2 0 52 54 0 295 0 295 90 0 61 151 833 % Cars 0 97.9 0 97.9 100 0 100 100 0 97.7 0 97.7 100 0 100 100 98.3 Trucks 0 7 0 7 0 0 0 0 0 7 0 7 0 0 0 0 14 % Trucks 0 2.1 0 2.1 0 0 0 0 0 2.3 0 2.3 0 0 0 0 1.7 Accurate Counts 978-664-2565

N/S Street : Harvard Avenue File Name : 80860003 E/W Street : Stop N Shop Dwy / Vernon St Site Code : 80860003 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 2

Harvard Ave Out In Total 437 333 770 7 7 14 444 340 784

0 333 0 0 7 0 0 340 0 Right Thru Left

Peak Hour Data 0 Out 151 151 Right Stop N Shop Dwy 0 Total 0 0 0 90 90 North 52 52 0 Left Peak Hour Begins at 04:00 PM 0 Thru 0 0 0

In 151 151 In Cars 54 54 0 0 0 0 Thru Trucks Left Vernon St 0 0 0 0 61 61 Total 2 0 2 Right Out 54 54 0

Left Thru Right 0 295 0 0 7 0 0 302 0

396 295 691 7 7 14 403 302 705 Out In Total Harvard Ave

Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:15 PM +0 mins. 0 84 0 84 1 0 11 12 0 80 0 80 25 0 14 39 +15 mins. 0 93 0 93 1 0 18 19 0 74 0 74 23 0 18 41 +30 mins. 0 91 0 91 0 0 13 13 0 73 0 73 22 0 19 41 +45 mins. 0 72 0 72 0 0 10 10 0 75 0 75 27 0 20 47 Total Volume 0 340 0 340 2 0 52 54 0 302 0 302 97 0 71 168 % App. Total 0 100 0 3.7 0 96.3 0 100 0 57.7 0 42.3 PHF .000 .914 .000 .914 .500 .000 .722 .711 .000 .944 .000 .944 .898 .000 .888 .894 Cars 0 333 0 333 2 0 52 54 0 295 0 295 97 0 71 168 % Cars 0 97.9 0 97.9 100 0 100 100 0 97.7 0 97.7 100 0 100 100 Trucks 0 7 0 7 0 0 0 0 0 7 0 7 0 0 0 0 % Trucks 0 2.1 0 2.1 0 0 0 0 0 2.3 0 2.3 0 0 0 0 Accurate Counts 978-664-2565

N/S Street : Harvard Avenue File Name : 80860003 E/W Street : Stop N Shop Dwy / Vernon St Site Code : 80860003 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 7

Groups Printed- Trucks Harvard Ave Stop N Shop Dwy Harvard Ave Vernon St From North From East From South From West Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 04:00 PM 0 2 0 0 0 0 0 2 0 0 0 0 4 04:15 PM 0 2 0 0 0 0 0 0 0 0 0 0 2 04:30 PM 0 1 0 0 0 0 0 3 0 0 0 0 4 04:45 PM 0 2 0 0 0 0 0 2 0 0 0 0 4 Total 0 7 0 0 0 0 0 7 0 0 0 0 14

05:00 PM 0 1 0 0 0 0 0 1 0 0 0 0 2 05:15 PM 0 1 0 0 0 0 0 2 0 0 0 0 3 05:30 PM 0 1 0 0 0 0 0 1 0 0 0 0 2 05:45 PM 0 3 0 0 0 0 0 2 0 0 0 0 5 Total 0 6 0 0 0 0 0 6 0 0 0 0 12

Grand Total 0 13 0 0 0 0 0 13 0 0 0 0 26 Apprch % 0 100 0 0 0 0 0 100 0 0 0 0 Total % 0 50 0 0 0 0 0 50 0 0 0 0

Harvard Ave Stop N Shop Dwy Harvard Ave Vernon St From North From East From South From West Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 2 0 2 0 0 0 0 0 2 0 2 0 0 0 0 4 04:15 PM 0 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 04:30 PM 0 1 0 1 0 0 0 0 0 3 0 3 0 0 0 0 4 04:45 PM 0 2 0 2 0 0 0 0 0 2 0 2 0 0 0 0 4 Total Volume 0 7 0 7 0 0 0 0 0 7 0 7 0 0 0 0 14 % App. Total 0 100 0 0 0 0 0 100 0 0 0 0 PHF .000 .875 .000 .875 .000 .000 .000 .000 .000 .583 .000 .583 .000 .000 .000 .000 .875 Accurate Counts 978-664-2565

N/S Street : Harvard Avenue File Name : 80860003 E/W Street : Stop N Shop Dwy / Vernon St Site Code : 80860003 City/State : Brookline, MA Start Date : 12/3/2020 Weather : Clear Page No : 10

Groups Printed- Bikes Peds Harvard Ave Stop N Shop Dwy Harvard Ave Vernon St From North From East From South From West Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Exclu. Total Inclu. Total Int. Total 04:00 PM 0 2 0 3 0 0 0 28 0 4 0 6 0 0 0 15 52 6 58 04:15 PM 0 6 0 6 0 0 1 28 0 6 0 2 1 0 0 21 57 14 71 04:30 PM 0 3 0 12 0 0 0 29 1 5 0 0 0 0 0 25 66 9 75 04:45 PM 0 2 0 15 0 0 0 27 0 1 0 1 0 0 0 26 69 3 72 Total 0 13 0 36 0 0 1 112 1 16 0 9 1 0 0 87 244 32 276

05:00 PM 0 4 0 17 0 0 0 20 0 3 0 2 0 0 0 23 62 7 69 05:15 PM 0 3 0 11 0 0 0 17 0 1 0 2 0 0 0 24 54 4 58 05:30 PM 0 3 0 10 0 0 0 21 0 1 0 1 0 0 0 27 59 4 63 05:45 PM 0 3 0 14 0 0 0 18 0 2 0 1 0 0 0 20 53 5 58 Total 0 13 0 52 0 0 0 76 0 7 0 6 0 0 0 94 228 20 248

Grand Total 0 26 0 88 0 0 1 188 1 23 0 15 1 0 0 181 472 52 524 Apprch % 0 100 0 0 0 100 4.2 95.8 0 100 0 0 Total % 0 50 0 0 0 1.9 1.9 44.2 0 1.9 0 0 90.1 9.9

COVID-19 AND SEASONAL ADJUSTMENT CALCULATIONS

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 Harvard Street Brookline U = Urban U3 R = Rural Sep‐18 As its less than 1 no correction needed 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.

1/22/2021 MassDOT Yearly Growth Rates for data from 2014 to 2018 Growth Group Grow 2014 Grow 2015 Grow 2016 Grow 2017 Grow 2018 to 2015 to 2016 to 2017 to 2018 to 2019

R1 0 0.023 0.004 0.018 0.016

R2 0.05 0.068 0.004 0.014 0.014

R3 -0.038 0.002 0.008 0.011 0.06

R4-7 -0.01 0.003 0.001 0.011 0.012

Rec - East 0.032 0.02 0.041 0.025

Rec - West 0.051 -0.008 0.029 0

U1-Boston 0.061 0.07 -0.003 0.012 0.006

U1-Essex 0.024 0.025 0.007 0.014 0.011

U1-Southeast 0.05 0.062 0.021 0.014 0

U1-West 0.03 -0.027 0.02 0.028 0.013

U1-Worcester 0.042 0.005 0.018 0.01 0.01

U2 0.04 0.048 0.008 0.01 0.02

U3 0.011 0.013 0.011 0.014 0.004

U4-7 0.023 0.062 0.017 0.003 -0.004

updated 5/1/2020

Generated 4/23/2020 Page 1 of 1 Massachusetts Highway Department AET13: Monthly Hourly Volume for December 2019

Location ID: AET13 Seasonal Factor Group: U1‐Boston County: Suffolk Daily Factor Group: Funcationl Class 1 Axle Factor Group: U1‐Boston Location: MASSACHUSETTS TURNPIKE Growth Factor Group:

0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 TOTAL 1 2920 2250 1690 1348 2095 2417 3362 4237 5148 6621 8094 8879 9151 8532 8913 7685 7831 6249 4787 4347 3570 2661 2573 1925 117285 2 1885 1284 849 906 1796 4097 6926 9943 10043 8028 6656 6198 6510 6718 8067 8371 8945 8788 6936 5082 3936 3041 2229 1747 128981 3 1104 877 689 850 1283 2967 5526 7058 6519 6291 5911 5337 5603 5903 6663 6841 7346 8694 7393 5783 4700 4469 3737 2452 113996 4 1623 1186 908 745 1902 4986 8280 10517 9806 9759 9076 8210 8275 9226 10063 10166 10394 9587 9790 7849 6685 5802 4708 2409 161952 5 1555 878 577 645 1669 4662 8369 11553 10866 9890 9148 8494 8547 9238 10412 10273 10041 10124 10368 9629 7383 6357 5436 3420 169534 6 1953 1111 793 730 1581 4475 8208 11780 11725 9640 8343 8350 9417 9974 10268 9380 9367 9907 9564 8582 6417 6292 6472 4486 168815 7 3269 2258 1588 948 1186 2104 3141 4511 5952 7267 8515 9131 9588 10124 9858 10161 9771 9874 9650 7973 6050 5955 6278 4913 150065 8 3208 2389 1684 867 883 1347 1888 2353 3734 5374 7197 8258 9435 9457 9267 9135 8843 8008 6776 5711 5610 4248 3637 2707 122016 9 1344 762 536 673 1943 4942 8327 12044 10982 10141 8414 7665 6732 7919 9185 9413 10313 10817 9599 7396 5525 4539 3871 2196 155278 10 1419 958 658 675 1635 4818 8727 12527 11828 10001 8002 8064 8209 8994 9417 9678 8898 9403 9568 8242 6419 5367 3975 2431 159913 11 1195 678 484 569 1562 3931 7238 11148 11116 9664 8415 7832 8058 8384 9531 8859 10285 11139 10724 8120 6996 5855 4380 2453 158616 12 1687 829 575 619 1603 4700 8581 11377 11554 10390 9319 8693 9332 9858 10612 10464 9566 9785 10012 8440 7629 6736 5871 4115 172347 13 2041 1163 753 752 1628 4462 8043 11116 11791 10134 8545 8828 9554 10184 10719 10618 10107 9144 10232 9184 6897 5958 6111 5561 173525 14 3230 2284 1594 972 1158 1988 2908 4230 5362 6755 7835 8622 9521 9507 9596 9817 9389 8977 9132 8021 6001 5701 6176 5396 144172 15 3263 2513 1817 930 921 1266 1966 2557 3831 5377 7141 8032 9355 9061 8690 8453 8800 8667 7646 6179 5431 4947 3459 2147 122449 16 1308 794 517 677 1888 5054 8512 12373 11746 10174 8372 7987 7936 8487 9704 9819 10263 11024 9300 7771 5870 4908 3563 2184 160231 17 1182 686 558 795 1841 4405 7579 10444 10301 8270 6900 6686 6583 7112 8060 8943 9447 10245 8951 6406 5122 4368 3917 2412 141213 18 1588 1017 742 824 1958 4915 8404 11811 11753 10371 9168 9353 9125 10006 10607 10230 9882 10324 10302 9000 7007 5794 4203 2637 171021 19 1651 1088 751 992 2223 5176 8796 11652 11687 10912 9515 9681 9872 10148 11009 10275 9574 9333 9802 8956 7339 6321 5883 3382 176018 20 2111 1296 818 985 1873 4842 8154 9893 11275 9755 9210 9403 10145 10815 10940 10366 9982 9760 9708 8519 6466 5827 6119 4251 172513 21 3037 2200 1520 1063 1547 2484 3642 4420 5558 6944 8256 8810 9619 9871 9793 9539 8823 7919 7496 6298 5649 5486 5689 4095 139758 22 2733 1981 1498 1010 1288 1689 2496 2904 3773 5595 7246 8277 9231 9197 9250 9331 9156 8180 7252 6023 5366 4719 3562 2262 124019 23 1368 970 671 839 1794 4232 7001 8664 8825 8027 8042 8001 8845 9784 10565 9463 8975 9391 8287 6417 4920 4377 4118 2595 146171 24 1618 979 621 784 1589 3856 5232 5739 6437 6455 7251 7853 8670 8518 8523 7915 6950 6383 5439 4380 3793 3784 3476 2258 118503 25 1365 923 581 553 763 1089 1529 1570 1840 2324 3363 4159 4904 5227 4991 4808 4456 4805 4956 4854 4363 3699 2730 1671 71523 26 923 497 361 681 1530 3371 4956 5451 5715 5813 6520 7112 7532 8073 8932 9039 8735 8202 6797 5475 4603 3853 3124 2120 119415 27 1359 866 640 811 1495 3732 5529 6239 6676 6400 7276 7915 8597 8858 9660 9146 9294 8675 7849 6614 5168 4494 3955 2951 134199 28 2025 1518 1266 901 1296 1951 2759 3366 4081 5134 6746 7376 7867 8507 8887 8848 8709 8485 7723 6107 4958 5065 4555 3240 121370 29 2405 1777 1416 877 1269 1515 2193 2450 3240 4661 6390 7366 8004 7841 7856 7569 8027 8027 6843 5574 4678 3660 3368 2029 109035 30 1332 875 612 704 1560 3732 5690 7161 7285 6458 6537 6418 6632 7686 8319 7960 8259 7889 6111 4522 3682 3129 2701 2021 117275 31 1138 801 554 660 1409 3487 5212 6242 6605 6055 6335 6977 7653 7420 9680 9431 8743 7788 7073 6772 5429 4614 4083 3267 127428 7655.81 7969.484 7699.35 9005.52 8890.1 8260.19 140923.7 average 7774.882 average 8718.6 QC Status Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Accepted Massachusetts Highway Department AET13: Monthly Hourly Volume for December 2020

Location ID: AET13 Seasonal Factor Group: U1‐Boston County: Suffolk Daily Factor Group: Funcationl Class 1 Axle Factor Group: U1‐Boston Location: MASSACHUSETTS TURNPIKE Growth Factor Group:

0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 TOTAL QC Status 1 536 323 262 338 755 2602 5166 6764 6845 5237 4892 4889 5239 5560 6682 7149 7017 7077 5289 3647 2581 2042 1458 911 93261 Accepted 2 424 266 249 312 772 2610 5135 6881 6640 5329 4911 5021 5341 5790 6585 7092 6850 6881 5123 3561 2500 2016 1416 890 92595 Accepted 3 499 268 283 323 765 2517 5233 7010 6694 5283 5100 4939 5405 5846 6848 7517 7212 7444 5248 3815 2663 2199 1573 1000 95684 Accepted 4 559 324 323 340 767 2422 5000 6673 6266 5477 5313 5392 5857 6340 7516 8190 7682 7783 6055 4393 3230 2678 2063 1402 102045 Accepted 5 870 509 363 365 546 1107 1755 2454 2873 3557 4222 4658 4920 4968 4633 4204 3650 3142 2396 2241 1569 1533 1319 1002 58856 Accepted 6 670 447 302 257 322 617 1186 1464 1790 2587 3723 4818 5522 5705 5721 5732 5246 4265 3585 3269 2600 2035 1425 942 64230 Accepted 7 500 292 239 300 725 2385 4963 6680 6777 4944 4753 4510 4987 5610 6805 7441 7209 7065 4712 3270 2216 1757 1280 798 90218 Accepted 8 449 262 269 321 687 2410 4920 6771 6755 5137 4910 4769 5066 5559 6791 7118 6942 6703 4997 3625 2355 1798 1427 893 90934 Accepted 9 499 290 259 334 779 2485 4988 6782 6700 5308 4931 4984 5377 5630 6814 7323 6933 6923 5186 3722 2470 2076 1424 800 93017 Accepted 10 457 278 256 317 735 2485 5122 6930 6797 5573 5114 5110 5424 5688 6989 7353 7495 7530 5510 3828 2779 2158 1610 906 96444 Accepted 11 577 312 273 363 738 2390 4892 6574 6529 5575 5402 5543 6080 6573 7649 8239 7824 7721 6358 4562 3267 2747 2151 1299 103638 Accepted 12 778 492 358 371 556 1176 1918 2583 3158 3919 4991 5411 6146 6408 5955 5697 5040 4747 4171 3267 2415 2271 1891 1308 75027 Accepted 13 785 448 358 283 394 667 1216 1505 1843 2901 4084 5185 6079 6493 6406 6043 5966 5141 4027 3374 2549 2157 1385 955 70244 Accepted 14 557 315 246 371 788 2544 5136 6802 6682 5278 4808 4701 5003 5365 6505 7031 6822 6346 4723 3369 2318 1762 1299 871 89642 Accepted 15 510 309 285 351 789 2513 5240 7038 6919 5529 5346 5300 5432 6045 7204 7624 7719 7316 5594 4110 2614 2183 1550 1033 98553 Accepted 16 547 360 296 388 879 2645 5115 6964 7119 5944 5576 5621 6027 6693 7544 7996 7968 7453 5533 3662 2412 1812 1188 671 100413 Accepted 17 409 243 178 190 290 573 1048 1143 1131 971 993 1115 1377 1615 1996 2205 2197 2255 2134 1539 1246 1176 1067 696 27787 Accepted 18 418 300 281 387 855 2359 4348 5919 6062 5543 5358 5510 6058 6494 7458 7428 7330 7231 6049 4611 2973 2624 2187 1390 99173 Accepted 19 944 503 354 441 699 1441 2296 2982 3591 4336 5496 6327 6853 7232 7317 7109 6497 5738 4894 3810 2861 2533 2093 1427 87774 Accepted 20 905 499 381 376 521 785 1390 1696 2163 3054 4274 5122 5613 5785 5683 5140 4801 4208 3651 2972 2430 2071 1492 1008 66020 Accepted 21 540 299 296 376 856 2559 4675 6151 6412 5599 5529 5515 5856 6387 7346 7576 7229 6842 5191 3722 2486 1984 1559 1061 96046 Accepted 22 634 367 283 410 905 2670 4821 6421 6256 5730 5693 6138 6316 6663 6897 8182 7885 7481 5714 4106 2787 2283 1619 1110 101371 Accepted 23 580 325 297 417 919 2621 4621 5835 5989 5812 6087 6493 7343 7797 8797 8425 7765 7360 6149 4265 3042 2586 1857 1246 106628 Accepted 24 758 408 351 414 793 2081 3310 3832 3964 4636 5803 6552 7152 6879 6937 6614 5869 4738 3754 2825 2224 2082 1561 1153 84690 Accepted 25 639 463 303 257 300 446 723 764 919 1373 1864 2404 2736 2860 2846 2781 2489 2332 2403 2194 2042 1767 1357 909 37171 Accepted 26 533 267 241 333 568 831 1471 1888 2283 2892 3905 4681 5271 5520 5644 5484 5233 4585 3981 3118 2319 2087 1589 1090 65814 Accepted 27 718 464 286 299 486 758 1392 1555 1801 2557 3711 4706 5399 5763 5765 6128 5539 4832 3958 3062 2308 1945 1471 951 65854 Accepted 28 578 289 260 350 819 2312 4142 4932 4979 4782 5055 5452 5970 6508 7250 7371 6887 6290 4488 3257 2298 1929 1409 981 88588 Accepted 29 534 306 282 424 827 2491 4172 5014 5023 4997 5439 5409 6196 6526 7360 7541 6962 6515 4631 3571 2472 2105 1567 1003 91367 Accepted 30 633 350 281 385 835 2380 4323 5039 5154 5325 5629 5963 6661 6861 7787 7909 7180 6585 5024 3708 2662 2328 1764 1213 95979 Accepted 31 673 406 283 423 748 2045 3576 4054 4301 4373 5059 5625 6572 6862 7145 7213 6383 5995 4810 3669 2782 2255 1722 1251 88225 Accepted 4745.2 4852.1 4501.9 6381.3 6016.9 4688.3 84428.65 average 4699.7 average 5695.5

2019 vs 2020 0.6045 2019 vs 2020 0.6533 2019 vs 2020 0.599109 Massachusetts Highway Department

Traffic Pattern by Month for 1/01/2019 - 12/31/2019

Generated 1/15/2021 Page 1 of 2 Massachusetts Highway Department

Traffic Pattern by Month for 1/01/2019 - 12/31/2019

Factor Group Station Weight Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec U1-Boston AET13 0 0.931 0.961 0.993 1.030 1.038 1.020 0.980 1.023 1.038 1.052 1.000 0.934 Average of Weighted Factors 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Generated 1/15/2021 Page 2 of 2 PUBLIC TRANSPORTATION SCHEDULES

72 91 Aberdeen Highland ve Orchard St. Oakley Mt. Auburn St. A 73 Ave Country Club HARVARD 69 Ave. 71 73

averley 68 Cambridge St. 70 Auburn St. 1 Inman 70A W WATERTOWN Mt. Square Fayette St. Common St. 66 74 66 85 71 Grove St. 68 75 1 LECHMERE 20 ve. 86 A Main St. 16 Broadway Windsor St. 69 77 Mass. Auburn St. Mt. 71 78 1 64 83 CT2 69 87 Spring St. W ve. Nichols A Prospect St. alnut St. A Ave. ve. 80 88 Arlington St. 72 86 91 easant St. Coolidge Pl Allison School St. 73 96 47 70 CENTRAL Plgd Dexter Schedule Change Watertown Watertown Ave. 72/75 Chapel St. California St. Square Mall Arsenal St. N. Harvard St. 70A Ave. RouteWatertown 60 Chestnut Hill - Kenmore StationCoolidge estern Galen St. 70 W KENDALL/MIT Yard N. Beacon St. Adams St. 59 70 70A Soldiers Field Rd. Ave. River St. Route 65 Brighton Center - Kenmore Station Western Watertown St. 550 series routes Arsenal Mall Magazine St. CT2 run express to/from 20 CT2 Adams St. Boston weekdays 502 47 1 68 60•65 555 Mass. 64 ece ecee 20 2020 Newton Corner 504 Turnpike BOSTON 85 Market St. LANDING Vassar St. Express to/from Cambridge St. 90 Granite St. Charles60 RiverChestnut Hill-Kenmore Station Crafts St. Washington St. 64 558 Boston via MassPike Brookline St. BABCOCKPLEASANT ST ST 8 Faneuil St. N. Beacon St. Union PACKARDS Exit 17 Brooks St. Brighton Center-Kenmore Station 501 Square ST. PAUL ST 19 65 CORNER 503 BU WEST BU.CENTRAL BLANDFORD ST 57 57 HARVARD COPLEY T KENMORE Serving 52 remont St BU EAST 60 Oak Faneuil St. Market St. ALLSTON ST GRIGGS ST 65 • The Shops at Chestnut Hill Square WARREN AVE Green Line “B” Branch NEWTONVILLE 57 HYNES • St. Elizabeth’s Medical Center Washington St. Saint ST. MARYS ST Elizabeth’s ST • Brookline Village WASHINGTON ST 66 Medical Harvard St. HAWES ST 59 Cabot Rd. W Brighton WashingtonCenter St. LANSDOWNE • Longwood Medical Area Centre St. alnut St. ST. PAUL STKENT ST ve. Center SUTHERLAND RD PRUDENTIAL• Beth Israel Deaconess Medical Center A Kenrick St North COOLIDGE Newton FENWAY • Fenway Park High Foster St. SUMMIT AVE CORNER 39 Commonwealth CHISWICK86 RD BRANDON HALL Plgd averly CHESTNUT HILL AVE • Green Line WASHINGTONFAIRBANKS ST 55 W Golf Course SYMPHONY WMillAL THAMSt. SOUTH ST Green Line “C” Branch Edmand’s ve. TAPPAN ST SQUARE LONGWOOD A MASS. AVE Park BOSTON COLLEGE h Longwood DEAN RD 66 c Medical Area NORTHEASTERN "B" Branch WOOD AVE n ENGLE- a r BIDMC W B ard St. Washington St. MUSEUM OF ard St. ” 43 W D Brookline FINE ARTS 30 “ 65 Harvard St. CLEVELAND e LONGWOOD Ave. n 30 CIRCLE i MEDICAL AREA RUGGLES Commonwealth L Homer St "C" Branch BEACONSFIELD BRIGHAM n LENOX ST e CIRCLE Green Line Newton RESERVOIR re Centre St. Beacon St. MISSION “E” Branch Centre G PARK FENWOOD RD MELNEA BROOKLINE W Plgd 51 BROOKLINE CASS BLVD H Chestnut alnut St. HILLS VILLAGE a Hammond St. RIVERWAY ROXBURY Beacon St. m m CROSSING o BACK OF n Reservoir Rd. THE HILL d Green Line

Hill SNOW “D” Branch Cypress St. HEATH

NEWTON P A 9 ROUTE "E" Branch o ve. Boylston St. Crystal CENTRE n 1 19 d Langley Rd.

Lake P 14 8 23

k CHESTNUT Hammond w 42

Cypress St 60 Lee St. 14 28

y HILL 59 Reservation . High St. Hammond SNOW ROUTE 15 41 52 Pond During snow storms or when slippery road conditions are present, JACKSON 14 this route may be diverted to an alternate route described below. 39 41 SQUARE 19 NEWTON 9 Boylston St. To view service updates or requestW T-Alertsarren sentSt via email or text HIGHLANDS The Shops at message, visit www.mbta.com. Cottage St. 23 45 Chestnut Hill BROOKLINE Route 60: Omits High and Cypress Streets. Information28 617-222-3200 • 1-800-392-6100 Perkins St. Lee St. Use Greenline at Brookline Hills or Brookline Village. Centre St. ve. Boylston St. 44 (TTY) 617-222-5146A • www.mbta.com Francis Hammond

Hammond St. Dedham St. Dudley Rd. Jamaica

Pond STONY BROOK arren St. Park 51 Prince St. Blue Hill 52 Pond Egleston W Square ve. man A Pkwy ve. A Larz Dr Winchester St. . Crawford St Oak . Golf Course Clyde St. Anderson Green St. Wheeler Rd. 29 Hill Plgd Park 41 Humboldt Amory St. Hammond Goddard Pond Pkwy Newton St. Grove Pond St GREEN ST Parker St. Newton St. Monument 22 Hall Seaver St. Newton St. . Newton St. 39 42 Rachel Rd. 52

Arborway Dedham St. Hartman Rd Centre St. Glen Ln. Greenwood St. Brookline St. 38 South St. Putterham Allandale St Circuit Dr. Franklin Circle Grove St. Park Orange Line Circuit Dr. 52 . ashington St. Zoo Charles River W W Country Club La Grange St. est Roxbury Pkwy Faulkner 16 45 Hospital FOREST Peabody Brookline St. 203 23 Jewish HILLS Morton St. Loop Community ve. Nahanton St. Independence Dr A Center . Arnold 16 36 15 19 . Arboretum Lagrange St. Corey St 21 37 Hancock VFW Pkwy 17 201 Village 30 38 21 Blue Hill 18 202 . 38 Bussey St 14 Oak Hill 31 39 31 210 32 40 . VFW Pkwy Weld St. 52 Hwy 28 22

alter St. alter 34 42 Harambee Weld St. W 29 Wiswall Rd. 37 34E 50 Park 60 Weekday 60 Saturday 65 Weekday Inbound Outbound Inbound Outbound Inbound Outbound Leave Arrive Arrive Leave Arrive Arrive Leave Arrive Leave Arrive Brighton Brookline Kenmore Kenmore Brookline Brighton Shops at Lv/Arrive Arrive Arrive Leave Arrive Shops at Arrive Shops at Arrive Arrive Leave Lv/Arrive Shops at Center Village Station Station Village Center Chestnut Boylston Brookline Kenmore Kenmore Brookline Chestnut Boylston Chestnut Brookline Kenmore Kenmore Brookline Chestnut Route 60 Hill at Tully Village Station Station Village Hill at Tully Hill Village Station Station Village Hill 5:58A 6:10A 6:23A 6:13A 6:22A 6:36A 6:10 6:22 6:35 6:50 6:59 7:17 ..... 5:12A 5:20A 5:29A ..... 4:55A 5:03A 5:07A 5:05A 5:15A 5:23A ..... 4:55A 5:02A Chestnut Hill-Kenmore Station 6:25 6:37 6:52 7:13 7:23 7:42 ..... 6:00 6:08 6:17 5:30 5:35 5:50 5:54 6:00 6:12 6:20 5:30A 5:38 5:52 6:40 6:54 7:10 7:25 7:35 7:55 ..... 6:30 6:41 6:54 5:55 6:00 6:15 6:19 7:00 7:13 7:24 6:30 6:38 6:52 6:48 7:03 7:19 7:40 7:52 8:11 7:30 7:43 7:54 7:00 7:08 7:22 Every 8 mins or less until 7:56 8:06 8:24 ..... 6:55 7:09 7:25 6:20 6:25 6:43 6:48 8:00 8:13 8:24 7:30 7:38 7:52 7:48 8:07 8:26 8:13 8:23 8:41 ..... 7:25 7:42 7:59 6:45 6:53 7:11 7:16 8:30 8:43 8:54 8:00 8:08 8:24 7:55 8:14 8:33 8:31 8:41 8:59 ..... 7:55 8:14 8:31 7:10 7:18 7:37 7:44 9:00 9:15 9:27 8:30 8:38 8:54 8:03 8:22 8:41 8:51 9:01 9:19 8:10 8:29 8:47 9:11 9:21 9:38 ..... 8:25 8:44 9:00 7:35 7:44 8:07 8:14 9:35 9:50 10:02 9:00 9:08 9:24 10:10 10:25 10:38 9:35 9:43 9:59 Route 65 8:18 8:35 8:53 9:31 9:40 9:57 ..... 8:55 9:10 9:24 8:10 8:19 8:39 8:46 10:45 11:00 11:13 10:10 10:18 10:37 8:25 8:41 8:59 10:10 10:19 10:36 ..... 9:30 9:43 9:57 8:45 8:54 9:12 9:19 Brighton Center-Kenmore Station 8:33 8:48 9:06 11:15 11:24 11:43 11:20 11:35 11:48 10:45 10:53 11:12 8:40 8:55 9:13 ..... 10:45 10:56 11:10 10:05 10:14 10:32 10:37 11:55 12:10P 12:23P 11:20 11:28 11:47 8:50 9:05 9:23 12:25P 12:36P 12:55P 11:20 11:29 11:47 11:54 11:55 12:03P 12:22P 9:00 9:15 9:33 1:35 1:46 2:05 12:30P 12:45 12:58 9:30 9:45 10:03 2:00 2:11 2:30 ..... 12:00N 12:11P 12:25P 1:05 1:20 1:33 12:30P 12:38 12:57 No Route 65 10:40 10:52 11:09 2:25 2:36 2:55 1:10P 1:13 1:24 1:41 12:35P 12:44P 1:02P ….. 1:45 2:00 2:13 1:05 1:13 1:32 11:45 11:57 12:14P 2:45 2:56 3:15 2:05 2:09 2:21 2:38 1:30 1:39 1:57 ….. 2:25 2:40 2:53 1:45 1:53 2:12 service on Sunday 3:15 3:26 3:45 2:35 2:39 2:51 3:08 1:55 2:04 2:27 ….. 3:05 3:20 3:33 2:25 2:33 2:52 12:55P 1:07P 1:24 3:40 3:51 4:10 3:45 4:00 4:13 3:05 3:13 3:34 2:05 2:18 2:36 4:00 4:11 4:32 3:05 3:09 3:21 3:38 2:20 2:30 2:53 ….. 4:25 4:40 4:58 3:45 3:53 4:14 2:35 2:49 3:07 4:14 4:29 4:51 3:35 3:39 3:51 4:08 2:50 3:00 3:23 ….. 5:05 5:21 5:39 4:25 4:33 4:54 3:00 3:14 3:32 4:25 4:40 5:02 3:20 3:34 3:52 4:36 4:51 5:13 4:05 4:09 4:21 4:38 3:20 3:30 3:55 ….. 5:40 5:56 6:14 5:05 5:13 5:34 3:35 3:49 4:07 4:47 5:02 5:24 4:35 4:39 4:51 5:08 3:50 4:01 4:26 ….. 6:20 6:36 6:54 5:45 5:53 6:14 3:57 4:11 4:29 4:58 5:13 5:35 5:05 5:09 5:21 5:38 4:20 4:31 4:56 ….. 6:55 7:11 7:29 6:20 6:28 6:49 4:19 4:33 4:51 5:09 5:24 5:46 7:30 7:46 8:03 7:00 7:08 7:27 All buses are accessible to persons with disabilities 4:41 4:55 5:13 5:20 5:35 5:57 5:40 5:44 5:56 6:13 4:50 5:02 5:31 ….. 8:05 8:19 8:34 7:35 7:43 8:02 4:52 5:06 5:24 5:31 5:46 6:07 6:10 6:14 6:26 6:40 5:20 5:33 6:02 ….. 8:40 8:54 9:09 8:10 8:17 8:34 5:03 5:17 5:35 5:42 5:57 6:16 6:35 6:39 6:49 7:02 5:50 6:01 6:26 ….. 9:10 9:24 9:39 8:40 8:47 9:04 + + 5:14 5:28 5:46 5:53 6:06 6:25 5:25 5:39 5:57 6:04 6:15 6:34 7:05 7:07 7:16 7:28 6:20 6:29 6:54 ….. 10:10 10:24 10:39 9:40 9:47 10:04 11:10 11:24 11:39 10:40 10:47 11:04 5:36 5:50 6:08 6:15 6:26 6:45 Bus + 7:25 7:27 7:36 7:48 6:50 6:59 7:18 ….. 12:00M 12:14A 12:29A 11:30 11:36 11:52 Fare Local Bus Bus + Bus Subway 5:47 6:01 6:19 6:26 6:37 6:56 7:45 7:47 7:56 8:08 7:15 7:22 7:41 ….. 12:50 1:01 ..... 12:25A 12:31A 12:47A Subway 5:58 6:12 6:30 6:37 6:48 7:07 6:09 6:23 6:41 6:50 7:01 7:20 8:15 8:17 8:26 8:38 7:45 7:52 8:11 ….. CharlieCard $1.70 $1.70 $2.40 $2.40 6:20 6:34 6:52 7:35 7:46 8:05 8:45 8:47 8:56 9:08 8:15 8:22 8:41 ….. 6:42 6:56 7:14 8:35 8:44 8:58 9:15 9:17 9:26 9:38 8:45 8:52 9:11 ….. 60 Sunday CharlieTicket $1.70 $1.70 $2.40 $4.10* 7:05 7:17 7:29 Inbound Outbound 8:09 8:19 8:31 10:15 10:17 10:26 10:38 9:45 9:52 10:11 ….. Cash-on-Board $1.70 $3.40 $2.40 $4.10 Leave Arrive 11:15 11:17 11:26 11:38 10:45 10:52 11:07 ….. Shops at Arrive Arrive Leave Arrive Shops at Student/Youth** $0.85 $0.85 $1.10 $1.10 12:06A ..... 12:18A ..... 11:40 11:46 12:01A ….. Chestnut Brookline Kenmore Kenmore Brookline Chestnut 65 Inbound Saturday Outbound Hill Village Station Station Village Hill Senior/TAP $0.85 $0.85 $1.10 $1.10 Leave Arrive Arrive Leave Arrive Arrive Brighton Brookline Kenmore Kenmore Brookline Brighton 6:30A 6:42A 6:52A 6:00A 6:06A 6:23A R RS Children and under ride ree when accopanied by a paying custoer Every Hour Until Every Hour Until Blind Access CharlieCard holders ride ree and i using a guide the guide rides ree. Center Village Station Station Village Center 11:30 11:44 11:54 11:00 11:06 11:23 Transers Subway to Siler Line SL or SL pay . 6:45A 6:54A 7:03A 7:15A 7:23A 7:37A euires Student CharlieCard or outh CharlieCard. Student CharlieCards aailable 7:45 7:54 8:03 8:15 8:23 8:36 to students through par�cipa�ng middle and high schools. Youth CharlieCards 8:45 8:55 9:04 9:15 9:23 9:36 12:35P 12:52P 1:04P 12:00N 12:08P 12:28P aailable through counity partners across Greater Boston. 1:45 2:02 2:14 1:10 1:18 1:38 euires SeniorTAP CharlieCard aailable to Medicare cardholders seniors 9:45 9:57 10:05 10:15 10:23 10:36 and persons with disabili�es. 10:45 10:56 11:05 11:15 11:23 11:37 2:55 3:12 3:24 2:20 2:28 2:48 11:45 11:57 12:06P 4:05 4:22 4:34 3:30 3:38 3:58 12:15P 12:26P 12:39P 5:15 5:32 5:42 4:40 4:48 5:08 12:45P 12:57P 1:06P 1:15 1:26 1:44 6:25 6:42 6:52 5:50 5:58 6:18 ne 2021 lda 1:45 1:57 2:08 2:15 2:26 2:44 7:30 7:45 7:55 7:00 7:08 7:27 12/25/20 & 1/1/21 Sun; 1/18/21 & 2/15/21: Sat 2:45 2:57 3:08 3:15 3:24 3:42 8:30 8:45 8:55 8:00 8:07 8:25 3:45 3:58 4:07 4:15 4:24 4:42 9:30 9:45 9:55 9:00 9:07 9:25 4:45 4:58 5:09 5:15 5:24 5:39 5:45 5:58 6:08 6:15 6:26 6:39

67 350 87 Brighton St. 351 Powder Revere Beach112 Pkwy 117 76 Herbert Rd 116 Clinton St 88 House ion St 2nd St. W . WWELLINGTONELLINGTON 16 . e Carroll St Everett 112 79 Square Mar ashington v 79 62/76 89 Medf Main St. 99 3rd St. Quigley A E. Mystic River 1 Holland St. Albion St n Cross St. 90 Hospital Broadway ord St. 97 94 A A Cary 2 89 Gateway ve. ve. 78 77 109 Easter 101 Center Square 104 Red Line Beacham St Mystic CHELSEA Mass. DAVIS Assembly 111 ALEWIFE 105 Mall Blanchard Rd. 89 Square Russell A 90 ve. 95 92 Mall Field 96 Highland Cedar St 80 Broadway Express to/from Burlington Spruce St. 351 Rindge Ave. 88 via Rt. 2. and Rt. 128 Av CHELSEA 83 e. Medford St. Fitchbur g Commuter Rail Lowell Commuter Rail 78 112 74 87 112 Danehy Pearl St. 86 92 104 111 Bright Rd. Park 117 PORTER Avon St. 90 89 93 105 . Summer St. 90 95 109 116 Grove St. Pkwy Concord Somerville 91 101 CT2 120 Fresh Pond 77 A 114 Ave. ve. Pond SULLIVAN 85 Bennington St. 83 Washington St. SQUARE

School St. Union Fresh CT2 93 Ave. 72/75 96 Square Huron 92 Bunker Hill St. 121 75 86 Main St. WOOD ISLAND 87 McGrath Hwy Beacon St. Lexington St. Belmont St. Washington St. 112 72 Route 66 Harvard Square - Nubian Station91 120 Aberdeen . 120 73 Ave 121 HARVARD COMMUNITY AIRPORT 71 73 69 COLLEGE 114 66 Effective December 20, 2020 22 33 Charlestown 116 Auburn St. 68 Inman Cambridge St. Navy Yard Mt. 1 117 E 55 66 86 Square 85 Green Line 66 74 Charlestown Ferry 120 71 Grove St. 1 LECHMERE Harvard Square- 68 7586 121 Broadway Windsor St. MAVERICK 69 77 Mass. Nubian Station 1 70 CT2 69 87 Sumner St. Maverick St. C ve. Nichols 71 78 A Prospect St. A Ave. 47 83 ve. 80 88 SCIENCE 4 Arlington St. 72 86 School St. PARK/ 64 91 CENTRAL NORTH Dexter 73 96 WEST END Serving 120 Watertown Ave. STATION A Mall Ave. Western • Brigham and Women’sBlue Line Hospital Coolidge Ave. N. Harvard St. Western 70 River St. KENDALL/MIT HAYMARKET 70 70A Green St. Red Line BOWDOIN • Brigham CircleLong Arsenal Yards CT2 Wharf 20 • Brookline Village B 47 CHARLES/MGH Logan AQUARIUM 1 64 P GOV. • Coolidge Corner 66 ARK ST Airport L CTR Central S Market St. BOSTON STATE • Union SquareWharf (Allston) e assar St. T n LANDING V BOYLST i Granite St. L 90 Charles River • Red Line Rowes 64 ARLINGT r Cambridge St. Brookline St. Wharf e BABCOCKPLEASANT ST ST 8 v Faneuil St. N. Beacon St. Union T l Brooks St. ON DOWN• OrangeTOWN Line i Square ST. PAUL ST 19 CROSSING S Brighton Ave. Quincy/Hull Ferry BU WEST BU.CENTRAL BLANDFORD ST 57 ON • Green Line 1 COPLEY KENMORE 4 Faneuil St. BU EAST 60 SOUTH COURTHOUSE HARVARD PACKARDS 65 Boylston St. CHINA- STATION Hingham Ferry AVE CORNER HYNES TOWN 501 503 Market St. Green Line 57 Harvard St. Washington St. “B” Branch ST. MARYS ST TUFTS WASHINGTON ST MEDICAL 7 Brighton WARRENALLSTONGRIGGS ST ST HAWES ST WTC Center LANSDOWNE 4 SILVER Washington St. ST. PAUL STKENT ST St. LINE WAY BACK BAY/ HERALD ST A SUTHERLAND RD PRUDENTIAL ST SOUTH END Foster St. FENWAY 4 SUMMIT AVE 39 EAST 11 CHISWICK86 RD BRANDON HALL 10 CHESTNUT HILL AVE BERKELEY ST 7 5 WASHINGTONFAIRBANKS ST 66 55 BROADWAY Silver Line SYMPHONY Tremont St. 11 SL 2 SOUTH ST Green Line “C” Branch 7 SQUARE COOLIDGE LONGWOOD UNION 448 TAPPAN ST MASS. AVE PARK ST 9 CORNER h ve. c A NORTHEASTERN 449 DEAN RD B St. 10 WOOD AVE n

a ENGLE- H 9 459 r NEWTON ST W E. 1st St.

. Broadway City 11 a B Huntington

MUSEUM OF 9 Farragut Rd. ” Point P r 43 WORCESTER SQ St. 65 D FINE ARTS v Green Line “ 11 W “E” Branch W . 6th St. a e LONGWOOD MASSACHUSETTS AVEVE. . 7th St. r n 47 E. Broadway CLEVELAND CIRCLE d i MEDICAL AREA RUGGLES L "C" Branch BEACONSFIELD S BRIGHAM Brigham and LENOX ST t n . e CIRCLE Woman’s RESERVOIR e Tremont St. Silver Line SL4 & SL5 E. 4th St. Beacon St. r MISSION Hospital G PARK MELNEA 51 CASS BLVD Malcolm E. 8th St. Chestnut BROOKLINE RIVERWAY X. Blvd. 11 BROOKLINE VILLAGE 1 19 42 66 NUBIAN SQUARE BACK OF ROXBURY Reservoir Rd. HILLS THE HILL 8 23 44 171 10 CT3 60 CROSSING ANDREWInformation 617-222-3200 • 1-800-392-6100 HEATH 14 28 45 Hill Boylston St. 5 5 9 "E" Branch A 15 41 47 (TTY) 617-222-5146 • www.mbta.com Boylston St. ve. 16 10 NEWMARKET 16 Dorchester Bay CHESTNUT 14 42 Opens 2013 HILL Lee St. McCormack 17 16 18 Housing 18 JACKSON 14 Bayside 60 39 41 SQUARE 8 Expo Center W 19 17 41 arren St Cottage St. JFK/UMASS 44 23 45 41 Paul Gore St. 28 15 UPHAMS Mt. V UMass Shuttle Perkins St. ernon St. Hammond St. Lee St. CORNER JFK/UMass to UMass 22 ve. BROOKLINE Bo Dudley St. 44 A Francis ylston St and JFK Library 29 ashington St. W 617-287-5617 Jamaica Centre St. www.umb.edu

Pond STONY BROOK arren St. Park 51 Prince St. Blue Hill Egleston W

Jamaicaway Square ve. man A UMass JFK Quincy St Hancock St. ve. Savin A Dr Boston Library Larz . Crawford St 16 Hill Golf Course Anderson Green St. Ave. 29 Magnolia St 8 Park 41 Humboldt 16 Amory St. Goddard SAVIN HILL GREEN ST 66 Inbound Weekday Outbound 66 Inbound Saturday Outbound 66 Inbound Sunday Outbound Leave Arrive Leave Arrive Leave Arrive Harvard/ Lv/Arrive Arrive Arrive Leave Arrive Arrive Harvard/ Harvard/ Arrive Arrive Leave Arrive Harvard/ Harvard/ Arrive Arrive Leave Arrive Harvard/ Dawes Union Brookline Nubian Nubian Brookline Union Dawes Dawes Union Nubian Nubian Union Dawes Dawes Union Nubian Nubian Union Dawes Island Square Village Station Station Village Square Island Island Square Station Station Square Island Island Square Station Station Square Island 5:00A 5:09A 5:18A 5:29A 4:45A 4:54A 5:05A 5:20A 4:40A 4:47A 5:06A 4:39A 4:54A 5:09A 6:25A 6:33A 6:55A 5:50A 6:09A 6:23A Every 10 mins until 4:58 5:07 5:18 5:33 5:00 5:07 5:26 4:57 5:12 5:27 Every 18 mins or less until 6:10 6:29 6:43 6:09 6:19 6:32 6:49 5:08 5:17 5:28 5:43 5:17 5:24 5:43 5:14 5:29 5:44 9:15 9:24 9:53 6:30 6:49 7:03 6:18 6:28 6:41 6:58 5:18 5:27 5:38 5:53 5:36 5:43 6:02 5:31 5:46 6:03 9:28 9:39 10:09 6:48 7:07 7:21 ..... s 6:28 6:38 6:53 Every 9 mins or less until 5:55 6:03 6:27 5:48 6:07 6:24 9:40 9:51 10:21 7:06 7:25 7:39 6:25 6:35 6:48 7:05 9:40 9:53 10:09 10:29 6:14 6:22 6:46 6:05 6:24 6:41 9:54 10:05 10:35 Every 17 mins or less until ..... s 6:39 6:50 7:05 9:52 10:05 10:21 10:41 6:32 6:40 7:04 6:22 6:41 6:58 10:08 10:19 10:49 11:30 12:00N 12:17P 6:32 6:42 6:55 7:12 10:04 10:17 10:33 10:53 6:49 6:57 7:21 6:39 6:58 7:15 10:22 10:33 11:03 11:44 12:14 12:31 Every 9 mins or less until 10:16 10:29 10:45 11:05 7:05 7:13 7:37 6:54 7:13 7:30 10:36 10:47 11:17 11:58 12:28 12:45 10:10 10:21 10:36 10:57 10:28 10:41 10:57 11:17 7:22 7:30 7:54 7:09 7:28 7:45 10:49 11:00 11:30 10:19 10:30 10:45 11:06 10:40 10:53 11:09 11:29 7:37 7:45 8:09 Every 12 mins or less until 11:02 11:13 11:43 12:12P 12:42 12:59 10:30 10:41 10:56 11:17 10:50 11:03 11:19 11:39 7:53 8:01 8:26 11:01 11:33 11:54 11:16 11:27 11:59 Every 15 mins or less until 10:41 10:52 11:07 11:28 11:00 11:13 11:29 11:49 8:05 8:13 8:42 11:10 11:42 12:03P 11:30 11:42 12:14P 4:21 4:51 5:10 10:52 11:03 11:18 11:39 11:09 11:22 11:38 11:58 8:17 8:27 8:56 11:21 11:53 12:14 11:45 11:57 12:30 4:37 5:07 5:26 11:03 11:14 11:29 11:50 11:18 11:31 11:47 12:07P 8:30 8:40 9:09 11:32 12:04P 12:25 4:52 5:22 5:41 11:14 11:25 11:40 12:01P 11:28 11:41 11:57 12:17 Every 12 mins or less until 11:44 12:16 12:37 12:00N 12:14P 12:47 5:08 5:38 5:57 11:25 11:36 11:51 12:12 11:38 11:51 12:07P 12:27 11:13 11:25 11:59 11:56 12:28 12:49 Every 15 mins or less until 5:23 5:52 6:10 11:37 11:48 12:02P 12:23 11:49 12:02P 12:18 12:39 11:23 11:35 12:10P 7:55 8:06 8:35 5:39 6:06 6:24 11:49 12:00N 12:16 12:37 11:34 11:46 12:21 12:08P 12:40 1:01 8:11 8:22 8:51 5:54 6:21 6:39 11:59 12:10 12:26 12:47 12:00N 12:13 12:29 12:50 11:44 11:56 12:33 12:20 12:52 1:13 8:27 8:38 9:07 6:10 6:37 6:55 12:11 12:24 12:42 1:03 11:54 12:08P 12:46 Every 12 mins until 8:43 8:54 9:21 6:25 6:52 7:10 12:09P 12:20 12:36 12:57 12:22 12:36 12:54 1:15 5:32 6:04 6:25 8:59 9:10 9:37 6:41 7:08 7:26 12:19 12:30 12:46 1:08 12:33 12:48 1:06 1:27 12:05P 12:20 12:58 5:45 6:17 6:37 9:15 9:26 9:53 6:56 7:22 7:40 12:29 12:40 12:56 1:20 12:44 12:59 1:17 1:38 12:16 12:31 1:09 5:59 6:31 6:51 9:31 9:42 10:09 7:12 7:36 7:54 12:39 12:50 1:07 1:31 12:55 1:10 1:28 1:49 Every 12 mins until 6:16 6:44 7:04 9:50 10:01 10:28 7:29 7:53 8:11 12:50 1:01 1:21 1:45 1:05 1:20 1:38 1:59 6:52 7:06 7:37 6:32 6:59 7:19 10:09 10:20 10:46 7:47 8:11 8:29 1:01 1:12 1:32 1:56 1:15 1:30 1:48 2:09 7:06 7:19 7:49 6:49 7:16 7:36 10:28 10:38 11:02 8:05 8:29 8:47 1:13 1:24 1:44 2:08 1:25 1:40 1:58 2:19 7:20 7:32 8:02 7:05 7:32 7:52 10:47 10:57 11:21 8:23 8:47 9:05 1:25 1:36 1:56 2:20 1:35 1:50 2:08 2:29 7:35 7:47 8:17 7:22 7:49 8:08 11:06 11:16 11:40 8:41 9:05 9:21 1:37 1:48 2:08 2:32 1:45 2:00 2:18 2:39 7:50 8:02 8:32 7:38 8:04 8:22 11:25 11:35 11:59 9:00 9:21 9:37 1:48 1:59 2:19 2:43 s 1:50 2:05 2:23 2:44 8:05 8:17 8:47 7:54 8:19 8:37 11:44 11:54 12:16A Every 20 mins until 1:59 2:10 2:30 2:54 2:00 2:15 2:33 2:54 8:20 8:32 9:02 8:10 8:34 8:52 12:03A 12:12A 12:33 12:00M 12:18A 12:32A 2:10 2:21 2:41 3:05 Every 10 mins or less until 8:35 8:47 9:16 8:25 8:49 9:07 12:22 12:31 12:52 12:20 12:38 12:52 2:20 2:31 2:51 3:16 7:05 7:16 7:31 7:53 8:50 9:02 9:29 8:40 9:04 9:22 12:41 12:50 1:11 12:40 12:58 1:12 ..... cs 2:35 2:55 3:17 7:17 7:28 7:43 8:04 9:05 9:16 9:43 8:55 9:19 9:37 w1:00 1:09 1:30 w1:00 1:18 1:32 ..... cs 2:38 2:58 3:20 7:29 7:40 7:55 8:14 9:20 9:31 9:58 9:10 9:34 9:52 2:30 2:41 3:01 3:26 7:41 7:52 8:06 8:24 9:35 9:46 10:13 9:26 9:50 10:07 All buses are accessible to persons with disabilities ..... cs 2:42 3:02 3:24 7:53 8:04 8:18 8:36 9:50 10:01 10:28 9:42 10:04 10:21 + + ..... cs 2:48 3:08 3:30 8:05 8:15 8:29 8:47 10:05 10:16 10:43 9:58 10:20 10:37 2:40 2:51 3:11 3:36 8:18 8:28 8:42 9:00 10:20 10:31 10:58 10:14 10:36 10:53 Bus 2:50 3:01 3:21 3:46 8:31 8:41 8:55 9:13 10:35 10:46 11:13 10:30 10:52 11:09 are Local Bus Bus Bus Subwa ..... cs 3:08 3:28 3:50 8:43 8:53 9:07 9:25 10:50 11:01 11:28 10:46 11:08 11:25 Subwa 3:00 3:12 3:32 3:57 8:55 9:05 9:19 9:37 11:05 11:16 11:43 11:02 11:24 11:39 Every 10 mins or less until 9:06 9:16 9:30 9:48 11:20 11:31 11:58 11:18 11:38 11:53 CharlieCard . . . . 7:18 7:29 7:42 7:59 9:17 9:27 9:41 9:59 11:35 11:46 12:09A 11:34 11:53 12:08A CharlieTicket . . . . 7:29 7:40 7:53 8:10 9:29 9:39 9:53 10:11 11:50 12:00M 12:22 11:51 12:10A 12:25 7:40 7:51 8:04 8:21 9:41 9:51 10:05 10:23 12:05A 12:14 12:36 12:10A 12:29 12:44 Cash-on-Board . . . . 7:52 8:03 8:16 8:33 9:54 10:04 10:18 10:36 12:21 12:30 12:52 12:30 12:49 1:04 8:03 8:14 8:27 8:44 10:08 10:18 10:32 10:50 12:40 12:49 1:11 12:50 1:09 1:24 Student/outh . . . . 8:14 8:25 8:38 8:55 10:22 10:32 10:46 11:02 w 1:00 1:09 1:31 w 1:10 1:28 1:37 Senior/TA . . . . 8:25 8:36 8:49 9:06 10:36 10:46 10:57 11:13 8:36 8:47 9:00 9:17 10:50 10:58 11:09 11:25 b - To Brighton Center 8:47 8:58 9:09 9:26 11:05 11:13 11:24 11:40 c - Leaves from Cambridge Street at Warren Street R RS Children and under ride ree hen accompanied a paing customer Blind Access CharlieCard holders ride ree and i using a guide the guide rides ree 8:58 9:09 9:20 9:37 11:20 11:28 11:39 11:55 s - Does NOT run during school vacation Every 15 mins or less until 11:35 11:43 11:54 12:10A ransers Sua to Siler Line SL or SL pa w - Waits for last Red Line or Silver Line vehicle to arrive at station. Requires Student CharlieCard or outh CharlieCard Student CharlieCards aailale 11:45 11:54 12:03A 12:15A 11:50 11:58 12:09A 12:25 to students through par�cipa�ng middle and high schools. Youth CharlieCards 12:00M 12:09A 12:18 12:30 12:08A 12:16A 12:27 12:43 Winter 2021 Holidays aailale through communit partners across Greater Boston 12:20 12:29 12:38 12:50 12:26 12:34 12:45 1:01 Requires SeniorA CharlieCard aailale to edicare cardholders seniors 12:40 12:49 12:58 1:10 12:44 12:52 1:03 1:19 12/25/20 & 1/1/21 Sun; 1/18/21 & 2/15/21: Sat and persons with disabili�es. w 1:00 1:09 1:18 1:30 w1:02 1:10 1:21 1:37

Schedule Change Fares LOWELL LINE HAVERHILL LINE NEWBURYPORT/ ROCKPORT LINE Massachusetts Bay Transportation Authority OL OAK GROVE Lynn Rapid Transit/Key Bus Routes Map West Woodlawn Medford Malden Center 116 BL Rapid Transit 111 WONDERLAND apid us apid RL Wellington Revere Center PE TIP Local us us us Chelsea Transit Transit ALEWIFE 117 Arlington SL3 Revere Effective December 20, 2020 Heights 77 Assembly Beach Box District CharlieCard 1.70 1.70 2.40 2.40 Davis Beachmont 77 Sullivan Sq Eastern Waltha Ave CharlieTicket 1.70 1.70 2.40 4.10 Waverle Belmont Community CHELSEA Suffolk Downs Porter College Bellingham Sq FITCHBURG LINE 116 Cash-on-oard 1.70 3.40 2.40 4.10 GL SL3 Orient Heights 73 Charlestown 117 Harvard LECHMERE Navy Yard 71 73 E Student/outh 0.85 0.85 1.10 1.10 71 Wood Island Watertown C H Science Park/West End A Sq E R Union Sq L 1 E Airport Watertown (Allston) S Senior/TAP 0.85 0.85 1.10 1.10 T Yard 57 66 North Station O 111 W Central N

WORCESTER LINE Long Harvard Ave

C, E

Wharf Maverick SL1 LIMITED TIP PASSES

(North) E

Griggs St Packards Corner BOWDOIN R Blue Line

R Rental

Kendall Y Allston St Babcock St BL Car Center 1-Day 12.75 12.75 12.75 12.75 1 Haymarket Warren St C, E Newtonville Pleasant St Gov’t 66 Aquarium AIRPORT 7-Day 22.50 22.50 22.50 22.50 Washington St St. Paul St Charles/ Center Boston Landing Long TERMINALS Sutherland Rd BU West MGH Wharf Logan Kent St C, D, E (South) Ferry Monthly 55.00 55.00 90.00 90.00 Chiswick Rd BU Central Park St Concourse Terminal

State St SL1 & SL3 St. Paul St Logan Chestnut Hill BU East Rowes International Coolidge Corner Hawes St Wharf Airport South St Blandford St Copley B, C, D, E St. Mary’s St Hynes Convention Ctr Downtown BOSTON Summit Ave SL5 Crossing COLLEGE Brandon Hall 66 Kenmore

Fenway 39 SL5 South CourthouseWorldSilver Trade Line Ctr Way SL5 Fairbanks St 1 SL5 Station Green Line GL B Boylston* Longwood SL1, SL2 Washington Sq Arlington SL5 SL4 & SL3 Prudential Harbor St Chinatown Tide St Tappan St Brookline Village SL4 & FREE FARES: Children 11 and under ride free when accompanied by a Tufts HULL FERRY Brookline Hills Medical HINGHAM FERRY Dean Rd Lansdowne Symphony 39 DESIGN Center Beaconsfield 66 SL4 SL2 CENTER paying customer; Blind Access CharlieCard holders ride free and if Englewood Ave Northeastern (multiple stops) Reservoir Museum of Fine CLEVELAND Herald St using a guide, the guide rides free. Chestnut Hill Longwood Medical Area Back Bay CIRCLE 39 East Berkeley St Brigham Circle Broadway GL C Newton Centre Fenwood Rd Mass. Ave Union Park St Newton Highlands Mission Park 1 * Transfers Subway to Silver Line SL4 or SL5 pay $2.40 Eliot 66 Newton St Riverway Ruggles Andrew Orange Line 39 Worcester Sq ** Requires Student CharlieCard or Youth CharlieCard. Waban Back of the Hill Woodland Roxbury Crossing Mass. Ave HEATH ST 1 Newmarket RIVERSIDE 22 15 Lenox St JFK/UMass GL E 23 28 Melnea Cass Blvd Student CharlieCards available to students through participating GL D Jackson 66 middle and high schools. Youth CharlieCards available through 39 Sq NUBIAN Stony Brook SL4 15 Uphams 23 Corner Needham Heights 28 community partners across Greater Boston. SL5 Kane 22 Sq Green St Grove Hall 23 Needham Center Four Corners/ Franklin Park Zoo Geneva Savin Hill Roslindale 22 Red Line *** Requires Senior/TAP CharlieCard, available to Medicare cardholders, Needham Junction Village FOREST HILLS Talbot Ave NEEDHAM LINE 23 Fields Corner North Quincy OL 22 seniors 65+ and persons with disabilities. Morton St Shawmut Hersey W. Roxbury Highland Bellevue Codman Wollaston 32 Blue Hill Ave Sq ASHMONT RL Quincy Center TRANSFERS 28 Cedar Grove Hyde Park RL M If paying with a CharlieTicket or CharlieCard, discounted transfers that are (Cleary Sq) FAIRMOUNT LINE Quincy Adams available are automatic — use the same ticket or card throughout your Fairmount GREENBUSH LINE 32 trip. If paying with cash onboard a vehicle, free transfers are only allowed Milton Butler Valley Rd Capen St BRAINTREE between subway lines and inside paid platform areas at gated stations. Readville Central Ave Silver Line (Wolcott Sq) MATTAPAN RL

PROVIDENCE/ MIDDLEBOROUGH/ KINGSTON/ Legend FRANKLIN LINE STOUGHTON LINE LAKEVILLE LINE PLYMOUTH LINE SCHEDULES SL1 SL3 Accessible station Free Logan Airport shuttle bus Customer Communications & Travel Info Schedules are available at the subway stations that a route serves. RL RED LINE SL SILVER LINE and branches SL2 SL4 COMMUTER RAIL 617-222-3200, 800-392-6100, SL5 All MBTA and Massport bus and M MATTAPAN LINE ferry services are accessible TTY 617-222-5146, www.mbta.com All schedulesavailable at: South Staion, Park Street and Airport. GL GREEN LINE and branches KEY BUS ROUTE Amtrak service Information 617-222-3200 • 1-800-392-6100 000 Back Bay, North & South stations MBTA Transit Police: OL ORANGE LINE Frequent service Rapid Transit transfer station 911 B Terminates at Park St D Terminates at Gov’t Center TTY 617-222-1200 BL BLUE LINE C Terminates at N. Station E Terminates at Lechmere FERRY Commuter Rail transfer station *Boylston: Accessible for Silver Line only Elevator/escalator/lift updates: 800-392-6100 (TTY) 617-222-5146 • www.mbta.com For real-time subway and bus tracking, download the Transit app on any May 2019 v.33 Not to scale smartphone. 5:24AM 9 min 14 min 12 min 12 min 12:15AM 1:00AM 5:24AM 14 min 14 min 14 min 14 min 12:15AM 6:08AM 16 min 16 min 16 min 16 min 12:15AM 5:15AM 9 min 14 min 12 min 12 min 12:18AM 1:00AM 5:15AM 14 min 14 min 14 min 14 min 12:18AM 6:00AM 16 min 16 min 16 min 16 min 12:18AM

5:16AM 9 min 14 min 12 min 12 min w12:22AM 1:00AM 5:16AM 14 min 14 min 14 min 14 min w 12:22AM 6:00AM 16 min 16 min 16 min 16 min w 12:22AM 5:16AM 9 min 14 min 12 min 12 min w12:30AM 1:00AM 5:16AM 14 min 14 min 14 min 14 min w 12:30AM 6:00AM 16 min 16 min 16 min 16 min w 12:30AM 5:17AM 5 min 8 min 12 min 12 min w1:05AM 1:00AM 5:15AM 26 min 12 min 12 min 26 min w 1:05AM 6:03AM 26 min 12 min 12 min 26 min w 1:05AM 5:05AM 5 min 8 min 12 min 12 min 12:53AM 1:00AM 5:05AM 26 min 12 min 12 min 26 min 12:53AM 5:51AM 26 min 12 min 12 min 26 min 12:53AM

5:13AM 5 min 9 min 9 min 9 min 12:33AM 1:00AM 5:25AM 9 min 9 min 9 min 13 min 12:26AM 5:58AM 13 min 9 min 9 min 13 min 12:26AM 5:13AM 5 min 9 min 9 min 9 min 12:38AM 1:00AM 5:13AM 9 min 9 min 9 min 13 min 12:31AM 6:03AM 13 min 9 min 9 min 13 min 12:31AM 5:30AM 5 min 9 min 9 min 9 min w 1:00AM 1:00AM 5:29AM 9 min 9 min 9 min 13 min w 1:00AM 6:21AM 13 min 9 min 9 min 13 min w 1:00AM

5:16AM 6 min 8 min 10 min 10 min w12:30AM 1:00AM 5:16AM 10 min 8 min 10 min 10 min w 12:30AM 6:00AM 13 min 10 min 10 min 10 min w 12:30AM 5:16AM 6 min 8 min 10 min 10 min w12:35AM 1:00AM 5:16AM 10 min 8 min 10 min 10 min w 12:35AM 6:00AM 13 min 10 min 10 min 10 min w 12:35AM

5:01AM 7 min 9 min 10 min 11 min 12:10AM 1:00AM 4:45AM* 7 min 7 min 7 min 11 min 12:10AM 5:20AM* 10 min 9 min 7 min 10 min 12:10AM 5:39AM 7 min 9 min 10 min 11 min w12:52AM 1:00AM 5:35AM 7 min 7 min 7 min 11 min w 12:52AM 6:06AM 10 min 9 min 7 min 10 min w 12:52AM 5:01AM* 7 min 10 min 7 min 14 min 12:10AM 1:00AM 4:50AM* 10 min 8 min 8 min 10 min 12:10AM 5:30AM* 10 min 10 min 10 min 10 min 12:10AM 5:55AM 7 min 10 min 7 min 14 min w12:50AM 1:00AM 5:30AM 10 min 8 min 8 min 10 min w 12:50AM 6:06AM 10 min 10 min 10 min 10 min w 12:50AM 4:56AM 7 min 11 min 10 min 13 min 12:05AM 1:00AM 4:55AM 10 min 8 min 10 min 10 min 12:05AM 5:25AM 10 min 10 min 10 min 10 min 12:05AM 5:34AM 7 min 11 min 10 min 13 min w12:47AM 1:00AM 5:34AM 10 min 8 min 10 min 10 min w 12:47AM 6:04AM 10 min 10 min 10 min 10 min w 12:47AM 5:01AM 6 min 8 min 10 min 14 min w12:30AM 1:00AM 5:01AM 10 min 9 min 10 min 10 min w 12:30AM 5:35AM 12 min 12 min 12 min 12 min w 12:30AM 5:30AM 6 min 8 min 10 min 14 min w12:47AM 1:00AM 5:30AM 10 min 9 min 10 min 10 min w 12:47AM 6:15AM 12 min 12 min 12 min 12 min w 12:47AM

5:38AM 10 min 10 min 10 min 12 min 12:45AM 1:00AM 5:33AM 12 min 12 min 12 min 12 min 12:45AM 5:50AM 12 min 8 min 8 min 8 min 12:45AM 5:40AM 10 min 10 min 10 min 12 min 12:30AM 1:00AM 5:35AM 12 min 12 min 12 min 12 min 12:30AM 6:12AM 12 min 8 min 8 min 8 min 12:30AM 6:03AM 5 min 10 min 9 min 15 min 12:30AM 1:00AM 6:10AM 15 min 15 min 15 min 15 min 12:35AM 6:50AM 15 min 15 min 15 min 15 min 12:34AM 5:45AM 5 min 10 min 9 min 15 min w12:50AM 1:00AM 5:50AM 15 min 15 min 15 min 15 min w 12:48AM 6:35AM 15 min 15 min 15 min 15 min w 12:48AM

5:28AM 5 min 5:28AM 6:05AM 5:35AM 5 min 12:55AM 12:52AM 1:00AM

5:20AM 10 min 15 min 15 min 20 min 12:20AM 1:00AM 5:23AM 15 min 15 min 15 min 20 min 12:20AM 6:02AM 15 min 15 min 15 min 20 min 12:20AM 5:40AM 10 min 15 min 15 min 20 min 12:40AM 1:00AM 5:40AM 15 min 15 min 15 min 20 min 12:40AM 6:20AM 15 min 15 min 15 min 20 min 12:40AM 5:15AM 7 min 10 min 8 min 15 min 12:48AM 1:00AM 5:19AM 10 min 10 min 11 min 11 min 12:46AM 6:00AM 10 min 8 min 9 min 9 min 12:25AM 5:30AM 7 min 10 min 8 min 15 min w 1:02AM 1:00AM 5:34AM 10 min 10 min 11 min 11 min w 1:00AM 6:15AM 10 min 8 min 9 min 9 min w 12:47AM

Weekday Saturday Sunday Peak Service: Rapid Weekdays 7 AM - 9 AM, 4 PM - 6:30 PM First Off Last First Arriving Last First Arriving Last Transit Line Trip Peak Peak Trip Trip Every Trip Trip Every Trip Red Line Alewife 5:24 AM 9 12-16 12:23 AM 5:24 AM 12-16 12:20 AM 6:08AM 12-16 12:20 AM Green Line Notes: Braintree 5:08 AM mins mins 12:17 AM 5:09 AM mins 12:17 AM 5:56AM mins 12:17 AM New and ongoing infrastucture projects may result Alewife 5:16 AM 9 12-16 w 12:30 AM 5:16 AM 12-16 w 12:27 AM 6:00AM 12-16 w 12:27 AM in diversions on some branches at various times. Ashmont 5:16 AM mins mins w 12:30 AM 5:16 AM mins w 12:30 AM 6:00AM mins w 12:30 AM See GL service changes at mbta.com/GLwork

“M” Ashmont 5:17 AM 5 8-12 Day w 1:05 AM 5:15 AM 8-12 Day w 1:05 AM 6:03AM 8-12 Day w 1:05 AM View service alerts at mbta.com/alerts Mattapan 5:05 AM mins 26 Late 12:53 AM 5:05 AM 26 Early/Late 12:53 AM 5:51AM 26 Early/Late 12:55 AM * E trains start/end at North Station for Green Line Blue Line Extension work – shuttles provided between North Wonderland 5:13 AM 5 9-13 12:28 AM 5:25 AM 9-13 12:28 AM 5:58AM 9-13 12:28 AM Station and Lechmere. Orient Heights 5:14 AM mins mins 12:33 AM 5:13 AM mins 12:33 AM 6:03AM mins 12:33 AM More: mbta.com/GLEwork 5:30 AM w 1:00 AM 5:29 AM w 1:00 AM 6:21AM w 1:00 AM Bowdoin 1 - The first two C train AM northbound trips run Orange Line through to Lechmere Station on weekdays. Oak Grove 5:16 AM 7 9-11 w 12:30 AM 5:16 AM 9-11 w 12:30 AM 6:00AM 9-11 w 12:30 AM 5:16 AM mins mins w 12:28 AM 5:16 AM mins w 12:28 AM 6:00AM mins w 12:28 AM 2 - The first B and second C train AM northbound Forest Hills trips run through to Lechmere Station on weekends.

Green Line* 2 2 5:01 AM 6 7-10 12:10 AM 4:45 AM 7-8 12:09 AM 5:20AM 9 12:10 AM 3 - On weekdays the 12:27 AM trip (weekends the B Boston College 5:45 AM mins mins w 12:52 AM 5:41 AM mins w 12:52 AM 6:15AM mins w 12:52 AM 12:32 AM trip) from Heath St is the last connect- Park Street 1 2 2 ing train to other lines downtown. The 12:37AM C Cleveland Circle 4:57 AM 6-8 9-11 12:07 AM 4:50 AM 9-10 12:10 AM 5:30AM 10 12:10 AM 5:48 AM mins mins w 12:46 AM 5:30 AM mins w 12:46 AM 6:06AM mins w 12:46 AM and 12:47AM trips (weekends the 12:47AM trip) North Station from Heath St. runs in service to Lechmere with no D Riverside 4:56 AM 6-7 8-11 12:02 AM 4:55 AM 8-9 12:02 AM 5:25AM 11-12 12:05 AM guaranteed connections. Government Ctr. 5:45 AM mins mins w 12:49 AM 5:41 AM mins w 12:49 AM 6:12AM mins w 12:49 AM 4 - Early morning service from Lechmere to * E Lechmere 5:00 AM 4 6-7 8-10 12:35 AM 5:00 AM 10 12:34 AM 5:36AM 12 12:34 AM Riverside departs Lechmere at 5:00 AM. Heath Street 5:44 AM mins mins 12:47 AM 3 5:40 AM mins 12:47 AM 3 6:16AM mins 12:47 AM 3 f - After exiting Ted Williams Tunnel bus will only Silver Line service World Trade Center and South Station SL1 Logan Airport 5:38 AM 7-12 10-12 f 1:06 AM 5:48 AM 10-12 1:15 AM 5:50AM 10-12 f 1:12 AM stops. South Station 5:37 AM mins mins w 12:49 AM 5:45 AM mins w 12:59 AM 6:12AM mins w 1:00 AM w - Last trips wait at some stations, primarily in SL2 Design Center 6:18 AM 6 14-16 12:37 AM 6:03 AM 14-16 12:35 AM 6:51AM 14-16 12:51 AM the Downtown area, for connecting service. South Station 5:54 AM mins mins 12:51 AM 5:47 AM mins 12:45 AM 6:35AM mins 12:36 AM Departure times are approximate.

4:55 AM 6-11 8-13 f 1:05 AM 5:30 AM 8-13 1:22 AM 6:26AM 8-13 f 1:25 AM SL3 Chelsea Station 4:20 AM mins mins w 12:35 AM 4:56 AM mins w 12:55 AM 5:53AM mins w 12:55 AM South Station 5:20 AM 6-11 6-11 12:20 AM 5:23 AM 13-20 12:20 AM 6:02AM 13-20 12:20 AM SL4 Nubian Station 5:38 AM mins mins 12:37 AM 5:40 AM mins 12:40 AM 6:20AM mins 12:40 AM inter 2021 Holidays South Station 12/25/20 1/1/21 Sun 1/18/21 2/15/21: Sat SL5 Nubian Station 5:15 AM 11-14 13-20 12:51 AM 5:19 AM 6-11 12:43 AM 6:00AM 6-11 12:25 AM Downtown Xing 5:32 AM mins mins w 1:07 AM 5:34 AM mins w 1:00 AM 6:16AM mins w 12:47 AM

MOTOR VEHICLE CRASH DATA

MassHighway CRASH RATE WORKSHEET

CITY/TOWN : Brookline COUNT DATE : 2020 MHD USE ONLY

DISTRICT : 6 UNSIGNALIZED : X SIGNALIZED : Source #

~ INTERSECTION DATA ~

MAJOR STREET : Longwood Avenue ST #

MINOR STREET(S) : Sewall Avenue ST #

ST #

INTERSECTION North 0 INTERSECTION DIAGRAM 24332 REF # (Label Approaches)

110 31 302

Peak Hour Volumes APPROACH : 12345Total Entering DIRECTION : NB SB EB WB Vehicles

VOLUMES (PM) : 302 0 110 332 744

" K " FACTOR : 0.075 APPROACH ADT : 9,920 ADT = TOTAL VOL/"K" FACT.

TOTAL # OF # OF AVERAGE # OF 5 5 1.00 ACCIDENTS : YEARS : ACCIDENTS ( A ) :

( A * 1,000,000 ) CRASH RATE CALCULATION : RATE = 0.28 ( ADT * 365 )

Comments : Accident Rate for District 6 signalized intersections = 0.71 Accident Rate for District 6 unsignalized intersections = 0.52

S:\Jobs\8086\Crash Data\Crash Rates Worksheet MassDOT Crash Report for Longwood Avenue at Sewall Avenue in Brookline MA 2013‐2017

Crash Number of Driver Contributing Circumstances (All Light Manner of Road Surface Vehicle Actions Prior to Vehicle Travel Directions Weather Street Crash Date Crash Severity Time Vehicles Drivers) Conditions Collision Condition Crash (All Vehicles) (All Vehicles) Conditions Vehicle Sequence of Events (All Vehicles) Number Roadway

Property damage Dark ‐ lighted V1: Travelling straight ahead / V1:(Collision with motor vehicle in traffic) LONGWOOD AVENUE / 04/15/2014 only (none injured) 7:40 PM 2 D1: (Failed to yield right of way) / D2: (Unknown) roadway Angle Wet V2: Travelling straight ahead V1: N / V2: E Rain V2:(Collision with motor vehicle in traffic) SEWALL AVENUE

V1: Not reported / V2: Turning V2:(Collision with motor vehicle in LONGWOOD AVENUE / 07/05/2014 Non‐fatal injury 11:50 AM 2 D2: (Unknown) Daylight Angle Dry left V1: Not Reported / V2: S Clear traffic),(Collision with cyclist) SEWALL AVENUE /

D1: (Exceeded authorized speed limit),(Failure to Dark ‐ lighted Single vehicle V1:(Collision with curb),(Collision with utility 10/05/2014 Non‐fatal injury 2:45 AM 1 keep in proper lane or running off road) roadway crash Dry V1: Travelling straight ahead V1: W Clear pole),(Collision with tree) 27 LONGWOOD AVE

Property damage Single vehicle V1:(Collision with motor vehicle in SEWALL AVE / 10/14/2017 only (none injured) 1:37 PM 1 D1: (Failed to yield right of way) Daylight crash Wet V1: Turning left V1: N Rain/Cloudy traffic),(Collision with pedestrian) LONGWOOD AVE

Property damage Dark ‐ lighted Single vehicle V1:(Collision with motor vehicle in 11/06/2017 only (none injured) 10:20 PM 1 D1: (No improper driving) roadway crash Wet V1: Travelling straight ahead V1: E Clear traffic),(Collision with pedestrian) 11 LONGWOOD AVE MassHighway CRASH RATE WORKSHEET

CITY/TOWN : Brookline COUNT DATE : 2020 MHD USE ONLY

DISTRICT : 6 UNSIGNALIZED : X SIGNALIZED : Source #

~ INTERSECTION DATA ~

MAJOR STREET : Harvard Street ST #

MINOR STREET(S) : Sewall Avenue ST #

Stearns Road ST #

ST #

INTERSECTION North 786 INTERSECTION DIAGRAM 2457 REF # (Label Approaches)

173 31 675

Peak Hour Volumes APPROACH : 12345Total Entering DIRECTION : NB SB SWB WB Vehicles

VOLUMES (PM) : 675 786 173 57 1,691

" K " FACTOR : 0.075 APPROACH ADT : 22,547 ADT = TOTAL VOL/"K" FACT.

TOTAL # OF # OF AVERAGE # OF 4 5 0.80 ACCIDENTS : YEARS : ACCIDENTS ( A ) :

( A * 1,000,000 ) CRASH RATE CALCULATION : RATE = 0.10 ( ADT * 365 )

Comments : Accident Rate for District 6 signalized intersections = 0.71 Accident Rate for District 6 unsignalized intersections = 0.52

S:\Jobs\8086\Crash Data\Crash Rates Worksheet MassDOT Crash Report for Harvard Street at Stearns Road/Sewall Avenue in Brookline MA 2013‐2017

Crash Number of Driver Contributing Light Manner of Road Surface Vehicle Actions Prior to Crash Vehicle Travel Directions Weather Street Crash Date Crash Severity Time Vehicles Circumstances (All Drivers) Conditions Collision Condition (All Vehicles) (All Vehicles) Conditions Vehicle Sequence of Events (All Vehicles) Number Roadway

Property damage Single vehicle 01/20/2016 only (none injured) 1:44 PM 1 D1: (Visibility obstructed) Daylight crash Dry V1: Backing V1: N Cloudy V1:(Collision with light pole or other post/support) 2 SEWALL AVENUE

Single vehicle SEWALL AV / 11/04/2016 Non‐fatal injury 7:50 AM 1 D1: (Failed to yield right of way) Daylight crash Dry V1: Travelling straight ahead V1: Not Reported Clear V1:(Collision with pedestrian) STEARNS RD

Sideswipe, same V1: Travelling straight ahead / V1: Not Reported / V2: Not V1:(Collision with impact attenuator/crash cushion) V2:(Cross median or 03/07/2017 Not Reported 1:10 PM 2 Daylight direction Dry V2: Travelling straight ahead Reported Clear centerline),(Collision with impact attenuator/crash cushion) 226 HARVARD STREET

Property damage D1: (No improper driving) / D2: Sideswipe, same V1: Travelling straight ahead / V1: Not Reported / V2: Not V1:(Collision with impact attenuator/crash cushion) V2:(Cross median or 03/07/2017 only (none injured) 1:10 PM 2 (Other improper action) Daylight direction Dry V2: Travelling straight ahead Reported Clear centerline),(Collision with impact attenuator/crash cushion) 226 HARVARD STREET MassHighway CRASH RATE WORKSHEET

CITY/TOWN : Brookline COUNT DATE : 2020 MHD USE ONLY

DISTRICT : 6 UNSIGNALIZED : X SIGNALIZED : Source #

~ INTERSECTION DATA ~

MAJOR STREET : Harvard Street ST #

MINOR STREET(S) : 209 Harvard Street Driveway ST #

ST #

INTERSECTION North 941 INTERSECTION DIAGRAM 2411 REF # (Label Approaches)

0 31 670

Peak Hour Volumes APPROACH : 12345Total Entering DIRECTION : NB SB EB WB Vehicles

VOLUMES (PM) : 670 941 11 1,622

" K " FACTOR : 0.075 APPROACH ADT : 21,627 ADT = TOTAL VOL/"K" FACT.

TOTAL # OF # OF AVERAGE # OF 3 5 0.60 ACCIDENTS : YEARS : ACCIDENTS ( A ) :

( A * 1,000,000 ) CRASH RATE CALCULATION : RATE = 0.08 ( ADT * 365 )

Comments : Accident Rate for District 6 signalized intersections = 0.71 Accident Rate for District 6 unsignalized intersections = 0.52

S:\Jobs\8086\Crash Data\Crash Rates Worksheet MassDOT Crash Report for Harvard Street at 209 Harvard Street Driveway in Brookline MA 2013‐2017

Crash Number of Driver Contributing Light Manner of Road Surface Vehicle Actions Prior to Crash Vehicle Travel Directions Weather Street Near Intersection Crash Date Crash Severity Time Vehicles Circumstances (All Drivers) Conditions Collision Condition (All Vehicles) (All Vehicles) Conditions Vehicle Sequence of Events (All Vehicles) Number Roadway Roadway

Property damage Dark ‐ lighted V1: Travelling straight ahead / V2: V1:(Collision with motor vehicle in traffic) HARVARD 09/18/2015 only (none injured) 11:51 PM 2 roadway Angle Dry Turning left V1: Not Reported / V2: S Clear V2:(Collision with motor vehicle in traffic) 209 STREET SEWALL AVENUE

D1: (No improper driving) / D2: V1: Slowing or stopped in traffic / V1:(Collision with motor vehicle in traffic) HARVARD 03/03/2016 Non‐fatal injury 8:33 AM 2 (Followed too closely) Daylight Rear‐end Dry V2: Travelling straight ahead V1: N / V2: N Clear V2:(Collision with motor vehicle in traffic) 209 ST

D1: (Failed to yield right of way) / V1: Travelling straight ahead / V2: V1:(Collision with motor vehicle in traffic) HARVARD 09/12/2016 Non‐fatal injury 7:12 AM 2 D2: (No improper driving) Daylight Angle Dry Travelling straight ahead V1: W / V2: N Clear V2:(Collision with motor vehicle in traffic) 209 STREET MassHighway CRASH RATE WORKSHEET

CITY/TOWN : Brookline COUNT DATE : 2020 MHD USE ONLY

DISTRICT : 6 UNSIGNALIZED : X SIGNALIZED : Source #

~ INTERSECTION DATA ~

MAJOR STREET : Harvard Street ST #

MINOR STREET(S) : Marion Street ST #

ST #

INTERSECTION North 945 INTERSECTION DIAGRAM 240 REF # (Label Approaches)

0 31 768

Peak Hour Volumes APPROACH : 12345Total Entering DIRECTION : NB SB EB WB Vehicles

VOLUMES (PM) : 768 945 1,713

" K " FACTOR : 0.075 APPROACH ADT : 22,840 ADT = TOTAL VOL/"K" FACT.

TOTAL # OF # OF AVERAGE # OF 2 5 0.40 ACCIDENTS : YEARS : ACCIDENTS ( A ) :

( A * 1,000,000 ) CRASH RATE CALCULATION : RATE = 0.05 ( ADT * 365 )

Comments : Accident Rate for District 6 signalized intersections = 0.71 Accident Rate for District 6 unsignalized intersections = 0.52

S:\Jobs\8086\Crash Data\Crash Rates Worksheet MassDOT Crash Report for Harvard Street at Marion Street in Brookline MA 2013‐2017

Property damage Dark ‐ lighted Single vehicle HARVARD STREET 04/03/2013 only (none injured) 11:35 PM 1 D1: (No improper driving) roadway crash Dry V1: Turning right V1: S Clear V1:(Collision with cyclist) / MARION STREET

Property damage D1: (Followed too closely) / V1: Travelling straight ahead / V2: V1:(Collision with motor vehicle in traffic) 04/08/2013 only (none injured) 6:52 PM 2 D2: (No improper driving) Daylight Rear‐end Dry Slowing or stopped in traffic V1: N / V2: N Clear/Clear V2:(Collision with motor vehicle in traffic) 201 HARVARD STREET MARION STREET MassHighway CRASH RATE WORKSHEET

CITY/TOWN : Brookline COUNT DATE : 2020 MHD USE ONLY

DISTRICT : 6 UNSIGNALIZED : X SIGNALIZED : Source #

~ INTERSECTION DATA ~

MAJOR STREET : Harvard Street ST #

MINOR STREET(S) : Vernon Street ST #

ST #

INTERSECTION North 600 INTERSECTION DIAGRAM 240 REF # (Label Approaches)

277 31 568

Peak Hour Volumes APPROACH : 12345Total Entering DIRECTION : NB SB EB WB Vehicles

VOLUMES (PM) : 568 600 277 1,445

" K " FACTOR : 0.075 APPROACH ADT : 19,267 ADT = TOTAL VOL/"K" FACT.

TOTAL # OF # OF AVERAGE # OF 3 5 0.60 ACCIDENTS : YEARS : ACCIDENTS ( A ) :

( A * 1,000,000 ) CRASH RATE CALCULATION : RATE = 0.09 ( ADT * 365 )

Comments : Accident Rate for District 6 signalized intersections = 0.71 Accident Rate for District 6 unsignalized intersections = 0.52

S:\Jobs\8086\Crash Data\Crash Rates Worksheet MassDOT Crash Report for Harvard Street at Vernon Street in Brookline MA 2013‐2017

Crash Number of Light Manner of Road Surface Vehicle Actions Prior to Vehicle Travel Directions Weather Street Crash Date Crash Severity Time Vehicles Driver Contributing Circumstances (All Drivers) Conditions Collision Condition Crash (All Vehicles) (All Vehicles) Conditions Vehicle Sequence of Events (All Vehicles) Number Roadway

Single vehicle VERNON ST / 01/05/2017 Non‐fatal injury 12:02 PM 1 D1: (No improper driving) Daylight crash Dry V1: Turning right V1: E Clear V1:(Collision with pedestrian) HARVARD ST

Property damage D1: (Swerving or avoiding due to wind, slippery surface, Sideswipe, V1: Travelling straight V1:(Collision with parked motor vehicle) V2:(Collision with motor 03/24/2017 only (none injured) 12:54 PM 2 vehicle, object, non‐motorist in roadway, etc) Daylight same direction Dry ahead / V2: Parked V1: S / V2: Not Reported Clear vehicle in traffic),(Collision with parked motor vehicle) 172 HARVARD STREET

Property damage Single vehicle V1: Travelling straight HARVARD STREET / 07/18/2017 only (none injured) 4:00 PM 1 Daylight crash Dry ahead V1: S Clear V1:(Collision with cyclist) VERNON STREET GROWTH RATE DATA

Massachusetts Highway Department 8022: Annual Growth Rate 2007‐2016

Location ID: 8022 Seasonal Factor Group: U4‐7 County: Norfolk County Daily Factor Group: Functional Class 4 ‐ Minor Arterial Axle Factor Group: U4‐7 Location: Longwood Avenue Growth Factor Group: U4‐7 At Brookline/Boston Town Line

Year AADT 2016 16970 2007 17400

A = 2016/2007 0.9753 B = A^(1/9) 0.9972 Average Annual Growth Rate ‐0.28 Use 1 Percent

S:\Jobs\8086\Growth Rate\Average Annual Growth Rate 8022 Massachusetts Highway Department 8032 Annual Growth Rate 2008‐2017

Location ID: 8032 Seasonal Factor Group: U3 County: Norfolk County Daily Factor Group: Functional Class 3 ‐ Other Principal Arterial Axle Factor Group: U3 Location: Brookline Avenue Growth Factor Group: U3 North of Route 9

Year AADT 2017 16903 2008 16500

A = 2017/2008 1.0244 B = A^(1/9) 1.0027 Average Annual Growth Rate 0.27 Use 1 Percent

S:\Jobs\8086\Growth Rate\Average Annual Growth Rate 8032 Massachusetts Highway Department 8018 Annual Growth Rate 2006‐2016

Location ID: 8018 Seasonal Factor Group: U3 County: Norfolk County Daily Factor Group: Functional Class 3 ‐ Other Principal Arterial Axle Factor Group: U3 Location: Park Drive Growth Factor Group: U3 South of Route 2

Year AADT 2016 22071 2006 23000

A = 2016/2006 0.9596 B = A^(1/10) 0.9959 Average Annual Growth Rate ‐0.41 Use 1 Percent

S:\Jobs\8086\Growth Rate\Average Annual Growth Rate 8018 TRIP GENERATION CALCULATIONS

Institute of Transportation Engineers (ITE) Trip Generation, 10 th Edition Land Use Code (LUC) 221 - Multifamily Housing (Mid-Rise)

Average Vehicle Trips Ends vs: Dwelling Units Independent Variable (X): 44

AVERAGE WEEKDAY DAILY T = 5.44 * (X) T = 5.44 * 44 T = 239.36 T = 240.00 T = 240 vehicle trips with 50% ( 120 vpd) entering and 50% ( 120 vpd) exiting.

WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC T = 0.36 * (X) T = 0.36 * 44 T = 15.84 T = 16 vehicle trips with 26% ( 4 vph) entering and 74% ( 12 vph) exiting.

WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T = 0.44 * (X) T = 0.44 * 44 T = 19.36 T = 19.00 T = 19 vehicle trips with 61% ( 12 vph) entering and 39% ( 7 vph) exiting.

Confidential Vanasse & Associates, Inc. 221-UNITS Rate Institute of Transportation Engineers (ITE) Trip Generation, 10 th Edition Land Use Code (LUC) 820 - Shopping Center - Specialized rates for Brookline MA

Average Vehicle Trips Ends vs: 1,000 Square Feet Gross Leasable Area Independent Variable (X): 1.300

AVERAGE WEEKDAY DAILY T = 37.75 * X T = 37.75 * 1.300 T = 49.08 T = 50 vehicle trips with 50% ( 25 vpd) entering and 50% ( 25 vpd) exiting.

WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC T = 0.2.46 * (X) T = 0.2.46 * 1.300 T = 3.20 T = 3 vehicle trips with 62% ( 2 vph) entering and 38% ( 1 vph) exiting.

WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T = 7.25 * X T = 7.25 * 1.300 T = 9.43 T = 9 vehicle trips with 48% ( 4 vph) entering and 52% ( 5 vph) exiting.

Confidential Vanasse & Associates, Inc. 820-SF Specialized Rate 11/12/2020 https://data.census.gov/cedsci/table?q=commuting charateristcs by sex &g=1400000US25021400800&tid=ACSST5Y2018.S0801&hide…

COMMUTING CHARACTERISTICS BY SEX

Note: This is a modied view of the original table produced by the U.S. Census Bureau. This download or printed version may have missing information from the original table.

Census Tract 4008, Norfolk County, Massachusetts

Total Male

Label Estimate Margin of Error Estimate

 Workers 16 years and over 2,876 ±375 1,614

 MEANS OF TRANSPORTATION TO WORK

 Car, truck, or van 28.8% ±7.4 34.9%

Drove alone 26.5% ±7.6 32.0%

 Carpooled 2.3% ±2.0 2.9%

In 2-person carpool 1.4% ±1.6 1.2%

In 3-person carpool 0.9% ±1.3 1.7%

In 4-or-more person carpool 0.0% ±1.2 0.0%

Workers per car, truck, or van 1.05 ±0.04 1.05

Public transportation (excluding taxicab) 30.7% ±6.7 25.8%

Walked 26.9% ±7.8 19.7%

Bicycle 8.2% ±5.8 13.8%

Taxicab, motorcycle, or other means 3.3% ±2.7 5.1%

Worked at home 2.0% ±1.8 0.7%

 PLACE OF WORK

 Worked in state of residence 99.1% ±1.1 99.4%

Worked in county of residence 19.7% ±5.3 20.1%

Worked outside county of residence 79.3% ±5.2 79.4%

Worked outside state of residence 0.9% ±1.1 0.6%

 Living in a place 100.0% ±1.2 100.0%

Worked in place of residence 12.1% ±3.8 8.2%

Worked outside place of residence 87.9% ±3.8 91.8%

Not living in a place 0.0% ±1.2 0.0%

 Living in 12 selected states 100.0% ±1.2 100.0%

Worked in minor civil division of residence 12.1% ±3.8 8.2%

Worked outside minor civil division of residence 87.9% ±3.8 91.8%

Not living in 12 selected states 0.0% ±1.2 0.0%

 Workers 16 years and over who did not work at home 2,818 ±375 1,603

 TIME LEAVING HOME TO GO TO WORK

12:00 a.m. to 4:59 a.m. 0.0% ±1.2 0.0%

5:00 a.m. to 5:29 a.m. 0.0% ±1.2 0.0%

5:30 a.m. to 5:59 a.m. 2.0% ±2.1 1.2%

6:00 a.m. to 6:29 a.m. 1.2% ±1.2 1.4%

6:30 a.m. to 6:59 a.m. 9.9% ±4.7 10.4%

7:00 a.m. to 7:29 a.m. 13.0% ±5.0 15.3%

7:30 a.m. to 7:59 a.m. 17.8% ±6.2 14.5%

8:00 a.m. to 8:29 a.m. 21.4% ±5.9 20.3%

8 30 t 8 59 14 9% ±4 8 17 0% https://data.census.gov/cedsci/table?q=commuting charateristcs by sex &g=1400000US25021400800&tid=ACSST5Y2018.S0801&hidePreview=false 1/2 11/12/2020 https://data.census.gov/cedsci/table?q=commuting charateristcs by sex &g=1400000US25021400800&tid=ACSST5Y2018.S0801&hide… Table Notes

COMMUTING CHARACTERISTICS BY SEX Survey/Program: American Community Survey Year: 2018 Estimates: 5-Year Table ID: S0801

Although the American Community Survey (ACS) produces population, demographic and housing unit estimates, it is the Census Bureau's Population Estimates Program that produces and disseminates the ocial estimates of the population for the nation, states, counties, cities, and towns and estimates of housing units for states and counties.

Source: U.S. Census Bureau, 2014-2018 American Community Survey 5-Year Estimates

When information is missing or inconsistent, the Census Bureau logically assigns an acceptable value using the response to a related question or questions. If a logical assignment is not possible, data are lled using a statistical process called allocation, which uses a similar individual or household to provide a donor value. The "Allocated" section is the number of respondents who received an allocated value for a particular subject.

Data are based on a sample and are subject to sampling variability. The degree of uncertainty for an estimate arising from sampling variability is represented through the use of a margin of error. The value shown here is the 90 percent margin of error. The margin of error can be interpreted roughly as providing a 90 percent probability that the interval dened by the estimate minus the margin of error and the estimate plus the margin of error (the lower and upper condence bounds) contains the true value. In addition to sampling variability, the ACS estimates are subject to nonsampling error (for a discussion of nonsampling variability, see ACS Technical Documentation ). The effect of nonsampling error is not represented in these tables.

The 12 selected states are Connecticut, Maine, Massachusetts, Michigan, Minnesota, New Hampshire, New Jersey, New York, Pennsylvania, Rhode Island, Vermont, and Wisconsin.

Workers include members of the Armed Forces and civilians who were at work last week.

While the 2014-2018 American Community Survey (ACS) data generally reect the February 2013 Oce of Management and Budget (OMB) denitions of metropolitan and micropolitan statistical areas; in certain instances the names, codes, and boundaries of the principal cities shown in ACS tables may differ from the OMB denitions due to differences in the effective dates of the geographic entities.

Estimates of urban and rural populations, housing units, and characteristics reect boundaries of urban areas dened based on Census 2010 data. As a result, data for urban and rural areas from the ACS do not necessarily reect the results of ongoing urbanization.

Explanation of Symbols:

An "**" entry in the margin of error column indicates that either no sample observations or too few sample observations were available to compute a standard error and thus the margin of error. A statistical test is not appropriate. An "-" entry in the estimate column indicates that either no sample observations or too few sample observations were available to compute an estimate, or a ratio of medians cannot be calculated because one or both of the median estimates falls in the lowest interval or upper interval of an open-ended distribution, or the margin of error associated with a median was larger than the median itself. An "-" following a median estimate means the median falls in the lowest interval of an open-ended distribution. An "+" following a median estimate means the median falls in the upper interval of an open-ended distribution. An "***" entry in the margin of error column indicates that the median falls in the lowest interval or upper interval of an open-ended distribution. A statistical test is not appropriate. An "*****" entry in the margin of error column indicates that the estimate is controlled. A statistical test for sampling variability is not appropriate. An "N" entry in the estimate and margin of error columns indicates that data for this geographic area cannot be displayed because the number of sample cases is too small. An "(X)" means that the estimate is not applicable or not available.

Supporting documentation on code lists, subject denitions, data accuracy, and statistical testing can be found on the American Community Survey website in the Technical Documentation section.

Sample size and data quality measures (including coverage rates, allocation rates, and response rates) can be found on the American Community Survey website in the Methodology section.

https://data.census.gov/cedsci/table?q=commuting charateristcs by sex &g=1400000US25021400800&tid=ACSST5Y2018.S0801&hidePreview=false 2/2 JOURNEY TO WORK DATA

Exiting Traffic Entering Traffic

Harvard Harvard Marion Harvard Harvard Longwood Stearn Vernon Longwood Town/City/County Percent Street Street Street Town/City/County Percent Street Street Avenue Road Street Avenue East North South West North South East East West

Cambridge city 7.84 5.22 2.61 Cambridge city 7.84 2.61 5.22 Malden city 1.76 1.76 Malden city 1.76 1.76 Newton city 4.85 1.62 3.24 Newton city 4.85 1.62 3.24 Waltham city 1.41 0.94 0.47 Waltham city 1.41 0.94 0.47 Brookline town 16.70 6.85 5.85 4.01 Brookline town 16.70 5.18 3.67 5.01 2.84 Needham town 1.02 1.02 Needham town 1.02 1.02 Boston city 53.09 35.39 17.70 Boston city 53.09 53.09 Barnstable County 0.06 0.06 Barnstable County 0.06 0.06 Berkshire County 0.04 0.04 Berkshire County 0.04 0.04 Bristol County 0.28 0.09 0.09 0.09 Bristol County 0.28 0.09 0.09 0.09 Essex County 0.96 0.32 0.64 Essex County 0.96 0.32 0.64 Middlesex County 5.98 3.99 1.99 Middlesex County 5.98 1.99 3.99 Norfolk County 4.39 4.39 Norfolk County 4.39 4.39 Plymouth County 0.51 0.26 0.26 Plymouth County 0.51 0.26 0.26 Suffolk County 0.44 0.15 0.29 Suffolk County 0.44 0.15 0.29 Worcester County 0.68 0.68 Worcester County 0.68 0.68 Total 100.00 53.66 15.53 27.10 3.70 Total 100.00 6.98 13.36 60.81 15.15 3.70 Use 100 55 15 25 5 Use 100 5 15 60 15 5 CAPACITY ANALYSIS

2020 Baseline Weekday Morning Peak Hour 2020 Baseline Weekday Evening Peak Hour 2027 No-Build Weekday Morning Peak Hour 2027 No-Build Weekday Evening Peak Hour 2027 Build Weekday Morning Peak Hour 2027 Build Weekday Evening Peak Hour

2020 Baseline Weekday Morning Peak Hour

HCM 6th TWSC 2020 Baseline Weekday Morning Peak Hour 3: Sewall Avenue & Longwood Avenue 01/20/2021

Intersection Int Delay, s/veh 7.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 55 263 24 201 143 29 11 141 49 0 0 0 Future Vol, veh/h 55 263 24 201 143 29 11 141 49 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 ------Veh in Median Storage, # - 0 - - 0 - - 0 - - 16965 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 82 82 82 90 90 90 75 75 75 92 92 92 Heavy Vehicles, % 2 30224030000 Mvmt Flow 67 321 29 223 159 32 15 188 65 0 0 0

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 191 0 0 350 0 0 1091 1107 336 Stage 1 ------470470- Stage 2 ------621637- Critical Hdwy 4.12 - - 4.12 - - 6.4 6.53 6.2 Critical Hdwy Stg 1 ------5.45.53 - Critical Hdwy Stg 2 ------5.45.53 - Follow-up Hdwy 2.218 - - 2.218 - - 3.5 4.027 3.3 Pot Cap-1 Maneuver 1383 - - 1209 - - 240 209 711 Stage 1 ------633558- Stage 2 ------540470- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1383 - - 1209 - - 181 0 711 Mov Cap-2 Maneuver ------1810- Stage 1 ------6030- Stage 2 ------4280-

Approach EB WB NB HCM Control Delay, s 1.2 4.7 22.9 HCM LOS C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR Capacity (veh/h) 463 1383 - - 1209 - - HCM Lane V/C Ratio 0.579 0.048 - - 0.185 - - HCM Control Delay (s) 22.9 7.7 - - 8.7 0 - HCM Lane LOS C A - - A A - HCM 95th %tile Q(veh) 3.6 0.2 - - 0.7 - -

2020 Baseline Weekday Morning Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2020 Baseline AM.syn Page 1 HCM 6th TWSC 2020 Baseline Weekday Morning Peak Hour 4: Harvard Street & Sewall Avenue/Stearns Road 01/20/2021

Intersection Int Delay, s/veh 46.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 223 39 416 189 4 565 Future Vol, veh/h 223 39 416 189 4 565 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 87 87 85 85 90 90 Heavy Vehicles, % 1 34106 Mvmt Flow 256 45 489 222 4 628

Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1236 600 0 0 711 0 Stage 1 600 ----- Stage 2 636 ----- Critical Hdwy 6.41 6.23 - - 4.1 - Critical Hdwy Stg 1 5.41 ----- Critical Hdwy Stg 2 5.41 ----- Follow-up Hdwy 3.509 3.327 - - 2.2 - Pot Cap-1 Maneuver ~ 195 499 - - 898 - Stage 1 550 ----- Stage 2 529 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 194 499 - - 898 - Mov Cap-2 Maneuver ~ 194 ----- Stage 1 550 ----- Stage 2 525 -----

Approach WB NB SB HCM Control Delay, s 254.4 0 0.1 HCM LOS F

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 213 898 - HCM Lane V/C Ratio - - 1.414 0.005 - HCM Control Delay (s) - - 254.4 9 0 HCM Lane LOS - - F A A HCM 95th %tile Q(veh) - - 17.5 0 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

2020 Baseline Weekday Morning Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2020 Baseline AM.syn Page 2 HCM 6th TWSC 2020 Baseline Weekday Morning Peak Hour 8: Harvard Street & 209 Harvard Street Driveway 01/20/2021

Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 1 604 4 2 786 Future Vol, veh/h 0 1 604 4 2 786 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 75 75 90 90 93 93 Heavy Vehicles, % 0 05003 Mvmt Flow 0 1 671 4 2 845

Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1522 673 0 0 675 0 Stage 1 673 ----- Stage 2 849 ----- Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 132 459 - - 926 - Stage 1 511 ----- Stage 2 423 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 131 459 - - 926 - Mov Cap-2 Maneuver 131 ----- Stage 1 511 ----- Stage 2 421 -----

Approach WB NB SB HCM Control Delay, s 12.9 0 0 HCM LOS B

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 459 926 - HCM Lane V/C Ratio - - 0.003 0.002 - HCM Control Delay (s) - - 12.9 8.9 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0 0 -

2020 Baseline Weekday Morning Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2020 Baseline AM.syn Page 3 HCM 6th TWSC 2020 Baseline Weekday Morning Peak Hour 14: Harvard Street & Vernon Street 01/20/2021

Intersection Int Delay, s/veh 36.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 217 65 0 474 500 0 Future Vol, veh/h 217 65 0 474 500 0 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 83 83 95 95 91 91 Heavy Vehicles, % 1 00750 Mvmt Flow 261 78 0 499 549 0

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1048 549 - 0 - 0 Stage 1 549 ----- Stage 2 499 ----- Critical Hdwy 6.41 6.2 ---- Critical Hdwy Stg 1 5.41 ----- Critical Hdwy Stg 2 5.41 ----- Follow-up Hdwy 3.509 3.3 ---- Pot Cap-1 Maneuver ~ 253 539 0 - - 0 Stage 1 581 - 0 - - 0 Stage 2 612 - 0 - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver ~ 253 539 ---- Mov Cap-2 Maneuver ~ 253 ----- Stage 1 581 ----- Stage 2 612 -----

Approach EB NB SB HCM Control Delay, s 148.9 0 0 HCM LOS F

Minor Lane/Major Mvmt NBT EBLn1 SBT Capacity (veh/h) - 288 - HCM Lane V/C Ratio - 1.18 - HCM Control Delay (s) - 148.9 - HCM Lane LOS - F - HCM 95th %tile Q(veh) - 15 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

2020 Baseline Weekday Morning Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2020 Baseline AM.syn Page 4 HCM Unsignalized Intersection Capacity Analysis 2020 Baseline Weekday Morning Peak Hour 6: Stearns Road /Sewall Avenue & Sewall Avenue/Stearns Road 01/20/2021

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 193 0 37 8 0 225 Future Volume (Veh/h) 193 0 37 8 0 225 Sign Control Free Stop Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.79 0.79 0.87 0.87 Hourly flow rate (vph) 227 0 47 10 0 259 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 713 454 454 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 713 454 454 0 tC, single (s) 4.1 7.1 6.5 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 4.0 4.0 3.3 p0 queue free % 86 80 98 100 76 cM capacity (veh/h) 1630 238 435 435 1088 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 227 57 259 Volume Left 227 47 0 Volume Right 0 0 259 cSH 1630 258 1088 Volume to Capacity 0.14 0.22 0.24 Queue Length 95th (ft) 12 21 23 Control Delay (s) 7.6 22.8 9.3 Lane LOS A C A Approach Delay (s) 7.6 22.8 9.3 Approach LOS C A Intersection Summary Average Delay 10.0 Intersection Capacity Utilization 23.9% ICU Level of Service A Analysis Period (min) 15

2020 Baseline Weekday Morning Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2020 Baseline AM.syn Page 1 HCM Unsignalized Intersection Capacity Analysis 2020 Baseline Weekday Morning Peak Hour 12: Harvard Street & Marion Street 01/20/2021

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 58 608 586 200 Future Volume (Veh/h) 0 0 58 608 586 200 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.88 0.88 0.93 0.93 Hourly flow rate (vph) 0 0 66 691 630 215 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 1560 738 845 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1560 738 845 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 92 cM capacity (veh/h) 113 418 800 Direction, Lane # NB 1 SB 1 Volume Total 757 845 Volume Left 66 0 Volume Right 0 215 cSH 800 1700 Volume to Capacity 0.08 0.50 Queue Length 95th (ft) 7 0 Control Delay (s) 2.1 0.0 Lane LOS A Approach Delay (s) 2.1 0.0 Approach LOS Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 83.5% ICU Level of Service E Analysis Period (min) 15

2020 Baseline Weekday Morning Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2020 Baseline AM.syn Page 2 2020 Baseline Weekday Evening Peak Hour

HCM 6th TWSC 2020 Baseline Weekday Evening Peak Hour 3: Sewall Avenue & Longwood Avenue 01/20/2021

Intersection Int Delay, s/veh 12.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 51 47 126 167 39 45 223 34 0 0 0 Future Vol, veh/h 12 51 47 126 167 39 45 223 34 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 ------Veh in Median Storage, # - 0 - - 0 - - 0 - - 16965 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 91 91 91 79 79 79 92 92 92 Heavy Vehicles, % 0 00010000000 Mvmt Flow 13 55 51 138 184 43 57 282 43 0 0 0

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 227 0 0 106 0 0 589 610 81 Stage 1 ------107107- Stage 2 ------482503- Critical Hdwy 4.1 - - 4.1 - - 6.4 6.5 6.2 Critical Hdwy Stg 1 ------5.45.5- Critical Hdwy Stg 2 ------5.45.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 Pot Cap-1 Maneuver 1353 - - 1498 - - 474 412 985 Stage 1 ------922811- Stage 2 ------625545- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1353 - - 1498 - - 419 0 985 Mov Cap-2 Maneuver ------4190- Stage 1 ------9130- Stage 2 ------5590-

Approach EB WB NB HCM Control Delay, s 0.8 2.9 24.4 HCM LOS C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR Capacity (veh/h) 557 1353 - - 1498 - - HCM Lane V/C Ratio 0.686 0.01 - - 0.092 - - HCM Control Delay (s) 24.4 7.7 - - 7.6 0 - HCM Lane LOS C A - - A A - HCM 95th %tile Q(veh) 5.3 0 - - 0.3 - -

2020 Baseline Weekday Evening Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2020 Baseline PM.syn Page 1 HCM 6th TWSC 2020 Baseline Weekday Evening Peak Hour 4: Harvard Street & Sewall Avenue/Stearns Road 01/20/2021

Intersection Int Delay, s/veh 24.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 156 55 393 282 1 785 Future Vol, veh/h 156 55 393 282 1 785 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 91 91 92 92 95 95 Heavy Vehicles, % 1 03001 Mvmt Flow 171 60 427 307 1 826

Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1409 581 0 0 734 0 Stage 1 581 ----- Stage 2 828 ----- Critical Hdwy 6.41 6.2 - - 4.1 - Critical Hdwy Stg 1 5.41 ----- Critical Hdwy Stg 2 5.41 ----- Follow-up Hdwy 3.509 3.3 - - 2.2 - Pot Cap-1 Maneuver ~ 154 517 - - 880 - Stage 1 561 ----- Stage 2 431 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 154 517 - - 880 - Mov Cap-2 Maneuver ~ 154 ----- Stage 1 561 ----- Stage 2 430 -----

Approach WB NB SB HCM Control Delay, s 192.3 0 0 HCM LOS F

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 188 880 - HCM Lane V/C Ratio - - 1.233 0.001 - HCM Control Delay (s) - - 192.3 9.1 0 HCM Lane LOS - - F A A HCM 95th %tile Q(veh) - - 12.5 0 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

2020 Baseline Weekday Evening Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2020 Baseline PM.syn Page 2 HCM 6th TWSC 2020 Baseline Weekday Evening Peak Hour 8: Harvard Street & 209 Harvard Street Driveway 01/20/2021

Intersection Int Delay, s/veh 0.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 6 5 670 0 2 939 Future Vol, veh/h 6 5 670 0 2 939 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 75 75 97 97 94 94 Heavy Vehicles, % 0 02001 Mvmt Flow 8 7 691 0 2 999

Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1694 691 0 0 691 0 Stage 1 691 ----- Stage 2 1003 ----- Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 103 448 - - 913 - Stage 1 501 ----- Stage 2 358 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 102 448 - - 913 - Mov Cap-2 Maneuver 102 ----- Stage 1 501 ----- Stage 2 356 -----

Approach WB NB SB HCM Control Delay, s 30.3 0 0 HCM LOS D

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 157 913 - HCM Lane V/C Ratio - - 0.093 0.002 - HCM Control Delay (s) - - 30.3 9 0 HCM Lane LOS - - D A A HCM 95th %tile Q(veh) - - 0.3 0 -

2020 Baseline Weekday Evening Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2020 Baseline PM.syn Page 3 HCM 6th TWSC 2020 Baseline Weekday Evening Peak Hour 14: Harvard Street & Vernon Street 01/20/2021

Intersection Int Delay, s/veh 33.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 169 108 0 568 600 0 Future Vol, veh/h 169 108 0 568 600 0 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 94 94 91 91 Heavy Vehicles, % 0 00120 Mvmt Flow 184 117 0 604 659 0

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1263 659 - 0 - 0 Stage 1 659 ----- Stage 2 604 ----- Critical Hdwy 6.4 6.2 ---- Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 ---- Pot Cap-1 Maneuver 189 467 0 - - 0 Stage 1 518 - 0 - - 0 Stage 2 550 - 0 - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver 189 467 ---- Mov Cap-2 Maneuver 189 ----- Stage 1 518 ----- Stage 2 550 -----

Approach EB NB SB HCM Control Delay, s 173 0 0 HCM LOS F

Minor Lane/Major Mvmt NBT EBLn1 SBT Capacity (veh/h) - 246 - HCM Lane V/C Ratio - 1.224 - HCM Control Delay (s) - 173 - HCM Lane LOS - F - HCM 95th %tile Q(veh) - 14.6 -

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Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 283 0 38 19 0 173 Future Volume (Veh/h) 283 0 38 19 0 173 Sign Control Free Stop Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.75 0.75 0.91 0.91 Hourly flow rate (vph) 308 0 51 25 0 190 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 806 616 616 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 806 616 616 0 tC, single (s) 4.1 7.1 6.5 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 4.0 4.0 3.3 p0 queue free % 81 76 92 100 83 cM capacity (veh/h) 1636 214 332 332 1088 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 308 76 190 Volume Left 308 51 0 Volume Right 0 0 190 cSH 1636 242 1088 Volume to Capacity 0.19 0.31 0.17 Queue Length 95th (ft) 17 32 16 Control Delay (s) 7.7 26.5 9.0 Lane LOS A D A Approach Delay (s) 7.7 26.5 9.0 Approach LOS D A Intersection Summary Average Delay 10.6 Intersection Capacity Utilization 25.7% ICU Level of Service A Analysis Period (min) 15

2020 Baseline Weekday Evening Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2020 Baseline PM.syn Page 1 HCM Unsignalized Intersection Capacity Analysis 2020 Baseline Weekday Evening Peak Hour 12: Harvard Street & Marion Street 01/20/2021

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 98 670 660 285 Future Volume (Veh/h) 0 0 98 670 660 285 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.96 0.96 0.94 0.94 Hourly flow rate (vph) 0 0 102 698 702 303 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 1756 854 1005 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1756 854 1005 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 85 cM capacity (veh/h) 80 359 697 Direction, Lane # NB 1 SB 1 Volume Total 800 1005 Volume Left 102 0 Volume Right 0 303 cSH 697 1700 Volume to Capacity 0.15 0.59 Queue Length 95th (ft) 13 0 Control Delay (s) 3.8 0.0 Lane LOS A Approach Delay (s) 3.8 0.0 Approach LOS Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 99.4% ICU Level of Service F Analysis Period (min) 15

2020 Baseline Weekday Evening Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2020 Baseline PM.syn Page 2 2027 No-Build Weekday Morning Peak Hour

HCM 6th TWSC 2027 No-Build Weekday Morning Peak Hour 3: Sewall Avenue & Longwood Avenue 01/20/2021

Intersection Int Delay, s/veh 9.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 59 282 26 215 153 31 12 151 53 0 0 0 Future Vol, veh/h 59 282 26 215 153 31 12 151 53 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 ------Veh in Median Storage, # - 0 - - 0 - - 0 - - 16965 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 82 82 82 90 90 90 75 75 75 92 92 92 Heavy Vehicles, % 2 30224030000 Mvmt Flow 72 344 32 239 170 34 16 201 71 0 0 0

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 204 0 0 376 0 0 1169 1186 360 Stage 1 ------504504- Stage 2 ------665682- Critical Hdwy 4.12 - - 4.12 - - 6.4 6.53 6.2 Critical Hdwy Stg 1 ------5.45.53 - Critical Hdwy Stg 2 ------5.45.53 - Follow-up Hdwy 2.218 - - 2.218 - - 3.5 4.027 3.3 Pot Cap-1 Maneuver 1368 - - 1182 - - 215 ~ 188 689 Stage 1 ------611539- Stage 2 ------515448- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1368 - - 1182 - - 157 0 689 Mov Cap-2 Maneuver ------1570- Stage 1 ------5790- Stage 2 ------3970-

Approach EB WB NB HCM Control Delay, s 1.3 4.8 29.7 HCM LOS D

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR Capacity (veh/h) 424 1368 - - 1182 - - HCM Lane V/C Ratio 0.679 0.053 - - 0.202 - - HCM Control Delay (s) 29.7 7.8 - - 8.8 0 - HCM Lane LOS D A - - A A - HCM 95th %tile Q(veh) 4.9 0.2 - - 0.8 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

2027 No-Build Weekday Morning Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 No-Build AM.syn Page 1 HCM 6th TWSC 2027 No-Build Weekday Morning Peak Hour 4: Harvard Street & Sewall Avenue/Stearns Road 01/20/2021

Intersection Int Delay, s/veh 70.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 239 41 448 203 4 611 Future Vol, veh/h 239 41 448 203 4 611 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 87 87 85 85 90 90 Heavy Vehicles, % 1 34106 Mvmt Flow 275 47 527 239 4 679

Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1334 647 0 0 766 0 Stage 1 647 ----- Stage 2 687 ----- Critical Hdwy 6.41 6.23 - - 4.1 - Critical Hdwy Stg 1 5.41 ----- Critical Hdwy Stg 2 5.41 ----- Follow-up Hdwy 3.509 3.327 - - 2.2 - Pot Cap-1 Maneuver ~ 171 469 - - 856 - Stage 1 523 ----- Stage 2 501 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 170 469 - - 856 - Mov Cap-2 Maneuver ~ 170 ----- Stage 1 523 ----- Stage 2 497 -----

Approach WB NB SB HCM Control Delay, s$ 385.3 0 0.1 HCM LOS F

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 188 856 - HCM Lane V/C Ratio - - 1.712 0.005 - HCM Control Delay (s) - -$ 385.3 9.2 0 HCM Lane LOS - - F A A HCM 95th %tile Q(veh) - - 22.2 0 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

2027 No-Build Weekday Morning Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 No-Build AM.syn Page 2 HCM 6th TWSC 2027 No-Build Weekday Morning Peak Hour 8: Harvard Street & 209 Harvard Street Driveway 01/20/2021

Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 1 650 4 2 848 Future Vol, veh/h 0 1 650 4 2 848 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 75 75 90 90 93 93 Heavy Vehicles, % 0 05003 Mvmt Flow 0 1 722 4 2 912

Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1640 724 0 0 726 0 Stage 1 724 ----- Stage 2 916 ----- Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 111 429 - - 886 - Stage 1 484 ----- Stage 2 393 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 110 429 - - 886 - Mov Cap-2 Maneuver 110 ----- Stage 1 484 ----- Stage 2 391 -----

Approach WB NB SB HCM Control Delay, s 13.4 0 0 HCM LOS B

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 429 886 - HCM Lane V/C Ratio - - 0.003 0.002 - HCM Control Delay (s) - - 13.4 9.1 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0 0 -

2027 No-Build Weekday Morning Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 No-Build AM.syn Page 3 HCM 6th TWSC 2027 No-Build Weekday Morning Peak Hour 14: Harvard Street & Vernon Street 01/20/2021

Intersection Int Delay, s/veh 59.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 233 70 0 510 541 0 Future Vol, veh/h 233 70 0 510 541 0 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 83 83 95 95 91 91 Heavy Vehicles, % 1 00750 Mvmt Flow 281 84 0 537 595 0

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1132 595 - 0 - 0 Stage 1 595 ----- Stage 2 537 ----- Critical Hdwy 6.41 6.2 ---- Critical Hdwy Stg 1 5.41 ----- Critical Hdwy Stg 2 5.41 ----- Follow-up Hdwy 3.509 3.3 ---- Pot Cap-1 Maneuver ~ 226 508 0 - - 0 Stage 1 553 - 0 - - 0 Stage 2 588 - 0 - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver ~ 226 508 ---- Mov Cap-2 Maneuver ~ 226 ----- Stage 1 553 ----- Stage 2 588 -----

Approach EB NB SB HCM Control Delay, s 242.6 0 0 HCM LOS F

Minor Lane/Major Mvmt NBT EBLn1 SBT Capacity (veh/h) - 259 - HCM Lane V/C Ratio - 1.409 - HCM Control Delay (s) - 242.6 - HCM Lane LOS - F - HCM 95th %tile Q(veh) - 20.1 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

2027 No-Build Weekday Morning Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 No-Build AM.syn Page 4 HCM Unsignalized Intersection Capacity Analysis 2027 No-Build Weekday Morning Peak Hour 6: Stearns Road /Sewall Avenue & Sewall Avenue/Stearns Road 01/20/2021

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 207 0 39 9 0 241 Future Volume (Veh/h) 207 0 39 9 0 241 Sign Control Free Stop Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.79 0.79 0.87 0.87 Hourly flow rate (vph) 244 0 49 11 0 277 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 765 488 488 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 765 488 488 0 tC, single (s) 4.1 7.1 6.5 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 4.0 4.0 3.3 p0 queue free % 85 77 97 100 75 cM capacity (veh/h) 1630 213 411 411 1088 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 244 60 277 Volume Left 244 49 0 Volume Right 0 0 277 cSH 1630 233 1088 Volume to Capacity 0.15 0.26 0.25 Queue Length 95th (ft) 13 25 25 Control Delay (s) 7.6 25.7 9.4 Lane LOS A D A Approach Delay (s) 7.6 25.7 9.4 Approach LOS D A Intersection Summary Average Delay 10.3 Intersection Capacity Utilization 24.9% ICU Level of Service A Analysis Period (min) 15

2027 No-Build Weekday Morning Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 No-Build AM.syn Page 1 HCM Unsignalized Intersection Capacity Analysis 2027 No-Build Weekday Morning Peak Hour 12: Harvard Street & Marion Street 01/20/2021

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 62 654 634 214 Future Volume (Veh/h) 0 0 62 654 634 214 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.88 0.88 0.93 0.93 Hourly flow rate (vph) 0 0 70 743 682 230 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 1680 797 912 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1680 797 912 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 91 cM capacity (veh/h) 94 387 755 Direction, Lane # NB 1 SB 1 Volume Total 813 912 Volume Left 70 0 Volume Right 0 230 cSH 755 1700 Volume to Capacity 0.09 0.54 Queue Length 95th (ft) 8 0 Control Delay (s) 2.4 0.0 Lane LOS A Approach Delay (s) 2.4 0.0 Approach LOS Intersection Summary Average Delay 1.1 Intersection Capacity Utilization 89.2% ICU Level of Service E Analysis Period (min) 15

2027 No-Build Weekday Morning Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 No-Build AM.syn Page 2 2027 No-Build Weekday Evening Peak Hour

HCM 6th TWSC 2027 No-Build Weekday Evening Peak Hour 3: Sewall Avenue & Longwood Avenue 01/20/2021

Intersection Int Delay, s/veh 15.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 55 50 136 179 42 48 239 36 0 0 0 Future Vol, veh/h 13 55 50 136 179 42 48 239 36 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 ------Veh in Median Storage, # - 0 - - 0 - - 0 - - 16965 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 91 91 91 79 79 79 92 92 92 Heavy Vehicles, % 0 00010000000 Mvmt Flow 14 59 54 149 197 46 61 303 46 0 0 0

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 243 0 0 113 0 0 632 655 86 Stage 1 ------114114- Stage 2 ------518541- Critical Hdwy 4.1 - - 4.1 - - 6.4 6.5 6.2 Critical Hdwy Stg 1 ------5.45.5- Critical Hdwy Stg 2 ------5.45.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 Pot Cap-1 Maneuver 1335 - - 1489 - - 448 388 978 Stage 1 ------916805- Stage 2 ------602524- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1335 - - 1489 - - 392 0 978 Mov Cap-2 Maneuver ------3920- Stage 1 ------9070- Stage 2 ------5320-

Approach EB WB NB HCM Control Delay, s 0.9 2.9 31.6 HCM LOS D

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR Capacity (veh/h) 527 1335 - - 1489 - - HCM Lane V/C Ratio 0.776 0.01 - - 0.1 - - HCM Control Delay (s) 31.6 7.7 - - 7.7 0 - HCM Lane LOS D A - - A A - HCM 95th %tile Q(veh) 7 0 - - 0.3 - -

2027 No-Build Weekday Evening Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 No-Build PM.syn Page 1 HCM 6th TWSC 2027 No-Build Weekday Evening Peak Hour 4: Harvard Street & Sewall Avenue/Stearns Road 01/20/2021

Intersection Int Delay, s/veh 41 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 167 59 427 302 1 849 Future Vol, veh/h 167 59 427 302 1 849 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 91 91 92 92 95 95 Heavy Vehicles, % 1 03001 Mvmt Flow 184 65 464 328 1 894

Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1524 628 0 0 792 0 Stage 1 628 ----- Stage 2 896 ----- Critical Hdwy 6.41 6.2 - - 4.1 - Critical Hdwy Stg 1 5.41 ----- Critical Hdwy Stg 2 5.41 ----- Follow-up Hdwy 3.509 3.3 - - 2.2 - Pot Cap-1 Maneuver ~ 131 487 - - 838 - Stage 1 534 ----- Stage 2 400 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 131 487 - - 838 - Mov Cap-2 Maneuver ~ 131 ----- Stage 1 534 ----- Stage 2 399 -----

Approach WB NB SB HCM Control Delay, s$ 319.5 0 0 HCM LOS F

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 162 838 - HCM Lane V/C Ratio - - 1.533 0.001 - HCM Control Delay (s) - -$ 319.5 9.3 0 HCM Lane LOS - - F A A HCM 95th %tile Q(veh) - - 16.5 0 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

2027 No-Build Weekday Evening Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 No-Build PM.syn Page 2 HCM 6th TWSC 2027 No-Build Weekday Evening Peak Hour 8: Harvard Street & 209 Harvard Street Driveway 01/20/2021

Intersection Int Delay, s/veh 0.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 6 5 724 0 2 1014 Future Vol, veh/h 6 5 724 0 2 1014 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 75 75 97 97 94 94 Heavy Vehicles, % 0 02001 Mvmt Flow 8 7 746 0 2 1079

Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1829 746 0 0 746 0 Stage 1 746 ----- Stage 2 1083 ----- Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 85 417 - - 871 - Stage 1 472 ----- Stage 2 328 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 84 417 - - 871 - Mov Cap-2 Maneuver 84 ----- Stage 1 472 ----- Stage 2 326 -----

Approach WB NB SB HCM Control Delay, s 35.7 0 0 HCM LOS E

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 132 871 - HCM Lane V/C Ratio - - 0.111 0.002 - HCM Control Delay (s) - - 35.7 9.1 0 HCM Lane LOS - - E A A HCM 95th %tile Q(veh) - - 0.4 0 -

2027 No-Build Weekday Evening Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 No-Build PM.syn Page 3 HCM 6th TWSC 2027 No-Build Weekday Evening Peak Hour 14: Harvard Street & Vernon Street 01/20/2021

Intersection Int Delay, s/veh 54.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 181 116 0 615 649 0 Future Vol, veh/h 181 116 0 615 649 0 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 94 94 91 91 Heavy Vehicles, % 0 00120 Mvmt Flow 197 126 0 654 713 0

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1367 713 - 0 - 0 Stage 1 713 ----- Stage 2 654 ----- Critical Hdwy 6.4 6.2 ---- Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 ---- Pot Cap-1 Maneuver ~ 164 435 0 - - 0 Stage 1 489 - 0 - - 0 Stage 2 521 - 0 - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver ~ 164 435 ---- Mov Cap-2 Maneuver ~ 164 ----- Stage 1 489 ----- Stage 2 521 -----

Approach EB NB SB HCM Control Delay, s 283.5 0 0 HCM LOS F

Minor Lane/Major Mvmt NBT EBLn1 SBT Capacity (veh/h) - 217 - HCM Lane V/C Ratio - 1.488 - HCM Control Delay (s) - 283.5 - HCM Lane LOS - F - HCM 95th %tile Q(veh) - 19.5 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

2027 No-Build Weekday Evening Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 No-Build PM.syn Page 4 HCM Unsignalized Intersection Capacity Analysis 2027 No-Build Weekday Evening Peak Hour 6: Stearns Road /Sewall Avenue & Sewall Avenue/Stearns Road 01/20/2021

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 303 0 40 20 0 186 Future Volume (Veh/h) 303 0 40 20 0 186 Sign Control Free Stop Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.75 0.75 0.91 0.91 Hourly flow rate (vph) 329 0 53 27 0 204 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 862 658 658 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 862 658 658 0 tC, single (s) 4.1 7.1 6.5 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 4.0 4.0 3.3 p0 queue free % 80 72 91 100 81 cM capacity (veh/h) 1636 191 309 309 1088 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 329 80 204 Volume Left 329 53 0 Volume Right 0 0 204 cSH 1636 219 1088 Volume to Capacity 0.20 0.37 0.19 Queue Length 95th (ft) 19 40 17 Control Delay (s) 7.8 30.6 9.1 Lane LOS A D A Approach Delay (s) 7.8 30.6 9.1 Approach LOS D A Intersection Summary Average Delay 11.2 Intersection Capacity Utilization 26.8% ICU Level of Service A Analysis Period (min) 15

2027 No-Build Weekday Evening Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 No-Build PM.syn Page 1 HCM Unsignalized Intersection Capacity Analysis 2027 No-Build Weekday Evening Peak Hour 12: Harvard Street & Marion Street 01/20/2021

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 105 724 714 306 Future Volume (Veh/h) 0 0 105 724 714 306 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.96 0.96 0.94 0.94 Hourly flow rate (vph) 0 0 109 754 760 326 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 1895 923 1086 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1895 923 1086 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 83 cM capacity (veh/h) 64 327 650 Direction, Lane # NB 1 SB 1 Volume Total 863 1086 Volume Left 109 0 Volume Right 0 326 cSH 650 1700 Volume to Capacity 0.17 0.64 Queue Length 95th (ft) 15 0 Control Delay (s) 4.5 0.0 Lane LOS A Approach Delay (s) 4.5 0.0 Approach LOS Intersection Summary Average Delay 2.0 Intersection Capacity Utilization 106.8% ICU Level of Service G Analysis Period (min) 15

2027 No-Build Weekday Evening Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 No-Build PM.syn Page 2 2027 Build Weekday Morning Peak Hour

HCM 6th TWSC 2027 Build Weekday Morning Peak Hour 3: Sewall Avenue & Longwood Avenue 01/21/2021

Intersection Int Delay, s/veh 9.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 59 282 26 217 153 31 12 151 54 0 0 0 Future Vol, veh/h 59 282 26 217 153 31 12 151 54 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 ------Veh in Median Storage, # - 0 - - 0 - - 0 - - 16965 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 82 82 82 90 90 90 75 75 75 92 92 92 Heavy Vehicles, % 2 30224030000 Mvmt Flow 72 344 32 241 170 34 16 201 72 0 0 0

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 204 0 0 376 0 0 1173 1190 360 Stage 1 ------504504- Stage 2 ------669686- Critical Hdwy 4.12 - - 4.12 - - 6.4 6.53 6.2 Critical Hdwy Stg 1 ------5.45.53 - Critical Hdwy Stg 2 ------5.45.53 - Follow-up Hdwy 2.218 - - 2.218 - - 3.5 4.027 3.3 Pot Cap-1 Maneuver 1368 - - 1182 - - 214 ~ 187 689 Stage 1 ------611539- Stage 2 ------513446- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1368 - - 1182 - - 156 0 689 Mov Cap-2 Maneuver ------1560- Stage 1 ------5790- Stage 2 ------3940-

Approach EB WB NB HCM Control Delay, s 1.3 4.8 29.7 HCM LOS D

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR Capacity (veh/h) 425 1368 - - 1182 - - HCM Lane V/C Ratio 0.681 0.053 - - 0.204 - - HCM Control Delay (s) 29.7 7.8 - - 8.8 0 - HCM Lane LOS D A - - A A - HCM 95th %tile Q(veh) 5 0.2 - - 0.8 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

2027 Build Weekday Morning Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 Build AM.syn Page 1 HCM 6th TWSC 2027 Build Weekday Morning Peak Hour 4: Harvard Street & Sewall Avenue/Stearns Road 01/21/2021

Intersection Int Delay, s/veh 72.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 241 41 451 204 4 611 Future Vol, veh/h 241 41 451 204 4 611 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 87 87 85 85 90 90 Heavy Vehicles, % 1 34106 Mvmt Flow 277 47 531 240 4 679

Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1338 651 0 0 771 0 Stage 1 651 ----- Stage 2 687 ----- Critical Hdwy 6.41 6.23 - - 4.1 - Critical Hdwy Stg 1 5.41 ----- Critical Hdwy Stg 2 5.41 ----- Follow-up Hdwy 3.509 3.327 - - 2.2 - Pot Cap-1 Maneuver ~ 170 467 - - 853 - Stage 1 521 ----- Stage 2 501 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 169 467 - - 853 - Mov Cap-2 Maneuver ~ 169 ----- Stage 1 521 ----- Stage 2 497 -----

Approach WB NB SB HCM Control Delay, s$ 399.1 0 0.1 HCM LOS F

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 186 853 - HCM Lane V/C Ratio - - 1.743 0.005 - HCM Control Delay (s) - -$ 399.1 9.2 0 HCM Lane LOS - - F A A HCM 95th %tile Q(veh) - - 22.6 0 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

2027 Build Weekday Morning Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 Build AM.syn Page 2 HCM 6th TWSC 2027 Build Weekday Morning Peak Hour 8: Harvard Street & 209 Harvard Street Driveway 01/21/2021

Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 4 651 4 3 849 Future Vol, veh/h 1 4 651 4 3 849 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 75 75 90 90 93 93 Heavy Vehicles, % 0 05003 Mvmt Flow 1 5 723 4 3 913

Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1644 725 0 0 727 0 Stage 1 725 ----- Stage 2 919 ----- Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 111 428 - - 886 - Stage 1 483 ----- Stage 2 392 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 110 428 - - 886 - Mov Cap-2 Maneuver 110 ----- Stage 1 483 ----- Stage 2 389 -----

Approach WB NB SB HCM Control Delay, s 18.6 0 0 HCM LOS C

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 271 886 - HCM Lane V/C Ratio - - 0.025 0.004 - HCM Control Delay (s) - - 18.6 9.1 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 0.1 0 -

2027 Build Weekday Morning Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 Build AM.syn Page 3 HCM 6th TWSC 2027 Build Weekday Morning Peak Hour 14: Harvard Street & Vernon Street 01/21/2021

Intersection Int Delay, s/veh 59.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 233 70 0 511 542 0 Future Vol, veh/h 233 70 0 511 542 0 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 83 83 95 95 91 91 Heavy Vehicles, % 1 00750 Mvmt Flow 281 84 0 538 596 0

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1134 596 - 0 - 0 Stage 1 596 ----- Stage 2 538 ----- Critical Hdwy 6.41 6.2 ---- Critical Hdwy Stg 1 5.41 ----- Critical Hdwy Stg 2 5.41 ----- Follow-up Hdwy 3.509 3.3 ---- Pot Cap-1 Maneuver ~ 225 507 0 - - 0 Stage 1 552 - 0 - - 0 Stage 2 587 - 0 - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver ~ 225 507 ---- Mov Cap-2 Maneuver ~ 225 ----- Stage 1 552 ----- Stage 2 587 -----

Approach EB NB SB HCM Control Delay, s 245 0 0 HCM LOS F

Minor Lane/Major Mvmt NBT EBLn1 SBT Capacity (veh/h) - 258 - HCM Lane V/C Ratio - 1.415 - HCM Control Delay (s) - 245 - HCM Lane LOS - F - HCM 95th %tile Q(veh) - 20.2 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

2027 Build Weekday Morning Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 Build AM.syn Page 4 HCM Unsignalized Intersection Capacity Analysis 2027 Build Weekday Morning Peak Hour 6: Stearns Road /Sewall Avenue & Sewall Avenue/Stearns Road 01/21/2021

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 208 0 39 9 0 243 Future Volume (Veh/h) 208 0 39 9 0 243 Sign Control Free Stop Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.79 0.79 0.87 0.87 Hourly flow rate (vph) 245 0 49 11 0 279 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 769 490 490 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 769 490 490 0 tC, single (s) 4.1 7.1 6.5 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 4.0 4.0 3.3 p0 queue free % 85 77 97 100 74 cM capacity (veh/h) 1630 211 409 409 1088 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 245 60 279 Volume Left 245 49 0 Volume Right 0 0 279 cSH 1630 231 1088 Volume to Capacity 0.15 0.26 0.26 Queue Length 95th (ft) 13 25 26 Control Delay (s) 7.6 25.9 9.4 Lane LOS A D A Approach Delay (s) 7.6 25.9 9.4 Approach LOS D A Intersection Summary Average Delay 10.4 Intersection Capacity Utilization 25.0% ICU Level of Service A Analysis Period (min) 15

2027 Build Weekday Morning Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 Build AM.syn Page 1 HCM Unsignalized Intersection Capacity Analysis 2027 Build Weekday Morning Peak Hour 12: Harvard Street & Marion Street 01/21/2021

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 62 655 634 214 Future Volume (Veh/h) 0 0 62 655 634 214 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.88 0.88 0.93 0.93 Hourly flow rate (vph) 0 0 70 744 682 230 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 1681 797 912 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1681 797 912 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 91 cM capacity (veh/h) 94 387 755 Direction, Lane # NB 1 SB 1 Volume Total 814 912 Volume Left 70 0 Volume Right 0 230 cSH 755 1700 Volume to Capacity 0.09 0.54 Queue Length 95th (ft) 8 0 Control Delay (s) 2.4 0.0 Lane LOS A Approach Delay (s) 2.4 0.0 Approach LOS Intersection Summary Average Delay 1.1 Intersection Capacity Utilization 89.3% ICU Level of Service E Analysis Period (min) 15

2027 Build Weekday Morning Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 Build AM.syn Page 2 2027 Build Weekday Evening Peak Hour

HCM 6th TWSC 2027 No-Build Weekday Evening Peak Hour 3: Sewall Avenue & Longwood Avenue 01/21/2021

Intersection Int Delay, s/veh 15.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 55 50 140 179 42 48 239 37 0 0 0 Future Vol, veh/h 13 55 50 140 179 42 48 239 37 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 ------Veh in Median Storage, # - 0 - - 0 - - 0 - - 16965 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 91 91 91 79 79 79 92 92 92 Heavy Vehicles, % 0 00010000000 Mvmt Flow 14 59 54 154 197 46 61 303 47 0 0 0

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 243 0 0 113 0 0 642 665 86 Stage 1 ------114114- Stage 2 ------528551- Critical Hdwy 4.1 - - 4.1 - - 6.4 6.5 6.2 Critical Hdwy Stg 1 ------5.45.5- Critical Hdwy Stg 2 ------5.45.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 Pot Cap-1 Maneuver 1335 - - 1489 - - 442 383 978 Stage 1 ------916805- Stage 2 ------596519- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1335 - - 1489 - - 385 0 978 Mov Cap-2 Maneuver ------3850- Stage 1 ------9070- Stage 2 ------5240-

Approach EB WB NB HCM Control Delay, s 0.9 3 32.5 HCM LOS D

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR Capacity (veh/h) 523 1335 - - 1489 - - HCM Lane V/C Ratio 0.784 0.01 - - 0.103 - - HCM Control Delay (s) 32.5 7.7 - - 7.7 0 - HCM Lane LOS D A - - A A - HCM 95th %tile Q(veh) 7.2 0 - - 0.3 - -

2027 No-Build Weekday Evening Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 Build PM.syn Page 1 HCM 6th TWSC 2027 No-Build Weekday Evening Peak Hour 4: Harvard Street & Sewall Avenue/Stearns Road 01/21/2021

Intersection Int Delay, s/veh 45.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 173 59 431 304 1 849 Future Vol, veh/h 173 59 431 304 1 849 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 91 91 92 92 95 95 Heavy Vehicles, % 1 03001 Mvmt Flow 190 65 468 330 1 894

Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1529 633 0 0 798 0 Stage 1 633 ----- Stage 2 896 ----- Critical Hdwy 6.41 6.2 - - 4.1 - Critical Hdwy Stg 1 5.41 ----- Critical Hdwy Stg 2 5.41 ----- Follow-up Hdwy 3.509 3.3 - - 2.2 - Pot Cap-1 Maneuver ~ 130 483 - - 833 - Stage 1 531 ----- Stage 2 400 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 130 483 - - 833 - Mov Cap-2 Maneuver ~ 130 ----- Stage 1 531 ----- Stage 2 399 -----

Approach WB NB SB HCM Control Delay, s$ 345.3 0 0 HCM LOS F

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 160 833 - HCM Lane V/C Ratio - - 1.593 0.001 - HCM Control Delay (s) - -$ 345.3 9.3 0 HCM Lane LOS - - F A A HCM 95th %tile Q(veh) - - 17.4 0 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

2027 No-Build Weekday Evening Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 Build PM.syn Page 2 HCM 6th TWSC 2027 No-Build Weekday Evening Peak Hour 8: Harvard Street & 209 Harvard Street Driveway 01/21/2021

Intersection Int Delay, s/veh 0.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 6 7 725 1 5 1017 Future Vol, veh/h 6 7 725 1 5 1017 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 75 75 97 97 94 94 Heavy Vehicles, % 0 02001 Mvmt Flow 8 9 747 1 5 1082

Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1840 748 0 0 748 0 Stage 1 748 ----- Stage 2 1092 ----- Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 84 416 - - 870 - Stage 1 471 ----- Stage 2 324 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 83 416 - - 870 - Mov Cap-2 Maneuver 83 ----- Stage 1 471 ----- Stage 2 319 -----

Approach WB NB SB HCM Control Delay, s 33 0 0 HCM LOS D

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 146 870 - HCM Lane V/C Ratio - - 0.119 0.006 - HCM Control Delay (s) - - 33 9.2 0 HCM Lane LOS - - D A A HCM 95th %tile Q(veh) - - 0.4 0 -

2027 No-Build Weekday Evening Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 Build PM.syn Page 3 HCM 6th TWSC 2027 No-Build Weekday Evening Peak Hour 14: Harvard Street & Vernon Street 01/21/2021

Intersection Int Delay, s/veh 54.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 181 116 0 617 650 0 Future Vol, veh/h 181 116 0 617 650 0 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 94 94 91 91 Heavy Vehicles, % 0 00120 Mvmt Flow 197 126 0 656 714 0

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1370 714 - 0 - 0 Stage 1 714 ----- Stage 2 656 ----- Critical Hdwy 6.4 6.2 ---- Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 ---- Pot Cap-1 Maneuver ~ 163 435 0 - - 0 Stage 1 489 - 0 - - 0 Stage 2 520 - 0 - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver ~ 163 435 ---- Mov Cap-2 Maneuver ~ 163 ----- Stage 1 489 ----- Stage 2 520 -----

Approach EB NB SB HCM Control Delay, s 286.5 0 0 HCM LOS F

Minor Lane/Major Mvmt NBT EBLn1 SBT Capacity (veh/h) - 216 - HCM Lane V/C Ratio - 1.495 - HCM Control Delay (s) - 286.5 - HCM Lane LOS - F - HCM 95th %tile Q(veh) - 19.5 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

2027 No-Build Weekday Evening Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 Build PM.syn Page 4 HCM Unsignalized Intersection Capacity Analysis 2027 No-Build Weekday Evening Peak Hour 6: Stearns Road /Sewall Avenue & Sewall Avenue/Stearns Road 01/21/2021

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 305 0 42 20 0 190 Future Volume (Veh/h) 305 0 42 20 0 190 Sign Control Free Stop Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.75 0.75 0.91 0.91 Hourly flow rate (vph) 332 0 56 27 0 209 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 873 664 664 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 873 664 664 0 tC, single (s) 4.1 7.1 6.5 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 4.0 4.0 3.3 p0 queue free % 80 70 91 100 81 cM capacity (veh/h) 1636 186 306 306 1088 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 332 83 209 Volume Left 332 56 0 Volume Right 0 0 209 cSH 1636 213 1088 Volume to Capacity 0.20 0.39 0.19 Queue Length 95th (ft) 19 43 18 Control Delay (s) 7.8 32.3 9.1 Lane LOS A D A Approach Delay (s) 7.8 32.3 9.1 Approach LOS D A Intersection Summary Average Delay 11.5 Intersection Capacity Utilization 26.9% ICU Level of Service A Analysis Period (min) 15

2027 No-Build Weekday Evening Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 Build PM.syn Page 1 HCM Unsignalized Intersection Capacity Analysis 2027 No-Build Weekday Evening Peak Hour 12: Harvard Street & Marion Street 01/21/2021

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 105 726 717 306 Future Volume (Veh/h) 0 0 105 726 717 306 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.96 0.96 0.94 0.94 Hourly flow rate (vph) 0 0 109 756 763 326 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 1900 926 1089 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1900 926 1089 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 83 cM capacity (veh/h) 63 326 648 Direction, Lane # NB 1 SB 1 Volume Total 865 1089 Volume Left 109 0 Volume Right 0 326 cSH 648 1700 Volume to Capacity 0.17 0.64 Queue Length 95th (ft) 15 0 Control Delay (s) 4.6 0.0 Lane LOS A Approach Delay (s) 4.6 0.0 Approach LOS Intersection Summary Average Delay 2.0 Intersection Capacity Utilization 107.1% ICU Level of Service G Analysis Period (min) 15

2027 No-Build Weekday Evening Peak Hour 01/14/2021 Baseline Synchro 10 Report S:\Jobs\8086\Synchro\2027 Build PM.syn Page 2