proposed phase iii office building & parking garage ... · proposed phase iii office building...

VHB Project No. 09207.06

Traffic Impact and Access Study

Proposed Phase III Office Building & Parking Garage - Oracle Campus

Burlington, Massachusetts

Prepared for Oracle USA, Inc One Oracle Drive Nashua, NH 03602

Prepared by 101 Walnut Street P.O. Box 9151 Watertown, MA 02471

October 2013

\\vhb\proj\Wat-LD\09207.06\reports\Traffic\Phase3\Oracle Phase III TIAS Draft 10-03-13 -FINAL.docx

i Table of Contents

Table of Contents

Table of Contents ..................................................................................................................... i

List of Tables ........................................................................................................................... ii

List of Figures ........................................................................................................................ iii

Summary .................................................................................................................................. 1

Introduction ............................................................................................................................. 1

Project Description ....................................................................................................................... 1 Study Methodology ...................................................................................................................... 1

Existing Conditions ................................................................................................................ 3

Study Area ................................................................................................................................... 3 Roadway Geometry ..................................................................................................................... 3

Roadway ...................................................................................................................... 4 Intersections ................................................................................................................. 5

Public Transportation Facilities .................................................................................................... 7 Traffic Volumes ............................................................................................................................ 8 Seasonal Adjustment ................................................................................................................... 9 Crash History ............................................................................................................................... 9

Future Conditions ................................................................................................................. 12

Background Traffic Growth ........................................................................................................ 12 Historic Traffic Growth ............................................................................................... 12 Site-specific Growth ................................................................................................... 13 Adjustment for Use of Oracle’s Unused Parking Supply ............................................ 14

Planned Transportation Improvements in the Area ..................................................................... 14 Project-generated Traffic Volumes ............................................................................................ 15

Validation of Existing Trip Generation ........................................................................ 15 Future Trip Generation – Typical Conditions ............................................................. 17 Future Trip Generation – Seasonal Peak .................................................................. 18 Trip Distribution .......................................................................................................... 18

Traffic Operations Analysis ................................................................................................ 20

Level-of-service Criteria ............................................................................................................. 20 Signalized Intersection Capacity Analysis ................................................................................. 21 Unsignalized Intersection Capacity Analysis ............................................................................. 27

Potential Traffic Improvements ......................................................................................... 28

Potential Capacity Improvements .............................................................................................. 28 Secondary Driveway on Blanchard Road .................................................................. 28 South Bedford Street at Van De Graaff Drive/ Wayside Road ................................... 31 Traffic Signal Timing Enhancements ......................................................................... 31

Transportation Demand Management Program ........................................................................ 37 Staggered and Flexible Work Hours .......................................................................... 37 MBTA Bus Routes ..................................................................................................... 38 Bicycle Measures ....................................................................................................... 38 On-Site Employee Convenience Services ................................................................. 38

Conclusion ............................................................................................................................. 39

Appendix ................................................................................................................................ 41


ii Table of Contents

List of Tables

Table No. Description Page

Table 1 Existing Daily Traffic Volumes on Blanchard Road .................................. 8

Table 2 Vehicular Speeds on Blanchard Road ..................................................... 8

Table 3 Vehicle Crash Summary (2006 - 2010) .................................................. 10

Table 4 Burlington Background Developments ................................................... 13

Table 5 Existing Trip Generation (Actual Count vs. Estimated) .......................... 16

Table 6 Typical Conditions – Proposed vs. Approved Phase III Building ........... 17

Table 7 Seasonal Peak Condition ....................................................................... 18

Table 8 Overall Trip Distribution Summary ......................................................... 19

Table 9 Signalized Intersection Capacity Analysis Summary ............................. 23

Table 10 Unsignalized Intersection Capacity Analysis Summary ......................... 27

Table 11 Sight Distance Analysis Summary ......................................................... 30

Table 12 Signalized Intersection Capacity Analysis Summary with Mitigation ..... 32

Table 13 Unsignalized Intersection Capacity Analysis Summary with Mitigation . 36


iii Table of Contents

List of Figures

Figure No. Description Follows Page

1 Site Location Map .................................................................................... 1

2 Intersection Lane Geometry and Control ................................................. 3

3 2013 Existing Weekday Morning

Peak Hour Traffic Volumes ...................................................................... 9

4 2013 Existing Weekday Evening

Peak Hour Traffic Volumes ...................................................................... 9

5 2018 No-Build Weekday Morning

Peak Hour Traffic Volumes .................................................................... 14

6 2018 No-Build Weekday Evening


7 2018 Trip Distribution ............................................................................. 19

8 2018 Build Weekday Morning


9 2018 Build Weekday Evening


10 2018 Build with Full Access Oracle Driveway

Weekday Morning Peak Hour Traffic Volumes ...................................... 30

11 2018 Build with Full Access Oracle Driveway

Weekday Evening Peak Hour Traffic Volumes ...................................... 30

12 2018 Build with Egress Only Oracle Driveway

Weekday Morning Peak Hour Traffic Volumes ...................................... 30

13 2018 Build with Egress Only Oracle Driveway

Weekday Evening Peak Hour Traffic Volumes ...................................... 30


S-1 Summary

Summary

The August 2008 Amended Site Plan Approval issued to Oracle USA, Inc. (Oracle) allows the construction of a three-phase office development, totaling 420,000± square feet (sf), on Van de Graaff Drive in Burlington, Massachusetts. To date, two buildings, totaling 319,000± sf, have been constructed in Phases I and II. The Phase I building is 170,000± sf and is located at 10 Van de Graaff Drive. The Phase II building is 149,000± sf and is located at 8 Van de Graaff Drive. The remaining 101,000± sf of approved office space can be constructed by-right at 6 Van de Graaff Drive as part of Phase III development of the Oracle campus. In addition to fully occupying the two existing buildings at 8 and 10 Van de Graaff Drive, Oracle has recently acquired an existing 93,000± sf office building located at 4 Van de Graaff Drive.

While 4 Van de Graaff Drive was not part of the prior approvals secured by Oracle, Oracle employees currently work in that building and its traffic operational characteristics are similar to those of the other two buildings at 8 and 10 Van de Graaff Drive. Therefore, for traffic analysis purposes, the full build-out of the Oracle campus, as currently approved, is assumed to comprise of four buildings, including the three existing, fully occupied buildings totaling 412,000± sf (170,000± sf + 149,000± sf + 93,000± sf), which leaves 101,000± sf of approved office space to be constructed in the fourth building.

Since the construction of Phase II, hiring at Oracle has experienced significant growth trends, which partly led to the acquisition and addition of 4 Van de Graaff Drive to the campus. Further, in order to satisfy their continued growth needs, Oracle has determined that a 125,000 sf building will be needed at 6 Van de Graaff Drive. This represents an additional 24,000 sf over the remaining 101,000± sf of previously approved Phase III office space.

Additionally, in order to accommodate Oracle’s unique operational model wherein seasonal increases in parking demand are experienced during specific times of the year (for example, a few weeks at the end of each fiscal quarter) while noticeably less activity is experienced during other times, it is proposed that the previously approved parking ratio for Phases I, II and III be increased from 3.6 to approximately 4.0. Oracle plans to construct a parking garage at 6 Van de Graaff Drive to support the additional parking demand, and to replace some of the existing as well as the previously approved but not yet constructed surface parking spaces that will be displaced by the Phase III office building and the enhanced green/open space that is shown in the Site Plans.

Vanasse Hangen Brustlin, Inc. (VHB) has conducted a traffic impact and access study (TIAS) in support of the proposed Phase III development. The TIAS has been


S-2 Summary

prepared in accordance with the Executive Office of Energy and Environmental Affairs/Massachusetts Department of Transportation (EEA/MassDOT) Guidelines for traffic impact assessment. It covers the following specific items that are relevant to the current development plan and the campus’ prior permitting history. It satisfies Condition 9 of the August 4, 2008 Amended Site Plan Approval

granted by the Burlington Planning Board which requires that prior to the issuance of a Building Permit for the final office building, an updated traffic study be submitted to quantify the peak hour traffic volumes generated by the existing Oracle buildings on Van de Graaff Drive.

It quantifies estimated traffic impacts associated with the construction of the final office building at 6 Van de Graaff Drive, currently proposed to be 125,000± sf.

It presents estimates of seasonal traffic volume increases associated with the increase in parking ratio from 3.6 to 4.0.

Consistent with the discussion in Condition 12.b of the May 11, 2000 Site Plan Approval, it presents an analysis of the traffic operational impacts associated with a secondary driveway access from the Oracle campus onto Blanchard Road.

Guidance provided in the Institute of Transportation Engineers (ITE) Trip Generation Manual,1 formed the general basis and the starting point in the development of the Phase III trip projections in the TIAS. However, in order to correctly reflect Oracle-specific operational data such as employee counts during seasonal peak/typical conditions, employee work schedules that are tied to Oracle’s formal and informal “Flex Program,” residential zip code data, driveway monitoring counts, etc. were used to supplement and further refine the ITE based calculations. During typical Oracle operations (i.e., during non-seasonal peak times), Phase III would generate approximately 170 new trips (enter + exit) during the weekday morning peak hour and 150 new trips (enter + exit) during the weekday evening peak hour. This represents a nominal increase of only 30 to 35 peak hour trips when compared to the previously approved Phase III office space. During Oracle’s seasonal peak times at various times of the year, use of the proposed additional parking spaces on the campus would generate approximately 110 new trips (enter + exit) during the weekday morning peak hour and 115 new trips (enter + exit) during the weekday evening peak hour. The overall campus will have minimal Saturday and Sunday operations, consistent with typical office uses, which would benefit traffic operations on certain major roadways in the area such as Middlesex Turnpike and Burlington Mall Road that are characterized by weekend retail shopping related activity. As shown on the Phase III Site Plans, Oracle proposes to relocate the the currently

�� 1 Trip Generation Manual – 9th Edition; Institute of Transportation Engineers; Washington, D.C.; 2012.


S-3 Summary

operating time-restricted exit-only driveway on Blanchard Road farther to the east, and operate it as a full-access driveway on a permanent basis, subject to the Planning Board’s approval. This study includes a review of two potential configurations for the Blanchard Road driveway for consideration by the Town; a full access driveway, consistent with the references in the 2000 Site Plan Approval, and an exit only driveway, consistent with the January 2012 Board of Selectmen’s approval. Detailed analyses presented in this report demonstrates that neither the two-way driveway nor the one-way driveway configuration has the potential to negatively impact traffic operations on Blanchard Road. The analysis also shows that since traffic operations on Blanchard Road are not much different with either a one-way or a two-way driveway, it would be beneficial from a regional traffic flow perspective, to allow two-way operations at the driveway and help reduce the congestion at some of the study area signalized intersections and to provide employees the option to enter and exit the Oracle campus via two different routes. The TIAS evaluates traffic operations and safety conditions of existing roadways, analyzes the impact of background traffic growth and projects the impacts of the Phase III development during typical and seasonal peak conditions, with and without traffic improvement measures in place. Capacity analyses show that deficiencies exist currently within the study area independent of the Project. The 2000 Site Plan Approval required Oracle to implement a series of traffic improvement and trip reduction measures that would offset the impacts of the entire Oracle campus. Improvements of significant scope and magnitude called out in the 2000 Approval include widening of Van de Graff Drive and South Bedford Street, signalization of the intersection of Van de Graff Drive/South Bedford Street, monetary contribution towards improving the intersection of South Bedford Street/Blanchard Road, sidewalk improvements on South Bedford Street, construction of a multi-use path on the Oracle campus, and a series of Transportation Demand Management (TDM) strategies to reduce peak hour travel. It should be noted that even though the improvements listed above were developed to support the entire Oracle master Plan, Oracle implemented all of the measures prior to the construction of Phase II of the campus. While the currently proposed Phase III development does not represent a significant increase in traffic impacts when compared to the originally contemplated Phase III, and it is expected to only result in a nominal increase in traffic volume during most of the year, Oracle is committed to funding the design and construction of additional potential improvement measures identified in this study. The improvements include the following measures: Constructing a driveway onto Blanchard Road to serve as a secondary means of

access/ egress to help relieve congestion for traffic heading to Route 128 and Route 3.

Potentially modifying the lane configuration of Wayside Road westbound to allow through traffic to travel in both lanes instead of a single lane.


S-4 Summary

Retiming select signals, if necessary. after occupancy to better support the future traffic volumes and travel patterns.

Continuing the current TDM program that provides a substaintial benefit in terms of reducing peak hour travel by Oracle employees.

The above improvements will complement the measures that have already been implemented by Oracle to date. They will be designed to further offset the impacts of the Project as well as improve some of the existing deficiencies.


1 Introduction

1 Introduction

Vanasse Hangen Brustlin, Inc. (VHB), on behalf of Oracle USA, Inc. (Oracle), has prepared a traffic impact and access study in support of the Phase III expansion of the Oracle campus on Van de Graff Drive in Burlington, Massachusetts (the “Project”). This study quantifies existing and projected future traffic conditions with the Project. In addition, it recommends potential capacity and safety improvements for the study area intersections and roadways to ensure safe access to the Site and to mitigate any existing deficiencies.

Project Description

The location of the Oracle campus is shown in Figure 1. A copy of the Site Layout Plan is included in the Appendix for reference. Oracle proposes to construct a 125,000 sf office building and additional parking as part of Phase III development plan. 101,000 sf of the proposed office space and a parking ratio of 3.6 have already been approved by the Town of Burlington. Thus, the currently proposed Phase III represents an increase of 24,000 sf in office space and an increase in parking ratio from 3.6 to 4.0 when compared to the previously approved totals.

Study Methodology

This study was conducted in three stages. The first stage involved an assessment of existing traffic conditions in the study area and included an inventory of roadway geometry, observations of traffic flow, collection of daily and peak period traffic counts and a review of safety data.

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2 Introduction

In the second stage, future traffic conditions without the Project were projected and analyzed for a five-year time horizon. Not all Oracle employees are on the campus every day, between the typical office hours of 8 AM to 5 PM. Data provided by Oracle suggests that:

Only 50% of Oracle employees are on the campus more than 70% of the time; 30% of the employees are on the campus 20-70% of the time; and, 20% of the employees are on the campus less than 20% of the time.

To account for this wide range of employee level fluctuations on the campus, two separate analyses scenarios were reviewed in the second stage of the study. The first analysis scenario, presented in the main body of the TIAS, represents “typical” Oracle operations (i.e., non-seasonal peak times). A second scenario, representing Oracle’s seasonal peak times that occur at various times of the year, is presented in the Appendix. The third stage of the study evaluates measures to address traffic operational and safety issues identified in the second stage of the study. Oracle’s current Transportation Demand Management (TDM) measures that contribute to a noticeable reduction in trip generation during most of the year is also summarized in this stage.


3 Existing Conditions


Evaluation of the transportation impacts associated with the Project requires a thorough understanding of the existing transportation conditions in the Project study area including, roadway geometry, traffic controls, daily and peak hour traffic flow, and traffic safety data. Each of these elements is described in detail below.

Study Area

Based on a review of previous traffic studies conducted for the Oracle campus, an understanding of the area roadway network, and the expected traffic characteristics of the Project, a study area was defined to encompass roadway segments that would be used the most by Project traffic. This includes locations along Van de Graaff Drive, Wayside Road, Cambridge Street, Blanchard Road/Wheeler Road and along Middlesex Turnpike. Specifically, the following locations and their approaches were analyzed in the study. Figure 1 shows the study locations on the locus map. Van de Graff Drive/Wayside Road at South Bedford Street Wayside Road/Wall Street at Cambridge Street Blanchard Road at South Bedford Street Blanchard Road/Wheeler Road at Muller Road Middlesex Turnpike at Wheeler Road (east) Middlesex Turnpike at I-95 Northbound ramps/Wheeler Road (west) Middlesex Turnpike at I-95 Southbound ramps

The existing conditions analysis consisted of an inventory of the traffic control, roadway, driveway and intersection geometry in the study area, the collection of daily and peak hour traffic volumes, and a review of recent crash history.

Roadway Geometry

Descriptions of the study area roadways and intersections are included below. Figure 2 shows lane configuration and traffic control at the study intersections.



Roadway

Van de Graaff Drive/ Wayside Road

Van de Graaff Drive is the dead-end local street that currently serves as the only access road to travel to the Oracle campus. It runs in an east-west direction between South Bedford Street and the Oracle campus. Several other office tenants and a hotel are also served by the roadway. Approximately 700 feet of the roadway, west of South Bedford Street, has a four-lane cross-section. The remaining length of the roadway, towards the Oracle campus, has a three-lane cross-section. There are no marked shoulders on the roadway. A concrete sidewalk is located on a majority of the north side of the roadway. A multi-use trail runs along the length of the southerly side of the roadway, connecting to the off-road trail located behind the Oracle campus. There are no visible posted speed limit signs on Van de Graaff Drive within the study area. Van de Graaff Drive, east of South Bedford Street becomes Wayside Road. Wayside Road runs in an east-west direction and connects South Bedford Street and Cambridge Street. It is a four lane roadway with narrow shoulders and is under local jurisdiction. There are sidewalks on both sides of the road. Wayside Road provides access to the Wayside Commons shopping center and several office buildings.

South Bedford Street

South Bedford Street is a three lane roadway between Blanchard Road and Van de Graaff Drive. It widens to a four-lane roadway north of Van de Graaff Drive and narrows to two-lane road south of Blanchard Road. It runs in a general north-south direction and is under local jurisdiction. Paved shoulders of varying widths are located on both sides of the roadway. Sidewalks are provided on both sides of the roadway, north of Van de Graaff Drive and only on the west side between Van de Graaff Drive and Blanchard Road. There are not sidewalks on the roadway south of Blanchard Road. There are no visible posted speed limit signs within the study area. South Bedford Street provides access to office buildings, the Wayside Commons shopping center, some residential land uses and a satellite campus for Northeastern University.

Blanchard Road/ Wheeler Road (east)

Blanchard Road/Wheeler Road (east) is a windy, two-lane roadway that connects South Bedford Street and Middlesex Turnpike. Blanchard Road, west of Muller Road, becomes Wheeler Road (east). It runs in an east-west direction and abuts the southern boundary of the Oracle campus. This roadway is under local jurisdiction



and the posted speed limit is 30 miles per hour (mph). There are no shoulders or sidewalks along the road. Mary Cummings Park is located to the south of Blanchard Road. Other land uses in the vicinity mainly include commercial and residential uses.

Middlesex Turnpike

Middlesex Turnpike is a north-south, suburban arterial roadway that is under local jurisdiction except for a short section between the Route 128 northbound and southbound ramps, which is owned and maintained by MassDOT. Between the Route 128 ramps and Wheeler Road(east), Middlesex Turnpike is a four- to six-lane, median-divided roadway, with a posted speed limit of 35 mph in each direction. Sidewalks are provided on the westerly side of Middlesex Turnpike, north of the Route 128 southbound ramps and on the easterly side, south of Wheeler Road(east). Middlesex Turnpike provides access to Route 128, the Burlington Mall, a movie theater, office buildings, and other commercial and retail land uses.

Intersections

Van de Graaff Drive/ Wayside Road at South Bedford Street

Van de Graaff Drive and Wayside Road intersect South Bedford Street from the west and east, respectively, to form a four-way signalized intersection. The South Bedford Street northbound and southbound approaches consists of an exclusive left turn lane and a shared through/right-turn lane. Van de Graaff Drive eastbound approach consists of a shared left-turn/through and a shared through/right-turn lane. Wayside Road westbound approach consists of a shared left-turn/through lane and an exclusive right turn lane. Sidewalks and signalized crosswalks are provided on all four legs of this intersection. Land use around this intersection consists of retail and office uses.

Wayside Road/Wall Street at Cambridge Street

Wayside Road and Wall Street intersect Cambridge Street from the west and east, respectively, to form a four-way signalized intersection. The Cambridge Street northbound approach consists of an exclusive left turn lane, two through lanes and an exclusive right turn lane. The Cambridge Street southbound approach consists of an exclusive left turn lane, two through lanes and two exclusive right turn lanes. Wayside Road eastbound approach consists of two exclusive left turn lanes and a shared through/right-turn lane. Wall Street westbound approach consists of an exclusive left turn lane, through lane and an exclusive, channelized right turn lane under YIELD-sign control. All approaches of the intersection are median-divided except Wayside Road which is separated by a double-yellow centerline. Sidewalks are provided on all four legs of this intersection. Signalized crosswalks are provided



on the easterly, westerly and southerly legs of the intersection. Land use around this intersection consists of retail and office uses.

South Bedford Street at Blanchard Road

Blanchard Road intersects South Bedford Street from the west to form a three-way unsignalized intersection. The South Bedford Street southbound approach consists of a through lane and an exclusive right turn lane. The South Bedford Street northbound approach consists of a single general purpose lane. Blanchard Road eastbound approach consists of single lane under STOP-sign control. A sidewalk is provided in the northwesterly quadrant of the intersection. There are no existing crosswalks at this intersection. Land use around this intersection consists of office and residential uses.

Blanchard Road/ Wheeler Road (east) at Muller Road

Muller Road intersects Blanchard Road/Wheeler Road(east) from the south to form a three-way unsignalized intersection. The Blanchard Road/Wheeler Road (east) eastbound and westbound approaches consists of a single general purpose lane. Muller Road northbound approach consists of single lane under STOP-sign control. There are no existing sidewalks and crosswalks at this intersection. Land use around this intersection consists of office and residential uses.

Middlesex Turnpike at Wheeler Road (east)

Wheeler Road (East) intersects Middlesex Turnpike from the east to form a three-way signalized intersection. The Middlesex Turnpike northbound approach consists of a through lane and a shared through/right-turn lane. The Middlesex Turnpike southbound approach consists of an exclusive left-turn lane and two through lanes. The directions of travel along Middlesex Turnpike are separated by a raised median, north of the intersection, and by a double-yellow centerline, south of the intersection. The Wheeler Road (East) westbound approach consists of an exclusive left-turn lane and an exclusive right-turn lane. The directions of travel along Wheeler Road (East) are separated by a double-yellow centerline. Sidewalks are provided along the east side of Middlesex Turnpike, south of Wheeler Road (East). Land use around this intersection consists of retail uses.

Middlesex Turnpike at Wheeler Road (west)/ Route 128 Northbound Ramps

Wheeler Road(West) and the Route 128 northbound ramps intersect Middlesex Turnpike from the west and east, respectively, to form a four-way signalized intersection. The Middlesex Turnpike northbound approach consists of a shared left-turn/through lane, a



through lane, and an exclusive, channelized right-turn lane under YIELD-sign control. The Middlesex Turnpike southbound approach consists of two exclusive left-turn lanes, a through lane, and a shared through/right-turn lane. The Wheeler Road(West) eastbound approach consists of a single travel lane that can accommodate two lanes of vehicular traffic at the intersection. The Route 128 northbound off-ramp westbound approach consists of an exclusive left-turn lane, a shared left-turn/through lane, and an exclusive, channelized right-turn lane under YIELD-sign control. All approaches of the intersection are median-divided except Wheeler Road(west) which is separated by a double-yellow centerline. No sidewalks are provided at this intersection. Land use around this intersection consists of retail and office uses. Middlesex Turnpike at Route 128 Southbound Ramps

The Route 128 southbound ramps intersect Middlesex Turnpike from the east to form a three-way signalized intersection. The Middlesex Turnpike northbound approach consists of three through lanes and an exclusive, channelized right-turn lane under YIELD-sign control. The Middlesex Turnpike southbound approach consists of two exclusive left-turn lanes and two through lanes. The Route 128 southbound off-ramp westbound approach consists of two exclusive left-turn lanes and an exclusive, channelized right-turn lane under YIELD-sign control. All approaches of the intersection are median-divided. Sidewalk is provided along the westerly side of Middlesex Turnpike, and terminates at this intersection. Land use around this intersection consists of the Burlington Mall and other retail uses.

Public Transportation Facilities

Public transportation in the study area is provided by the Massachusetts Bay Transportation Authority (MBTA) and the Burlington “B” bus lines. There are currently two MBTA bus routes in the vicinity of Van de Graaff Drive. These routes in turn provide connections to additional MBTA bus routes and the rapid transit system. MBTA bus routes 354 and 350 serve the Oracle campus and other employees and retail customers in the area. Route 354 is an express line that runs from Van de Graaff Drive to State Street

station via I-93. At State Street, commuters can access the MBTA Orange and Blue lines and several additional bus lines. Route 354 has 20 to 25 minutes headways on weekdays, with service to Van de Graaff Drive in the morning starting at about 7:15 AM and ending at 9:30 AM and from Van de Graaff Drive in the morning starting at about 3:30 PM and ending at 6:00 PM. No weekend service is provided.

Route 350 runs from the Burlington Mall to North Burlington and to the Alewife Station with a transit stop at South Bedford Street & Wayside Road intersection. At Alewife, commuters can access the MBTA Red Line and several additional bus lines. Route 350 buses have 20 to 30 minutes headways on the weekdays starting at about 6:00 AM and running through 11:00 PM. Buses on the route run



every 40 minutes to an hour between 7:00 AM and 10:30 PM on Saturdays and 8:00 AM to 7:30 PM on Sundays.

Burlington “B” bus route service near Van de Graaff Drive is outlined below. Route 10/10A connects all Malls via Wayside Road, South Bedford Street,

Blanchard Road running between Center School and the Burlington Mall. Route 10A buses run this route approximately every hour in the morning from 7:45 AM to 1:45 AM, while Route 10 buses run this route approximately every hour in the evening from 4:00 PM to 6:00 PM. The ‘B’ line buses do not operate on weekends or holidays.

Traffic Volumes

Traffic volume counts for the study area roadways and intersections were compiled using traffic counts conducted in April 2012, September 2012, and May 2013. In addition, weekday evening peak hour data for the three study intersections on Middlesex Turnpike that were collected in September 2011 as part of other studies were used in the analysis. In general, all weekday peak hour turning movement counts (TMCs) were collected on typical weekdays from 7:00 to 9:00 AM and 4:00 to 6:00 PM at the study area intersections. In addition to TMC data, the traffic data collection also included automatic traffic recorder (ATR) counts along Van De Graaff Drive near the Oracle campus and on Blanchard Road. The Van De Graaff Drive ATR data was used in trip generation calculations as discussed later in this report. A summary of the ATR traffic and speed data for Blanchard Road are presented in Tables 1 and 2, respectively. Table 1 Existing Daily Traffic Volumes on Blanchard Road

Morning Peak Hour Evening Peak Hour

ADT 1 Volume K Factor 2 Dir. Dist. 3 Volume K Factor Dir Dist

7,380 495 7% 55% EB 1,040 14% 60% WB 1 Average Daily traffic volumes expressed in vehicles per day 2 Percent of daily traffic that occurs during the peak hour 3 Directional Distribution of peak hour traffic

Table 2 Vehicular Speeds on Blanchard Road

Westbound Eastbound

Average Speed 85th Percentile Speed Average Speed 85th Percentile Speed

33 mph a 37 mph 30 mph 33 mph a miles per hour

Based on a review of the TMC data, the peak hour of traffic operations for the study area intersections on Wayside Road, South Bedford Street and Blanchard Road were



determined to be generally between 8:00 AM and 9:00 AM on a typical weekday morning and between 4:45 PM and 5:45 PM on a typical weekday evening. The network peak hour for the three intersections on Middlesex Turnpike was also determined to be generally between 8:00 AM and 9:00 AM on a typical weekday morning and between 5:00 PM and 6:00 PM on a typical weekday evening.

Seasonal Adjustment

The traffic data collected for this Project was obtained during the months of May and September. To quantify the seasonal variation of traffic volumes in the area, historic traffic data available from MassDOT were reviewed. According to published MassDOT weekday seasonal factors, May and September traffic counts are higher than average month conditions. To present a conservative analysis, the traffic volumes were not reduced to reflect average month conditions. Where appropriate, traffic volumes were balanced between the intersections to account for differences that resulted from collecting data on different dates. Where appropriate, a one percent growth rate was applied to the 2012 data to reflect 2013 traffic conditions. The resulting 2013 Existing traffic volume networks for the weekday morning and weekday evening peak hours are presented in Figures 3 and 4.

Crash History

To identify potential vehicle crash trends in the study area, crash data were obtained for the study area intersections from MassDOT for the five most recent year period (2006 through 2010). A summary of the data is presented in Table 3. According to MassDOT District 4 (the MassDOT district for Burlington), the average crash rate for signalized intersections is 0.77 and for unsignalized intersections is 0.58. This implies that on an average, there were 0.77 motor vehicle crashes at signalized intersections and 0.58 motor vehicle crashes at unsignalized intersections for every million vehicles that pass through intersections in the District. Due to limitations in the MassDOT database the location of some crashes at the Route 128/Middlesex Turnpike interchange could not be precisely determined from the database. Therefore, crashes at the interchange were separated into three categories: 1. Crashes occurring at the I-95 northbound ramps; 2. Crashes occurring at the I-95 southbound ramps; and 3. Crashes occurring at either one of these two locations (Unassigned I-95 ramps).



Table 3 Vehicle Crash Summary (2006 - 2010)

S Bedford St at Van de Graff Dr

S Bedford St at Blanchard

Rd

Wayside Rd at Cambridge St

Middlesex Turnpike

Wheeler Road (East)

Rte 128 SB Ramps

Rte 128 NB Ramps

Unassigned Rte 128 * Ramps

MassDOT Average Crash Rate 0.77 0.58 0.77 0.77 0.77 0.77 n/a MassDOT Calculated Crash Rate 0.51 0.37 0.75 1.06 0.59 0.36 n/a Exceeds? No No Yes Yes No No n/a Year 2006 8 1 12 18 16 9 46 2007 3 5 12 13 9 7 45 2008 7 4 14 11 5 7 52 2009 3 0 7 9 13 3 29 2010 4 2 11 14 8 4 19 Total 25 12 56 65 51 30 191 Collision Type Angle 10 7 15 33 14 6 13 Head-on 1 0 0 3 2 Rear-end 8 0 31 14 24 13 136 Rear-to-rear 1 0 0 0 0 1 Sideswipe, opposite direction 1 0 0 4 0 Sideswipe, same direction 4 0 4 3 3 3 13 Single Vehicle Crash 0 2 2 4 2 3 12 Unknown 0 0 0 0 0 1 Not reported 0 3 4 4 8 3 15 Total 25 12 56 65 51 30 191 Severity Non-Fatal Injury 7 2 9 14 5 8 52 Property Damage 7 8 32 36 33 13 121 Not Reported 10 1 15 15 13 8 18 Unknown 1 1 0 0 0 1 Total 25 12 56 65 51 30 191 Time of day Weekday, 7 – 9 AM 6 1 12 5 5 15 Weekday, 4 – 6 PM 2 5 12 4 14 2 34 Saturday, 11 AM – 2 PM 0 0 1 1 1 1 4 Weekday, other time 14 6 18 37 21 17 121 Weekend, other time 3 0 13 19 10 5 17 Total 25 12 56 33 51 30 191 Pavement Conditions Dry 15 7 38 40 29 22 149 Wet 8 1 12 16 13 3 23 Snow 1 1 2 3 3 0 3 Ice 0 0 0 1 0 3 1 Sand, mud, dirt, oil, gravel 0 0 0 1 0 0 1 Other 0 0 0 0 0 0 1 Unknown 0 0 0 0 1 Not reported 1 3 4 4 6 2 12 Total 25 12 56 65 51 30 191 Non Motorist (Bike, Pedestrian) Total 0 0 1 1 2 1 0

* It is possible that some of these crashes occurred on Rte 128 (mainline), in the vicinity of Middlesex Turnpike



As shown in Table 3, of the 272 total reported crashes at the study locations, 51 occurred at the Route 128 southbound ramps and 30 at the northbound ramps. As discussed later in this report, improvements are planned by others at the intersection of Middlesex Turnpike at the Route 128 Northbound ramps/Wheeler Road (West). The intersection of Middlesex Turnpike at Wheeler Road (East) experienced a crash rate of 1.06, which is above the MassDOT District 4 average of 0.77. Approximately half of the crashes at this intersection were angle-type collisions. These types of collisions could indicate geometric deficiencies or inadequate traffic signal timing at the intersection. One prominent feature at the intersection that may contribute to the higher rate of collision is the two-way left-turn lane along the Middlesex Turnpike northbound approach. Various development projects in the area have identified improvements along the Middlesex Turnpike corridor to address safety and operational deficiencies. There were no reported crashes between 2006 and 2010 at the study area intersection of Blanchard Road/Wheeler Road at Muller Road. The remainder of the study area intersections experienced a crash rate lower than the MassDOT District 4 averages.


12 Future Conditions

3 Future Conditions

Traffic volumes in the study area were projected to the year 2018, which reflects a five-year traffic-planning horizon. Independent of the Project, volumes on the roadway network under year 2018 No-Build conditions were assumed to include existing traffic and new traffic resulting from background traffic growth. As noted in Chapter 2, Oracle currently occupies approximately 412,000 sf of office space in three buildings. Under the Build condition, traffic that would be generated by the proposed 125,000 sf office building were added to reflect the year 2018 Build conditions. In addition, as noted in Chapter 1, an additional analysis scenario, representing Oracle’s seasonal peak times that occur at various times of the year and the resulting effect of the higher parking ratio, is presented in the Appendix.

Background Traffic Growth

Traffic growth on area roadways is a function of the expected land development, economic activity, and changes in demographics. Several methods can be used to estimate this growth. A procedure frequently employed is to estimate an annual percentage increase and apply that increase to study area traffic volumes. An alternative procedure is to identify estimated traffic generated by planned new major developments that would be expected to impact the project study area roadways. For the purpose of this assessment, both methods were utilized.

Historic Traffic Growth

To be consistent with recent traffic studies prepared for other projects in the area, a one-percent annual growth rate was applied to existing traffic volumes. This annual growth rate accounts for some possibility of the area’s vacant office buildings re-occupancy in the near future as well as the possibility of traffic growth resulting from other, unknown, developments likely to occur in the next five years.



Site-specific Growth

In addition to accounting for background growth, the traffic associated with other planned and/or approved developments in the area were considered. A number of background developments were identified based on a review of studies prepared by VHB and others for other projects in the area. Table 4 identifies the location, proposed use, and approximate sizes of the background development projects included in the study.

Table 4 Burlington Background Developments

Project Location Land Use Size 400 Wheeler Road Wheeler Road (west) Office 250,000 sf

ArborPoint at Burlington Wheeler Road (east) Residential 29 units (remaining)

Lahey Clinic expansion Burlington Mall Road Hospital 150,000 sf (remaining)

90 Middlesex Turnpike Middlesex Turnpike Retail/Restaurant /Office 38,600 sf

78 Blanchard Rd Blanchard Road Office 120,000 sf

4 Burlington Woods Along Mall Road Office 100,000 sf

10 Corporate Dr Cambridge Street Office 110,000 sf (recently occupied)

20 Corporate Dr Cambridge Street Office 120,000 sf

Northeastern University South Bedford Street Educational facility /office 70,000 sf

Northwest Park* Middlesex Turnpike/ Second Avenue

Retail/Office 140,000 sf supermarket 180,000 sf retail 20,000 sf office 350,000 sf office ( to be demolished)

Sun Microsystems – full build-out/occupancy

along Route 62 and Network Drive

Office & other 151,000 sf office (remaining) + miscellaneous vacancies 110 assisted living units 11,600 sf daycare center 4,500 sf bank

43/63 South Avenue South Avenue Office/Retail 590,000 sf office, 20,000 sf retail

* The build-out program used as the background development represents the level of development anticipated to occur at Northwest Park within the five-

year planning horizon used in this study. The 2018 No-Build conditions traffic volume networks were developed by applying the one-percent annual growth rate to the 2013 Existing traffic volume networks and adding the traffic generated by the background projects identified above. It should be noted that Keurig plans to relocate its corporate headquarters to the approved Burlington Research Center site at 43/63 South Avenue and their development is currently under construction. Instead of the approved development totals



summarized in Table 4 for 43/63 South Avenue, the plans for the site now involve the construction of an initial 150,000 square foot development phase, followed by up to an additional 275,000 sf of building space. Regardless, to provide for a conservative evaluation, VHB used the trip assignment projections associated with the larger originally approved development scenario for that site instead of the current development plan. A summary of the peak period traffic volumes associated with the background developments is provided in the Appendix of this report. The 2018 No-Build conditions traffic volume networks for the weekday morning and evening peak hours are shown in Figures 5 and 6.

Adjustment for Use of Oracle’s Unused Parking Supply

Oracle offers a very robust Flex Program to its employees which has a noticeable positive effect on its trip generation on a daily basis. For example, a number of their employees, even though officially assigned to one of the buildings on Van de Graaff Drive, work from home, travel on a regular basis, or otherwise operate on a schedule that is not typical of office employees (such as arriving on the campus after 5 PM and staying past midnight). As such, fewer number of employees contribute to entering and exiting peak hour trips on a regular basis when compared to the total employee count assigned to the Oracle buildings on Van de Graaff Drive. An approximate parking accumulation study using the ATR traffic counts conducted in the first week of May 2013 indicates that approximately 100 parking spaces remain unoccupied even during the peak parking times of the day. These additional parking spaces are used by employees who visit the campus during the seasonal peak times. For analysis purposes, trip generation associated with the unused parking spaces have been included in the No-Build condition to account for the full utilization of the existing parking supply on the campus. As discussed later in this chapter, separating trip generation associated with unused parking spaces from the Build conditions analysis provides a more accurate representation of the trip generation for the proposed 125,000 sf Phase III office building as well as the increased parking ratio that are generally needed to support seasonal parking needs. Trip calculations associated with the unused parking spaces on the campus are in included in the Appendix of this study.

Planned Transportation Improvements in the Area

Roadway and intersection improvements have been proposed by several of the proponents of the projects listed in Table 5. Specifically within the study area, improvements have been proposed at Middlesex Turnpike’s intersections with both the Route 128 northbound ramps and Wheeler Road (east) as part of the Northwest



Park project and the 43/63 South Avenue project. Through these combined efforts, the resulting roadways improvements will include the following. These improvements were included in the No-Build analysis included in this report.

Middlesex Turnpike northbound will consist of an exclusive left-turn lane, three through-lanes, with an exclusive, channelized right-turn lane onto the Route 128 northbound ramps;

Middlesex Turnpike southbound will consist of two exclusive left-turn lanes, and two through-lanes, with right-turns being allowed from the curbside lane;

Wheeler Road eastbound approach will consist of an exclusive left-turn lane and a shared through-/right-turn lane;

The Route 128 northbound off-ramp will consist of an exclusive left-turn lane, a shared left/through lane, and a channelized right-turn lane under Yield control; and,

An optimal traffic signal timing plan for the intersection of Middlesex Turnpike at Wheeler Road (east) to support the future traffic volume conditions.

While additional improvements may occur at the intersection of Middlesex Turnpike/Route 128 northbound ramps and potentially at other locations in the corridor, the exact timeframe and nature of that work has not yet been finalized. For example additional changes at the intersection that were discussed include modifying the Route 128 northbound off-ramps’ approach to provide dual right-turn lanes under signalized control. Such improvements were assumed to not occur within the five-year analysis horizon considered in this report.

Project-generated Traffic Volumes

Design year 2018 Build traffic volumes for study area roadways were determined by estimating Project-generated traffic volumes and distributing these volumes over the study area roadways. The estimated Project-generated volumes were added to the 2018 No-Build traffic volumes to develop the year 2018 Build traffic volume networks. The following sections describe the methodology used for developing the project-generated traffic volumes.

Validation of Existing Trip Generation

The original trip generation analysis associated with the Oracle Master Plan dates back to 1999/2000. Analyses prepared as part of the Master Plan included trip generation estimates for the then proposed three Oracle buildings (6, 8 and 10 Van de Graaff Drive) totaling 420,000± sf. Before developing new trip generation estimates for the currently proposed 125,000 sf Phase III development as part of this study, prior trip estimates were first compared to actual traffic counts. The calculations



were adjusted to reflect Oracle’s occupancy of 4 Van de Graaff Drive which was not part of the original Master Plan.

Table 5 shows the comparison of the actual weekday trip generation count in may 2013 and trip estimates for 412,000 sf of occupied office space using the methodology used in 1999/2000.

Table 5 Existing Trip Generation (Actual Count vs. Estimated)

Time Period Actual Count (May 2013) 1 Estimate Based on 1999

Methodology 1, 2 Change

(Actual - Estimated)

Daily3 4,210 4,700 -490

Morning Peak Hour4 In 615 640 -25 Out 20 80 -60 Total 635 720 -85

Evening Peak Hour4 In 185 85 100 Out 555 520 35 Total 740 605 135

1 Based on occupancy of 412,000 of office space by Oracle at 4, 8 and 10 Van de Graaff Drive 2 Based on ITE LUC 750 (Office Park), ITE Trip Generation Manual 6th Ed, 1997 3 Vehicles per day 4 Vehicles per hour

A review of the comparison in Table 5 leads to the following findings. Actual peak hour counts in the peak direction (entering traffic in the morning

and exiting traffic in the afternoon) are within a reasonable margin of error (-4% to +7%) of the estimates.

Actual daily count is 490 trips less (or approximately 10% less) than the estimated daily trip generation.

When compared to typical office uses, Oracle generates higher volume of entering traffic during the afternoon peak hour (indicative of the Flex Program usage by employees).

First week of May 2013 (when the traffic counts were completed) was identified by Oracle as a time period when their seasonal traffic is potentially ramping up, leading towards the end of a fiscal quarter. The fact that counts during that period compare relatively well with estimated values suggests that traffic volumes would have been lower in the weeks and months prior to the count period (which are representative of Oracle’s typical conditions). Alternately, if counts were done towards the end of May (one of Oracle’s seasonal peaks), the counts would have been higher.



Future Trip Generation – Typical Conditions

The currently proposed Phase III development will include the construction of a new 125,000 sf office building at 6 Van de Graaff Drive that will be occupied by Oracle employees. As identified in the prior section, under “typical” conditions (i.e., non-seasonal peak times), the additional office space would likely generate less traffic than typical office uses. However, for analysis purposes, ITE’s Trip Generation, 9th Edition was used to estimate the traffic impacts of the new building under typical conditions. Specifically, ITE trip generation data for land use code (LUC) 750 (Office Park) was used in the calculations. Table 6 shows the average weekday trip generation summary for the proposed 125,000 sf office building. For comparison, trip generation for the previously approved 101,000 sf Phase III office building is also shown in Table 6.

Table 6 Typical Conditions – Proposed vs. Approved Phase III Building

Time Period

“Typical Conditions”

Proposed Phase III Building (125,000 sf)1

Approved Phase III Building (101,000 sf)2

Increase Associated with the Additional 24,000 sf

Daily3 1,300 1,060 240

Morning Peak Hour4 In 150 120 30 Out 20 15 55 Total 170 135 35

Evening Peak Hour4 In 20 15 5 Out 130 105 25 Total 150 120 30

Note: Based on ITE LUC 750 (office Park), ITE Trip Generation Manual 9th Ed, 2012; all calculations include 4 Van de Graff Drive as existing Oracle space. See technical appendix for the calculation details and the analysis input parameters.

1 Calculated by subtracting the existing Oracle space (412,000 sf) from the proposed future Oracle space (537,000 sf) 2 Calculated by subtracting the existing Oracle space (412,000 sf) from the approved future Oracle space (513,000 sf) 3 Vehicles per day 4 Vehicles per hour

As shown in Table 6, under typical, non-seasonal peak conditions, the Phase III office building is expected to generate approximately 1,300 new trips (enter + exit) on an average weekday, with 170 new trips (150 entering/20 exiting) during the weekday morning peak hour and 150 additional trips (20 entering/130 exiting) during the weekday evening peak hour. However, a majority of these additional trips have been approved as part of the overall Oracle Master Plan. As shown in the last column of Table 6, the additional 24,000 sf Phase III office space that has not yet been approved is expected to generate a nominal increase in traffic volumes under typical conditions.



Future Trip Generation – Seasonal Peak

Oracle has indicated that during the end of fiscal quarters and at various discrete times during the year, their campus experiences a peak in employee counts. During such peak times, all available existing parking spaces are fully utilized. Oracle expects that this operational character of the campus will continue to remain in the future, after the Phase III office building is constructed. To accommodate this seasonal peak conditions, Oracle proposes to increase the previously approved parking ratio for Phases I, II and III from 3.6 to approximately 4.0. Trip generation during the seasonal peak was calculated using ITE estimates based on employee count (which in turn was developed using the future parking supply on the campus), as the independent variable. The calculation methodology is includes in the Appendix to this study. Table 7 summarizes the estimated seasonal trip generation for the campus. Table 7 Seasonal Peak Condition

Time Period

Total Seasonal Peak Trip

Generation

Trip Generation for the Existing

Underutilized Parking

Phase III Building under Typical

Conditions

Additional Traffic During Seasonal

Peak

A B C D = A – B – C

Morning Peak Hour In 290 35 150 105 Out 25 0 20 5 Total 315 35 170 110

Evening Peak Hour In 45 5 20 20 Out 255 30 130 95 Total 300 35 150 115

As shown in Table 7, during the seasonal peak conditions, the added parking supply is expected to generate approximately 110 to 115 new trips during the weekday morning and evening peak hours. As noted earlier, the seasonal capacity impacts of the added parking supply is discussed in the Appendix of this study.

Trip Distribution

The directional distribution of traffic approaching and departing the Site is primarily a function of the future employees’ places of residence. The trip distribution pattern for the employees of the Project was developed using employee residence zip code data provided by Oracle for the three existing office buildings located at 4, 8 and 10 Van de Graaff Drive. It can be expected that the trip distribution patterns for the



Phase III development will also generally follow the current trip patterns associated with current Oracle employees. The trip distribution patterns are summarized in Table 8 and shown in Figure 7. Data tabulations and calculations are provided in the Appendix. Table 8 Overall Trip Distribution Summary

By Way Of

Direction (To/From)

Automobile Trips

Route 128 North 33% South 33%

Route 3 North 10%

Cambridge Street North 4% South 8%

Middlesex Turnpike North 1% South 9% South Bedford Street East 1%

Total 100% Source: Based on employee residential zip code data provided by Oracle

As shown in Table 8, approximately two-thirds of Oracle traffic is oriented to the highways. The trip distribution analysis was based on the assumption that a higher proportion of employees oriented to/from communities to the south may prefer using Middlesex Turnpike and Cambridge Street over Route 128 during commuter peak times. While this assumption may provide a more conservative (worst case) assessment of traffic impacts on local roadways, it should be noted that during off-peak conditions, employees will be more readily inclined to use the highways, which in turn will results in percentages as high as 80 percent for Route 128 and Route 3. To develop the 2018 Build conditions peak hour traffic volume, Phase III “typical condition” peak hour traffic volumes were added to the No-Build conditions. The resulting 2018 Build conditions traffic volume networks are shown in Figures 8 and 9. Traffic volume networks for the seasonal peak condition is included in the Appendix of this study.

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20 Traffic Operations Analysis


Measuring existing traffic volumes and projecting future traffic volumes quantifies traffic flow within the study area. To assess quality of flow, roadway capacity analyses were conducted with respect to Existing and projected No-Build and Build traffic volumes for both typical and seasonal peak conditions. Capacity analyses provide an indication of how well the roadway facilities serve the traffic demands placed upon them. Roadway operating conditions are classified by calculated levels of service.

Level-of-service Criteria

Level of service (LOS) is the term used to denote the different operating conditions which occur on a given roadway segment under various traffic volume loads. It is a qualitative measure of a number of factors including roadway geometrics, speed, travel delay and freedom to maneuver. Level of service provides an index to the operational qualities of a roadway segment or an intersection. Level-of-service designations range from A to F, with LOS A representing the best operating conditions and LOS F representing the worst operating conditions. Level-of-service designation is reported differently for signalized and unsignalized intersections. For signalized intersections, the analysis considers the operation of each lane or lane group entering the intersection and the LOS designation is for overall conditions at the intersection. For unsignalized intersections, the analysis assumes that traffic on the mainline is not affected by traffic on side streets. The LOS is only determined for left-turns from the main street and all movements from the minor street. The evaluation criteria used to analyze intersections is based on the Highway Capacity Manual (HCM).2

�� 2 Highway Capacity Manual; Transportation Research Board; Washington D.C.; 2003.



Signalized Intersection Capacity Analysis

Capacity analyses conducted for the signalized intersections are summarized in Table 9 for a typical conditions’ capacity analysis. The seasonal peak capacity analyses is provided in Table A-2 in the Appendix. The capacity analyses were conducted for 2013 Existing, 2018 No-Build and 2018 Build conditions.

South Bedford Street at Van De Graaff Drive/Wayside Road

As shown in Table 9, the intersection of South Bedford Street at Van De Graaff Drive/ Wayside Road currently operates at a LOS C during the weekday morning peak hour, and operates poorly, with notable congestion and delay during the weekday evening peak hour. Under the 2018 No Build conditions, the intersection operations drop to LOS E during the weekday morning peak hour and continues to operate at LOS F during the weekday evening peak hours. Under the 2018 Build conditions, without the implementation of any improvements, the intersection is expected to continue to operate poorly in the weekday morning and evening peak hours. Specific improvements have been identified in Chapter 5 – Proposed Mitigation Measures that are aimed at improving traffic operations and capacity at the intersection.

Cambridge Street at Wayside Road/Wall Street

The intersection of Cambridge Street at Wayside Road/Wall Street currently operates at LOS D during the weekday morning peak hour and LOS E during the weekday evening peak hour. With the expected future traffic growth from background project traffic, this intersection is expected to continue to operate at LOS D during the weekday morning peak hour and degrade to LOS F during the weekday evening peak hour under 2018 No Build conditions. Under 2018 Build conditions, the intersection is projected to continue to operate at levels comparable to the No-Build conditions. Some of the improvement measures aimed at improving South Bedford Street at Van De Graaff Drive/Wayside Road intersection will also benefit this intersection.

Middlesex Turnpike at Wheeler Road (East)

The intersection of Middlesex Turnpike at Wheeler Road (East) currently operates at LOS B during the weekday morning peak hour and LOS C during the weekday evening peak hour. Under 2018 No-Build conditions, the intersection is expected to operate at LOS D during the weekday morning peak hour and LOS D during the weekday evening peak hour. Under 2018 Build conditions, without the implementation of any improvements, the intersection is projected to continue to operate at LOS D during the weekday morning peak hour, while the evening peak hour delay just crosses over the LOS E threshold. Specifically, the increase in average delay at the intersection during the evening peak hour is approximately seven seconds per vehicle.



Middlesex Turnpike at I-95 Northbound Ramps/Wheeler Road (West)

The intersection of Middlesex Turnpike at I-95 Northbound Ramps/Wheeler Road (West) is shown to currently operate at LOS B during the weekday morning peak hour and LOS D during evening peak hour. Under the 2018 No-Build and 2018 Build conditions, the intersection is expected to operate at LOS D during the weekday morning peak hour and LOS E during the weekday evening peak hour, with minimal impacts from the Project.

Middlesex Turnpike at I-95 Southbound Ramps

The intersection of Middlesex Turnpike at I-95 Southbound Ramps is shown to currently operate at LOS C during the weekday morning peak hour and LOS B during the evening peak hour. Under the 2018 No-Build and 2018 Build conditions, the intersection is expected to continue to operate at LOS C during the weekday morning peak hour and LOS B during the weekday evening peak hour, with minimal impacts from the Project.



Table 9 Signalized Intersection Capacity Analysis Summary

2013 Existing 2018 No Build 2018 Build (Typical Oracle operations) Movement v/c Delay LOS 50th Queue 95th Queue v/c Delay LOS 50th Queue 95th Queue v/c Delay LOS 50th Queue 95th Queue

Van de Graaff Drive/Wayside Road at South Bedford Street

Weekday Morning

Van De Graaff Drive EB L/T/R 0.16 32 C 16 29 0.21 33 C 16 30 0.29 33 C 20 34 Wayside Road WB L/T 0.89 33 C 381 #668 >1.20 >120 F ~697 #959 >1.20 >120 F ~844 #1117 WB R 0.21 14 B 2 50 0.27 15 B 22 80 0.29 16 B 34 97 South Bedford Street NB L 0.67 33 C 93 175 0.69 34 C 103 #209 0.80 42 D 124 #259 NB T/R 0.89 46 D 249 #429 0.94 55 D 290 #510 0.94 53 D 290 #510

SB L 0.44 20 B 26 53 0.48 20 C 28 55 0.48 20 C 28 55 SB T/R 0.50 20 B 122 201 0.51 20 B 133 216 0.52 19 B 134 220 OVERALL 0.88 30 C 1.10 76 E 1.19 108 F

Weekday Evening Van De Graaff Drive EB L/T/R >1.20 >120 F ~601 #600 >1.20 >120 F ~687 #676 >1.20 >120 F ~845 #816 Wayside Road WB L/T 1.01 109 F ~118 #278 >1.20 >120 F ~187 #356 >1.20 >120 F ~229 #403 WB R 0.10 26 C 0 43 0.10 26 C 0 44 0.10 26 C 0 44 South Bedford Street NB L 0.05 26 C 6 22 0.05 27 C 7 22 0.07 27 C 9 29 NB T/R 0.84 47 D 405 #641 1.07 98 F ~618 #875 1.07 98 F ~618 #875

SB L 0.74 31 C 111 191 0.90 68 E 169 257 0.90 68 E 169 257 SB T/R 0.63 26 C 353 472 0.67 25 C 384 511 0.66 25 C 378 504 OVERALL 1.00 100 F 1.18 >120 F >1.20 >120 F


Weekday Morning

Wayside Road EB L 0.14 39 D 31 54 0.16 38 D 41 67 0.17 38 D 44 72

EB T/R 0.20 39 D 43 89 0.20 38 D 49 96 0.20 38 D 49 96 Wall Street WB L 0.26 53 D 25 60 0.26 55 D 26 60 0.26 55 E 26 60

WB T 0.56 59 E 59 114 0.61 63 E 65 #122 0.61 64 E 65 #122 WB R 0.06 1 A 0 0 0.07 1 A 0 0 0.07 1 A 0 0 Cambridge Street NB L 0.65 60 E 93 #157 0.72 67 E 102 #170 0.72 68 E 102 #170 NB T 0.68 41 D 257 303 0.77 46 D 302 340 0.78 47 D 302 340 NB R 0.09 25 C 1 18 0.11 27 C 4 21 0.11 27 C 4 21 SB L 1.07 112 F ~369 #587 1.16 >120 F ~420 #626 1.17 >120 F ~420 #626 SB T 0.50 27 C 224 294 0.55 30 C 257 321 0.55 42 C 257 321 SB R 0.61 14 B 77 107 0.71 16 B 124 166 0.78 19 B 157 209 OVERALL 0.76 36 D 0.85 42 D 0.87 43 D



Table 9 Signalized Intersection Capacity Analysis Summary (Continued)



Weekday Evening

Wayside Road EB L >1.20 >120 F ~540 #637 >1.20 >120 F ~680 #775 >1.20 >120 F ~770 #863

EB T/R 0.22 38 D 33 95 0.23 38 D 33 96 0.23 38 D 33 96

Wall Street WB L 0.73 74 E 81 116 0.78 80 E 87 #130 0.78 80 E 87 #130

WB T 0.42 57 E 48 77 0.42 57 E 48 77 0.42 67 E 48 77

WB R 0.27 1 A 0 0 0.29 1 A 0 0 0.29 1 A 0 0

NB L 0.76 73 E 103 #197 0.79 76 E 107 #209 0.79 76 E 107 #209

NB T 0.66 34 C 305 405 0.73 37 D 343 455 0.73 37 D 343 455

NB R 0.04 20 B 3 16 0.04 20 C 3 16 0.04 20 C 3 16

SB L 0.64 59 E 150 166 0.67 59 E 119 182 0.67 59 E 119 182

SB T 0.62 32 C 299 370 0.68 33 C 337 413 0.68 33 C 337 413

SB R 0.09 8 A 0 7 0.10 9 A 0 7 0.11 9 A 0 7

OVERALL 0.90 62 E 0.95 86 F 0.99 103 F


Weekday Morning

Wheeler Road WB L 0.64 38 D 67 104 0.67 39 D 70 108 0.67 39 D 70 108

WB R 0.17 32 C 0 37 0.21 32 C 5 44 0.21 32 C 5 44

Middlesex Turnpike NB T/R 0.79 24 C 262 356 1.13 92 F ~540 #691 1.14 95 F ~545 #696

SB L 0.60 33 D 119 m192 1.07 60 E ~230 m#213 1.07 60 E ~230 m#213

SB T 0.46 6 A 77 100 0.54 3 A 75 m75 0.54 3 A 75 m75

OVERALL 0.71 19 B 1.04 51 D 1.04 53 D

Weekday Evening

Wheeler Road WB L 0.75 56 E 91 #176 0.56 41 D 94 161 0.58 41 D 98 166

WB R 0.27 42 D 0 97 >1.20 >120 F ~303 #524 >1.20 >120 F ~333 #555

Middlesex Turnpike NB T/R 0.81 35 D 307 392 0.67 20 C 289 363 0.67 20 C 289 363

SB L 0.33 23 C 109 m172 0.78 33 C 177 m195 0.78 33 C 177 m195

SB T 0.51 3 A 88 107 0.68 3 A 86 m106 0.68 3 A 86 m106

OVERALL 0.64 22 C 0.85 51 D 0.86 58 E






Weekday Morning

Wheeler Road EB L 0.14 36 D 5 10 0.64 48 D 28 31 0.64 48 D 28 31

EB T/R 0.17 36 D 5 9 0.42 37 D 16 18 0.42 37 D 16 18

I-95 Northbound Off-Ramp WB L 0.75 39 D 117 #213 0.92 58 E 168 #327 0.92 58 E 168 #327

WB L/T 0.76 40 D 123 #222 0.91 57 E 174 #335 0.91 57 E 174 #335

WB R 0.38 1 A 0 0 0.59 2 A 0 0 0.59 2 A 0 0

Middlesex Turnpike NB L - - - - - 0.81 51 D ~68 m#68 0.81 51 D ~69 m#68

NB L/T 0.95 21 C ~332 #468 - - - - - - - - - -

NB T - - - - - 0.79 7 A 57 m61 0.79 7 A 57 m60

NB R 0.16 1 A 0 m0 0.17 3 A 0 m0 0.17 3 A 0 m0

SB L 0.42 25 C 28 m40 0.93 66 E ~103 m#163 0.93 66 E ~103 m#163

SB T/R 0.58 14 B 249 m280 1.15 91 F ~345 m#608 1.15 91 F ~345 m#608

Overall 0.81 16 B 0.95 40 D 0.95 40 D

Weekday Evening

Wheeler Road EB L 0.88 67 E 155 #299 >1.20 >120 F ~341 #477 >1.20 >120 F ~341 #477

EB T/R 0.73 48 D 117 #236 >1.20 >120 F ~275 #411 >1.20 >120 F ~275 #411

I-95 Northbound Off-Ramp WB L 0.70 46 D 126 200 0.91 75 E 148 #293 0.91 75 E 148 #293

WB L/T 0.69 46 D 126 198 0.91 75 E 150 #296 0.91 75 E 150 #296

WB R 0.31 1 A 0 0 0.44 1 A 0 0 0.44 1 A 0 0

Middlesex Turnpike NB L - - - - - 0.45 60 E 19 m25 0.45 59 E 20 m24

NB L/T 1.13 80 E ~446 #588 - - - - - - - - - -

NB T - - - - - 0.90 28 C 196 m240 0.92 29 C 200 m242

NB R 0.12 1 A 0 m0 0.15 23 C 1 m30 0.15 23 C 1 m28

SB L 0.72 50 D 136 193 1.01 66 E ~282 #396 1.01 66 E ~282 #396

SB T/R 0.63 15 B 224 259 0.94 29 C 237 #360 0.94 29 C 237 #360 OVERALL 0.91 40 D 1.04 55 E 1.00 55 E






Weekday Morning I-95 Southbound Off-Ramp WB L 1.03 79 E ~162 #261 0.89 41 D 189 #288 0.89 41 D 189 #288

WB R 0.29 1 A 0 0 0.50 1 A 0 0 0.50 1 A 0 0

Middlesex Turnpike NB T 0.48 22 C 210 m268 1.01 34 C ~368 m#521 1.01 34 C ~369 m#521

NB R 0.24 1 A 0 m0 0.28 1 A 0 m0 0.28 1 A 0 m0

SB L 0.42 32 C 43 66 0.62 34 C 74 106 0.62 34 C 74 106

SB T 0.31 5 A 58 74 0.60 10 B 179 214 0.60 10 B 179 214

OVERALL 0.58 23 C 0.93 22 C 0.93 22 C

Weekday Evening I-95 Southbound Off-Ramp WB L 0.53 43 D 68 102 0.60 43 D 87 126 0.60 43 D 87 126

WB R 0.16 1 A 0 0 0.23 1 A 0 0 0.23 1 A 0 0

Middlesex Turnpike NB T 0.51 9 A 88 m96 0.82 20 B 434 m459 0.82 19 B 435 m460

NB R 0.37 1 A 0 m0 0.48 1 A 7 m0 0.50 1 A 12 m7

SB L 0.77 36 D 225 268 0.86 38 D 290 377 0.86 38 D 290 377

SB T 0.53 5 A 143 214 0.77 7 A 302 451 0.77 7 A 302 451

OVERALL 0.59 12 B 0.78 15 B 0.78 15 B

v/c = volume to capacity ratio m = queue is metered by an upstream signal delay = average intersection delay, measured in seconds # 95th percentile volume exceeds capacity, queue may be longer LOS = level-of-service ~ Volume exceeds capacity; queue cannot be calculated accurately 50th and 95th percentile queues measured in feet



Unsignalized Intersection Capacity Analysis

Typical conditions’ capacity analyses that were conducted for the unsignalized study intersections are summarized in Table 10. The capacity analyses were conducted for 2013 Existing, 2018 No-Build and 2018 Build conditions. The capacity analysis summary in Table 10 indicates that the shared left/right turns on the Blanchard Road eastbound approach, at its intersection with South Bedford Street, experiences congestion during peak hours. However, a review of the traffic volume networks indicate that the eastbound approach is minimally affected by Project traffic. Seasonal peak capacity analysis is provided in Table A-3 in the Appendix of this study. It should be noted that as part of the original Master Plan approval, Oracle has already made a monetary contribution to the Town of Burlington towards potential long term capacity and traffic operational improvements at the intersection of Blanchard Road/South Bedford Street.

Table 10 Unsignalized Intersection Capacity Analysis Summary

2013 Existing 2018 No-Build 2018 Build (Typical Oracle

Operations)

Movement v/c Delay LOS 95th

Queue v/c Delay LOS 95th

Queue v/c Delay LOS 95th

Queue

Blanchard Road at South Bedford Road

Weekday Morning Blanchard Road EB EB L/R 1.12 >120 F 290 >1.20 >120 F 816 >1.20 >120 F 891

Weekday Evening Blanchard Road EB EB L/R >1.20 >120 F 523 >1.20 >120 F * >1.20 >120 F *

Blanchard Road at Muller Road

Weekday Morning Muller Road NB L/R 0.21 11 B 20 0.28 13 B 29 0.29 14 B 31

Weekday Evening Muller Road NB L/R 0.35 16 C 39 0.54 28 D 75 0.56 30 D 80

v/c = volume to capacity ratio delay = average intersection delay, measured in seconds LOS = level-of-service 95th Percentile queue measured in fee * Queue cannot be calculated


28 Proposed Mitigation Measures

5 Potential Traffic Improvements

The 2000 Site Plan Approval required Oracle to implement a series of traffic improvement and trip reduction measures that would offset the impacts of the entire Oracle campus. Improvements of significant scope and magnitude called out in the 2000 Approval include widening of Van de Graff Drive and South Bedford Street, signalization of the intersection of Van de Graff Drive/South Bedford Street, monetary contribution towards improving the intersection of South Bedford Street/Blanchard Road, sidewalk improvements on South Bedford Street, construction of a multi-use path on the Oracle campus, and a series of Transportation Demand Management (TDM) strategies to reduce peak hour travel. Even though the improvements outlined above were developed to support the entire Oracle master Plan, Oracle implemented all of the measures prior to the construction of Phase II of the campus. While the currently proposed Phase III development does not represent a significant increase in traffic impacts when compared to the originally contemplated Phase III, and it is expected to only result in a nominal increase in traffic volume during most of the year, Oracle is committed to funding the design and construction of additional potential improvement measures identified in this chapter. These potential traffic improvement measures that have been identified to address some of the existing deficiencies in addition to minimizing the traffic impacts of the Project. Non-capacity related strategies, such as Oracle’s current TDM program that contributes to a noticeable reduction in trip generation during most of the year is also summarized in this chapter.

Potential Capacity Improvements

The following is a summary of potential traffic improvement measures studied as part of this evaluation.

Secondary Driveway on Blanchard Road

The original Oracle campus approvals allowed the construction of a gated driveway on Blanchard Road for emergency vehicle use. In addition, Condition 12.b of the



May 11, 2000 Site Plan Approval allows, under certain traffic conditions associated with the occupancy of Phase III, “…the construction of a direct driveway access from the site parking lot onto Blanchard Road, at the discretion of the Planning Board.” Further, in January 2012, the Burlington Board of Selectmen approved the opening of the emergency gate and use of the driveway for all exiting traffic between the hours of 4:00 to 7:00 PM. The time-restricted exit-only gate has been opened recently on a temporary basis. Since the driveway is not controlled by a key card or any other control mechanism when the gate is open, any employee on Van de Graff Drive could use the driveway by cutting through the Oracle parking lots. As shown on the Phase III Site Plans, Oracle proposes to relocate the driveway farther to the east, and potentially operate it as a full-access driveway on a permanent basis, subject to the Planning Board’s approval. This section reviews two potential configurations for the Blanchard Road driveway for consideration by the Town; a full access driveway, consistent with the references in the 2000 Site Plan Approval and an exit only driveway, consistent with the January 2012 Board of Selectmen’s approval.

Sight Distance Analysis – Current Exit-Only Driveway

Sight distance analyses, in conformance with guidelines of the American Association of State Highway and Transportation Officials (AASHTO),3 were performed at the existing driveway on Blanchard Road. As noted in Table 2, recorded 85th percentile speed on Blanchard Road in the vicinity of the driveway is 37 mph in the westbound direction and 33 mph in the eastbound direction. These speeds were used to calculate the required stopping sight distance (SSD) for Blanchard Road traffic approaching the proposed curb-cut and intersection sight distance (ISD) for traffic that would exit Oracle and turn left or right onto Blanchard Road. SSD is the distance required for a vehicle approaching an intersection from either direction to perceive, react and come to a complete stop before colliding with the exiting vehicle from a driveway. In this respect, SSD can be considered as the minimum visibility criterion for the safe operation of an unsignalized intersection. ISD is based on the time required for perception, reaction and completion of the desired critical exiting maneuver (typically, a left turn) once the driver on a minor street approach (or a driveway) decides to execute the maneuver. Calculation for the critical ISD include the time to (1) turn left, and to clear the near half of the intersection without conflicting with the vehicles approaching from the left; and (2) upon turning left, to accelerate to the operating speed on the roadway without causing approaching vehicles on the main road to unduly reduce their speed. In this context, ISD can be considered as a desirable visibility criterion for the safe operation

�� 3 A Policy on the Geometric Design of Highways and Streets; AASHTO; Washington, D.C.; 2004.



of an unsignalized intersection. Table 11 summarizes the sight distance analysis.

Table 11 Sight Distance Analysis Summary

Stopping Sight Distance Intersection Sight Distance Intersection Traveling Requireda Measuredb Looking Desireda Measuredb

Blanchard Road at Proposed Curb-Cut

Eastbound 215’ 490’ Left (east) 450’ 840’

Westbound 290’ 745’ Right (west) 330’ 110’ c

a Required or desirable sight distance in feet, based on AASHTO methodology and using 85th percentile speeds b Field observations by VHB in April 2012 c Intersection sight distance looking to the right is currently limited because of a vegetation overgrowth, utility poles and a berm

Table 11 indicates that adequate stopping sight distance SSD is currently available for traffic traveling in either direction on Blanchard Road. Available ISD for vehicles looking to the left (east) also exceeds AASHTO calculated values. Due to the existing sight line constraints for driveway traffic looking to the right, as shown in Table 11, Oracle is currently utilizing the exit-only driveway with a “right turn only” restriction. The proposed improvements contemplated as part of the Phase III development affords Oracle the opportunity to improve the sight lines at the Blanchard Road driveway by relocating it farther to the east, by approximately 250 feet. The driveway will continue to remain unsignalized, with the southbound driveway approach placed under stop-sign control. As noted earlier, two potential configurations for the Blanchard Road driveway are presented in this section for consideration by the Town; one for a full access driveway, with both entering and exiting vehicles using Blanchard Road, and one for an exit-only driveway, with just evening peak exiting vehicles diverted to the new driveway.

Capacity Analysis with Blanchard Road Driveway

Design year 2018 Build traffic volumes for study area roadways after the construction of a driveway on Blanchard Road were determined by estimating the volume of traffic that will be diverted to the driveway under the two-way and one-way configurations. Peak hour travel times to the regional highway system, proximity of parking spaces and buildings to the new driveway and relative ease of accessing the highway via the new driveway vs. Van de Graff Drive were taken into consideration when developing the redistributed traffic volumes for the occupied and proposed office space at Oracle. Figures 10 and 11 show the 2018 Build with Mitigation volumes for two-directional traffic on the driveway, while Figures 12 and 13 show the corresponding volumes for an exit-only driveway. Capacity analysis results at the study locations as a result of the traffic volume diversions are summarized in Tables 12 and 13.



As shown in Table 12, the Blanchard Road driveway relieves some of the existing congestion at the two signalized ends of Wayside Road, thereby improving traffic operations at those locations. On the contrary, use of the Blanchard Road driveway by traffic heading to the regional highway system has the potential to add some limited additional congestion to the Middlesex Turnpike corridor during the afternoon peak hour. However, unlike other office and retail users in the area who may have to rely on only a single route to access the highway system, Oracle employees would have two potential routes to use. For example, should they find that highway access via Blanchard Road is difficult on certain days due to congestion on Middlesex Turnpike, they can continue to use Van de Graff Drive to access the highway via Cambridge Street. More importantly, the analysis with the traffic volume diversions demonstrates that neither the two-way driveway nor the one-way driveway configuration has the potential to negatively impact traffic operations on Blanchard Road. The analysis also shows that since traffic operations on Blanchard Road are not much different with either a one-way or a two-way driveway, it would be beneficial, from a regional traffic flow perspective, to allow two-way operations at the driveway and help reduce the congestion at some of the signalized intersections and provide employees the option to enter and exit the Oracle campus via two different routes.

South Bedford Street at Van De Graaff Drive/ Wayside Road

As shown in the traffic operations analysis summary in the previous chapter, the westbound Wayside Road left/through movement operates at LOS F under both the weekday morning and evening peak hours, while the westbound right-turn lane operates at LOS B during the weekday morning peak hour and LOS C during the weekday evening peak hour. The Wayside Road westbound approach has two lanes that extend all the way to the adjacent intersection of Cambridge Street at Wayside Road/Wall Street; however, with the existing lane configuration, only one of these lanes is designated for left and through moving vehicles. As shown in Table 12, modifying the lane configuration from an exclusive westbound right turn lane to a shared through/right turn lane, along with the diversion of some of the exiting traffic to the Blanchard Road driveway will allow for improved traffic operations at the South Bedford Street at Van De Graaff Drive/Wayside Road intersection.

Traffic Signal Timing Enhancements

To facilitate optimal traffic operations under the future conditions, traffic signal timing changes may need to be pursued at the study area intersections, as necessary. Capacity analyses conducted for the Build with Mitigation condition are summarized in Table 12 for signalized intersections and Table 14 for unsignalized intersections. The peak season capacity analyses are provided in Tables A-2 and A-3 in the Appendix.



Table 12 Signalized Intersection Capacity Analysis Summary with Mitigation

2018 No Build 2018 Build 2018 Build with Mitigation – Full Access Driveway 2018 Build with Mitigation - Exit Only Driveway Movement v/c Delay LOS 50th Queue 95th Queue v/c Delay LOS 50th Queue 95th Queue v/c Delay LOS 50th Queue 95th Queue v/c Delay LOS 50th Queue 95th Queue


Weekday Morning

Van De Graaff Drive EB L/T/R 0.21 33 C 16 30 0.29 33 C 20 34 0.56 48 D 23 37 0.56 48 D 23 37 Wayside Road WB L/T >1.20 >120 F ~697 #959 >1.20 >120 F ~844 #1117 - - - - - - - - - - WB R 0.27 15 B 22 80 0.29 16 B 34 97 - - - - - - - - - - WB L/T/R - - - - - - - - - - 0.90 31 C 362 #464 0.94 37 D ~418 #504 South Bedford Street NB L 0.69 34 C 103 #209 0.80 42 D 124 #259 0.51 26 C 70 132 0.79 41 D 124 #245 NB T/R 0.94 55 D 290 #510 0.94 53 D 290 #510 0.92 49 D 293 #480 0.90 47 D 289 #472

SB L 0.48 20 C 28 55 0.48 20 C 28 55 0.53 21 C 28 55 0.52 21 C 28 55 SB T/R 0.51 20 B 133 216 0.52 19 B 134 220 0.52 20 B 134 219 0.51 20 B 134 219 OVERALL 1.10 76 E 1.19 108 F 0.89 33 C 0.91 36 D

Weekday Evening

Van De Graaff Drive EB L/T/R >1.20 >120 F ~687 #676 >1.20 >120 F ~845 #816 1.16 >120 F ~575 #571 1.17 >120 F ~578 #574 Wayside Road WB L/T >1.20 >120 F ~187 #356 >1.20 >120 F ~229 #403 - - - - - - - - - - WB R 0.10 26 C 0 44 0.10 26 C 0 44 - - - - - - - - - - WB L/T/R - - - - - - - - - - 0.35 26 C 61 97 0.85dl 26 C 74 113 South Bedford Street NB L 0.05 27 C 7 22 0.07 27 C 9 29 0.0 0 A - - 0.09 27 C 9 27 NB T/R 1.07 98 F ~618 #875 1.07 98 F ~618 #875 1.09 104 F ~627 #803 1.07 96 F ~616 #792

SB L 0.90 68 E 169 257 0.90 68 E 169 257 1.14 >120 F ~209 #379 >1.20 >120 F ~222 #393 SB T/R 0.67 25 C 384 511 0.66 25 C 378 504 0.71 30 C 413 551 0.71 30 C 413 551 OVERALL 1.18 >120 F >1.20 >120 F 1.09 91 F 1.13 92 F


Weekday Morning

Wayside Road EB L 0.16 38 D 41 67 0.17 38 D 44 72 0.17 38 D 42 69 0.17 38 D 42 69

EB T/R 0.20 38 D 49 96 0.20 38 D 49 96 0.20 39 D 49 96 0.20 39 D 49 96 Wall Street WB L 0.26 55 D 26 60 0.26 55 E 26 60 0.26 56 E 26 60 0.26 56 E 26 60

WB T 0.61 63 E 65 #122 0.61 64 E 65 #122 0.62 65 E 65 #122 0.61 65 E 65 #122 WB R 0.07 1 A 0 0 0.07 1 A 0 0 0.07 1 A 0 0 0.07 1 A 0 0

Cambridge Street NB L 0.72 67 E 102 #170 0.72 68 E 102 #170 0.73 69 E 102 #170 0.73 69 E 102 #170

NB T 0.77 46 D 302 340 0.78 47 D 302 340 0.75 46 D 302 340 0.76 46 D 302 340 NB R 0.11 27 C 4 21 0.11 27 C 4 21 0.11 27 C 4 21 0.11 27 C 4 21 SB L 1.16 >120 F ~420 #626 1.17 >120 F ~420 #626 1.18 >120 F ~420 #626 1.18 >120 F ~420 #626 SB T 0.55 30 C 257 321 0.55 42 C 257 321 0.54 30 C 257 321 0.55 30 C 257 321 SB R 0.71 16 B 124 166 0.78 19 B 157 209 0.75 17 B 141 188 0.78 29 B 157 209 OVERALL 0.85 42 D 0.87 43 D 0.86 43 D 0.87 43 D



Table 12 Signalized Intersection Capacity Analysis Summary with Mitigation (Continued)



Weekday Evening

Wayside Road EB L >1.20 >120 F ~680 #775 >1.20 >120 F ~770 #863 >1.20 >120 F ~715 #810 >1.20 >120 F ~715 #810

EB T/R 0.23 38 D 33 96 0.23 38 D 33 96 0.23 39 D 33 96 0.23 39 D 33 96

Wall Street WB L 0.78 80 E 87 #130 0.78 80 E 87 #130 0.78 81 F 87 #130 0.78 81 F 87 #130

WB T 0.42 57 E 48 77 0.42 57 E 48 77 0.42 57 E 48 77 0.42 57 E 48 77

WB R 0.29 1 A 0 0 0.29 1 A 0 0 0.29 1 A 0 0 0.29 1 A 0 0

NB L 0.79 76 E 107 #209 0.79 76 E 107 #209 0.79 77 E 107 #209 0.79 77 E 107 #209

NB T 0.73 37 D 343 455 0.73 37 D 343 455 0.73 38 D 343 455 0.73 38 D 343 455

NB R 0.04 20 C 3 16 0.04 20 C 3 16 0.04 20 C 3 16 0.04 20 C 3 16

SB L 0.67 59 E 119 182 0.67 59 E 119 182 0.67 60 E 119 182 0.67 60 E 119 182

SB T 0.68 33 C 337 413 0.68 33 C 337 413 0.67 33 C 337 413 0.67 33 C 337 413

SB R 0.10 9 A 0 7 0.11 9 A 0 7 0.10 9 A 0 7 0.11 9 A 0 7 OVERALL 0.95 86 F 0.99 103 F 0.97 94 F 0.97 94 F


Weekday Morning

Wheeler Road WB L 0.67 39 D 70 108 0.67 39 D 70 108 0.77 51 D 72 #126 0.68 41 D 70 109

WB R 0.21 32 C 5 44 0.21 32 C 5 44 0.22 33 C 0 40 0.22 32 C 0 39

Middlesex Turnpike NB T/R 1.13 92 F ~540 #691 1.14 95 F ~545 #696 1.10 76 E ~521 #658 1.13 91 F ~546 #683

SB L 1.07 60 E ~230 m#213 1.07 60 E ~230 m#213 >1.20 >120 F ~293 m#293 1.07 59 E ~229 m#210

SB T 0.54 3 A 75 m75 0.54 3 A 75 m75 0.53 3 A 63 m61 0.54 3 A 68 m69

OVERALL 1.04 51 D 1.04 53 D 1.09 52 D 1.04 51 D

Weekday Evening

Wheeler Road WB L 0.56 41 D 94 161 0.58 41 D 98 166 0.42 34 C 90 153 0.42 34 C 90 153

WB R >1.20 >120 F ~303 #524 >1.20 >120 F ~333 #555 >1.20 >120 F ~390 #619 >1.20 >120 F ~390 #619

Middlesex Turnpike NB T/R 0.67 20 C 289 363 0.67 20 C 289 363 0.74 25 C 323 405 0.74 25 C 323 405

SB L 0.78 33 C 177 m195 0.78 33 C 177 m195 0.88 43 D 201 m217 0.82 39 D 182 m199

SB T 0.68 3 A 86 m106 0.68 3 A 86 m106 0.74 7 A 161 m174 0.74 6 A 156 m171

OVERALL 0.85 51 D 0.86 58 E 0.93 52 D 0.88 52 D






Weekday Morning

Wheeler Road EB L 0.64 48 D 28 31 0.64 48 D 28 31 0.64 48 D 28 31 0.64 48 D 28 31

EB T/R 0.42 37 D 16 18 0.42 37 D 16 18 0.42 37 D 16 18 0.42 37 D 16 18

I-95 Northbound Off-Ramp WB L 0.92 58 E 168 #327 0.92 58 E 168 #327 0.99 76 E 185 #361 0.92 58 E 168 #327

WB L/T 0.91 57 E 174 #335 0.91 57 E 174 #335 0.99 75 E 191 #369 0.91 57 E 174 #335

WB R 0.59 2 A 0 0 0.59 2 A 0 0 0.59 2 A 0 0 0.59 2 A 0 0

Middlesex Turnpike NB L 0.81 51 D ~68 m#68 0.81 51 D ~69 m#68 0.81 50 D ~69 m#68 0.81 51 D ~69 m#67

NB L/T - - - - - - - - - - - - - - - - - - - -

NB T 0.79 7 A 57 m61 0.79 7 A 57 m60 0.79 11 B 79 m82 0.79 9 A 66 m68

NB R 0.17 3 A 0 m0 0.17 3 A 0 m0 0.17 7 A 4 m3 0.17 4 A 0 m0

SB L 0.93 66 E ~103 m#163 0.93 66 E ~103 m#163 0.93 66 E ~103 m#163 0.93 66 E ~103 m#163

SB T/R 1.15 91 F ~345 m#608 1.15 91 F ~345 m#608 1.15 93 F ~350 m#612 1.15 91 F ~345 m#608

Overall 0.95 40 D 0.95 40 D 0.97 44 D 0.95 40 D

Weekday Evening

Wheeler Road EB L >1.20 >120 F ~341 #477 >1.20 >120 F ~341 #477 >1.20 >120 F ~341 #477 >1.20 >120 F ~341 #477

EB T/R >1.20 >120 F ~275 #411 >1.20 >120 F ~275 #411 >1.20 >120 F ~275 #411 >1.20 >120 F ~275 #411

I-95 Northbound Off-Ramp WB L 0.91 75 E 148 #293 0.91 75 E 148 #293 0.95 86 F 156 #314 0.91 75 E 148 #293

WB L/T 0.91 75 E 150 #296 0.91 75 E 150 #296 0.95 85 F 157 #313 0.91 75 E 150 #296

WB R 0.44 1 A 0 0 0.44 1 A 0 0 0.44 1 A 0 0 0.44 1 A 0 0

Middlesex Turnpike NB L 0.45 60 E 19 m25 0.45 59 E 20 m24 0.45 58 E 20 m23 0.45 58 E 20 m23

NB L/T - - - - - - - - - - - - - - - - - - - -

NB T 0.90 28 C 196 m240 0.92 29 C 200 m242 0.96 31 C 217 m278 0.96 31 C 217 m278

NB R 0.15 23 C 1 m30 0.15 23 C 1 m28 0.15 24 C 1 m21 0.15 24 C 1 m21

SB L 1.01 66 E ~282 #396 1.01 66 E ~282 #396 1.01 66 E ~282 #396 1.01 66 E ~282 #396

SB T/R 0.94 29 C 237 #360 0.94 29 C 237 #360 0.94 29 C 237 #360 0.94 29 C 237 #360 OVERALL 1.04 55 E 1.00 55 E 1.02 57 E 1.01 56 E







Weekday Morning I-95 Southbound Off-Ramp WB L 0.89 41 D 189 #288 0.89 41 D 189 #288 0.89 41 D 189 #288 0.89 41 D 189 #288

WB R 0.50 1 A 0 0 0.50 1 A 0 0 0.50 1 A 0 0 0.50 1 A 0 0

Middlesex Turnpike NB T 1.01 34 C ~368 m#521 1.01 34 C ~369 m#521 1.01 34 C ~428 m#519 1.01 34 C ~4368 m#521

NB R 0.28 1 A 0 m0 0.28 1 A 0 m0 0.28 1 A 0 m0 0.28 1 A 0 m0

SB L 0.62 34 C 74 106 0.62 34 C 74 106 0.62 34 C 74 106 0.62 34 C 74 106

SB T 0.60 10 B 179 214 0.60 10 B 179 214 0.60 10 B 180 214 0.60 10 B 179 214

OVERALL 0.93 22 C 0.93 22 C 0.93 22 C 0.93 22 C

Weekday Evening I-95 Southbound Off-Ramp WB L 0.60 43 D 87 126 0.60 43 D 87 126 0.60 43 D 87 126 0.60 43 D 87 126

WB R 0.23 1 A 0 0 0.23 1 A 0 0 0.23 1 A 0 0 0.23 1 A 0 0

Middlesex Turnpike NB T 0.82 20 B 434 m459 0.82 19 B 435 m460 0.82 19 B 435 m461 0.82 19 B 435 m461

NB R 0.48 1 A 7 m0 0.50 1 A 12 m7 0.53 1 A 30 m33 0.53 1 A 30 m33

SB L 0.86 38 D 290 377 0.86 38 D 290 377 0.86 38 D 290 377 0.86 38 D 290 377

SB T 0.77 7 A 302 451 0.77 7 A 302 451 0.77 7 A 302 451 0.77 7 A 302 451

OVERALL 0.78 15 B 0.78 15 B 0.79 15 B 0.79 15 B v/c = volume to capacity ratio delay = average intersection delay, measured in seconds LOS = level-of-service 50th and 95th percentile queues measured in feet



Table 13 Unsignalized Intersection Capacity Analysis Summary with Mitigation

2018 No Build 2018 Build 2018 Build with Mitigation – Full Access Driveway 2018 Build with Mitigation - Exit Only Driveway Movement v/c Delay LOS 95th Queue v/c Delay LOS 95th Queue v/c Delay LOS 95th Queue v/c Delay LOS 95th Queue


Weekday Morning

Blanchard Road EB EB L/R >1.20 >120 F 816 >1.20 >120 F 816 >1.20 >120 F 641 >1.20 >120 F 890

Weekday Evening

Blanchard Road EB EB L/R >1.20 >120 F * >1.20 >120 F * >1.20 >120 F * >1.20 >120 F *


Weekday Morning

Muller Road NB L/R 0.21 11 B 20 0.28 13 B 29 0.32 15 B 34 0.30 14 B 31

Weekday Evening

Muller Road NB L/R 0.35 16 C 39 0.54 28 D 75 0.63 37 E 97 0.60 34 D 91

Blanchard Road at Oracle Driveway

Weekday Morning

Muller Road SB L/R - - - - - - - - 0.05 14 B 4 0.04 12 B 3

Weekday Evening

Muller Road SB L/R - - - - - - - - 0.52 27 D 72 0.55 27 D 78 v/c = volume to capacity ratio m = queue is metered by an upstream signal delay = average intersection delay, measured in seconds # 95th percentile volume exceeds capacity, queue may be longer LOS = level-of-service ~ Volume exceeds capacity; queue cannot be calculated accurately LOS = level-of-service * Queue cannot be calculated 95th Percentile queue measured in feet



Transportation Demand Management Program

The goal of the Transportation Demand Management (TDM) plan is to reduce the Project’s overall traffic impact through the implementation of measures that are aimed at affecting the demand side of the transportation equation, rather than the supply side. By their very nature, TDM programs attempt to change people’s behavior, and to be successful, they must rely on incentives or disincentives to make these shifts in behavior attractive to the commuter.4 TDM programs are designed to maximize the people-moving capability of the existing transportation infrastructure by increasing the number of persons in a vehicle, providing alternate modes of travel, or influencing the time of, or need to, travel. In addition to the roadway improvements discussed in the previous section, and as discussed earlier in this study, Oracle already had an extensive TDM plan in place for their employees. The TDM plan is aimed at minimizing the use of single-occupant vehicles and reducing peak hour vehicular demands. The program includes the following components:

Staggered and Flexible Work Hours MBTA bus Route 350 stops on Van De Graaff Drive Bicycle Measures Showers and Lockers Cafeteria on Site Gym on Site

Staggered and Flexible Work Hours

Allowing some flexibility in work times often promotes travel during off-peak hours, use of a carpool or vanpool, or working from home on days the employees do not need to be physically on the campus. It also enables employees to use transit services. These are common strategies used by commuters to avoid traffic and has a positive impact on peak hour conditions.

Many of the employees at Oracle are already eligible for, and frequently use, staggered and flexible work hours when practical and applicable. As a result, not all employees are on the campus every day, between the typical office hours of 8 AM to 5 PM. Data provided by Oracle suggests that:

Only 50% of Oracle employees are on the campus more than 70% of the time; 30% of the employees are on the campus 20-70% of the time; and 20% of the employees are on the campus less than 20% of the time.

�� 4 Implementing Effective Traffic Demand Management Measures: Inventory of Measures and Synthesis of Experience,

prepared by Comsis Corporation and the Institute of Transportation Engineers, for the U.S. Department of Transportation, DOT-T-94-02, September, 1993, p. I-1.



MBTA Bus Routes

As discussed earlier, public transportation in the study area is provided by the Massachusetts Bay Transportation Authority (MBTA) and the Burlington “B” bus lines. There are currently two MBTA bus routes in the vicinity of Van de Graaff Drive. These routes in turn provide connections to additional MBTA bus routes and the rapid transit system. MBTA bus routes 354 and 350 serve the Oracle campus and other employees and retail customers in the area.

Bicycle Measures

Bicycling to the Site could be attractive to some employees. As part of the original Master Plan approval, Oracle constructed a multi-use trail on their campus that connects to a multi-use path on Van de Graaff Drive. Additionally, secure bicycle storage racks currently exist at convenient locations on the campus.

On-Site Employee Convenience Services

An important element in the reduction of vehicle trips from any site is the provision of on-site services such as an showers, lockers, cafeteria, and a gym. The availability of these services on the Oracle campus reduces the number of off-site vehicle trips, which need to be made by the employees, while also providing a convenience to the employees.


39 Conclusion

6 Conclusion

Prior approvals secured by Oracle allows the construction of an additional 101,000± sf office space at their Van de Graaff campus as part of the Phase III development. The current proposal for Phase III involves the addition of 24,000 sf of office space to the previously approved space, for a total of 125,000± sf. In addition, to accommodate seasonal parking demand, Oracle proposes to increase the previously approved parking ratio for Phases I, II and III from 3.6 to approximately 4.0. This study has evaluated the traffic operations and safety conditions of existing roadways, analyzed the impact of background traffic growth and projected the impacts of the Project with and without traffic mitigation measures in place. During typical Oracle operations (i.e., during non-seasonal peak times), the Phase III development would generate approximately 170 new trips (enter + exit) during the weekday morning peak hour and 150 new trips (enter + exit) during the weekday evening peak hour. This represents a nominal increase of only 30 to 35 peak hour trips when compared to the previously approved Phase III office space. During Oracle’s seasonal peak times at various times of the year, reliance on the higher parking ratio would generate approximately 110 new trips (enter + exit) during the weekday morning peak hour and 115 new trips (enter + exit) during the weekday evening peak hour. Oracle proposes to relocate the existing time-restricted exit-only Blanchard Road driveway farther to the east of its current location, and operate it as a full-access driveway on a permanent basis, subject to the Planning Board’s approval. Analysis of the one-way and two-way options of the driveway demonstrates that neither configuration has the potential to negatively impact traffic operations on Blanchard Road. In fact, the analysis shows that a two-way driveway configuration would be beneficial from a regional traffic flow perspective, as it helps reduce the congestion at some of the are signalized intersections and provides Oracle employees the option to enter and exit the campus via two different routes. Overall, detailed analyses indicates that the limited additional traffic that will be added by the Phase III development to the study area will result in relatively small impacts at the various study intersections. However, it is acknowledged that deficiencies


40 Conclusion

currently exist at certain locations within the study area and they can be expected to persist in the future with anticipated growth in traffic, independent of the Project. The 2000 Site Plan Approval required Oracle to implement a series of traffic improvement and trip reduction measures that would offset the impacts of the entire Oracle campus. Even though the improvement measures were developed to support the entire Oracle master Plan, Oracle implemented all of the measures prior to the construction of Phase II of the campus. Oracle proposes to implement additional measures that will complement the infrastructure improvements that have already been implemented to date. The improvements include the following measures. Constructing a driveway onto Blanchard Road to serve as a secondary means of

access/ egress to help relieve congestion for traffic heading to Route 128 and Route 3.

Potentially modifying the lane configuration of Wayside Road westbound to allow through traffic to travel in both lanes instead of a single lane.

Retiming select signals, if necessary. after occupancy to better support the future traffic volumes and travel patterns.

The improvements will be designed to further offset the impacts of the Project as well as improve some of the existing deficiencies. The comprehensive TDM program that is already in place on the campus to reduce the peak hour and daily traffic demands of the Project will also cover the Phase III development.


41 Appendix

Appendix

Site Layout Plan

Observed Traffic Volume Data ATR Data TMC Data

Seasonal Growth Adjustment

Public Transportation Routes Vehicle Crash Data and MassDOT Crash Rate Worksheets

Background Traffic Growth Trip Generation & Distribution Calculations

Trip Reassignment Calculations Intersection Capacity Analysis Worksheets

2013 Existing Conditions 2018 No-Build Conditions 2018 Build Average Weekday Conditions

Sight Distance Summary Mitigation Capacity Analysis Worksheets

2018 Build with Full Access Oracle Driveway Conditions 2018 Build with Egress Only Oracle Driveway Conditions

Peak Seasonal Analysis

Peak Seasonal Trip Generation & Distribution Peak Seasonal Capacity Analysis Tables Peak Seasonal Capacity Analysis Worksheets

o 2018 Build Conditions o 2018 Build with Full Access Oracle Driveway Conditions o 2018 Build with Egress Only Oracle Driveway Conditions

\\vhb\proj\Wat-LD\09207.06\reports\Traffic\Phase3\TrafAppendix.doc Appendix

Appendix

Site Layout Plan

Observed Traffic Volume Data ATR Data TMC Data

Seasonal Growth Adjustment

Public Transportation Routes Vehicle Crash Data and MassDOT Crash Rate Worksheets

Background Traffic Growth Trip Generation & Distribution Calculations

Trip Reassignment Calculations Intersection Capacity Analysis

2013 Existing Conditions 2018 No-Build Conditions 2018 Build Average Weekday Conditions

Mitigation Capacity Analysis

2018 Build with Full Access Oracle Driveway Conditions 2018 Build with Egress Only Oracle Driveway Conditions

Peak Seasonal Analysis

Peak Seasonal Trip Generation and Distribution Peak Seasonal Capacity Analysis Tables Peak Seasonal Capacity Analysis

o 2018 Build Conditions o 2018 Build with Full Access Oracle Driveway Conditions o 2018 Build with Egress Only Oracle Driveway Conditions


Site Layout Plan


Observed Traffic Volume Data ATR Data

TMC Data

Van de Graaff Drivebetweeen #3 and #4 drivewaysCity, State: Burlington, MAClient: VHB / A. Agrawal

133335 A VolumeSite Code: 09207.06

Start EB WB Combin

ed

08-May-13

Time A.M. P.M. A.M. P.M. A.M. P.M. Wed

12:00 0 119 0 24 0 14312:15 2 80 0 38 2 11812:30 0 45 0 54 0 9912:45 0 2 46 290 1 1 85 201 1 3 131 49101:00 1 40 0 76 1 11601:15 0 29 0 80 0 10901:30 1 26 0 44 1 7001:45 0 2 17 112 0 0 33 233 0 2 50 34502:00 0 28 0 18 0 4602:15 1 24 0 17 1 4102:30 0 31 0 28 0 5902:45 0 1 26 109 0 0 20 83 0 1 46 19203:00 0 35 0 13 0 4803:15 0 29 0 14 0 4303:30 0 51 2 14 2 6503:45 0 0 34 149 0 2 14 55 0 2 48 20404:00 0 68 0 7 0 7504:15 0 70 1 10 1 8004:30 0 138 0 6 0 14404:45 0 0 204 480 0 1 26 49 0 1 230 52905:00 0 178 2 82 2 26005:15 1 140 1 64 2 20405:30 1 111 6 38 7 14905:45 1 3 130 559 9 18 56 240 10 21 186 79906:00 1 138 10 42 11 18006:15 2 110 16 13 18 12306:30 2 72 32 4 34 7606:45 1 6 56 376 21 79 5 64 22 85 61 44007:00 3 34 32 4 35 3807:15 1 23 43 2 44 2507:30 3 15 66 4 69 1907:45 6 13 17 89 110 251 2 12 116 264 19 10108:00 6 18 164 4 170 2208:15 8 8 178 4 186 1208:30 3 4 201 2 204 608:45 3 20 4 34 200 743 1 11 203 763 5 4509:00 12 4 164 2 176 609:15 7 4 118 1 125 509:30 10 1 82 2 92 309:45 9 38 4 13 78 442 0 5 87 480 4 1810:00 8 3 48 0 56 310:15 9 1 46 0 55 110:30 9 2 38 1 47 310:45 9 35 2 8 25 157 1 2 34 192 3 1011:00 22 2 32 1 54 311:15 22 0 15 1 37 111:30 33 0 19 0 52 011:45 82 159 1 3 13 79 0 2 95 238 1 5Total 279 2222 1773 957 2052 3179

Percent 13.6% 69.9% 86.4% 30.1%

Day Total 2501 2730 5231

Peak 11:00 - 04:30 - 08:00 - 00:30 - 08:15 - 04:45 - - -Vol. 159 - 660 - 743 - 295 - 769 - 843 - - -

P.H.F. 0.485 0.809 0.924 0.868 0.942 0.811

PRECISIOND A T AINDUSTRIES, LLC

P.O. Box 301 Berlin, MA 01503Office: 508.481.3999 Fax: 508.545.1234

Email: [email protected]

Van de Graaff Drivebetweeen #3 and #4 drivewaysCity, State: Burlington, MAClient: VHB / A. Agrawal


Start EB WB Combin

ed

09-May-13

Time A.M. P.M. A.M. P.M. A.M. P.M. Thu

12:00 1 124 0 23 1 14712:15 2 65 0 28 2 9312:30 0 23 0 60 0 8312:45 0 3 22 234 0 0 96 207 0 3 118 44101:00 0 36 0 80 0 11601:15 1 17 0 65 1 8201:30 0 14 0 35 0 4901:45 0 1 17 84 0 0 25 205 0 1 42 28902:00 0 32 0 20 0 5202:15 0 24 0 16 0 4002:30 0 32 0 23 0 5502:45 0 0 36 124 0 0 20 79 0 0 56 20303:00 1 50 0 18 1 6803:15 0 36 0 16 0 5203:30 2 45 2 26 4 7103:45 0 3 55 186 0 2 16 76 0 5 71 26204:00 0 87 0 12 0 9904:15 0 90 0 11 0 10104:30 0 140 0 9 0 14904:45 0 0 203 520 2 2 31 63 2 2 234 58305:00 0 157 2 77 2 23405:15 1 138 3 57 4 19505:30 1 104 4 5 5 10905:45 1 3 130 529 6 15 7 146 7 18 137 67506:00 2 112 9 5 11 11706:15 4 90 14 10 18 10006:30 2 71 16 12 18 8306:45 1 9 65 338 18 57 2 29 19 66 67 36707:00 3 35 41 5 44 4007:15 1 26 37 3 38 2907:30 3 20 70 3 73 2307:45 4 11 28 109 112 260 2 13 116 271 30 12208:00 7 11 180 2 187 1308:15 4 6 179 3 183 908:30 8 2 195 1 203 308:45 9 28 9 28 196 750 4 10 205 778 13 3809:00 5 10 160 2 165 1209:15 12 3 120 0 132 309:30 12 4 88 0 100 409:45 8 37 3 20 78 446 1 3 86 483 4 2310:00 11 1 79 2 90 310:15 4 5 52 2 56 710:30 13 5 32 0 45 510:45 13 41 1 12 22 185 1 5 35 226 2 1711:00 14 2 24 1 38 311:15 21 4 24 1 45 511:30 41 0 16 0 57 011:45 99 175 0 6 25 89 0 2 124 264 0 8Total 311 2190 1806 838 2117 3028

Percent 14.7% 72.3% 85.3% 27.7%

Day Total 2501 2644 5145

Peak 11:00 - 04:30 - 08:00 - 00:30 - 08:00 - 04:30 - - -Vol. 175 - 638 - 750 - 301 - 778 - 812 - - -

P.H.F. 0.442 0.786 0.957 0.784 0.949 0.868




Raytheon Drivewaynorth of Van de Graaff DriveCity, State: Burlington, MAClient: VHB/ A. Agrawal

133335 B VolumeSite Code: 09207.06

Start NB SB Combin

ed

08-May-13

Time A.M. P.M. A.M. P.M. A.M. P.M. Wed

12:00 0 6 0 25 0 3112:15 0 4 0 12 0 1612:30 0 7 0 11 0 1812:45 0 0 17 34 0 0 10 58 0 0 27 9201:00 0 11 0 8 0 1901:15 0 7 0 8 0 1501:30 0 8 0 6 0 1401:45 0 0 6 32 0 0 5 27 0 0 11 5902:00 0 2 0 8 0 1002:15 0 10 0 5 0 1502:30 0 4 0 4 0 802:45 0 0 1 17 0 0 6 23 0 0 7 4003:00 0 2 0 11 0 1303:15 0 1 0 7 0 803:30 1 1 0 11 1 1203:45 0 1 2 6 0 0 16 45 0 1 18 5104:00 0 2 0 29 0 3104:15 1 0 0 21 1 2104:30 0 1 0 37 0 3804:45 0 1 2 5 0 0 21 108 0 1 23 11305:00 1 3 1 19 2 2205:15 0 5 0 19 0 2405:30 3 2 0 18 3 2005:45 1 5 3 13 0 1 10 66 1 6 13 7906:00 4 4 1 8 5 1206:15 6 4 0 17 6 2106:30 12 1 2 22 14 2306:45 6 28 0 9 0 3 14 61 6 31 14 7007:00 12 1 0 5 12 607:15 11 1 0 6 11 707:30 25 0 1 6 26 607:45 28 76 0 2 1 2 4 21 29 78 4 2308:00 28 1 2 5 30 608:15 32 1 0 1 32 208:30 30 0 1 3 31 308:45 42 132 0 2 1 4 1 10 43 136 1 1209:00 36 0 5 1 41 109:15 31 0 0 2 31 209:30 24 1 1 0 25 109:45 16 107 0 1 1 7 0 3 17 114 0 410:00 4 0 0 0 4 010:15 9 0 6 0 15 010:30 6 0 0 0 6 010:45 6 25 2 2 3 9 0 0 9 34 2 211:00 6 0 5 0 11 011:15 3 0 6 0 9 011:30 6 0 6 0 12 011:45 2 17 0 0 6 23 1 1 8 40 1 1Total 392 123 49 423 441 546

Percent 88.9% 22.5% 11.1% 77.5%

Day Total 515 472 987

Peak 08:15 - 00:45 - 11:00 - 04:00 - 08:15 - 04:00 - - -Vol. 140 - 43 - 23 - 108 - 147 - 113 - - -

P.H.F. 0.833 0.632 0.958 0.730 0.855 0.743




Raytheon Drivewaynorth of Van de Graaff DriveCity, State: Burlington, MAClient: VHB/ A. Agrawal

133335 B VolumeSite Code: 09207.06

Start NB SB Combin

ed

09-May-13

Time A.M. P.M. A.M. P.M. A.M. P.M. Thu

12:00 0 5 0 18 0 2312:15 0 4 1 12 1 1612:30 0 10 0 2 0 1212:45 0 0 20 39 0 1 3 35 0 1 23 7401:00 0 14 0 5 0 1901:15 0 9 0 5 0 1401:30 0 7 0 3 0 1001:45 0 0 3 33 0 0 2 15 0 0 5 4802:00 0 3 0 5 0 802:15 0 4 0 6 0 1002:30 0 7 0 4 0 1102:45 0 0 2 16 0 0 7 22 0 0 9 3803:00 0 3 1 17 1 2003:15 0 3 0 15 0 1803:30 0 4 0 13 0 1703:45 0 0 4 14 0 1 11 56 0 1 15 7004:00 0 4 0 39 0 4304:15 0 1 0 29 0 3004:30 0 0 0 26 0 2604:45 0 0 0 5 0 0 26 120 0 0 26 12505:00 1 4 0 21 1 2505:15 0 4 1 11 1 1505:30 2 1 0 21 2 2205:45 1 4 1 10 0 1 25 78 1 5 26 8806:00 4 1 0 16 4 1706:15 4 0 1 20 5 2006:30 6 1 1 14 7 1506:45 10 24 2 4 1 3 9 59 11 27 11 6307:00 9 1 0 7 9 807:15 9 0 0 9 9 907:30 19 2 2 6 21 807:45 21 58 0 3 1 3 5 27 22 61 5 3008:00 29 1 1 1 30 208:15 34 0 1 4 35 408:30 33 0 2 0 35 008:45 38 134 0 1 1 5 1 6 39 139 1 709:00 34 1 0 1 34 209:15 35 0 2 0 37 009:30 18 0 2 0 20 009:45 22 109 0 1 1 5 0 1 23 114 0 210:00 19 0 1 0 20 010:15 9 0 3 0 12 010:30 6 0 4 0 10 010:45 4 38 0 0 3 11 0 0 7 49 0 011:00 5 0 4 0 9 011:15 1 0 3 0 4 011:30 0 0 7 0 7 011:45 1 7 0 0 14 28 0 0 15 35 0 0Total 374 126 58 419 432 545

Percent 86.6% 23.1% 13.4% 76.9%

Day Total 500 477 977

Peak 08:30 - 00:30 - 11:00 - 04:00 - 08:30 - 04:00 - - -Vol. 140 - 53 - 28 - 120 - 145 - 125 - - -

P.H.F. 0.921 0.663 0.500 0.769 0.929 0.727




Blanchard Roadeast of Muller RoadCity, State: Burlington, MAClient: VHB/ V. Kalikiri

122896 A SpeedSite Code: 09207.05

WBStart 1 15 20 25 30 35 40 45 50 55 60 65 70 Total 85th AveTime 14 19 24 29 34 39 44 49 54 59 64 69 9999 % ile Speed

04/26/12 0 0 0 1 4 0 1 0 1 0 0 0 0 7 32 36

01:00 0 0 0 0 0 1 0 0 0 0 0 0 0 1 * 3702:00 0 0 0 2 1 0 0 0 0 0 0 0 0 3 * 2903:00 0 0 1 0 0 2 0 0 0 0 0 0 0 3 * 3204:00 0 0 0 1 1 0 0 0 0 0 0 0 0 2 * 2905:00 0 0 3 0 5 4 1 2 0 0 0 0 0 15 37 3406:00 0 0 2 11 19 10 2 0 0 1 0 0 0 45 36 3207:00 1 0 4 21 59 32 7 0 0 0 0 0 0 124 36 3208:00 0 0 8 38 96 68 11 2 0 0 0 0 0 223 37 3309:00 0 1 5 28 71 36 17 0 1 0 0 0 0 159 38 3310:00 0 1 4 31 76 50 11 1 0 0 0 0 0 174 37 3311:00 0 0 17 40 120 46 10 1 0 0 0 0 0 234 36 32

12 PM 1 2 5 71 153 74 9 0 0 0 0 0 0 315 36 3213:00 0 1 19 53 107 63 22 0 0 0 0 0 0 265 37 3214:00 0 0 6 68 107 94 18 2 0 0 0 0 0 295 37 3315:00 0 0 14 43 134 74 15 1 1 0 0 0 0 282 37 3316:00 1 3 11 52 193 144 18 1 0 0 0 0 0 423 37 3317:00 0 4 9 82 331 181 16 1 0 0 0 0 0 624 36 3318:00 0 1 7 44 174 88 20 0 0 0 0 0 0 334 37 3319:00 0 0 2 20 52 46 10 1 0 0 0 0 0 131 38 3420:00 1 1 2 28 45 37 7 0 0 0 0 0 0 121 37 3221:00 0 1 0 7 22 15 5 1 0 1 0 0 0 52 38 3422:00 0 0 1 4 10 13 1 1 0 0 0 0 0 30 37 3423:00 0 0 0 1 3 5 3 1 0 0 0 0 0 13 41 37

% 0.1% 0.4% 3.1% 16.7% 46.0% 27.9% 5.3% 0.4% 0.1% 0.1% 0.0% 0.0% 0.0%

AMPeak

07:00 09:00 11:00 11:00 11:00 08:00 09:00 05:00 00:00 06:00 11:00

Vol. 1 1 17 40 120 68 17 2 1 1 234 PM

Peak12:00 17:00 13:00 17:00 17:00 17:00 13:00 14:00 15:00 21:00 17:00

Vol. 1 4 19 82 331 181 22 2 1 1 624 Total 4 15 120 646 1783 1083 204 15 3 2 0 0 0 3875 737

Pecent 15th Percentile : 27 MPH50th Percentile : 32 MPH85th Percentile : 37 MPH95th Percentile : 40 MPH

Stats 10 MPH Pace Speed : 29-38 MPHNumber in Pace : 2691Percent in Pace : 69.4%

Number of Vehicles > 35 MPH : 1115Percent of Vehicles > 35 MPH : 28.8%

Mean Speed(Average) : 33 MPH





122896 A SpeedSite Code: 09207.05

EBStart 1 15 20 25 30 35 40 45 50 55 60 65 70 Total 85th AveTime 14 19 24 29 34 39 44 49 54 59 64 69 9999 % ile Speed

04/26/12 0 0 0 1 2 1 0 0 0 0 0 0 0 4 * 32

01:00 0 0 0 3 2 0 0 0 0 0 0 0 0 5 28 2902:00 0 0 1 0 0 0 0 0 0 0 0 0 0 1 * 2203:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 * *04:00 0 0 1 2 0 0 0 0 0 0 0 0 0 3 * 2505:00 1 0 0 4 3 1 1 0 0 0 0 0 0 10 30 2806:00 0 0 5 15 24 4 1 0 0 0 0 0 0 49 33 3007:00 0 0 7 74 84 10 0 0 0 0 0 0 0 175 33 3008:00 0 0 10 96 145 18 2 0 0 0 0 0 0 271 33 3009:00 0 0 10 69 95 17 1 0 0 0 0 0 0 192 33 3010:00 0 0 1 54 52 11 0 0 0 0 0 0 0 118 33 3011:00 0 0 9 66 83 12 2 0 0 0 0 0 0 172 33 30

12 PM 2 2 13 125 116 14 0 0 0 0 0 0 0 272 33 2913:00 0 0 12 126 115 19 1 0 0 0 0 0 0 273 33 3014:00 0 1 11 99 89 7 1 1 0 0 0 0 0 209 32 2915:00 0 0 5 95 92 16 0 0 0 0 0 0 0 208 33 3016:00 0 8 26 133 171 25 2 0 0 0 0 0 0 365 33 2917:00 0 2 19 179 195 20 2 1 0 0 0 0 0 418 33 3018:00 0 1 16 169 205 24 2 1 0 0 0 0 0 418 33 3019:00 0 0 6 48 48 9 0 0 0 0 0 0 0 111 33 3020:00 0 0 8 70 67 5 1 0 0 0 0 0 0 151 32 2921:00 0 0 2 17 20 5 1 0 0 0 0 0 0 45 34 3022:00 0 0 2 5 15 2 0 0 0 0 0 0 0 24 33 3123:00 0 0 2 5 5 1 0 0 0 0 0 0 0 13 33 29

% 0.1% 0.4% 4.7% 41.5% 46.4% 6.3% 0.5% 0.1% 0.0% 0.0% 0.0% 0.0% 0.0%

AMPeak

05:00 08:00 08:00 08:00 08:00 08:00 08:00

Vol. 1 10 96 145 18 2 271 PM

Peak12:00 16:00 16:00 17:00 18:00 16:00 16:00 14:00 17:00

Vol. 2 8 26 179 205 25 2 1 418 Total 3 14 166 1455 1628 221 17 3 0 0 0 0 0 3507 651

Pecent 15th Percentile : 24 MPH50th Percentile : 29 MPH85th Percentile : 33 MPH95th Percentile : 35 MPH

Stats 10 MPH Pace Speed : 25-34 MPHNumber in Pace : 2752Percent in Pace : 78.5%

Number of Vehicles > 35 MPH : 252Percent of Vehicles > 35 MPH : 7.2%

Mean Speed(Average) : 30 MPH






Start WB EB Combined 26-Apr-12Time A.M. P.M. A.M. P.M. A.M. P.M. Thu

12:00 5 79 0 70 5 14912:15 1 80 3 64 4 14412:30 0 70 0 67 0 13712:45 1 7 86 315 1 4 71 272 2 11 157 58701:00 0 77 1 74 1 15101:15 0 57 0 59 0 11601:30 1 70 2 72 3 14201:45 0 1 61 265 2 5 68 273 2 6 129 53802:00 1 72 1 46 2 11802:15 0 74 0 50 0 12402:30 1 73 0 62 1 13502:45 1 3 76 295 0 1 51 209 1 4 127 50403:00 1 73 0 51 1 12403:15 0 69 0 49 0 11803:30 2 78 0 54 2 13203:45 0 3 62 282 0 0 54 208 0 3 116 49004:00 1 100 0 75 1 17504:15 0 89 0 106 0 19504:30 0 107 1 97 1 20404:45 1 2 127 423 2 3 87 365 3 5 214 78805:00 2 154 1 88 3 24205:15 2 175 0 96 2 27105:30 2 171 3 117 5 28805:45 9 15 124 624 6 10 117 418 15 25 241 104206:00 4 106 5 151 9 25706:15 11 101 6 149 17 25006:30 13 78 19 65 32 14306:45 17 45 49 334 19 49 53 418 36 94 102 75207:00 18 31 29 44 47 7507:15 24 38 37 27 61 6507:30 39 29 44 17 83 4607:45 43 124 33 131 65 175 23 111 108 299 56 24208:00 54 41 67 21 121 6208:15 64 25 75 53 139 7808:30 57 30 67 45 124 7508:45 48 223 25 121 62 271 32 151 110 494 57 27209:00 43 22 54 17 97 3909:15 39 12 43 12 82 2409:30 38 9 54 7 92 1609:45 39 159 9 52 41 192 9 45 80 351 18 9710:00 40 10 27 10 67 2010:15 41 8 33 6 74 1410:30 47 4 28 2 75 610:45 46 174 8 30 30 118 6 24 76 292 14 5411:00 50 5 36 5 86 1011:15 52 5 42 3 94 811:30 48 1 44 4 92 511:45 84 234 2 13 50 172 1 13 134 406 3 26Total 990 2885 1000 2507 1990 5392

Percent 49.7% 53.5% 50.3% 46.5%

Day Total 3875 3507 7382

Peak 11:00 04:45 07:45 05:30 08:00 05:15 Vol. 234 627 274 534 494 1057

P.H.F. 0.696 0.896 0.913 0.884 0.888 0.918




File Name : 123027 ASite Code : 09207.01Start Date : 9/6/2012Page No : 1

N/S: South Bedford StreetE/W: Wayside Road/ Van de Graff StreetCity, State: Burlington, MAClient: VHB/ V. Kalikiri

Groups Printed- Cars - Heavy VehiclesSouth Bedford Street

From NorthWayside Road

From EastSouth Bedford Street

From SouthVan de Graff Street

From WestStart Time Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Int. Total

07:00 AM 11 53 13 0 42 39 13 0 7 59 5 0 2 8 3 0 25507:15 AM 16 47 18 0 49 55 18 0 12 64 20 0 3 5 2 0 30907:30 AM 22 66 18 0 57 91 29 0 11 79 17 0 3 10 2 0 40507:45 AM 25 57 24 0 73 115 35 0 11 108 39 0 2 6 7 0 502

Total 74 223 73 0 221 300 95 0 41 310 81 0 10 29 14 0 1471

08:00 AM 42 39 12 0 81 149 24 0 16 100 41 0 1 11 3 0 51908:15 AM 47 43 28 0 81 147 26 0 15 102 51 0 3 6 5 0 55408:30 AM 44 58 16 0 77 161 26 0 11 107 49 0 4 13 4 0 57008:45 AM 51 34 21 0 77 153 23 0 16 103 49 0 3 7 2 0 539

Total 184 174 77 0 316 610 99 0 58 412 190 0 11 37 14 0 2182

Grand Total 258 397 150 0 537 910 194 0 99 722 271 0 21 66 28 0 3653Apprch % 32 49.3 18.6 0 32.7 55.5 11.8 0 9.1 66.1 24.8 0 18.3 57.4 24.3 0

Total % 7.1 10.9 4.1 0 14.7 24.9 5.3 0 2.7 19.8 7.4 0 0.6 1.8 0.8 0Cars 257 359 140 0 525 902 188 0 95 683 267 0 20 58 26 0 3520

% Cars 99.6 90.4 93.3 0 97.8 99.1 96.9 0 96 94.6 98.5 0 95.2 87.9 92.9 0 96.4Heavy Vehicles 1 38 10 0 12 8 6 0 4 39 4 0 1 8 2 0 133% Heavy Vehicles 0.4 9.6 6.7 0 2.2 0.9 3.1 0 4 5.4 1.5 0 4.8 12.1 7.1 0 3.6

South Bedford StreetFrom North

Wayside RoadFrom East

South Bedford StreetFrom South

Van de Graff StreetFrom West

Start Time Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Int. TotalPeak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1

Peak Hour for Entire Intersection Begins at 08:00 AM08:00 AM 42 39 12 0 93 81 149 24 0 254 16 100 41 0 157 1 11 3 0 15 51908:15 AM 47 43 28 0 118 81 147 26 0 254 15 102 51 0 168 3 6 5 0 14 55408:30 AM 44 58 16 0 118 77 161 264 107 49 0 167 4 13 21 57008:45 AM 51 34 21 0 106 77 153 23 0 253 16 103 49 0 168 3 7 2 0 12 539

Total Volume 184 174 77 0 435 316 610 99 0 1025 58 412 190 0 660 11 37 14 0 62 2182% App. Total 42.3 40 17.7 0 30.8 59.5 9.7 0 8.8 62.4 28.8 0 17.7 59.7 22.6 0

PHF .902 .750 .688 .000 .922 .975 .947 .952 .000 .971 .906 .963 .931 .000 .982 .688 .712 .700 .000 .738 .957Cars 183 161 69 0 413 310 607 95 0 1012 55 393 188 0 636 10 33 12 0 55 2116

% Cars 99.5 92.5 89.6 0 94.9 98.1 99.5 96.0 0 98.7 94.8 95.4 98.9 0 96.4 90.9 89.2 85.7 0 88.7 97.0Heavy Vehicles 1 13 8 0 22 6 3 4 0 13 3 19 2 0 24 1 4 2 0 7 66

% Heavy Vehicles 0.5 7.5 10.4 0 5.1 1.9 0.5 4.0 0 1.3 5.2 4.6 1.1 0 3.6 9.1 10.8 14.3 0 11.3 3.0






Groups Printed- CarsSouth Bedford Street





07:00 AM 11 46 13 0 41 39 12 0 6 51 5 0 2 7 3 0 23607:15 AM 16 42 18 0 47 53 18 0 12 61 20 0 3 4 2 0 29607:30 AM 22 57 18 0 55 89 29 0 11 74 17 0 3 9 2 0 38607:45 AM 25 53 22 0 72 114 34 0 11 104 37 0 2 5 7 0 486

Total 74 198 71 0 215 295 93 0 40 290 79 0 10 25 14 0 1404

08:00 AM 42 35 10 0 80 148 22 0 16 94 41 0 0 10 3 0 50108:15 AM 47 41 25 0 79 147 25 0 13 98 50 0 3 5 5 0 53808:30 AM 44 54 14 0 76 160 26 0 11 102 49 0 4 12 2 0 55408:45 AM 50 31 20 0 75 152 22 0 15 99 48 0 3 6 2 0 523

Total 183 161 69 0 310 607 95 0 55 393 188 0 10 33 12 0 2116

Grand Total 257 359 140 0 525 902 188 0 95 683 267 0 20 58 26 0 3520Apprch % 34 47.5 18.5 0 32.5 55.9 11.6 0 9.1 65.4 25.6 0 19.2 55.8 25 0

Total % 7.3 10.2 4 0 14.9 25.6 5.3 0 2.7 19.4 7.6 0 0.6 1.6 0.7 0






Peak Hour for Entire Intersection Begins at 08:00 AM08:00 AM 42 35 10 0 87 80 148 22 0 250 16 94 41 0 151 0 10 3 0 13 50108:15 AM 47 41 25 0 113 79 147 25 0 251 13 98 50 0 161 3 5 5 0 13 53808:30 AM 44 54 14 0 112 76 160 26 0 262 102 49 0 162 4 12 18 55408:45 AM 50 31 20 0 101 75 152 22 0 249 15 99 48 0 162 3 6 2 0 11 523

Total Volume 183 161 69 0 413 310 607 95 0 1012 55 393 188 0 636 10 33 12 0 55 2116% App. Total 44.3 39 16.7 0 30.6 60 9.4 0 8.6 61.8 29.6 0 18.2 60 21.8 0

PHF .915 .745 .690 .000 .914 .969 .948 .913 .000 .966 .859 .963 .940 .000 .981 .625 .688 .600 .000 .764 .955






Groups Printed- Heavy VehiclesSouth Bedford Street





07:00 AM 0 7 0 0 1 0 1 0 1 8 0 0 0 1 0 0 1907:15 AM 0 5 0 0 2 2 0 0 0 3 0 0 0 1 0 0 1307:30 AM 0 9 0 0 2 2 0 0 0 5 0 0 0 1 0 0 1907:45 AM 0 4 2 0 1 1 1 0 0 4 2 0 0 1 0 0 16

Total 0 25 2 0 6 5 2 0 1 20 2 0 0 4 0 0 67

08:00 AM 0 4 2 0 1 1 2 0 0 6 0 0 1 1 0 0 1808:15 AM 0 2 3 0 2 0 1 0 2 4 1 0 0 1 0 0 1608:30 AM 0 4 2 0 1 1 0 0 0 5 0 0 0 1 2 0 1608:45 AM 1 3 1 0 2 1 1 0 1 4 1 0 0 1 0 0 16

Total 1 13 8 0 6 3 4 0 3 19 2 0 1 4 2 0 66

Grand Total 1 38 10 0 12 8 6 0 4 39 4 0 1 8 2 0 133Apprch % 2 77.6 20.4 0 46.2 30.8 23.1 0 8.5 83 8.5 0 9.1 72.7 18.2 0

Total % 0.8 28.6 7.5 0 9 6 4.5 0 3 29.3 3 0 0.8 6 1.5 0






Peak Hour for Entire Intersection Begins at 07:30 AM07:30 AM 0 9 0 0 9 2 2 0 0 4 0 5 0 0 5 0 1 0 0 1 1907:45 AM 0 4 2 0 6 1 1 1 0 3 0 4 2 0 6 0 1 0 0 1 1608:00 AM 0 4 2 0 6 1 1 2 0 4 0 6 0 0 6 1 1 0 0 2 1808:15 AM 0 2 3 0 5 2 0 1 0 3 2 4 1 0 7 0 1 0 0 1 16

Total Volume 0 19 7 0 26 6 4 4 0 14 2 19 3 0 24 1 4 0 0 5 69% App. Total 0 73.1 26.9 0 42.9 28.6 28.6 0 8.3 79.2 12.5 0 20 80 0 0

PHF .000 .528 .583 .000 .722 .750 .500 .500 .000 .875 .250 .792 .375 .000 .857 .250 1.00 .000 .000 .625 .908






Groups Printed- Peds and BicyclesSouth Bedford Street




From WestStart Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total

07:00 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 107:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 007:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 007:45 AM 0 0 0 0 0 1 0 1 0 0 0 1 0 0 0 1 4

Total 0 0 0 0 0 1 0 2 0 0 0 1 0 0 0 1 5

08:00 AM 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 208:15 AM 0 0 1 0 0 0 0 1 0 1 0 1 0 0 0 0 408:30 AM 0 0 0 3 0 0 0 2 0 0 0 3 0 0 0 2 1008:45 AM 1 0 0 2 0 0 0 9 0 0 0 3 0 0 0 2 17

Total 1 0 1 5 0 0 0 13 0 1 0 8 0 0 0 4 33

Grand Total 1 0 1 5 0 1 0 15 0 1 0 9 0 0 0 5 38Apprch % 14.3 0 14.3 71.4 0 6.2 0 93.8 0 10 0 90 0 0 0 100

Total % 2.6 0 2.6 13.2 0 2.6 0 39.5 0 2.6 0 23.7 0 0 0 13.2





Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. TotalPeak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1

Peak Hour for Entire Intersection Begins at 08:00 AM08:00 AM 0 0 0 0 0 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0 208:15 AM 0 0 1 0 1 0 0 0 1 1 0 1 0 1 2 0 0 0 0 0 408:30 AM 0 0 0 3 3 0 0 0 2 2 0 0 0 3 3 0 0 0 2 208:45 AM 1 0 0 2 3 0 0 0 9 9 0 0 0 3 3 0 0 0 2 2 17

Total Volume 1 0 1 5 7 0 0 0 13 13 0 1 0 8 9 0 0 0 4 4 33% App. Total 14.3 0 14.3 71.4 0 0 0 100 0 11.1 0 88.9 0 0 0 100

PHF .250 .000 .250 .417 .583 .000 .000 .000 .361 .361 .000 .250 .000 .667 .750 .000 .000 .000 .500 .500 .485











Peak Hour for Entire Intersection Begins at 08:00 AM08:00 AM 42 39 12 0 93 81 149 24 0 254 16 100 41 0 157 1 11 3 0 15 51908:15 AM 47 43 28 0 118 81 147 26 0 254 15 102 51 0 168 3 6 5 0 14 55408:30 AM 44 58 16 0 118 77 161 264 107 49 0 167 4 13 21 57008:45 AM 51 34 21 0 106 77 153 23 0 253 16 103 49 0 168 3 7 2 0 12 539

Total Volume 184 174 77 0 435 316 610 99 0 1025 58 412 190 0 660 11 37 14 0 62 2182% App. Total 42.3 40 17.7 0 30.8 59.5 9.7 0 8.8 62.4 28.8 0 17.7 59.7 22.6 0

PHF .902 .750 .688 .000 .922 .975 .947 .952 .000 .971 .906 .963 .931 .000 .982 .688 .712 .700 .000 .738 .957Cars 183 161 69 0 413 310 607 95 0 1012 55 393 188 0 636 10 33 12 0 55 2116

% Cars 99.5 92.5 89.6 0 94.9 98.1 99.5 96.0 0 98.7 94.8 95.4 98.9 0 96.4 90.9 89.2 85.7 0 88.7 97.0Heavy Vehicles 1 13 8 0 22 6 3 4 0 13 3 19 2 0 24 1 4 2 0 7 66

% Heavy Vehicles 0.5 7.5 10.4 0 5.1 1.9 0.5 4.0 0 1.3 5.2 4.6 1.1 0 3.6 9.1 10.8 14.3 0 11.3 3.0


Van

de

Gra

ff S

tree

t Wayside R

oad


Right

183 1

184 Thru

161 13

174 Left

69 8

77 U-Turn

0 0 0

InOut Total715 413 1128 27 22 49

742 1177 435

Right

310 6 316

Thru

607 3 610

Left 95 4 99 U

-Turn 0 0 0

Out

Total

In157

1012 1169

15 13

28 172

1197 1025

Left188

2 190

Thru393 19

412

Right55 3

58

U-Turn0 0 0

Out TotalIn

266 636 902 18 24 42

284 944 660

Left12

2 14

Thr

u33 4 37

Rig

ht10 1 11

U-T

urn0 0 0

Tot

alO

utIn

978

55

10

33

6 7

13

984

10

46

62

Peak Hour Begins at 08:00 AM CarsHeavy Vehicles

Peak Hour Data

North




File Name : 123027 AASite Code : 09207.01Start Date : 9/6/2012Page No : 1







04:00 PM 5 94 72 0 26 11 28 0 28 43 1 0 21 58 22 0 40904:15 PM 3 103 50 0 20 9 26 0 42 58 5 0 30 57 9 0 41204:30 PM 1 107 73 0 26 10 28 0 47 55 7 0 35 86 22 0 49704:45 PM 7 121 49 0 33 8 18 0 49 67 1 0 50 114 30 0 547

Total 16 425 244 0 105 38 100 0 166 223 14 0 136 315 83 0 1865

05:00 PM 7 133 63 0 30 8 46 0 36 69 3 0 67 160 42 0 66405:15 PM 3 150 63 0 35 10 34 0 46 89 2 0 54 116 52 0 65405:30 PM 8 119 49 0 39 12 32 0 37 71 3 0 44 89 30 0 53305:45 PM 2 93 39 0 23 12 40 0 35 76 3 0 34 99 19 0 475

Total 20 495 214 0 127 42 152 0 154 305 11 0 199 464 143 0 2326

Grand Total 36 920 458 0 232 80 252 0 320 528 25 0 335 779 226 0 4191Apprch % 2.5 65.1 32.4 0 41.1 14.2 44.7 0 36.7 60.5 2.9 0 25 58.1 16.9 0

Total % 0.9 22 10.9 0 5.5 1.9 6 0 7.6 12.6 0.6 0 8 18.6 5.4 0Cars 35 883 452 0 229 75 244 0 312 491 24 0 334 773 226 0 4078

% Cars 97.2 96 98.7 0 98.7 93.8 96.8 0 97.5 93 96 0 99.7 99.2 100 0 97.3Heavy Vehicles 1 37 6 0 3 5 8 0 8 37 1 0 1 6 0 0 113% Heavy Vehicles 2.8 4 1.3 0 1.3 6.2 3.2 0 2.5 7 4 0 0.3 0.8 0 0 2.7





Start Time Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Int. TotalPeak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1

Peak Hour for Entire Intersection Begins at 04:45 PM04:45 PM 7 121 49 0 177 33 8 18 0 59 49 67 1 0 117 50 114 30 0 194 54705:00 PM 7 133 63 0 203 30 8 46 0 84 36 69 3 0 108 67 160 42 0 269 66405:15 PM 3 150 63 0 216 35 10 34 0 79 46 89 2 0 137 54 116 52 0 222 65405:30 PM 8 39 12

Total Volume 25 523 224 0 772 137 38 130 0 305 168 296 9 0 473 215 479 154 0 848 2398% App. Total 3.2 67.7 29 0 44.9 12.5 42.6 0 35.5 62.6 1.9 0 25.4 56.5 18.2 0

PHF .781 .872 .889 .000 .894 .878 .792 .707 .000 .908 .857 .831 .750 .000 .863 .802 .748 .740 .000 .788 .903Cars 25 506 220 0 751 135 37 127 0 299 166 276 9 0 451 214 476 154 0 844 2345

% Cars 100 96.7 98.2 0 97.3 98.5 97.4 97.7 0 98.0 98.8 93.2 100 0 95.3 99.5 99.4 100 0 99.5 97.8Heavy Vehicles 0 17 4 0 21 2 1 3 0 6 2 20 0 0 22 1 3 0 0 4 53

% Heavy Vehicles 0 3.3 1.8 0 2.7 1.5 2.6 2.3 0 2.0 1.2 6.8 0 0 4.7 0.5 0.6 0 0 0.5 2.2











04:00 PM 5 89 71 0 26 10 26 0 26 40 1 0 21 58 22 0 39504:15 PM 3 97 50 0 20 9 25 0 40 53 5 0 30 56 9 0 39704:30 PM 1 102 72 0 25 8 26 0 46 50 6 0 35 84 22 0 47704:45 PM 7 116 47 0 32 8 18 0 48 63 1 0 49 112 30 0 531

Total 16 404 240 0 103 35 95 0 160 206 13 0 135 310 83 0 1800

05:00 PM 7 128 63 0 30 8 45 0 35 63 3 0 67 160 42 0 65105:15 PM 3 146 62 0 35 9 32 0 46 82 2 0 54 115 52 0 63805:30 PM 8 116 48 0 38 12 32 0 37 68 3 0 44 89 30 0 52505:45 PM 1 89 39 0 23 11 40 0 34 72 3 0 34 99 19 0 464

Total 19 479 212 0 126 40 149 0 152 285 11 0 199 463 143 0 2278

Grand Total 35 883 452 0 229 75 244 0 312 491 24 0 334 773 226 0 4078Apprch % 2.6 64.5 33 0 41.8 13.7 44.5 0 37.7 59.4 2.9 0 25.1 58 17 0

Total % 0.9 21.7 11.1 0 5.6 1.8 6 0 7.7 12 0.6 0 8.2 19 5.5 0







Total Volume 25 506 220 0 751 135 37 127 0 299 166 276 9 0 451 214 476 154 0 844 2345% App. Total 3.3 67.4 29.3 0 45.2 12.4 42.5 0 36.8 61.2 2 0 25.4 56.4 18.2 0

PHF .781 .866 .873 .000 .890 .888 .771 .706 .000 .901 .865 .841 .750 .000 .867 .799 .744 .740 .000 .784 .901











04:00 PM 0 5 1 0 0 1 2 0 2 3 0 0 0 0 0 0 1404:15 PM 0 6 0 0 0 0 1 0 2 5 0 0 0 1 0 0 1504:30 PM 0 5 1 0 1 2 2 0 1 5 1 0 0 2 0 0 2004:45 PM 0 5 2 0 1 0 0 0 1 4 0 0 1 2 0 0 16

Total 0 21 4 0 2 3 5 0 6 17 1 0 1 5 0 0 65

05:00 PM 0 5 0 0 0 0 1 0 1 6 0 0 0 0 0 0 1305:15 PM 0 4 1 0 0 1 2 0 0 7 0 0 0 1 0 0 1605:30 PM 0 3 1 0 1 0 0 0 0 3 0 0 0 0 0 0 805:45 PM 1 4 0 0 0 1 0 0 1 4 0 0 0 0 0 0 11

Total 1 16 2 0 1 2 3 0 2 20 0 0 0 1 0 0 48

Grand Total 1 37 6 0 3 5 8 0 8 37 1 0 1 6 0 0 113Apprch % 2.3 84.1 13.6 0 18.8 31.2 50 0 17.4 80.4 2.2 0 14.3 85.7 0 0

Total % 0.9 32.7 5.3 0 2.7 4.4 7.1 0 7.1 32.7 0.9 0 0.9 5.3 0 0






Peak Hour for Entire Intersection Begins at 04:00 PM04:00 PM 0 5 1 0 6 0 1 2 0 3 2 3 0 0 5 0 0 0 0 0 1404:15 PM 0 6 0 0 6 0 0 1 0 1 2 5 0 0 7 0 1 0 0 1 1504:30 PM 0 5 1 0 6 1 2 5 1 2 2004:45 PM 0 5 2 0 7 1 0 0 0 1 1 4 0 0 5 1 2 0 0 3 16

Total Volume 0 21 4 0 25 2 3 5 0 10 6 17 1 0 24 1 5 0 0 6 65% App. Total 0 84 16 0 20 30 50 0 25 70.8 4.2 0 16.7 83.3 0 0

PHF .000 .875 .500 .000 .893 .500 .375 .625 .000 .500 .750 .850 .250 .000 .857 .250 .625 .000 .000 .500 .813











04:00 PM 0 0 0 1 0 0 0 2 0 0 0 4 0 0 1 0 804:15 PM 0 1 0 0 0 0 0 0 1 1 0 1 0 0 0 0 404:30 PM 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 1 304:45 PM 0 1 0 2 0 1 0 0 0 0 0 0 0 0 0 1 5

Total 0 2 0 3 0 1 0 2 1 1 0 7 0 0 1 2 20

05:00 PM 0 0 0 1 0 0 0 0 0 0 0 4 0 0 0 0 505:15 PM 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 205:30 PM 0 0 0 1 0 0 0 1 0 0 0 1 0 0 0 2 505:45 PM 0 1 2 1 0 0 0 1 0 0 0 0 0 0 0 3 8

Total 0 1 2 3 0 0 0 2 0 0 0 7 0 0 0 5 20

Grand Total 0 3 2 6 0 1 0 4 1 1 0 14 0 0 1 7 40Apprch % 0 27.3 18.2 54.5 0 20 0 80 6.2 6.2 0 87.5 0 0 12.5 87.5

Total % 0 7.5 5 15 0 2.5 0 10 2.5 2.5 0 35 0 0 2.5 17.5





Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. TotalPeak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1

Peak Hour for Entire Intersection Begins at 04:00 PM04:00 PM 0 0 0 1 1 0 0 0 2 2 0 0 0 4 4 0 0 1 0 1 804:15 PM 0 1 0 0 1 0 0 0 0 0 1 1 0 1 3 0 0 0 0 0 404:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 0 0 0 1 1 304:45 PM 0 1 0 2 3 0 1

Total Volume 0 2 0 3 5 0 1 0 2 3 1 1 0 7 9 0 0 1 2 3 20% App. Total 0 40 0 60 0 33.3 0 66.7 11.1 11.1 0 77.8 0 0 33.3 66.7

PHF .000 .500 .000 .375 .417 .000 .250 .000 .250 .375 .250 .250 .000 .438 .563 .000 .000 .250 .500 .750 .625












Total Volume 25 523 224 0 772 137 38 130 0 305 168 296 9 0 473 215 479 154 0 848 2398% App. Total 3.2 67.7 29 0 44.9 12.5 42.6 0 35.5 62.6 1.9 0 25.4 56.5 18.2 0

PHF .781 .872 .889 .000 .894 .878 .792 .707 .000 .908 .857 .831 .750 .000 .863 .802 .748 .740 .000 .788 .903Cars 25 506 220 0 751 135 37 127 0 299 166 276 9 0 451 214 476 154 0 844 2345

% Cars 100 96.7 98.2 0 97.3 98.5 97.4 97.7 0 98.0 98.8 93.2 100 0 95.3 99.5 99.4 100 0 99.5 97.8Heavy Vehicles 0 17 4 0 21 2 1 3 0 6 2 20 0 0 22 1 3 0 0 4 53

% Heavy Vehicles 0 3.3 1.8 0 2.7 1.5 2.6 2.3 0 2.0 1.2 6.8 0 0 4.7 0.5 0.6 0 0 0.5 2.2


Van

de

Gra

ff S

tree

t Wayside R

oad


Right

25 0

25 Thru

506 17

523 Left

220 4

224 U-Turn

0 0 0

InOut Total565 751 1316 22 21 43

587 1359 772

Right

135 2 137

Thru 37 1

38 Left

127 3 130 U

-Turn 0 0 0

Out

Total

In862

299

1161 9

6 15

871 1176

305

Left9 0 9

Thru276 20

296

Right166

2 168

U-Turn0 0 0

Out TotalIn

847 451 1298 21 22 43

868 1341 473

Left

154 0

154

Thr

u

476 3

479

Rig

ht

214

1

215

U

-Tur

n0 0 0

Tot

alO

utIn

71

844

915

1 4

5 72

92

0 84

8

Peak Hour Begins at 04:45 PM CarsHeavy Vehicles

Peak Hour Data

North




File Name : 123027 CSite Code : 09207.01Start Date : 9/6/2012Page No : 1

N/S: Cambridge Street (Route 3)E/W: Wall Street/ Wayside RoadCity, State: Burlington, MAClient: VHB/ V. Kalikiri

Groups Printed- Cars - Heavy VehiclesCambridge Street (Route 3)

From NorthWall StreetFrom East

Cambridge Street (Route 3)From South

Wayside RoadFrom West

Start Time Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Int. Total07:00 AM 89 158 52 1 14 8 8 0 13 107 7 0 7 5 16 0 48507:15 AM 132 177 67 0 8 6 9 0 12 145 16 0 5 6 24 0 60707:30 AM 186 174 70 2 17 4 5 1 25 144 20 0 5 7 30 0 69007:45 AM 226 194 115 2 14 19 7 0 25 151 21 0 7 14 19 0 814

Total 633 703 304 5 53 37 29 1 75 547 64 0 24 32 89 0 2596

08:00 AM 266 173 93 1 21 22 8 0 27 137 26 0 7 9 25 0 81508:15 AM 307 171 97 1 17 17 4 0 40 166 29 0 8 10 17 0 88408:30 AM 319 175 97 4 26 19 6 0 29 124 15 0 9 19 19 0 86108:45 AM 284 170 98 1 23 14 10 0 21 140 29 0 7 12 25 0 834

Total 1176 689 385 7 87 72 28 0 117 567 99 0 31 50 86 0 3394

Grand Total 1809 1392 689 12 140 109 57 1 192 1114 163 0 55 82 175 0 5990Apprch % 46.4 35.7 17.7 0.3 45.6 35.5 18.6 0.3 13.1 75.8 11.1 0 17.6 26.3 56.1 0

Total % 30.2 23.2 11.5 0.2 2.3 1.8 1 0 3.2 18.6 2.7 0 0.9 1.4 2.9 0Cars 1795 1332 679 12 128 104 54 1 191 1083 150 0 47 73 166 0 5815

% Cars 99.2 95.7 98.5 100 91.4 95.4 94.7 100 99.5 97.2 92 0 85.5 89 94.9 0 97.1Heavy Vehicles 14 60 10 0 12 5 3 0 1 31 13 0 8 9 9 0 175% Heavy Vehicles 0.8 4.3 1.5 0 8.6 4.6 5.3 0 0.5 2.8 8 0 14.5 11 5.1 0 2.9

Cambridge Street (Route 3)From North

Wall StreetFrom East




Peak Hour for Entire Intersection Begins at 08:00 AM08:00 AM 266 173 93 1 533 21 22 8 0 51 27 137 26 0 190 7 9 25 0 41 81508:15 AM 307 171 97 1 576 17 17 4 0 38 40 166 29 235 8 10 17 0 35 88408:30 AM 319 175 97 4 595 26 19 6 0 51 29 124 15 0 168 9 19 19 0 47 86108:45 AM 284 170 98 1 553 23 14 10 0 47 21 140 29 0 190 7 12 25 0 44 834

Total Volume 1176 689 385 7 2257 87 72 28 0 187 117 567 99 0 783 31 50 86 0 167 3394% App. Total

PHF .922 .984 .982 .438 .948 .837 .818 .700 .000 .917 .731 .854 .853 .000 .833 .861 .658 .860 .000 .888 .960Cars 1172 657 382 7 2218 82 68 27 0 177 116 549 93 0 758 26 43 82 0 151 3304

% Cars 99.7 95.4 99.2 100 98.3 94.3 94.4 96.4 0 94.7 99.1 96.8 93.9 0 96.8 83.9 86.0 95.3 0 90.4 97.3Heavy Vehicles

% Heavy Vehicles 0.3 4.6 0.8 0 1.7 5.7 5.6 3.6 0 5.3 0.9 3.2 6.1 0 3.2 16.1 14.0 4.7 0 9.6 2.7






Groups Printed- CarsCambridge Street (Route 3)





Total 623 675 297 5 46 36 27 1 75 534 57 0 21 30 84 0 2511

08:00 AM 264 167 93 1 19 22 7 0 27 134 24 0 6 8 25 0 79708:15 AM 306 160 96 1 17 15 4 0 39 157 28 0 7 8 16 0 85408:30 AM 318 168 95 4 25 18 6 0 29 120 14 0 7 17 17 0 83808:45 AM 284 162 98 1 21 13 10 0 21 138 27 0 6 10 24 0 815

Total 1172 657 382 7 82 68 27 0 116 549 93 0 26 43 82 0 3304

Grand Total 1795 1332 679 12 128 104 54 1 191 1083 150 0 47 73 166 0 5815Apprch % 47 34.9 17.8 0.3 44.6 36.2 18.8 0.3 13.4 76.1 10.5 0 16.4 25.5 58 0

Total % 30.9 22.9 11.7 0.2 2.2 1.8 0.9 0 3.3 18.6 2.6 0 0.8 1.3 2.9 0








PHF .921 .978 .974 .438 .948 .820 .773 .675 .000 .903 .744 .874 .830 .000 .846 .929 .632 .820 .000 .921 .967






Groups Printed- Heavy VehiclesCambridge Street (Route 3)





Total 10 28 7 0 7 1 2 0 0 13 7 0 3 2 5 0 85

08:00 AM 2 6 0 0 2 0 1 0 0 3 2 0 1 1 0 0 1808:15 AM 1 11 1 0 0 2 0 0 1 9 1 0 1 2 1 0 3008:30 AM 1 7 2 0 1 1 0 0 0 4 1 0 2 2 2 0 2308:45 AM 0 8 0 0 2 1 0 0 0 2 2 0 1 2 1 0 19

Total 4 32 3 0 5 4 1 0 1 18 6 0 5 7 4 0 90

Grand Total 14 60 10 0 12 5 3 0 1 31 13 0 8 9 9 0 175Apprch % 16.7 71.4 11.9 0 60 25 15 0 2.2 68.9 28.9 0 30.8 34.6 34.6 0

Total % 8 34.3 5.7 0 6.9 2.9 1.7 0 0.6 17.7 7.4 0 4.6 5.1 5.1 0






Peak Hour for Entire Intersection Begins at 07:30 AM07:30 AM 2 11 2 0 15 3 0 0 0 3 0 2 2 0 4 2 0 0 0 2 2407:45 AM 3 3 2 2 0 508:00 AM 2 6 0 0 8 2 0 1 0 3 0 3 2 0 5 1 1 0 0 2 1808:15 AM 1 11 1 0 13 0 2 1 9 1 0 11 1 2 1 0 4 30

Total Volume 8 34 4 0 46 7 2 1 0 10 1 16 8 0 25 5 5 3 0 13 94% App. Total 17.4 73.9 8.7 0 70 20 10 0 4 64 32 0 38.5 38.5 23.1 0

PHF .667 .773 .500 .000 .767 .583 .250 .250 .000 .833 .250 .444 .667 .000 .568 .625 .625 .375 .000 .650 .783






Groups Printed- Peds and BicyclesCambridge Street (Route 3)




Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total07:00 AM 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 1 307:15 AM 0 0 0 0 0 1 0 0 0 0 0 2 0 0 0 1 407:30 AM 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 307:45 AM 0 0 0 0 0 0 0 0 0 0 1 2 0 0 0 0 3

Total 0 0 0 2 0 1 0 0 0 0 1 7 0 0 0 2 13

08:00 AM 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 408:15 AM 0 0 0 0 0 1 0 2 0 0 0 1 1 0 0 2 708:30 AM 0 0 0 0 0 0 0 1 1 0 0 4 0 0 0 0 608:45 AM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1

Total 0 0 0 0 0 1 0 3 1 0 0 10 1 0 0 2 18

Grand Total 0 0 0 2 0 2 0 3 1 0 1 17 1 0 0 4 31Apprch % 0 0 0 100 0 40 0 60 5.3 0 5.3 89.5 20 0 0 80

Total % 0 0 0 6.5 0 6.5 0 9.7 3.2 0 3.2 54.8 3.2 0 0 12.9





Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. TotalPeak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1


Total Volume 0 0 0 0 0 0 1 0 3 4 1 0 1 11 13 1 0 0 2 3 20% App. Total 0 0 0 0 0 25 0 75 7.7 0 7.7 84.6 33.3 0 0 66.7

PHF .000 .000 .000 .000 .000 .000 .250 .000 .375 .333 .250 .000 .250 .688 .650 .250 .000 .000 .250 .250 .714













PHF .922 .984 .982 .438 .948 .837 .818 .700 .000 .917 .731 .854 .853 .000 .833 .861 .658 .860 .000 .888 .960Cars 1172 657 382 7 2218 82 68 27 0 177 116 549 93 0 758 26 43 82 0 151 3304

% Cars 99.7 95.4 99.2 100 98.3 94.3 94.4 96.4 0 94.7 99.1 96.8 93.9 0 96.8 83.9 86.0 95.3 0 90.4 97.3Heavy Vehicles

% Heavy Vehicles 0.3 4.6 0.8 0 1.7 5.7 5.6 3.6 0 5.3 0.9 3.2 6.1 0 3.2 16.1 14.0 4.7 0 9.6 2.7

Cambridge Street (Route 3)

Way

side

Roa

d Wall S

treet


Right

1172 4

1176 Thru

657 32

689 Left

382 3

385 U-Turn

7 0 7

InOut Total713 2218 2931 27 39 66

740 2997 2257

Right

82 5 87

Thru 68 4

72 Left 27 1

28 U-T

urn 0 0 0

Out

Total

In541

177 718

11

10 21

552 739

187

Left93 6

99

Thru549 18

567

Right116

1 117

U-Turn0 0 0

Out TotalIn

710 758 1468 38 25 63

748 1531 783

Left82

4 86

Thr

u43 7 50

Rig

ht26 5 31

U-T

urn0 0 0

Tot

alO

utIn

133

3 15

1 14

84

14

16

30

134

7 15

14

167


Peak Hour Data

North




File Name : 123027 CCSite Code : 09207.01Start Date : 9/6/2012Page No : 1


Groups Printed- Cars - Heavy VehiclesCambridge Street (Route 3)




Start Time Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Int. Total04:00 PM 46 159 20 3 95 14 11 0 8 210 31 1 29 11 195 0 83304:15 PM 36 213 27 12 66 9 8 0 13 209 24 0 27 7 149 0 80004:30 PM 48 205 35 4 77 17 13 0 9 192 26 0 42 12 214 0 89404:45 PM 58 218 35 1 69 4 16 0 11 219 26 0 34 11 201 0 903

Total 188 795 117 20 307 44 48 0 41 830 107 1 132 41 759 0 3430

05:00 PM 55 184 28 0 104 18 28 0 10 207 33 0 40 5 244 0 95605:15 PM 50 200 23 1 92 10 15 0 9 192 29 0 45 9 265 0 94005:30 PM 63 214 34 2 60 12 17 0 13 185 30 0 41 9 203 0 88305:45 PM 69 200 36 2 54 7 20 0 10 185 29 0 25 14 181 0 832

Total 237 798 121 5 310 47 80 0 42 769 121 0 151 37 893 0 3611

Grand Total 425 1593 238 25 617 91 128 0 83 1599 228 1 283 78 1652 0 7041Apprch % 18.6 69.8 10.4 1.1 73.8 10.9 15.3 0 4.3 83.7 11.9 0.1 14.1 3.9 82.1 0

Total % 6 22.6 3.4 0.4 8.8 1.3 1.8 0 1.2 22.7 3.2 0 4 1.1 23.5 0Cars 419 1569 231 25 610 90 128 0 79 1568 219 1 276 77 1641 0 6933

% Cars 98.6 98.5 97.1 100 98.9 98.9 100 0 95.2 98.1 96.1 100 97.5 98.7 99.3 0 98.5Heavy Vehicles 6 24 7 0 7 1 0 0 4 31 9 0 7 1 11 0 108% Heavy Vehicles 1.4 1.5 2.9 0 1.1 1.1 0 0 4.8 1.9 3.9 0 2.5 1.3 0.7 0 1.5






Peak Hour for Entire Intersection Begins at 04:30 PM04:30 PM 48 205 35 4 292 77 17 13 0 107 9 192 26 0 227 42 12 214 0 268 89404:45 PM 58 218 35 1 312 69 4 16 0 89 11 219 26 0 256 34 11 201 0 246 90305:00 PM 55 184 28 0 267 104 18 28 0 150 33 95605:15 PM 50 200 23 1 274 92 10 15 0 117 9 192 29 0 230 45 9 265 0 319 940

Total Volume 211 807 121 6 1145 342 49 72 0 463 39 810 114 0 963 161 37 924 0 1122 3693% App. Total 18.4 70.5 10.6 0.5 73.9 10.6 15.6 0 4 84.1 11.8 0 14.3 3.3 82.4 0

PHF .909 .925 .864 .375 .917 .822 .681 .643 .000 .772 .886 .925 .864 .000 .940 .894 .771 .872 .000 .879 .966Cars 206 795 117 6 1124 337 49 72 0 458 36 795 110 0 941 156 36 917 0 1109 3632

% Cars 97.6 98.5 96.7 100 98.2 98.5 100 100 0 98.9 92.3 98.1 96.5 0 97.7 96.9 97.3 99.2 0 98.8 98.3Heavy Vehicles 5 12 4 0 21 5 0 0 0 5 3 15 4 0 22 5 1 7 0 13 61

% Heavy Vehicles 2.4 1.5 3.3 0 1.8 1.5 0 0 0 1.1 7.7 1.9 3.5 0 2.3 3.1 2.7 0.8 0 1.2 1.7






Groups Printed- CarsCambridge Street (Route 3)





Total 184 778 112 20 303 44 48 0 40 815 101 1 129 40 752 0 3367

05:00 PM 55 183 27 0 103 18 28 0 9 202 32 0 39 5 242 0 94305:15 PM 48 197 23 1 91 10 15 0 8 187 28 0 43 9 264 0 92405:30 PM 63 211 33 2 59 11 17 0 13 180 30 0 41 9 203 0 87205:45 PM 69 200 36 2 54 7 20 0 9 184 28 0 24 14 180 0 827

Total 235 791 119 5 307 46 80 0 39 753 118 0 147 37 889 0 3566

Grand Total 419 1569 231 25 610 90 128 0 79 1568 219 1 276 77 1641 0 6933Apprch % 18.7 69.9 10.3 1.1 73.7 10.9 15.5 0 4.2 84 11.7 0.1 13.8 3.9 82.3 0

Total % 6 22.6 3.3 0.4 8.8 1.3 1.8 0 1.1 22.6 3.2 0 4 1.1 23.7 0







Total Volume 206 795 117 6 1124 337 49 72 0 458 36 795 110 0 941 156 36 917 0 1109 3632% App. Total 18.3 70.7 10.4 0.5 73.6 10.7 15.7 0 3.8 84.5 11.7 0 14.1 3.2 82.7 0

PHF .888 .924 .836 .375 .909 .818 .681 .643 .000 .768 .818 .920 .859 .000 .934 .907 .818 .868 .000 .877 .963






Groups Printed- Heavy VehiclesCambridge Street (Route 3)





Total 4 17 5 0 4 0 0 0 1 15 6 0 3 1 7 0 63

05:00 PM 0 1 1 0 1 0 0 0 1 5 1 0 1 0 2 0 1305:15 PM 2 3 0 0 1 0 0 0 1 5 1 0 2 0 1 0 1605:30 PM 0 3 1 0 1 1 0 0 0 5 0 0 0 0 0 0 1105:45 PM 0 0 0 0 0 0 0 0 1 1 1 0 1 0 1 0 5

Total 2 7 2 0 3 1 0 0 3 16 3 0 4 0 4 0 45

Grand Total 6 24 7 0 7 1 0 0 4 31 9 0 7 1 11 0 108Apprch % 16.2 64.9 18.9 0 87.5 12.5 0 0 9.1 70.5 20.5 0 36.8 5.3 57.9 0

Total % 5.6 22.2 6.5 0 6.5 0.9 0 0 3.7 28.7 8.3 0 6.5 0.9 10.2 0






Peak Hour for Entire Intersection Begins at 04:00 PM04:00 PM 0 7 1 0 8 0 0 0 0 0 0 3 3 0 6 1 0 2 0 3 1704:15 PM 1 2 1 0 4 1 0 0 0 1 0 7 1 0 8 0 0 1 0 1 1404:30 PM 3 3 11 1 0 0 0 1 1 1 1904:45 PM 0 3 0 0 3 2 0 0 0 2 0 3 1 0 4 1 0 3 0 4 13

Total Volume 4 17 5 0 26 4 0 0 0 4 1 15 6 0 22 3 1 7 0 11 63% App. Total 15.4 65.4 19.2 0 100 0 0 0 4.5 68.2 27.3 0 27.3 9.1 63.6 0

PHF .333 .607 .417 .000 .591 .500 .000 .000 .000 .500 .250 .536 .500 .000 .688 .750 .250 .583 .000 .688 .829






Groups Printed- Peds and BicyclesCambridge Street (Route 3)




Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total04:00 PM 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 204:15 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 204:30 PM 0 0 0 0 0 0 0 2 0 1 1 3 0 1 0 0 804:45 PM 0 0 0 0 0 1 0 1 0 1 0 0 0 0 0 1 4

Total 0 0 0 0 0 1 0 3 0 4 1 4 0 2 0 1 16

05:00 PM 0 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 505:15 PM 0 0 0 0 0 0 0 1 0 0 0 3 0 0 0 0 405:30 PM 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 205:45 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 2 0 0 3

Total 0 0 0 0 0 0 0 3 0 0 0 9 0 2 0 0 14

Grand Total 0 0 0 0 0 1 0 6 0 4 1 13 0 4 0 1 30Apprch % 0 0 0 0 0 14.3 0 85.7 0 22.2 5.6 72.2 0 80 0 20

Total % 0 0 0 0 0 3.3 0 20 0 13.3 3.3 43.3 0 13.3 0 3.3





Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. TotalPeak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1

Peak Hour for Entire Intersection Begins at 04:30 PM04:30 PM 0 0 0 0 0 0 0 0 2 2 0 1 1 3 5 0 1 0 0 1 804:45 PM 0 0 0 0 0 0 1 0 1 2 0 1 0 0 1 0 0 0 1 1 405:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 505:15 PM 0 0 0 0 0 0 0 0 1 1 0 0 0 3 3 0 0 0 0 0 4

Total Volume 0 0 0 0 0 0 1 0 4 5 0 2 1 11 14 0 1 0 1 2 21% App. Total 0 0 0 0 0 20 0 80 0 14.3 7.1 78.6 0 50 0 50

PHF .000 .000 .000 .000 .000 .000 .250 .000 .500 .625 .000 .500 .250 .550 .700 .000 .250 .000 .250 .500 .656












Total Volume 211 807 121 6 1145 342 49 72 0 463 39 810 114 0 963 161 37 924 0 1122 3693% App. Total 18.4 70.5 10.6 0.5 73.9 10.6 15.6 0 4 84.1 11.8 0 14.3 3.3 82.4 0

PHF .909 .925 .864 .375 .917 .822 .681 .643 .000 .772 .886 .925 .864 .000 .940 .894 .771 .872 .000 .879 .966Cars 206 795 117 6 1124 337 49 72 0 458 36 795 110 0 941 156 36 917 0 1109 3632

% Cars 97.6 98.5 96.7 100 98.2 98.5 100 100 0 98.9 92.3 98.1 96.5 0 97.7 96.9 97.3 99.2 0 98.8 98.3Heavy Vehicles 5 12 4 0 21 5 0 0 0 5 3 15 4 0 22 5 1 7 0 13 61

% Heavy Vehicles 2.4 1.5 3.3 0 1.8 1.5 0 0 0 1.1 7.7 1.9 3.5 0 2.3 3.1 2.7 0.8 0 1.2 1.7


Way

side

Roa

d Wall S

treet


Right

206 5

211 Thru

795 12

807 Left

117 4

121 U-Turn

6 0 6

InOut Total2049 1124 3173

27 21 48 2076 3221 1145

Right

337 5 342

Thru 49 0

49 Left 72 0

72 U-T

urn 0 0 0

Out

Total

In189

458

647

8 5

13 197

660

463

Left110

4 114

Thru795 15

810

Right36 3

39

U-Turn0 0 0

Out TotalIn

1023 941 1964 17 22 39

1040 2003 963

Left

917 7

924

Thr

u36 1 37

Rig

ht

156

5

161

U

-Tur

n0 0 0

Tot

alO

utIn

365

11

09

147

4 9

13

22

374

14

96

112

2


Peak Hour Data

North





N/S: South Bedford StreetW: Blanchard RoadCity, State: Burlington, MAClient: VHB/ A. Agrawal


From NorthSouth Bedford Street

From SouthBlanchard Road

From WestStart Time Right Thru U-Turn Thru Left U-Turn Right Left U-Turn Int. Total

07:00 AM 21 47 0 70 14 0 11 23 0 18607:15 AM 23 46 0 67 19 0 9 29 0 19307:30 AM 30 57 0 90 31 0 19 33 0 26007:45 AM 31 48 0 96 46 0 6 42 0 269

Total 105 198 0 323 110 0 45 127 0 908

08:00 AM 16 46 0 122 36 0 9 43 0 27208:15 AM 31 41 0 152 39 0 9 48 0 32008:30 AM 27 29 0 170 31 0 6 49 0 31208:45 AM 35 27 0 174 28 0 13 52 0 329

Total 109 143 0 618 134 0 37 192 0 1233

Grand Total 214 341 0 941 244 0 82 319 0 2141Apprch % 38.6 61.4 0 79.4 20.6 0 20.4 79.6 0

Total % 10 15.9 0 44 11.4 0 3.8 14.9 0Cars 207 305 0 901 240 0 79 311 0 2043

% Cars 96.7 89.4 0 95.7 98.4 0 96.3 97.5 0 95.4Heavy Vehicles 7 36 0 40 4 0 3 8 0 98

% Heavy Vehicles 3.3 10.6 0 4.3 1.6 0 3.7 2.5 0 4.6



Blanchard RoadFrom West

Start Time Right Thru U-Turn App. Total Thru Left U-Turn App. Total Right Left U-Turn App. Total Int. TotalPeak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1

Peak Hour for Entire Intersection Begins at 08:00 AM08:00 AM 16 46 0 62 122 36 0 158 9 43 0 52 27208:15 AM 31 41 0 72 152 39 0 191 9 48 0 57 32008:30 AM 27 29 0 56 170 31 0 201 6 49 0 55 31208:45 AM 35 27 0 62 174 28 0 202 13 52 0 65 329

Total Volume 109 143 0 252 618 134 0 752 37 192 0 229 1233% App. Total 43.3 56.7 0 82.2 17.8 0 16.2 83.8 0

PHF .779 .777 .000 .875 .888 .859 .000 .931 .712 .923 .000 .881 .937Cars 106 126 0 232 599 134 0 733 36 187 0 223 1188

% Cars 97.2 88.1 0 92.1 96.9 100 0 97.5 97.3 97.4 0 97.4 96.4Heavy Vehicles 3 17 0 20 19 0 0 19 1 5 0 6 45

% Heavy Vehicles 2.8 11.9 0 7.9 3.1 0 0 2.5 2.7 2.6 0 2.6 3.6










07:00 AM 21 42 0 64 13 0 10 21 0 17107:15 AM 22 41 0 63 17 0 9 29 0 18107:30 AM 29 51 0 86 31 0 19 32 0 24807:45 AM 29 45 0 89 45 0 5 42 0 255

Total 101 179 0 302 106 0 43 124 0 855

08:00 AM 14 41 0 118 36 0 9 42 0 26008:15 AM 30 36 0 147 39 0 8 47 0 30708:30 AM 27 26 0 164 31 0 6 48 0 30208:45 AM 35 23 0 170 28 0 13 50 0 319

Total 106 126 0 599 134 0 36 187 0 1188

Grand Total 207 305 0 901 240 0 79 311 0 2043Apprch % 40.4 59.6 0 79 21 0 20.3 79.7 0

Total % 10.1 14.9 0 44.1 11.7 0 3.9 15.2 0







PHF .757 .768 .000 .879 .881 .859 .000 .926 .692 .935 .000 .885 .931










07:00 AM 0 5 0 6 1 0 1 2 0 1507:15 AM 1 5 0 4 2 0 0 0 0 1207:30 AM 1 6 0 4 0 0 0 1 0 1207:45 AM 2 3 0 7 1 0 1 0 0 14

Total 4 19 0 21 4 0 2 3 0 53

08:00 AM 2 5 0 4 0 0 0 1 0 1208:15 AM 1 5 0 5 0 0 1 1 0 1308:30 AM 0 3 0 6 0 0 0 1 0 1008:45 AM 0 4 0 4 0 0 0 2 0 10

Total 3 17 0 19 0 0 1 5 0 45


Total % 7.1 36.7 0 40.8 4.1 0 3.1 8.2 0






Total Volume 4 19 0 23 21 4 0 25 2 3 0 5 53% App. Total 17.4 82.6 0 84 16 0 40 60 0

PHF .500 .792 .000 .821 .750 .500 .000 .781 .500 .375 .000 .417 .883









From WestStart Time Right Thru Peds Thru Left Peds Right Left Peds Int. Total

07:00 AM 0 0 0 0 0 0 0 0 0 007:15 AM 0 0 0 0 0 0 1 0 0 107:30 AM 0 0 0 0 0 0 0 0 0 007:45 AM 0 0 0 0 0 0 0 0 0 0

Total 0 0 0 0 0 0 1 0 0 1

08:00 AM 0 0 0 0 0 0 0 1 0 108:15 AM 0 0 0 0 0 0 0 0 0 008:30 AM 0 0 0 0 0 0 0 0 0 008:45 AM 0 0 0 0 0 0 0 0 0 0

Total 0 0 0 0 0 0 0 1 0 1

Grand Total 0 0 0 0 0 0 1 1 0 2Apprch % 0 0 0 0 0 0 50 50 0

Total % 0 0 0 0 0 0 50 50 0




Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right Left Peds App. Total Int. TotalPeak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1


Total Volume 0 0 0 0 0 0 0 0 1 1 0 2 2% App. Total 0 0 0 0 0 0 50 50 0

PHF .000 .000 .000 .000 .000 .000 .000 .000 .250 .250 .000 .500 .500












PHF .779 .777 .000 .875 .888 .859 .000 .931 .712 .923 .000 .881 .937Cars 106 126 0 232 599 134 0 733 36 187 0 223 1188


% Heavy Vehicles 2.8 11.9 0 7.9 3.1 0 0 2.5 2.7 2.6 0 2.6 3.6


Bla

nch

ard

Road


Right

106 3

109 Thru

126 17

143 U-Turn

0 0 0

InOut Total786 232 1018 24 20 44

810 1062 252

Left134

0 134

Thru599 19

618

U-Turn0 0 0

Out TotalIn

162 733 895 18 19 37

180 932 752

Left

187

5

192

Rig

ht

36

1

37

U-T

urn0

0

0

Tota

lO

ut

In240

223

463

3

6

9

243

472

229


Peak Hour Data

North




File Name : 123027 BBSite Code : 09207.01Start Date : 9/6/2012Page No : 1

N/S: South Bedford StreetW: Blanchard RoadCity, State: Burlington, MAClient: VHB/ V. Kalikiri





04:00 PM 67 84 0 48 18 0 22 32 0 27104:15 PM 80 92 0 55 15 0 32 32 0 30604:30 PM 72 110 0 42 16 0 48 51 0 33904:45 PM 82 121 0 41 21 0 33 48 0 346

Total 301 407 0 186 70 0 135 163 0 1262

05:00 PM 120 142 0 56 20 0 41 38 0 41705:15 PM 124 133 0 57 20 0 45 57 0 43605:30 PM 94 127 0 62 23 0 43 46 0 39505:45 PM 88 120 0 62 21 0 42 45 0 378

Total 426 522 0 237 84 0 171 186 0 1626


Total % 25.2 32.2 0 14.6 5.3 0 10.6 12.1 0Cars 721 890 0 382 154 0 303 344 0 2794

% Cars 99.2 95.8 0 90.3 100 0 99 98.6 0 96.7Heavy Vehicles 6 39 0 41 0 0 3 5 0 94

% Heavy Vehicles 0.8 4.2 0 9.7 0 0 1 1.4 0 3.3




Start Time Right Thru U-Turn App. Total Thru Left U-Turn App. Total Right Left U-Turn App. Total Int. TotalPeak Hour Analysis From 04:00 PM to 05:30 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 04:45 PM

04:45 PM 82 121 0 203 41 21 0 62 33 48 0 81 34605:00 PM 120 142 0 262 56 20 0 76 41 38 0 79 41705:15 PM 124 133 0 257 57 20 0 77 45 57 0 102 43605:30 PM 94 127 0 221 62 23 0 85 43 46 0 89 395

Total Volume 420 523 0 943 216 84 0 300 162 189 0 351 1594% App. Total 44.5 55.5 0 72 28 0 46.2 53.8 0

PHF .847 .921 .000 .900 .871 .913 .000 .882 .900 .829 .000 .860 .914Cars 417 506 0 923 196 84 0 280 161 187 0 348 1551


% Heavy Vehicles 0.7 3.3 0 2.1 9.3 0 0 6.7 0.6 1.1 0 0.9 2.7










04:00 PM 64 80 0 44 18 0 22 31 0 25904:15 PM 80 85 0 49 15 0 31 31 0 29104:30 PM 72 103 0 36 16 0 47 50 0 32404:45 PM 81 116 0 36 21 0 32 48 0 334

Total 297 384 0 165 70 0 132 160 0 1208

05:00 PM 120 137 0 50 20 0 41 37 0 40505:15 PM 122 129 0 51 20 0 45 56 0 42305:30 PM 94 124 0 59 23 0 43 46 0 38905:45 PM 88 116 0 57 21 0 42 45 0 369

Total 424 506 0 217 84 0 171 184 0 1586


Total % 25.8 31.9 0 13.7 5.5 0 10.8 12.3 0





04:45 PM 81 116 0 197 36 21 0 57 32 48 0 80 33405:00 PM 120 137 0 257 50 20 0 70 41 37 0 78 40505:15 PM 122 129 0 251 51 20 0 71 45 56 0 101 42305:30 PM 94 124 0 218 59 23 0 82 43 46 0 89 389


PHF .855 .923 .000 .898 .831 .913 .000 .854 .894 .835 .000 .861 .917










04:00 PM 3 4 0 4 0 0 0 1 0 1204:15 PM 0 7 0 6 0 0 1 1 0 1504:30 PM 0 7 0 6 0 0 1 1 0 1504:45 PM 1 5 0 5 0 0 1 0 0 12

Total 4 23 0 21 0 0 3 3 0 54

05:00 PM 0 5 0 6 0 0 0 1 0 1205:15 PM 2 4 0 6 0 0 0 1 0 1305:30 PM 0 3 0 3 0 0 0 0 0 605:45 PM 0 4 0 5 0 0 0 0 0 9

Total 2 16 0 20 0 0 0 2 0 40


Total % 6.4 41.5 0 43.6 0 0 3.2 5.3 0





04:00 PM 3 4 0 7 4 0 0 4 0 1 0 1 1204:15 PM 0 7 0 7 6 6 1 1 0 2 1504:30 PM 0 7 0 7 6 0 0 6 1 1 0 2 1504:45 PM 1 5 0 6 5 0 0 5 1 0 0 1 12

Total Volume 4 23 0 27 21 0 0 21 3 3 0 6 54% App. Total 14.8 85.2 0 100 0 0 50 50 0

PHF .333 .821 .000 .964 .875 .000 .000 .875 .750 .750 .000 .750 .900









From WestStart Time Right Thru Peds Thru Left Peds Right Left Peds Int. Total

04:00 PM 0 0 0 0 0 0 0 0 5 504:15 PM 0 1 0 0 0 0 0 2 4 704:30 PM 0 2 0 1 0 0 0 0 1 404:45 PM 2 0 0 0 0 0 0 0 3 5

Total 2 3 0 1 0 0 0 2 13 21

05:00 PM 0 0 1 0 0 0 0 0 0 105:15 PM 1 0 0 0 0 0 0 0 0 105:30 PM 0 0 0 0 0 0 0 0 0 005:45 PM 0 0 0 0 0 0 0 0 0 0

Total 1 0 1 0 0 0 0 0 0 2

Grand Total 3 3 1 1 0 0 0 2 13 23Apprch % 42.9 42.9 14.3 100 0 0 0 13.3 86.7

Total % 13 13 4.3 4.3 0 0 0 8.7 56.5




Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right Left Peds App. Total Int. TotalPeak Hour Analysis From 04:00 PM to 05:30 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 04:00 PM

04:00 PM 0 0 0 0 0 0 0 0 0 0 5 5 504:15 PM 0 1 0 1 0 0 0 0 0 2 4 6 704:30 PM 0 2 0 2 1 1 0 0 1 1 404:45 PM 2 0 0 2 0 0 0 0 0 0 3 3 5

Total Volume 2 3 0 5 1 0 0 1 0 2 13 15 21% App. Total 40 60 0 100 0 0 0 13.3 86.7

PHF .250 .375 .000 .625 .250 .000 .000 .250 .000 .250 .650 .625 .750










04:45 PM 82 121 0 203 41 21 0 62 33 48 0 81 34605:00 PM 120 142 0 262 56 20 0 76 41 38 0 79 41705:15 PM 124 133 0 257 57 20 0 77 45 57 0 102 43605:30 PM 94 127 0 221 62 23 0 85 43 46 0 89 395


PHF .847 .921 .000 .900 .871 .913 .000 .882 .900 .829 .000 .860 .914Cars 417 506 0 923 196 84 0 280 161 187 0 348 1551


% Heavy Vehicles 0.7 3.3 0 2.1 9.3 0 0 6.7 0.6 1.1 0 0.9 2.7


Bla

ncha

rd R

oad


Right

417 3

420 Thru

506 17

523 U-Turn

0 0 0

InOut Total383 923 1306 22 20 42

405 1348 943

Left84 0

84

Thru196 20

216

U-Turn0 0 0

Out TotalIn

667 280 947 18 20 38

685 985 300

Left

187 2

189

Rig

ht

161 1

162

U-T

urn0 0 0

Tot

alO

utIn

501

34

8

849

3 3

6 50

4

855

351


Peak Hour Data

North




File Name : 133335 BSite Code : 09207.06Start Date : 5/8/2013Page No : 1

S: Muller RoadE/W: Blanchard Road/ Wheeler RoadCity, State: Burlington, MAClient: VHB/ A. Agrawal

Groups Printed- Cars - Heavy VehiclesBlanchard Road

From EastMuller RoadFrom South

Wheeler RoadFrom West

Start Time Thru Left U-Turn Right Left U-Turn Right Thru U-Turn Int. Total

07:00 AM 18 10 0 15 0 0 4 31 0 7807:15 AM 18 20 0 14 11 0 3 24 0 9007:30 AM 34 17 0 21 6 0 1 29 0 10807:45 AM 42 23 0 28 2 0 1 34 0 130

Total 112 70 0 78 19 0 9 118 0 406

08:00 AM 42 16 0 23 7 0 5 36 0 12908:15 AM 48 14 0 30 10 1 3 35 0 14108:30 AM 40 13 0 24 5 0 3 44 0 12908:45 AM 45 13 0 27 6 0 2 37 0 130

Total 175 56 0 104 28 1 13 152 0 529

Grand Total 287 126 0 182 47 1 22 270 0 935Apprch % 69.5 30.5 0 79.1 20.4 0.4 7.5 92.5 0

Total % 30.7 13.5 0 19.5 5 0.1 2.4 28.9 0Cars 279 123 0 180 46 1 19 261 0 909


% Heavy Vehicles 2.8 2.4 0 1.1 2.1 0 13.6 3.3 0 2.8

Blanchard RoadFrom East

Muller RoadFrom South


Start Time Thru Left U-Turn App. Total Right Left U-Turn App. Total Right Thru U-Turn App. Total Int. TotalPeak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1


Total Volume 172 66 0 238 105 24 1 130 12 149 0 161 529% App. Total 72.3 27.7 0 80.8 18.5 0.8 7.5 92.5 0

PHF .896 .717 .000 .915 .875 .600 .250 .793 .600 .847 .000 .856 .938Cars 168 65 0 233 105 24 1 130 10 143 0 153 516

% Cars 97.7 98.5 0 97.9 100 100 100 100 83.3 96.0 0 95.0 97.5Heavy Vehicles 4 1 0 5 0 0 0 0 2 6 0 8 13

% Heavy Vehicles 2.3 1.5 0 2.1 0 0 0 0 16.7 4.0 0 5.0 2.5






Groups Printed- CarsBlanchard Road




07:00 AM 17 10 0 13 0 0 4 30 0 7407:15 AM 17 19 0 14 10 0 3 24 0 8707:30 AM 33 16 0 21 6 0 1 28 0 10507:45 AM 42 23 0 28 2 0 1 33 0 129

Total 109 68 0 76 18 0 9 115 0 395

08:00 AM 40 15 0 23 7 0 4 35 0 12408:15 AM 47 14 0 30 10 1 3 32 0 13708:30 AM 39 13 0 24 5 0 2 43 0 12608:45 AM 44 13 0 27 6 0 1 36 0 127

Total 170 55 0 104 28 1 10 146 0 514


Total % 30.7 13.5 0 19.8 5.1 0.1 2.1 28.7 0







PHF .894 .707 .000 .896 .875 .600 .250 .793 .625 .831 .000 .850 .942






Groups Printed- Heavy VehiclesBlanchard Road




07:00 AM 1 0 0 2 0 0 0 1 0 407:15 AM 1 1 0 0 1 0 0 0 0 307:30 AM 1 1 0 0 0 0 0 1 0 307:45 AM 0 0 0 0 0 0 0 1 0 1

Total 3 2 0 2 1 0 0 3 0 11

08:00 AM 2 1 0 0 0 0 1 1 0 508:15 AM 1 0 0 0 0 0 0 3 0 408:30 AM 1 0 0 0 0 0 1 1 0 308:45 AM 1 0 0 0 0 0 1 1 0 3

Total 5 1 0 0 0 0 3 6 0 15

Grand Total 8 3 0 2 1 0 3 9 0 26Apprch % 72.7 27.3 0 66.7 33.3 0 25 75 0

Total % 30.8 11.5 0 7.7 3.8 0 11.5 34.6 0







PHF .625 .250 .000 .500 .000 .000 .000 .000 .750 .500 .000 .750 .750






Groups Printed- Peds and BicyclesBlanchard Road



Start Time Thru Left Peds Right Left Peds Right Thru Peds Int. Total

07:00 AM 0 0 0 0 0 0 0 1 0 107:15 AM 0 0 0 0 0 0 0 0 0 007:30 AM 0 0 0 0 0 0 0 0 0 007:45 AM 0 0 0 0 0 0 0 0 0 0

Total 0 0 0 0 0 0 0 1 0 1

08:00 AM 0 0 0 1 0 0 0 0 0 108:15 AM 0 0 0 0 0 0 0 0 0 008:30 AM 0 0 0 0 0 0 0 0 0 008:45 AM 0 0 0 0 0 0 0 0 0 0

Total 0 0 0 1 0 0 0 0 0 1

Grand Total 0 0 0 1 0 0 0 1 0 2Apprch % 0 0 0 100 0 0 0 100 0

Total % 0 0 0 50 0 0 0 50 0




Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. TotalPeak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1



PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 .000 .250 .250












PHF .896 .717 .000 .915 .875 .600 .250 .793 .600 .847 .000 .856 .938Cars 168 65 0 233 105 24 1 130 10 143 0 153 516

% Cars 97.7 98.5 0 97.9 100 100 100 100 83.3 96.0 0 95.0 97.5Heavy Vehicles 4 1 0 5 0 0 0 0 2 6 0 8 13

% Heavy Vehicles 2.3 1.5 0 2.1 0 0 0 0 16.7 4.0 0 5.0 2.5

Wh

ee

ler

Ro

ad

B

lan

cha

rd R

oa

d

Muller Road

Th

ru

16

8

4

17

2

Le

ft 65

1

6

6 U

-Tu

rn 0

0

0

Ou

tT

ota

lIn

24

8

23

3

48

1

6

5

11

2

54

4

92

2

38

Left24 0

24

Right105

0 105

U-Turn1 0 1

Out TotalIn

75 130 205 3 0 3

78 208 130

Th

ru14

3

6

14

9

Rig

ht

10

2

1

2

U-T

urn0

0

0

To

tal

Ou

tIn

19

2

15

3

34

5

4

8

12

1

96

3

57

1

61


Peak Hour Data

North




File Name : 123027 DDSite Code : 09207.01Start Date : 9/6/2012Page No : 1

S: Muller RoadE/W: Blanchard RoadCity, State: Burlington, MAClient: VHB/ V. Kalikiri

Groups Printed- Cars - Heavy VehiclesBlanchard Road



Start Time Thru Left U-Turn Right Left U-Turn Right Thru U-Turn Int. Total04:00 PM 67 30 0 24 6 0 6 21 0 15404:15 PM 66 32 0 20 3 0 1 43 0 16504:30 PM 65 26 0 35 11 0 6 49 0 19204:45 PM 81 42 0 32 8 0 5 51 0 219

Total 279 130 0 111 28 0 18 164 0 730

05:00 PM 100 45 0 19 8 1 8 34 0 21505:15 PM 105 60 0 33 9 0 6 37 0 25005:30 PM 69 54 0 24 4 0 6 42 0 19905:45 PM 61 49 0 25 5 0 4 40 0 184

Total 335 208 0 101 26 1 24 153 0 848


Total % 38.9 21.4 0 13.4 3.4 0.1 2.7 20.1 0Cars 610 335 0 210 53 0 42 312 0 1562

% Cars 99.3 99.1 0 99.1 98.1 0 100 98.4 0 99Heavy Vehicles 4 3 0 2 1 1 0 5 0 16

% Heavy Vehicles 0.7 0.9 0 0.9 1.9 100 0 1.6 0 1




Start Time Thru Left U-Turn App. Total Right Left U-Turn App. Total Right Thru U-Turn App. Total Int. TotalPeak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 04:45 PM

04:45 PM 81 42 0 123 32 8 0 40 5 51 0 56 21905:00 PM 100 45 0 145 19 8 1 28 8 34 0 42 21505:15 PM 105 60 0 165 33 9 0 42 6 37 0 43 25005:30 PM 69 54 0 123 24 4 0 28 6 42 0 48 199

Total Volume 355 201 0 556 108 29 1 138 25 164 0 189 883% App. Total 63.8 36.2 0 78.3 21 0.7 13.2 86.8 0

PHF .845 .838 .000 .842 .818 .806 .250 .821 .781 .804 .000 .844 .883Cars 353 199 0 552 107 29 0 136 25 162 0 187 875

% Cars 99.4 99.0 0 99.3 99.1 100 0 98.6 100 98.8 0 98.9 99.1Heavy Vehicles 2 2 0 4 1 0 1 2 0 2 0 2 8

% Heavy Vehicles 0.6 1.0 0 0.7 0.9 0 100 1.4 0 1.2 0 1.1 0.9






Groups Printed- CarsBlanchard Road




Total 276 129 0 110 27 0 18 160 0 720

05:00 PM 99 45 0 19 8 0 8 33 0 21205:15 PM 105 58 0 32 9 0 6 37 0 24705:30 PM 69 54 0 24 4 0 6 42 0 19905:45 PM 61 49 0 25 5 0 4 40 0 184

Total 334 206 0 100 26 0 24 152 0 842


Total % 39.1 21.4 0 13.4 3.4 0 2.7 20 0





04:45 PM 80 42 0 122 32 8 0 40 5 50 0 55 21705:00 PM 99 45 0 144 19 8 0 27 8 33 0 41 21205:15 PM 105 58 0 163 32 9 0 41 6 37 0 43 24705:30 PM 69 54 0 123 24 4 0 28 6 42 0 48 199


PHF .840 .858 .000 .847 .836 .806 .000 .829 .781 .810 .000 .850 .886






Groups Printed- Heavy VehiclesBlanchard Road




Total 3 1 0 1 1 0 0 4 0 10

05:00 PM 1 0 0 0 0 1 0 1 0 305:15 PM 0 2 0 1 0 0 0 0 0 305:30 PM 0 0 0 0 0 0 0 0 0 005:45 PM 0 0 0 0 0 0 0 0 0 0

Total 1 2 0 1 0 1 0 1 0 6

Grand Total 4 3 0 2 1 1 0 5 0 16Apprch % 57.1 42.9 0 50 25 25 0 100 0

Total % 25 18.8 0 12.5 6.2 6.2 0 31.2 0





04:00 PM 2 1 0 3 0 1 0 1 0 1 0 1 504:15 PM 0 0 0 0 0 0 0 0 0 1 0 1 104:30 PM 0 0 0 0 104:45 PM 1 0 0 1 0 0 0 0 0 1 0 1 2


PHF .375 .250 .000 .333 .250 .250 .000 .500 .000 1.00 .000 1.00 .500






Groups Printed- Peds and BicyclesBlanchard Road



Start Time Thru Left Peds Right Left Peds Right Thru Peds Int. Total04:00 PM 0 0 0 0 0 0 0 0 0 004:15 PM 0 0 0 2 0 0 0 0 1 304:30 PM 0 0 0 0 0 0 0 0 0 004:45 PM 0 3 0 0 0 0 0 0 0 3

Total 0 3 0 2 0 0 0 0 1 6

05:00 PM 0 3 0 0 0 1 0 0 0 405:15 PM 0 0 1 0 0 1 0 0 0 205:30 PM 1 1 0 0 0 0 2 0 0 405:45 PM 0 0 0 1 0 0 0 0 0 1

Total 1 4 1 1 0 2 2 0 0 11

Grand Total 1 7 1 3 0 2 2 0 1 17Apprch % 11.1 77.8 11.1 60 0 40 66.7 0 33.3

Total % 5.9 41.2 5.9 17.6 0 11.8 11.8 0 5.9




Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. TotalPeak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 04:45 PM

04:45 PM 0 3 0 3 0 0 0 0 0 0 0 0 305:00 PM 0 3 0 3 0 0 1 1 0 0 0 0 405:15 PM 0 0 1 1 0 0 1 1 0 0 0 0 205:30 PM 1 1 0 2 0 0 0 0 2 0 0 2 4

Total Volume 1 7 1 9 0 0 2 2 2 0 0 2 13% App. Total 11.1 77.8 11.1 0 0 100 100 0 0

PHF .250 .583 .250 .750 .000 .000 .500 .500 .250 .000 .000 .250 .813










04:45 PM 81 42 0 123 32 8 0 40 5 51 0 56 21905:00 PM 100 45 0 145 19 8 1 28 8 34 0 42 21505:15 PM 105 60 0 165 33 9 0 42 6 37 0 43 25005:30 PM 69 54 0 123 24 4 0 28 6 42 0 48 199

Total Volume 355 201 0 556 108 29 1 138 25 164 0 189 883% App. Total 63.8 36.2 0 78.3 21 0.7 13.2 86.8 0

PHF .845 .838 .000 .842 .818 .806 .250 .821 .781 .804 .000 .844 .883Cars 353 199 0 552 107 29 0 136 25 162 0 187 875

% Cars 99.4 99.0 0 99.3 99.1 100 0 98.6 100 98.8 0 98.9 99.1Heavy Vehicles 2 2 0 4 1 0 1 2 0 2 0 2 8

% Heavy Vehicles 0.6 1.0 0 0.7 0.9 0 100 1.4 0 1.2 0 1.1 0.9

Bla

ncha

rd R

oad

Blanchard R

oad

Muller Road

Thru

353 2 355

Left

199 2 201 U

-Turn 0 0 0

Out

Total

In269

552

821

3 4

7 272

828

556

Left29 0

29

Right107

1 108

U-Turn0 1 1

Out TotalIn

224 136 360 2 2 4

226 364 138

Thr

u

162 2

164

Rig

ht25 0 25

U-T

urn0 0 0

Tot

alO

utIn

382

18

7 56

9 2

2 4

384

57

3 18

9


Peak Hour Data

North




File Name : 133335 ESite Code : 09207.06Start Date : 5/8/2013Page No : 1

N/S: Middlesex TurnpikeE: Wheeler RoadCity, State: Burlington, MAClient: VHB/ A. Agrawal

Groups Printed- Cars - Heavy VehiclesMiddlesex Turnpike

From NorthWheeler Road

From EastMiddlesex Turnpike

From SouthStart Time Thru Left U-Turn Right Left U-Turn Right Thru U-Turn Int. Total

07:00 AM 217 35 0 28 14 0 10 133 0 43707:15 AM 292 22 0 45 21 0 5 166 0 55107:30 AM 284 25 0 31 26 0 9 197 0 57207:45 AM 285 26 1 50 32 0 14 247 0 655

Total 1078 108 1 154 93 0 38 743 0 2215

08:00 AM 279 46 0 66 39 0 13 241 0 68408:15 AM 271 75 0 58 31 0 19 249 0 70308:30 AM 249 52 1 49 24 0 15 259 0 64908:45 AM 256 42 0 43 18 0 25 264 0 648

Total 1055 215 1 216 112 0 72 1013 0 2684

Grand Total 2133 323 2 370 205 0 110 1756 0 4899Apprch % 86.8 13.1 0.1 64.3 35.7 0 5.9 94.1 0

Total % 43.5 6.6 0 7.6 4.2 0 2.2 35.8 0Cars 2047 310 2 365 200 0 109 1697 0 4730

% Cars 96 96 100 98.6 97.6 0 99.1 96.6 0 96.6Heavy Vehicles 86 13 0 5 5 0 1 59 0 169

% Heavy Vehicles 4 4 0 1.4 2.4 0 0.9 3.4 0 3.4

Middlesex TurnpikeFrom North

Wheeler RoadFrom East

Middlesex TurnpikeFrom South



Total Volume 1084 199 2 1285 223 126 0 349 61 996 0 1057 2691% App. Total 84.4 15.5 0.2 63.9 36.1 0 5.8 94.2 0

PHF .951 .663 .500 .928 .845 .808 .000 .831 .803 .961 .000 .964 .957Cars 1042 192 2 1236 222 124 0 346 60 969 0 1029 2611

% Cars 96.1 96.5 100 96.2 99.6 98.4 0 99.1 98.4 97.3 0 97.4 97.0Heavy Vehicles 42 7 0 49 1 2 0 3 1 27 0 28 80

% Heavy Vehicles 3.9 3.5 0 3.8 0.4 1.6 0 0.9 1.6 2.7 0 2.6 3.0






Groups Printed- CarsMiddlesex Turnpike




07:00 AM 208 34 0 28 14 0 10 128 0 42207:15 AM 275 21 0 43 19 0 5 155 0 51807:30 AM 281 25 0 30 26 0 9 187 0 55807:45 AM 278 26 1 50 32 0 13 241 0 641

Total 1042 106 1 151 91 0 37 711 0 2139

08:00 AM 272 45 0 66 38 0 13 235 0 66908:15 AM 258 71 0 58 31 0 19 240 0 67708:30 AM 234 50 1 48 23 0 15 253 0 62408:45 AM 241 38 0 42 17 0 25 258 0 621

Total 1005 204 1 214 109 0 72 986 0 2591

Grand Total 2047 310 2 365 200 0 109 1697 0 4730Apprch % 86.8 13.1 0.1 64.6 35.4 0 6 94 0

Total % 43.3 6.6 0 7.7 4.2 0 2.3 35.9 0







PHF .937 .676 .500 .939 .841 .816 .000 .832 .789 .958 .000 .960 .964






Groups Printed- Heavy VehiclesMiddlesex Turnpike




07:00 AM 9 1 0 0 0 0 0 5 0 1507:15 AM 17 1 0 2 2 0 0 11 0 3307:30 AM 3 0 0 1 0 0 0 10 0 1407:45 AM 7 0 0 0 0 0 1 6 0 14

Total 36 2 0 3 2 0 1 32 0 76

08:00 AM 7 1 0 0 1 0 0 6 0 1508:15 AM 13 4 0 0 0 0 0 9 0 2608:30 AM 15 2 0 1 1 0 0 6 0 2508:45 AM 15 4 0 1 1 0 0 6 0 27

Total 50 11 0 2 3 0 0 27 0 93


Total % 50.9 7.7 0 3 3 0 0.6 34.9 0







PHF .833 .688 .000 .803 .500 .750 .000 .625 .000 .750 .000 .750 .861






Groups Printed- Peds and BicyclesMiddlesex Turnpike



From SouthStart Time Thru Left Peds Right Left Peds Right Thru Peds Int. Total

07:00 AM 0 0 0 0 0 0 0 0 0 007:15 AM 0 0 0 0 0 0 0 2 0 207:30 AM 0 0 0 0 0 0 0 3 0 307:45 AM 1 0 1 0 0 1 0 1 0 4

Total 1 0 1 0 0 1 0 6 0 9

08:00 AM 0 0 0 0 0 1 0 2 0 308:15 AM 0 0 1 0 0 0 0 4 0 508:30 AM 0 0 0 0 0 0 0 0 1 108:45 AM 0 0 0 0 0 0 0 1 0 1

Total 0 0 1 0 0 1 0 7 1 10

Grand Total 1 0 2 0 0 2 0 13 1 19Apprch % 33.3 0 66.7 0 0 100 0 92.9 7.1

Total % 5.3 0 10.5 0 0 10.5 0 68.4 5.3






Total Volume 1 0 2 3 0 0 2 2 0 10 0 10 15% App. Total 33.3 0 66.7 0 0 100 0 100 0

PHF .250 .000 .500 .375 .000 .000 .500 .500 .000 .625 .000 .625 .750












PHF .951 .663 .500 .928 .845 .808 .000 .831 .803 .961 .000 .964 .957Cars 1042 192 2 1236 222 124 0 346 60 969 0 1029 2611

% Cars 96.1 96.5 100 96.2 99.6 98.4 0 99.1 98.4 97.3 0 97.4 97.0Heavy Vehicles 42 7 0 49 1 2 0 3 1 27 0 28 80

% Heavy Vehicles 3.9 3.5 0 3.8 0.4 1.6 0 0.9 1.6 2.7 0 2.6 3.0

Middlesex Turnpike

Wheele

r Road

Middlesex Turnpike

Thru

1042 42

1084 Left

192 7

199 U-Turn

2 0 2


28 49 77 1219 2504 1285

Rig

ht

222

1

223

Left

124

2

126 U

-Turn 0

0

0

Out

Tota

lIn

252

346

598

8

3

11

260

609

349

Thru969 27

996

Right60 1

61

U-Turn0 0 0

Out TotalIn

1166 1029 2195 44 28 72

1210 2267 1057


Peak Hour Data

North




Accurate Counts978-664-2565

File Name : 11503005Site Code : 11503005Start Date : 9/15/2011Page No : 1

N/S Street : Middlesex TurnpikeE/W Street: Wheeler RoadCity/State : Burlington, MAWeather : Cloudy

Groups Printed- Cars - TrucksMiddlesex Tpk

From NorthWheeler RdFrom East

Middlesex TpkFrom South

Start Time Left Thru Left Rght Thru Rght Int. Total16:00 36 232 23 80 277 9 65716:15 33 233 26 63 267 12 63416:30 22 227 25 62 261 18 61516:45 53 288 21 69 230 13 674Total 144 980 95 274 1035 52 2580

17:00 48 306 34 100 205 11 70417:15 39 333 42 100 193 13 72017:30 56 311 31 102 232 17 74917:45 63 326 28 87 230 16 750Total 206 1276 135 389 860 57 2923

Grand Total 350 2256 230 663 1895 109 5503Apprch % 13.4 86.6 25.8 74.2 94.6 5.4

Total % 6.4 41 4.2 12 34.4 2Cars 350 2247 230 661 1877 108 5473

% Cars 100 99.6 100 99.7 99.1 99.1 99.5Trucks 0 9 0 2 18 1 30

% Trucks 0 0.4 0 0.3 0.9 0.9 0.5

Middlesex TpkFrom North

Wheeler RdFrom East


Start Time Left Thru App. Total Left Rght App. Total Thru Rght App. Total Int. TotalPeak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1Peak Hour for Entire Intersection Begins at 17:00

17:00 48 306 354 34 100 134 205 11 216 70417:15 39 333 372 42 100 142 193 13 206 72017:30 56 311 367 31 102 133 232 17 249 74917:45 63 326 389 28 87 115 230 16 246 750

Total Volume 206 1276 1482 135 389 524 860 57 917 2923% App. Total 13.9 86.1 25.8 74.2 93.8 6.2

PHF .817 .958 .952 .804 .953 .923 .927 .838 .921 .974Cars 206 1272 1478 135 388 523 854 57 911 2912

% Cars 100 99.7 99.7 100 99.7 99.8 99.3 100 99.3 99.6Trucks 0 4 4 0 1 1 6 0 6 11

% Trucks 0 0.3 0.3 0 0.3 0.2 0.7 0 0.7 0.4




Groups Printed- CarsMiddlesex Tpk




17:00 48 304 34 100 201 11 69817:15 39 331 42 99 193 13 71717:30 56 311 31 102 231 17 74817:45 63 326 28 87 229 16 749Total 206 1272 135 388 854 57 2912


Total % 6.4 41.1 4.2 12.1 34.3 2


Wheeler RdFrom East



17:00 48 304 352 34 100 134 201 11 212 69817:15 39 331 370 42 99 141 193 13 206 71717:30 56 311 367 31 102 133 231 17 248 74817:45 63 326 389 28 87 115 229 16 245 749


PHF .817 .961 .950 .804 .951 .927 .924 .838 .918 .972




Groups Printed- TrucksMiddlesex Tpk




17:00 0 2 0 0 4 0 617:15 0 2 0 1 0 0 317:30 0 0 0 0 1 0 117:45 0 0 0 0 1 0 1Total 0 4 0 1 6 0 11

Grand Total 0 9 0 2 18 1 30Apprch % 0 100 0 100 94.7 5.3

Total % 0 30 0 6.7 60 3.3


Wheeler RdFrom East



16:15 0 1 1 0 1 1 3 0 3 516:30 0 0 0 0 0 0 3 0 3 316:45 0 3 3 0 0 0 3 0 3 617:00 0 2 2 0 0 0 4 0 4 6

Total Volume 0 6 6 0 1 1 13 0 13 20% App. Total 0 100 0 100 100 0

PHF .000 .500 .500 .000 .250 .250 .813 .000 .813 .833




Groups Printed- Bikes PedsMiddlesex Tpk



Start Time Left Thru Peds Left Rght Peds Thru Rght Peds Exclu. Total Inclu. Total Int. Total16:00 0 0 0 0 0 1 0 0 0 1 0 116:15 0 0 0 0 0 1 0 0 0 1 0 116:30 0 0 0 0 0 0 0 0 0 0 0 016:45 0 0 0 0 0 0 0 0 0 0 0 0Total 0 0 0 0 0 2 0 0 0 2 0 2

17:00 0 0 0 0 0 0 0 0 0 0 0 017:15 0 0 0 0 0 0 0 0 0 0 0 017:30 0 0 0 0 0 0 0 0 0 0 0 017:45 0 0 0 0 0 0 0 0 0 0 0 0Total 0 0 0 0 0 0 0 0 0 0 0 0

Grand Total 0 0 0 0 0 2 0 0 0 2 0 2Apprch % 0 0 0 0 0 0

Total % 100 0


Wheeler RdFrom East



16:00 0 0 0 0 0 0 0 0 0 016:15 0 0 0 0 0 0 0 0 0 016:30 0 0 0 0 0 0 0 0 0 016:45 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

File Name : 133335 FSite Code : 09207.06Start Date : 5/8/2013Page No : 1

N/S: Middlesex TurnpikeE/W: I-95 Rte-128 NB Ramps/ Wheeler RoadCity, State: Burlington, MAClient: VHB/ A. Agrawal


From NorthI-95/Route 128 NB Ramp


From SouthWheeler Road


07:00 AM 4 160 27 0 77 12 87 0 41 120 5 0 1 0 0 0 53407:15 AM 13 210 34 0 111 16 97 0 53 154 2 0 0 0 1 0 69107:30 AM 14 205 40 0 96 13 110 0 56 167 7 0 1 0 2 0 71107:45 AM 17 223 42 0 165 19 85 0 84 200 12 0 3 1 1 0 852

Total 48 798 143 0 449 60 379 0 234 641 26 0 5 1 4 0 2788

08:00 AM 20 219 24 0 134 30 100 0 67 260 18 0 2 0 2 0 87608:15 AM 18 255 35 0 167 28 88 0 65 236 17 0 2 0 0 0 91108:30 AM 37 222 19 0 174 26 79 2 62 229 6 0 0 1 0 0 85708:45 AM 36 204 41 0 171 33 86 0 66 236 22 1 4 2 3 0 905

Total 111 900 119 0 646 117 353 2 260 961 63 1 8 3 5 0 3549

Grand Total 159 1698 262 0 1095 177 732 2 494 1602 89 1 13 4 9 0 6337Apprch % 7.5 80.1 12.4 0 54.6 8.8 36.5 0.1 22.6 73.3 4.1 0 50 15.4 34.6 0

Total % 2.5 26.8 4.1 0 17.3 2.8 11.6 0 7.8 25.3 1.4 0 0.2 0.1 0.1 0Cars 159 1627 238 0 1071 176 694 2 472 1563 88 1 11 3 8 0 6113

% Cars 100 95.8 90.8 0 97.8 99.4 94.8 100 95.5 97.6 98.9 100 84.6 75 88.9 0 96.5Heavy Vehicles 0 71 24 0 24 1 38 0 22 39 1 0 2 1 1 0 224% Heavy Vehicles 0 4.2 9.2 0 2.2 0.6 5.2 0 4.5 2.4 1.1 0 15.4 25 11.1 0 3.5


I-95/Route 128 NB RampFrom East



Start Time Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Int. Total

Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1


Total Volume 111 900 119 0 1130 646 117 353 2 1118 260 961 63 1 1285 8 3 5 0 16 3549% App. Total 9.8 79.6 10.5 0 57.8 10.5 31.6 0.2 20.2 74.8 4.9 0.1 50 18.8 31.2 0

PHF .750 .882 .726 .000 .917 .928 .886 .883 .250 .964 .970 .924 .716 .250 .931 .500 .375 .417 .000 .444 .974Cars 111 858 106 0 1075 633 116 334 2 1085 254 940 62 1 1257 7 2 4 0 13 3430

% Cars 100 95.3 89.1 0 95.1 98.0 99.1 94.6 100 97.0 97.7 97.8 98.4 100 97.8 87.5 66.7 80.0 0 81.3 96.6Heavy Vehicles 0 42 13 0 55 13 1 19 0 33 6 21 1 0 28 1 1 1 0 3 119% Heavy Vehicles 0 4.7 10.9 0 4.9 2.0 0.9 5.4 0 3.0 2.3 2.2 1.6 0 2.2 12.5 33.3 20.0 0 18.8 3.4











07:00 AM 4 155 25 0 73 12 83 0 36 119 5 0 0 0 0 0 51207:15 AM 13 197 29 0 108 16 87 0 48 146 2 0 0 0 1 0 64707:30 AM 14 202 39 0 95 13 106 0 53 160 7 0 1 0 2 0 69207:45 AM 17 215 39 0 162 19 84 0 81 198 12 0 3 1 1 0 832

Total 48 769 132 0 438 60 360 0 218 623 26 0 4 1 4 0 2683

08:00 AM 20 216 20 0 130 30 95 0 66 254 18 0 2 0 2 0 85308:15 AM 18 244 33 0 164 27 82 0 64 229 16 0 2 0 0 0 87908:30 AM 37 209 18 0 172 26 75 2 60 224 6 0 0 0 0 0 82908:45 AM 36 189 35 0 167 33 82 0 64 233 22 1 3 2 2 0 869

Total 111 858 106 0 633 116 334 2 254 940 62 1 7 2 4 0 3430

Grand Total 159 1627 238 0 1071 176 694 2 472 1563 88 1 11 3 8 0 6113Apprch % 7.9 80.4 11.8 0 55.1 9.1 35.7 0.1 22.2 73.6 4.1 0 50 13.6 36.4 0

Total % 2.6 26.6 3.9 0 17.5 2.9 11.4 0 7.7 25.6 1.4 0 0.2 0 0.1 0








Total Volume 111 858 106 0 1075 633 116 334 2 1085 254 940 62 1 1257 7 2 4 0 13 3430% App. Total 10.3 79.8 9.9 0 58.3 10.7 30.8 0.2 20.2 74.8 4.9 0.1 53.8 15.4 30.8 0

PHF .750 .879 .757 .000 .911 .920 .879 .879 .250 .962 .962 .925 .705 .250 .930 .583 .250 .500 .000 .464 .976











07:00 AM 0 5 2 0 4 0 4 0 5 1 0 0 1 0 0 0 2207:15 AM 0 13 5 0 3 0 10 0 5 8 0 0 0 0 0 0 4407:30 AM 0 3 1 0 1 0 4 0 3 7 0 0 0 0 0 0 1907:45 AM 0 8 3 0 3 0 1 0 3 2 0 0 0 0 0 0 20

Total 0 29 11 0 11 0 19 0 16 18 0 0 1 0 0 0 105

08:00 AM 0 3 4 0 4 0 5 0 1 6 0 0 0 0 0 0 2308:15 AM 0 11 2 0 3 1 6 0 1 7 1 0 0 0 0 0 3208:30 AM 0 13 1 0 2 0 4 0 2 5 0 0 0 1 0 0 2808:45 AM 0 15 6 0 4 0 4 0 2 3 0 0 1 0 1 0 36

Total 0 42 13 0 13 1 19 0 6 21 1 0 1 1 1 0 119

Grand Total 0 71 24 0 24 1 38 0 22 39 1 0 2 1 1 0 224Apprch % 0 74.7 25.3 0 38.1 1.6 60.3 0 35.5 62.9 1.6 0 50 25 25 0

Total % 0 31.7 10.7 0 10.7 0.4 17 0 9.8 17.4 0.4 0 0.9 0.4 0.4 0








Total Volume 0 42 13 0 55 13 1 19 0 33 6 21 1 0 28 1 1 1 0 3 119% App. Total 0 76.4 23.6 0 39.4 3 57.6 0 21.4 75 3.6 0 33.3 33.3 33.3 0

PHF .000 .700 .542 .000 .655 .813 .250 .792 .000 .825 .750 .750 .250 .000 .778 .250 .250 .250 .000 .375 .826











07:00 AM 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 207:15 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 207:30 AM 0 0 0 0 0 0 0 1 0 2 0 0 0 0 0 2 507:45 AM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 1 3

Total 0 0 0 0 0 0 0 5 0 3 0 0 0 0 0 4 12

08:00 AM 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 208:15 AM 0 0 0 0 0 0 0 0 0 3 1 0 0 0 0 1 508:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 008:45 AM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 1 3

Total 0 0 0 0 0 0 0 3 0 4 1 0 0 0 0 2 10

Grand Total 0 0 0 0 0 0 0 8 0 7 1 0 0 0 0 6 22Apprch % 0 0 0 0 0 0 0 100 0 87.5 12.5 0 0 0 0 100

Total % 0 0 0 0 0 0 0 36.4 0 31.8 4.5 0 0 0 0 27.3





Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total



Total Volume 0 0 0 0 0 0 0 0 4 4 0 6 1 0 7 0 0 0 4 4 15% App. Total 0 0 0 0 0 0 0 100 0 85.7 14.3 0 0 0 0 100

PHF .000 .000 .000 .000 .000 .000 .000 .000 .500 .500 .000 .500 .250 .000 .438 .000 .000 .000 .500 .500 .750













Total Volume 111 900 119 0 1130 646 117 353 2 1118 260 961 63 1 1285 8 3 5 0 16 3549% App. Total 9.8 79.6 10.5 0 57.8 10.5 31.6 0.2 20.2 74.8 4.9 0.1 50 18.8 31.2 0

PHF .750 .882 .726 .000 .917 .928 .886 .883 .250 .964 .970 .924 .716 .250 .931 .500 .375 .417 .000 .444 .974Cars 111 858 106 0 1075 633 116 334 2 1085 254 940 62 1 1257 7 2 4 0 13 3430

% Cars 100 95.3 89.1 0 95.1 98.0 99.1 94.6 100 97.0 97.7 97.8 98.4 100 97.8 87.5 66.7 80.0 0 81.3 96.6Heavy Vehicles 0 42 13 0 55 13 1 19 0 33 6 21 1 0 28 1 1 1 0 3 119% Heavy Vehicles 0 4.7 10.9 0 4.9 2.0 0.9 5.4 0 3.0 2.3 2.2 1.6 0 2.2 12.5 33.3 20.0 0 18.8 3.4

Middlesex Turnpike

Wheele

r R

oad

I-95/R

oute

128 N

B R

am

p

Middlesex Turnpike

Right

111 0

111 Thru

858 42

900 Left

106 13

119 U-Turn

0 0 0


35 55 90 1612 2742 1130

Rig

ht

633

13

646

Thru

116

1

117

Left

334

19

353 U

-Turn 2

0

2

Out

Tota

lIn

362

1085

1447

20

33

53

382

1500

1118

Left62 1

63

Thru940 21

961

Right254

6 260

U-Turn1 0 1

Out TotalIn

1199 1257 2456 62 28 90

1261 2546 1285

Left

4

1

5

Thru

2

1

3

Rig

ht7

1

8

U-T

urn0

0

0

Tota

lO

ut

In289

13

302

2

3

5

291

307

16


Peak Hour Data

North






N/S Street : Middlesex TurnpikeE/W Street: Wheeler Rd / Rte 95 NB RampsCity/State : Burlington, MAWeather : Cloudy

.


From NorthRoute 95 NB Ramps

From EastMiddlesex Tpk

From SouthWheeler Rd West

From WestStart Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total

16:00 121 189 3 56 1 84 7 276 80 22 9 13 86116:15 120 206 6 62 4 122 4 259 57 17 14 7 87816:30 128 197 5 51 2 108 10 263 54 31 14 16 87916:45 103 234 6 83 6 125 2 242 69 37 17 16 940Total 472 826 20 252 13 439 23 1040 260 107 54 52 3558

17:00 114 269 11 78 4 107 5 240 49 59 29 31 99617:15 92 290 6 76 6 116 10 254 42 58 23 30 100317:30 97 282 4 87 5 142 4 278 42 42 22 19 102417:45 95 253 3 90 5 140 2 262 68 47 21 20 1006Total 398 1094 24 331 20 505 21 1034 201 206 95 100 4029

Grand Total 870 1920 44 583 33 944 44 2074 461 313 149 152 7587Apprch % 30.7 67.7 1.6 37.4 2.1 60.5 1.7 80.4 17.9 51 24.3 24.8

Total % 11.5 25.3 0.6 7.7 0.4 12.4 0.6 27.3 6.1 4.1 2 2Cars 860 1913 43 581 33 935 44 2063 452 312 149 152 7537

% Cars 98.9 99.6 97.7 99.7 100 99 100 99.5 98 99.7 100 100 99.3Trucks 10 7 1 2 0 9 0 11 9 1 0 0 50

% Trucks 1.1 0.4 2.3 0.3 0 1 0 0.5 2 0.3 0 0 0.7


Route 95 NB RampsFrom East


Wheeler Rd WestFrom 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 16:00 to 17:45 - Peak 1 of 1Peak Hour for Entire Intersection Begins at 17:00

17:00 114 269 11 394 78 4 107 189 5 240 49 294 59 29 31 119 99617:15 92 290 6 388 76 6 116 198 10 254 42 306 58 23 30 111 100317:30 97 282 4 383 87 5 142 234 4 278 42 324 42 22 19 83 102417:45 95 253 3 351 90 5 140 235 2 262 68 332 47 21 20 88 1006

Total Volume 398 1094 24 1516 331 20 505 856 21 1034 201 1256 206 95 100 401 4029% App. Total 26.3 72.2 1.6 38.7 2.3 59 1.7 82.3 16 51.4 23.7 24.9

PHF .873 .943 .545 .962 .919 .833 .889 .911 .525 .930 .739 .946 .873 .819 .806 .842 .984Cars 392 1091 24 1507 331 20 501 852 21 1031 197 1249 205 95 100 400 4008

% Cars 98.5 99.7 100 99.4 100 100 99.2 99.5 100 99.7 98.0 99.4 99.5 100 100 99.8 99.5Trucks 6 3 0 9 0 0 4 4 0 3 4 7 1 0 0 1 21

% Trucks 1.5 0.3 0 0.6 0 0 0.8 0.5 0 0.3 2.0 0.6 0.5 0 0 0.2 0.5




.






16:00 120 187 3 56 1 83 7 273 80 22 9 13 85416:15 120 206 6 62 4 121 4 257 54 17 14 7 87216:30 126 197 5 51 2 106 10 262 52 31 14 16 87216:45 102 232 5 81 6 124 2 240 69 37 17 16 931Total 468 822 19 250 13 434 23 1032 255 107 54 52 3529

17:00 114 268 11 78 4 105 5 239 46 58 29 31 98817:15 90 288 6 76 6 115 10 253 42 58 23 30 99717:30 96 282 4 87 5 141 4 278 42 42 22 19 102217:45 92 253 3 90 5 140 2 261 67 47 21 20 1001Total 392 1091 24 331 20 501 21 1031 197 205 95 100 4008

Grand Total 860 1913 43 581 33 935 44 2063 452 312 149 152 7537Apprch % 30.5 67.9 1.5 37.5 2.1 60.4 1.7 80.6 17.7 50.9 24.3 24.8

Total % 11.4 25.4 0.6 7.7 0.4 12.4 0.6 27.4 6 4.1 2 2







17:00 114 268 11 393 78 4 105 187 5 239 46 290 58 29 31 118 98817:15 90 288 6 384 76 6 115 197 10 253 42 305 58 23 30 111 99717:30 96 282 4 382 87 5 141 233 4 278 42 324 42 22 19 83 102217:45 92 253 3 348 90 5 140 235 2 261 67 330 47 21 20 88 1001

Total Volume 392 1091 24 1507 331 20 501 852 21 1031 197 1249 205 95 100 400 4008% App. Total 26 72.4 1.6 38.8 2.3 58.8 1.7 82.5 15.8 51.2 23.8 25

PHF .860 .947 .545 .959 .919 .833 .888 .906 .525 .927 .735 .946 .884 .819 .806 .847 .980




.






16:00 1 2 0 0 0 1 0 3 0 0 0 0 716:15 0 0 0 0 0 1 0 2 3 0 0 0 616:30 2 0 0 0 0 2 0 1 2 0 0 0 716:45 1 2 1 2 0 1 0 2 0 0 0 0 9Total 4 4 1 2 0 5 0 8 5 0 0 0 29

17:00 0 1 0 0 0 2 0 1 3 1 0 0 817:15 2 2 0 0 0 1 0 1 0 0 0 0 617:30 1 0 0 0 0 1 0 0 0 0 0 0 217:45 3 0 0 0 0 0 0 1 1 0 0 0 5Total 6 3 0 0 0 4 0 3 4 1 0 0 21

Grand Total 10 7 1 2 0 9 0 11 9 1 0 0 50Apprch % 55.6 38.9 5.6 18.2 0 81.8 0 55 45 100 0 0

Total % 20 14 2 4 0 18 0 22 18 2 0 0







16:15 0 0 0 0 0 0 1 1 0 2 3 5 0 0 0 0 616:30 2 0 0 2 0 0 2 2 0 1 2 3 0 0 0 0 716:45 1 2 1 4 2 0 1 3 0 2 0 2 0 0 0 0 917:00 0 1 0 1 0 0 2 2 0 1 3 4 1 0 0 1 8

Total Volume 3 3 1 7 2 0 6 8 0 6 8 14 1 0 0 1 30% App. Total 42.9 42.9 14.3 25 0 75 0 42.9 57.1 100 0 0

PHF .375 .375 .250 .438 .250 .000 .750 .667 .000 .750 .667 .700 .250 .000 .000 .250 .833




.

Groups Printed- Bikes PedsMiddlesex Tpk




From WestStart Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Exclu. Total Inclu. Total Int. Total

16:00 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 1 4 0 416:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 116:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 016:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Total 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 2 5 0 5

17:00 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 117:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 117:30 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 117:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Total 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 1 3 0 3

Grand Total 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 3 8 0 8Apprch % 0 0 0 0 0 0 0 0 0 0 0 0

Total % 100 0







16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 016:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 016:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 016:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0% App. Total 0 0 0 0 0 0 0 0 0 0 0 0

PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000

File Name : 133335 GSite Code : 09207.06Start Date : 5/8/2013Page No : 1

N/S: Middlesex TurnpikeE: I-95 / Route 128 SB RampsCity, State: Burlington, MAClient: VHB/ A. Agrawal


From NorthI-95 / Route 128 SB Ramps



07:00 AM 133 51 0 63 68 0 77 131 1 52407:15 AM 162 48 0 60 94 0 79 183 0 62607:30 AM 182 48 0 62 84 0 82 198 0 65607:45 AM 172 37 0 74 117 0 73 260 1 734

Total 649 184 0 259 363 0 311 772 2 2540

08:00 AM 148 47 0 133 117 0 104 262 0 81108:15 AM 188 41 0 96 131 0 107 313 1 87708:30 AM 150 38 0 123 133 0 83 330 0 85708:45 AM 143 27 0 118 156 0 99 285 1 829

Total 629 153 0 470 537 0 393 1190 2 3374

Grand Total 1278 337 0 729 900 0 704 1962 4 5914Apprch % 79.1 20.9 0 44.8 55.2 0 26.4 73.5 0.1

Total % 21.6 5.7 0 12.3 15.2 0 11.9 33.2 0.1Cars 1225 309 0 709 861 0 671 1928 3 5706


% Heavy Vehicles 4.1 8.3 0 2.7 4.3 0 4.7 1.7 25 3.5


I-95 / Route 128 SB RampsFrom East




Total Volume 629 153 0 782 470 537 0 1007 393 1190 2 1585 3374% App. Total 80.4 19.6 0 46.7 53.3 0 24.8 75.1 0.1

PHF .836 .814 .000 .854 .883 .861 .000 .919 .918 .902 .500 .941 .962Cars 599 138 0 737 458 514 0 972 374 1172 1 1547 3256

% Cars 95.2 90.2 0 94.2 97.4 95.7 0 96.5 95.2 98.5 50.0 97.6 96.5Heavy Vehicles 30 15 0 45 12 23 0 35 19 18 1 38 118

% Heavy Vehicles 4.8 9.8 0 5.8 2.6 4.3 0 3.5 4.8 1.5 50.0 2.4 3.5










07:00 AM 128 48 0 60 65 0 76 127 1 50507:15 AM 155 41 0 59 86 0 73 180 0 59407:30 AM 180 46 0 58 83 0 77 192 0 63607:45 AM 163 36 0 74 113 0 71 257 1 715

Total 626 171 0 251 347 0 297 756 2 2450

08:00 AM 140 41 0 127 115 0 98 256 0 77708:15 AM 180 37 0 93 126 0 102 308 0 84608:30 AM 143 34 0 123 125 0 79 327 0 83108:45 AM 136 26 0 115 148 0 95 281 1 802

Total 599 138 0 458 514 0 374 1172 1 3256

Grand Total 1225 309 0 709 861 0 671 1928 3 5706Apprch % 79.9 20.1 0 45.2 54.8 0 25.8 74.1 0.1

Total % 21.5 5.4 0 12.4 15.1 0 11.8 33.8 0.1







PHF .832 .841 .000 .849 .902 .868 .000 .924 .917 .896 .250 .943 .962










07:00 AM 5 3 0 3 3 0 1 4 0 1907:15 AM 7 7 0 1 8 0 6 3 0 3207:30 AM 2 2 0 4 1 0 5 6 0 2007:45 AM 9 1 0 0 4 0 2 3 0 19

Total 23 13 0 8 16 0 14 16 0 90

08:00 AM 8 6 0 6 2 0 6 6 0 3408:15 AM 8 4 0 3 5 0 5 5 1 3108:30 AM 7 4 0 0 8 0 4 3 0 2608:45 AM 7 1 0 3 8 0 4 4 0 27

Total 30 15 0 12 23 0 19 18 1 118

Grand Total 53 28 0 20 39 0 33 34 1 208Apprch % 65.4 34.6 0 33.9 66.1 0 48.5 50 1.5

Total % 25.5 13.5 0 9.6 18.8 0 15.9 16.3 0.5






Total Volume 30 15 0 45 12 23 0 35 19 18 1 38 118% App. Total 66.7 33.3 0 34.3 65.7 0 50 47.4 2.6

PHF .938 .625 .000 .804 .500 .719 .000 .795 .792 .750 .250 .792 .868









From SouthStart Time Thru Left Peds Right Left Peds Right Thru Peds Int. Total

07:00 AM 0 0 0 0 0 0 0 0 0 007:15 AM 0 0 0 0 0 2 0 2 1 507:30 AM 1 0 0 0 0 3 0 3 0 707:45 AM 0 0 0 0 0 1 0 1 0 2

Total 1 0 0 0 0 6 0 6 1 14

08:00 AM 0 0 0 0 0 3 0 1 0 408:15 AM 0 0 0 0 0 0 0 3 0 308:30 AM 0 0 0 0 0 0 0 1 0 108:45 AM 0 0 0 0 0 8 0 0 0 8

Total 0 0 0 0 0 11 0 5 0 16

Grand Total 1 0 0 0 0 17 0 11 1 30Apprch % 100 0 0 0 0 100 0 91.7 8.3

Total % 3.3 0 0 0 0 56.7 0 36.7 3.3






Total Volume 1 0 0 1 0 0 9 9 0 7 1 8 18% App. Total 100 0 0 0 0 100 0 87.5 12.5

PHF .250 .000 .000 .250 .000 .000 .750 .750 .000 .583 .250 .667 .643












PHF .836 .814 .000 .854 .883 .861 .000 .919 .918 .902 .500 .941 .962Cars 599 138 0 737 458 514 0 972 374 1172 1 1547 3256

% Cars 95.2 90.2 0 94.2 97.4 95.7 0 96.5 95.2 98.5 50.0 97.6 96.5Heavy Vehicles 30 15 0 45 12 23 0 35 19 18 1 38 118

% Heavy Vehicles 4.8 9.8 0 5.8 2.6 4.3 0 3.5 4.8 1.5 50.0 2.4 3.5

Middlesex Turnpike

I-95 / R

oute

128 S

B R

am

ps

Middlesex Turnpike

Thru

599 30

629 Left

138 15

153 U-Turn

0 0 0


30 45 75 1660 2442 782

Rig

ht

458

12

470

Left

514

23

537 U

-Turn 0

0

0

Out

Tota

lIn

512

972

1484

34

35

69

546

1553

1007

Thru1172

18 1190

Right374 19

393

U-Turn1 1 2

Out TotalIn

1113 1547 2660 53 38 91

1166 2751 1585


Peak Hour Data

North






N/S Street : Middlesex TurnpikeE/W Street: Route 95 SB RampsCity/State : Burlington, MAWeather : Cloudy

.


From NorthRte 95 SB Ramps


From SouthStart Time Left Thru Left Right Thru Right Int. Total

16:00 170 280 47 85 236 136 95416:15 155 275 36 75 272 126 93916:30 146 296 34 79 235 164 95416:45 155 317 46 62 275 134 989Total 626 1168 163 301 1018 560 3836

17:00 186 322 60 67 225 168 102817:15 181 359 41 50 282 158 107117:30 152 326 44 68 300 146 103617:45 143 285 44 82 316 144 1014Total 662 1292 189 267 1123 616 4149


Total % 16.1 30.8 4.4 7.1 26.8 14.7Cars 1285 2446 349 563 2124 1171 7938

% Cars 99.8 99.4 99.1 99.1 99.2 99.6 99.4Trucks 3 14 3 5 17 5 47

% Trucks 0.2 0.6 0.9 0.9 0.8 0.4 0.6


Rte 95 SB RampsFrom East


Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. TotalPeak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1Peak Hour for Entire Intersection Begins at 17:00

17:00 186 322 508 60 67 127 225 168 393 102817:15 181 359 540 41 50 91 282 158 440 107117:30 152 326 478 44 68 112 300 146 446 103617:45 143 285 428 44 82 126 316 144 460 1014


PHF .890 .900 .905 .788 .814 .898 .888 .917 .945 .968Cars 661 1286 1947 187 267 454 1115 615 1730 4131

% Cars 99.8 99.5 99.6 98.9 100 99.6 99.3 99.8 99.5 99.6Trucks 1 6 7 2 0 2 8 1 9 18

% Trucks 0.2 0.5 0.4 1.1 0 0.4 0.7 0.2 0.5 0.4




.





16:00 170 277 47 85 234 134 94716:15 155 275 36 74 270 125 93516:30 146 294 34 77 232 164 94716:45 153 314 45 60 273 133 978Total 624 1160 162 296 1009 556 3807

17:00 186 321 60 67 221 168 102317:15 180 356 40 50 280 158 106417:30 152 326 44 68 299 145 103417:45 143 283 43 82 315 144 1010Total 661 1286 187 267 1115 615 4131


Total % 16.2 30.8 4.4 7.1 26.8 14.8





17:00 186 321 507 60 67 127 221 168 389 102317:15 180 356 536 40 50 90 280 158 438 106417:30 152 326 478 44 68 112 299 145 444 103417:45 143 283 426 43 82 125 315 144 459 1010


PHF .888 .903 .908 .779 .814 .894 .885 .915 .942 .971




.





16:00 0 3 0 0 2 2 716:15 0 0 0 1 2 1 416:30 0 2 0 2 3 0 716:45 2 3 1 2 2 1 11Total 2 8 1 5 9 4 29

17:00 0 1 0 0 4 0 517:15 1 3 1 0 2 0 717:30 0 0 0 0 1 1 217:45 0 2 1 0 1 0 4Total 1 6 2 0 8 1 18


Total % 6.4 29.8 6.4 10.6 36.2 10.6





16:30 0 2 2 0 2 2 3 0 3 716:45 2 3 5 1 2 3 2 1 3 1117:00 0 1 1 0 0 0 4 0 4 517:15 1 3 4 1 0 1 2 0 2 7

Total Volume 3 9 12 2 4 6 11 1 12 30% App. Total 25 75 33.3 66.7 91.7 8.3

PHF .375 .750 .600 .500 .500 .500 .688 .250 .750 .682


Seasonal Growth Adjustments


Public Transportation Routes

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Route 10 Route 10 ABirchcrest - Peach Orchard - Beacon St - Shaw's A Street - Mall - Lahey Clinic - Market Basket - Crossroads

Center Peach Center Center A Burling- Lahey Market Wheeler Cross- Birch- CenterSchool Orchard Beacon Shaw's School School Street ton Mall Clinic Basket Blanchard Roads crest School

7:30 AM 7:35 7:40 7:42 7:45 7:45 AM 7:50 7:55 8:00 8:08 8:10 8:12 8:15 8:258:30 AM 8:35 8:40 8:42 8:45 8:45 AM 8:50 8:55 9:00 9:08 9:10 9:12 9:15 9:25

10:00 AM 10:05 10:10 10:12 10:15 10:15 AM 10:20 10:25 10:30 10:38 10:40 10:42 10:45 10:5511:30 AM 11:35 11:40 11:42 11:45 11:45 AM 11:50 11:55 12:00 12:08 12:10 12:12 12:15 12:25

1:30 PM 1:35 1:40 1:42 1:45 1:45 PM 1:50 1:55 2:00 2:08 2:10 2:12 2:15 2:25

Route 10 Reversed Route 10 A ReversedCrossroads - Market Basket - Mall - Lahey Clinic - A Street Shaw's - Peach Orchard - Beacon - Birchcrest

Center Cross- Blanchard Market Burling- Lahey A Center Center Peach Birch- CenterSchool Roads Wheeler Basket ton Mall Clinic Street School School Shaw's Orchard Beacon crest School

4:00 PM 4:05 4:10 4:11 4:22 4:25 4:30 4:35 4:35 PM 4:40 4:45 4:48 4:53 4:555:00 PM 5:05 5:10 5:11 5:22 5:25 5:30 5:35 5:35 PM 5:40 5:45 5:48 5:53 5:55

Route 11 Route 11 Reversed A St - Burlington Mall - Lahey Clinic - Lexington St Lexington St - Lahey Clinic - Burlington Mall - A St

Center Burling- Lahey Lexing- Center Center Lexing- Lahey Burling- CenterSchool A St ton Mall Clinic ton St School School ton St Clinic ton Mall A St School

9:30 AM 9:35 9:40 9:45 9:50 10:0011:00 AM 11:05 11:10 11:15 11:20 11:30 11:30 AM 11:35 11:40 11:45 11:50 12:00

2:30 PM 2:35 2:40 2:45 2:50 3:00 3:00 PM 3:05 3:10 3:15 3:20 3:303:30 PM 3:35 3:40 3:45 3:50 4:00

Route 12 Route 12 AShaw's - Wilmington Rd - Skilton - Shaw's Lexington St. - Lahey Clinic - Mall - A Street

Center West- Skilton Center Center Lexing- Lahey Burling- CenterSchool Shaw's Leroy Dr wood St Fox Hill to CVS Shaw's School School ton St Clinic ton Mall A St School

8:00 AM 8:02 8:06 8:08 8:10 8:15 8:18 8:20 8:20 AM 8:25 8:30 8:35 8:45 8:559:00 AM 9:02 9:06 9:08 9:10 9:15 9:18 9:20 9:20 AM 9:25 9:30 9:35 9:45 9:55

Route 12 Reversed Route 12 A ReversedA St - Burlington Mall - Lahey Clinic - Lexington St Shaw's - Wilmington Rd - Skilton - Shaw's

Center Burling- Lahey Lexing- Center Center Wilming- CenterSchool A St ton Mall Clinic ton St School School Shaw's ton Rd Fox Hill Shaw's School

4:30 PM 4:35 4:45 4:50 4:57 4:58 5:00 PM 5:05 5:10 5:15 5:20 5:305:30 PM 5:35 5:45 5:50 5:57 5:58 6:00 PM 6:05 6:10 6:15 6:20 6:30

http://www.burlington.org/bline/

bline.htm

Department of Public Works 25 Center Street

Burlington, MA 01803 (781)270-1965

Bus Routes

BLINE

Effective July 23, 2009 Rt. 10 Beacon Street—Malls (Blue Line) Rt. 11 Mall Road (Orange Line) Rt. 12 Wilmington Rd—Mall Rd (Yellow Line) Rt. 13 Francis Wyman Rd / Wilmington Rd (Pink Line) Rt. 14 Winn Street (Brown Line) Rt. 10R Malls/Beacon Street (Blue Line reversed) Rt. 11R Mall/Lahey (Orange Line reversed) Rt. 12R Mall Rd/WilmingtonRd (Yellow Line reversed)

Route 13 Francis Wyman - Wilmington Road - Skilton - Shaw's

Center Francis Wilmington Skilton Olympia CenterSchool Wyman Leroy Dr Road to CVS Shaw's Way School

10:00 AM 10:05 10:08 10:10 10:15 10:18 10:20 10:2511:00 AM 11:05 11:08 11:10 11:15 11:18 11:20 11:2512:00 PM 12:05 12:08 12:10 12:15 12:18 12:20 12:25

2:00 PM 2:05 2:08 2:10 2:15 2:18 2:20 2:253:00 PM 3:05 3:08 3:10 3:15 3:18 3:20 3:254:00 PM 4:05 4:08 4:10 4:15 4:18 4:20 4:25

Route 14Birchcrest - Peach Orchard - Beacon St - Wyman St - Shaw's

Center Birch- Peach Beacon Wyman Olympia CenterSchool crest Orchard Street Street Shaw's Way School

10:30 AM 10:31 10:34 10:40 10:43 10:50 10:55 10:5712:30 PM 12:31 12:34 12:40 12:43 12:50 12:55 12:57

2:30 PM 2:31 2:34 2:40 2:43 2:50 2:55 2:573:30 PM 3:31 3:34 3:40 3:43 3:50 3:55 3:57

B-Line Information

The B-Line operates Monday to Friday. The buses do not operate on weekends or holidays.

Bus Fares: Seniors (65)Students With ID'sSpecial Needs Adults

Cash Ride (exact change) $1.00 $1.50Transfers $0.50 $0.50

Six Month Pass $50.00 $100.00(July-Dec/Jan-June)Three Month Pass $30.00 $60.00(July-Sept) (Oct-Dec)(Jan-Mar) (Apr-June)

Pass Applications are available from the drivers.

REVISED 07/24/09


Vehicle Crash Data and MassDOT Crash Rate Worksheets

Town

Year

Crash

Dat

e

Crash

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South Bedford Street at Van De Graaff DriveBURLINGTON 2006 38735 2:55 PM Non-fatal injury 2 1 0 Rear-end Wet Daylight Rain SOUTH BEDFORD STREET VAN DE GRAAFF DRIVE /

WAYSIDE ROADV1:Northbound / V2:Northbound V1: Not reported / V2: Not reported

BURLINGTON 2006 38747 9:32 AM Non-fatal injury 2 2 0 Angle Wet Daylight Clear/Fog, smog, smoke

SOUTH BEDFORD STREET WAYSIDE ROAD V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 39058 3:15 PM Not Reported 2 0 0 Sideswipe, same direction Dry Daylight Not Reported SOUTH BEDFORD STREET / WAYSIDE ROAD

V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic WAYSIDE COMMONS

BURLINGTON 2006 38849 10:45 AM Not Reported 2 0 0 Rear-end Wet Daylight Rain/Cloudy BEDFORD STREET WAYSIDE ROAD V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 38916 6:41 AM Non-fatal injury 3 1 0 Rear-end Dry Daylight Clear/Clear WAYSIDE ROAD SOUTH BEDFORD STREET V1:Westbound / V2:Westbound / V3:Westbound

V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic / V3: Collision with motor vehicle in traffic

BURLINGTON 2006 39002 8:30 AM Not Reported 2 0 0 Angle Wet Daylight Cloudy 99 SOUTH BEDFORD STREET / WAYSIDE ROAD

V1:Northbound / V2:Northbound V1: Not reported / V2: Not reported

BURLINGTON 2006 39010 1:05 PM Non-fatal injury 2 1 0 Rear-end Wet Daylight Cloudy/Rain SOUTH BEDFORD STREET SOUTH BEDFORD STREET V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic MALL RD

BURLINGTON 2006 39026 12:30 PM Non-fatal injury 2 1 0 Rear-end Dry Daylight Clear SOUTH BEDFORD STREET V1:Southbound / V2:Southbound V1: Not reported / V2: Not reported MALL RD

BURLINGTON 2007 39247 10:14 PM Non-fatal injury 2 1 0 Angle Dry Dark - lighted roadway

Cloudy WAYSIDE ROAD / SOUTH BEDFORD STREET WAYSIDE ROAD / SOUTH BEDFORD STREET

V1:Eastbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2007 39252 8:00 AM Not Reported 2 0 0 Rear-end Dry Daylight Clear WAYSIDE ROAD / SOUTH BEDFORD STREET WAYSIDE ROAD / SOUTH BEDFORD STREET

V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2007 39266 9:10 PM Not Reported 2 0 0 Angle Dry Dark - lighted roadway

Clear SOUTH BEDFORD STREET / VAN DE GRAAFF DRIVE / WAYSIDE ROAD

SOUTH BEDFORD STREET / VAN DE GRAAFF DRIVE / WAYSIDE ROAD


BURLINGTON 2008 39532 3:00 AM Not Reported 2 0 0 Sideswipe, same direction Dry Daylight Clear BEDFORD STREET / WAYSIDE ROAD BEDFORD STREET / WAYSIDE ROAD

V1:Not reported / V2:Not reported V1: Not reported / V2: Not reported V1: Not reported / V2:Not reported V1: Not reported / V2:Passenger car

BURLINGTON 2008 39478 8:00 AM Not Reported 2 0 0 Sideswipe, opposite direction Dry Daylight Clear SOUTH BEDFORD STREET / VAN DE GRAFF DRIVE SOUTH BEDFORD STREET / VAN DE GRAFF DRIVE

V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Turning left V1: Passenger car / V2:Passenger car

BURLINGTON 2008 39500 4:44 PM Property damage only (none injured) 2 0 0 Angle Snow Daylight Snow SOUTH BEDFORD STREET / VAN DE GRAFF DRIVE SOUTH BEDFORD STREET / VAN DE GRAFF DRIVE


BURLINGTON 2008 39540 10:10 PM Property damage only (none injured) 2 0 0 Angle Dry Dark - lighted roadway

Clear SOUTH BEDFORD STREET / VAN DE GRAFF DRIVE SOUTH BEDFORD STREET / VAN DE GRAFF DRIVE

V1:Eastbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Entering traffic lane V1: Passenger car / V2:Passenger car

BURLINGTON 2008 39573 9:00 AM Non-fatal injury 2 2 0 Angle Dry Daylight Clear SOUTH BEDFORD STREET / VAN DE GRAFF DRIVE SOUTH BEDFORD STREET / VAN DE GRAFF DRIVE

V1:Westbound / V2:Eastbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Turning left V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2008 39579 2:30 AM Not Reported 2 0 0 Rear-to-rear Dry Daylight Clear WAYSIDE ROAD / SOUTH BEDFORD STREET WAYSIDE ROAD / SOUTH BEDFORD STREET

V1:Not reported / V2:Not reported V1: Not reported / V2: Not reported V1: Turning right / V2:Turning right V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2008 39717 6:50 AM Property damage only (none injured) 2 0 0 Sideswipe, same direction Wet Daylight Cloudy/Rain WAYSIDE ROAD / SOUTH BEDFORD STREET WAYSIDE ROAD / SOUTH BEDFORD STREET

V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Travelling straight ahead V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car

BURLINGTON 2009 39905 8:50 AM Not Reported 2 0 0 Angle Wet Daylight Cloudy SOUTH BEDFORD STREET / WAYSIDE ROAD SOUTH BEDFORD STREET / WAYSIDE ROAD

V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Passenger car / V2:Bus (seats for more than 15 people, including driver)

BURLINGTON 2009 39942 3:20 PM Not Reported 2 0 0 Sideswipe, same direction Dry Daylight Clear SOUTH BEDFORD STREET / WAYSIDE ROAD SOUTH BEDFORD STREET / WAYSIDE ROAD

V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Turning left / V2:Turning left V1: Passenger car / V2:Passenger car

BURLINGTON 2009 40161 2:11 PM Property damage only (none injured) 2 0 0 Angle Dry Daylight Clear WAYSIDE ROAD / SOUTH BEDFORD STREET WAYSIDE ROAD / SOUTH BEDFORD STREET

V1:Westbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2010 40198 10:56 AM Property damage only (none injured) 2 0 0 Rear-end Wet Daylight Cloudy SOUTH BEDFORD STREET / WAYSIDE ROAD SOUTH BEDFORD STREET / WAYSIDE ROAD

V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2010 40394 5:15 PM Property damage only (none injured) 2 0 0 Angle Dry Daylight Clear 2 VAN DE GRAAFF DRIVE / SOUTH BEDFORD STREET

V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Turning left V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2010 40416 10:23 AM Unknown 2 0 0 Rear-end Not reported Daylight Clear SOUTH BEDFORD STREET / WAYSIDE ROAD SOUTH BEDFORD STREET / WAYSIDE ROAD

V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Not reported / V2:Not reported

BURLINGTON 2010 40476 2:00 PM Property damage only (none injured) 2 0 0 Head-on Dry Dusk Cloudy WAYSIDE ROAD / SOUTH BEDFORD STREET / VAN DE GRAAFF DRIVE

WAYSIDE ROAD / SOUTH BEDFORD STREET / VAN DE GRAAFF DRIVE

V1:Westbound / V2:Westbound V1: Not reported / V2: Not reported V1: Travelling straight ahead / V2:Slowing or stopped in traffic V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Not reported

South Bedford Street at Blanchard RoadBURLINGTON 2006 12/13/2006 5:55 PM Property damage only (none injured) 2 0 0 Not reported Not reported Not reported Not Reported SOUTH BEDFORD STREET BLANCHARD ROAD V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2007 1/1/2007 11:00 PM Unknown 1 0 0 Not reported Not reported Not reported Not Reported SOUTH BEDFORD STREET / BLANCHARD ROAD

V1:Eastbound V1: Collision with fence

BURLINGTON 2007 2/7/2007 8:20 PM Non-fatal injury 2 1 0 Angle Dry Dusk Clear 115 SOUTH BEDFORD STREET V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2007 5/11/2007 5:15 PM Property damage only (none injured) 2 0 0 Angle Dry Daylight Clear/Clear 98 SOUTH BEDFORD STREET V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2007 7/26/2007 5:45 PM Property damage only (none injured) 2 0 0 Angle Dry Daylight Clear SOUTH BEDFORD STREET / BLANCHARD ROAD SOUTH BEDFORD STREET / BLANCHARD ROAD

V1:Southbound / V2:Westbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2007 9/18/2007 6:17 AM Property damage only (none injured) 2 0 0 Angle Snow Daylight Clear BLANCHARD ROAD / SOUTH BEDFORD STREET BLANCHARD ROAD / SOUTH BEDFORD STREET

V1:Southbound / V2:Not reported V1: Not reported / V2: Not reported

BURLINGTON 2008 1/24/2008 8:15 AM Property damage only (none injured) 2 0 0 Angle Dry Daylight Clear BLANCHARD ROAD / SOUTH BEDFORD STREET BLANCHARD ROAD / SOUTH BEDFORD STREET

V1:Northbound / V2:Eastbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Turning left V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2008 6/27/2008 5:50 PM Property damage only (none injured) 2 0 0 Angle Dry Daylight Cloudy SOUTH BEDFORD STREET / BLANCHARD ROAD SOUTH BEDFORD STREET / BLANCHARD ROAD

V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Changing lanes V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2008 9/30/2008 5:25 AM Property damage only (none injured) 2 0 0 Single vehicle crash Dry Daylight Clear SOUTH BEDFORD STREET / BLANCHARD ROAD SOUTH BEDFORD STREET / BLANCHARD ROAD

V1:Southbound / V2:Northbound V1: Not reported / V2: Not reported V1: Travelling straight ahead / V2:Turning left V1: Passenger car / V2:Passenger car

BURLINGTON 2008 12/9/2008 10:05 PM Not Reported 2 0 0 Not reported Not reported Not reported Not Reported SOUTH BEDFORD STREET / BLANCHARD ROAD SOUTH BEDFORD STREET / BLANCHARD ROAD

V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2010 5/5/2010 8:59 PM Non-fatal injury 1 1 0 Single vehicle crash Dry Dark - lighted roadway

Clear SOUTH BEDFORD STREET / BLANCHARD ROAD SOUTH BEDFORD STREET / BLANCHARD ROAD

V1:Eastbound V1: Collision with other movable object V1: Travelling straight ahead V1: Passenger car

BURLINGTON 2010 6/9/2010 6:17 PM Property damage only (none injured) 2 0 0 Angle Wet Daylight Cloudy/Rain SOUTH BEDFORD STREET / BLANCHARD ROAD SOUTH BEDFORD STREET / BLANCHARD ROAD

V1:Eastbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Travelling straight ahead V1: Not reported / V2:Not reported

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Cambridge Street at Wayside Road / Wall StreetBURLINGTON 2006 1/20/2006 0.297222222 Property damage only (none injured) 2 0 0 Sideswipe, same direction Dry Daylight Clear CAMBRIDGE STREET Rte 3 /

WAYSIDE ROADV1:Northbound / V2:Northbound V1: Not reported / V2: Not reported

BURLINGTON 2006 1/23/2006 0.375 Non-fatal injury 2 2 0 Rear-end Snow Daylight Snow CAMBRIDGE STREET Rte 3A S WALL STREET / WAYSIDE ROAD V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 3/22/2006 0.563194444 Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear CAMBRIDGE STREET WAYSIDE ROAD V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 4/23/2006 0.633333333 Not Reported 2 0 0 Rear-end Wet Daylight Cloudy/Rain CAMBRIDGE STREET WAYSIDE ROAD V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with parked motor vehicle

BURLINGTON 2006 5/31/2006 0.708333333 Not Reported 2 0 0 Rear-end Dry Daylight Clear CAMBRIDGE STREET WALL STREET V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 6/6/2006 0.375 Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear CAMBRIDGE STREET Rte 3A WALL STREET V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 8/4/2006 0.697916667 Property damage only (none injured) 2 0 0 Sideswipe, same direction Dry Daylight Clear CAMBRIDGE STREET Rte 3A / WALL STREET Rte 3A


BURLINGTON 2006 9/9/2006 0.534722222 Property damage only (none injured) 3 0 0 Rear-end Dry Daylight Clear 100 feet N from Intersection CAMBRIDGE STREET / WALL STREET

V1:Northbound / V2:Northbound / V3:Northbound


BURLINGTON 2006 10/14/2006 0.333333333 Property damage only (none injured) 1 0 0 Rear-end Dry Dark - lighted roadway

Clear CAMBRIDGE STREET WALL STREET V1:Northbound V1: Not reported

BURLINGTON 2006 10/30/2006 0.502083333 Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear CAMBRIDGE STREET WALL STREET V1:Southbound / V2:Southbound V1: Not reported / V2: Not reported

BURLINGTON 2006 11/30/2006 0.326388889 Not Reported 2 0 0 Angle Dry Daylight Clear 40 CAMBRIDGE STREET V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 12/19/2006 0.5 Not Reported 2 0 0 Rear-end Dry Daylight Clear WAYSIDE ROAD CAMBRIDGE STREET V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2007 2/11/2007 0.604166667 Not Reported 2 0 0 Rear-end Dry Daylight Clear CAMBRIDGE STREET Rte 3A N / WALL STREET CAMBRIDGE STREET Rte 3A N / WALL STREET


BURLINGTON 2007 2/22/2007 0.485416667 Property damage only (none injured) 2 0 0 Not reported Not reported Not reported Not Reported CAMBRIDGE STREET / WAYSIDE ROAD CAMBRIDGE STREET / WAYSIDE ROAD


BURLINGTON 2007 2/24/2007 0.75 Property damage only (none injured) 1 0 0 Single vehicle crash Wet Dark - lighted roadway

Cloudy CAMBRIDGE STREET / WAYSIDE ROAD CAMBRIDGE STREET / WAYSIDE ROAD

V1:Southbound V1: Collision with light pole or other post/support

BURLINGTON 2007 3/23/2007 0.352777778 Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear CAMBRIDGE STREET / WAYSIDE ROAD CAMBRIDGE STREET / WAYSIDE ROAD

V1:Eastbound / V2:Eastbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2007 3/24/2007 0.825 Property damage only (none injured) 2 0 0 Angle Wet Dark - lighted roadway

Rain/Snow 6 WAYSIDE ROAD V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2007 4/25/2007 0.680555556 Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Cloudy/Rain CAMBRIDGE STREET Rte 3A / WALL STREET CAMBRIDGE STREET Rte 3A / WALL STREET

V1:Westbound / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic


V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2007 6/13/2007 0.8125 Not Reported 2 0 0 Angle Dry Daylight Cloudy 6 WAYSIDE ROAD V1:Westbound / V2:Westbound V1: Not reported / V2: Not reported NOT YOUR AVERAGE JOE S

BURLINGTON 2007 7/15/2007 0.576388889 Not Reported 2 0 0 Angle Dry Daylight Clear CAMBRIDGE STREET / WALL STREET CAMBRIDGE STREET / WALL STREET


BURLINGTON 2007 9/28/2007 0.135416667 Not Reported 2 0 0 Angle Dry Daylight Clear 10 WALL STREET V1:Not reported / V2:Not reported V1: Collision with parked motor vehicle / V2: Collision with parked motor vehicle

BURLINGTON 2007 10/10/2007 0.604166667 Property damage only (none injured) 2 0 0 Sideswipe, same direction Dry Daylight Clear WALL STREET / CAMBRIDGE STREET Rte 3 WALL STREET / CAMBRIDGE STREET Rte 3

V1:Southbound / V2:Southbound V1: Not reported / V2: Not reported

BURLINGTON 2007 10/27/2007 0 Property damage only (none injured) 1 0 0 Single vehicle crash Wet Dark - lighted roadway

Rain CAMBRIDGE STREET / WALL STREET CAMBRIDGE STREET / WALL STREET

V1:Northbound V1: Collision with light pole or other post/support

BURLINGTON 2008 2/18/2008 0.669444444 Not Reported 2 0 0 Angle Wet Daylight Cloudy 6 WAYSIDE ROAD V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Turning left / V2:Travelling straight ahead V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car


V1:Eastbound / V2:Eastbound V1: Not reported / V2: Not reported V1: Slowing or stopped in traffic / V2:Turning right V1: Passenger car / V2:Passenger car

BURLINGTON 2008 2/25/2008 0.405555556 Non-fatal injury 2 1 0 Rear-end Dry Daylight Clear CAMBRIDGE STREET / WAYSIDE ROAD CAMBRIDGE STREET / WAYSIDE ROAD

V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Not reported V1: Slowing or stopped in traffic / V2:Not reported V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2008 3/3/2008 0.722222222 Non-fatal injury 2 1 0 Rear-end Dry Daylight Clear CAMBRIDGE STREET Rte 3A S / WAYSIDE ROAD CAMBRIDGE STREET Rte 3A S / WAYSIDE ROAD

V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car

BURLINGTON 2008 3/27/2008 0.333333333 Not Reported 2 0 0 Angle Dry Daylight Clear 6 WAYSIDE ROAD V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic WAYSIDE COMMONS V1: Travelling straight ahead / V2:Turning left V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2008 4/9/2008 0.4375 Property damage only (none injured) 2 0 0 Not reported Not reported Not reported Not Reported CAMBRIDGE STREET Rte 3A / WAYSIDE ROAD CAMBRIDGE STREET Rte 3A / WAYSIDE ROAD

V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Turning left / V2:Turning right V1: Passenger car / V2:Tractor/triples

BURLINGTON 2008 7/9/2008 0.811111111 Property damage only (none injured) 2 0 0 Rear-end Wet Dusk Cloudy/Rain CAMBRIDGE STREET Rte 3A / WAYSIDE ROAD CAMBRIDGE STREET Rte 3A / WAYSIDE ROAD

V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Slowing or stopped in traffic V1: Passenger car / V2:Bus (seats for more than 15 people, including driver)

BURLINGTON 2008 8/19/2008 0.438194444 Not Reported 2 0 0 Sideswipe, same direction Dry Daylight Clear WALL STREET / CAMBRIDGE STREET WALL STREET / CAMBRIDGE STREET

V1:Not reported / V2:Not reported V1: Not reported / V2: Not reported V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car


V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2008 10/16/2008 0.706944444 Not Reported 2 0 0 Rear-end Wet Daylight Cloudy CAMBRIDGE STREET / WALL STREET CAMBRIDGE STREET / WALL STREET

V1:Not reported / V2:Not reported V1: Not reported / V2: Not reported V1: Not reported / V2:Not reported V1: Not reported / V2:Not reported

BURLINGTON 2008 11/21/2008 0.759722222 Not Reported 2 0 0 Not reported Not reported Not reported Not Reported 6 WAYSIDE ROAD V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Turning left V1: Passenger car / V2:Passenger car

BURLINGTON 2008 11/28/2008 0.5375 Property damage only (none injured) 2 0 0 Angle Wet Daylight Clear 6 WAYSIDE ROAD V1:Southbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Turning left / V2:Travelling straight ahead V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car

BURLINGTON 2008 12/6/2008 0.833333333 Not Reported 2 0 0 Not reported Not reported Not reported Not Reported CAMBRIDGE STREET Rte 34 S / WAYSIDE ROAD CAMBRIDGE STREET Rte 34 S / WAYSIDE ROAD

V1:Northbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Turning left / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2008 12/7/2008 0.409027778 Non-fatal injury 3 1 0 Rear-end Snow Daylight Snow CAMBRIDGE STREET Rte 3A N / WAYSIDE ROAD CAMBRIDGE STREET Rte 3A N / WAYSIDE ROAD



V1: Slowing or stopped in traffic / V2:Travelling straight ahead / V3:Slowing or stopped in traffic

V1: Passenger car / V2:Passenger car / V3:Passenger car

BURLINGTON 2009 3/27/2009 0.583333333 Non-fatal injury 2 1 0 Angle Dry Daylight Clear 6 WAYSIDE ROAD V1:Westbound / V2:Westbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Turning left / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2009 5/20/2009 0.921527778 Property damage only (none injured) 3 0 0 Rear-end Dry Daylight Clear CAMBRIDGE STREET / WALL STREET / WAYSIDE ROAD

CAMBRIDGE STREET / WALL STREET / WAYSIDE ROAD

V1:Southbound / V2:Southbound / V3:Southbound


V1: Slowing or stopped in traffic / V2:Travelling straight ahead / V3:Travelling straight ahead

V1: Not reported / V2:Not reported / V3:Passenger car

BURLINGTON 2009 5/24/2009 0.683333333 Non-fatal injury 2 2 0 Rear-end Dry Daylight Clear CAMBRIDGE STREET Rte 3 S / WAYSIDE ROAD CAMBRIDGE STREET Rte 3 S / WAYSIDE ROAD

V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Changing lanes V1: Not reported / V2:Not reported

BURLINGTON 2009 7/25/2009 0.333333333 Not Reported 3 0 0 Rear-end Dry Daylight Clear CAMBRIDGE STREET / WAYSIDE ROAD CAMBRIDGE STREET / WAYSIDE ROAD

V1:Not reported / V2:Not reported / V3:Not reported


V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic / V3:Travelling straight ahead


BURLINGTON 2009 7/30/2009 0.3125 Non-fatal injury 2 1 0 Angle Dry Daylight Cloudy CAMBRIDGE STREET Rte 3 / WALL STREET CAMBRIDGE STREET Rte 3 / WALL STREET

V1:Northbound / V2:Westbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Travelling straight ahead V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires


Clear CAMBRIDGE STREET / WALL STREET

V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2009 11/30/2009 0.740277778 Property damage only (none injured) 2 0 0 Rear-end Wet Dusk Rain CAMBRIDGE STREET / WAYSIDE ROAD

V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2010 1/27/2010 0.772916667 Non-fatal injury 2 2 0 Rear-end Dry Dark - lighted roadway

Clear CAMBRIDGE STREET / WAYSIDE ROAD CAMBRIDGE STREET / WAYSIDE ROAD

V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Slowing or stopped in traffic V1: Passenger car / V2:Passenger car

BURLINGTON 2010 1/13/2010 0.413888889 Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear 6 WAYSIDE ROAD V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic ENTRANCE TO REAR PLZ V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2010 2/26/2010 0.71875 Property damage only (none injured) 2 0 0 Angle Wet Dusk Cloudy WAYSIDE ROAD V1:Southbound / V2:Not reported V1: Not reported / V2: Not reported 200 feet E from WAYSIDE PLAZA ENTRANCE

V1: Travelling straight ahead / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2010 3/19/2010 0.597222222 Property damage only (none injured) 2 0 0 Angle Dry Daylight Clear 20 WALL STREET / CAMBRIDGE STREET

V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Turning left / V2:Turning left V1: Passenger car / V2:Other

BURLINGTON 2010 9/3/2010 0.353472222 Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear WALL STREET / CAMBRIDGE STREET Rte 3A N

V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Turning right / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2010 10/11/2010 0.294444444 Property damage only (none injured) 2 0 0 Angle Dry Daylight Clear WAYSIDE ROAD / CAMBRIDGE STREET WAYSIDE ROAD / CAMBRIDGE STREET

V1:Westbound / V2:Westbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Turning right / V2:Turning right V1: Passenger car / V2:Bus (seats for more than 15 people, including driver)

BURLINGTON 2010 11/13/2010 0.867361111 Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear CAMBRIDGE STREET / WAYSIDE ROAD

V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2010 11/16/2010 0.848611111 Property damage only (none injured) 2 0 0 Angle Wet Daylight Cloudy/Rain 2 WAYSIDE ROAD V1:Eastbound / V2:Eastbound V1: Collision with parked motor vehicle / V2: Collision with parked motor vehicle PKLOT V1: Turning left / V2:Parked V1: Passenger car / V2:Passenger car

BURLINGTON 2010 11/26/2010 0.961805556 Property damage only (none injured) 3 0 0 Rear-end Wet Daylight Rain CAMBRIDGE STREET / WAYSIDE ROAD






Clear 6 WAYSIDE ROAD V1:Westbound V1: Collision with pedestrian CAPITOL GRILLE REST V1: Backing V1: Not reported P3:Pedestrian

BURLINGTON 2010 12/17/2010 0.74375 Non-fatal injury 2 1 0 Angle Dry Dark - lighted roadway

Cloudy 6 WAYSIDE ROAD / WAYSIDE ROAD

V1:Westbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Turning left V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

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Middlesex Turnpike at Wheeler Road (East)BURLINGTON 2006 2/2/2006 6:40 PM Not Reported 2 0 0 Angle Dry Daylight Clear/Clear 75 MIDDLESEX TURNPIKE /

FOUR ACRE DRIVEV1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic SEARS 4 WAY BURLINGTON MALL

BURLINGTON 2006 1/15/2006 3:25 PM Not Reported 2 0 0 Angle Snow Daylight Cloudy/Snow 75 MIDDLESEX TURNPIKE V1:Westbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic MALL PARKING LOT POLE 50

BURLINGTON 2006 1/15/2006 5:40 PM Property damage only (none injured) 1 0 0 Single vehicle crash Ice Dark - lighted roadway

Clear 75 MIDDLESEX TURNPIKE V1:Northbound V1: Collision with curb

BURLINGTON 2006 12/7/2006 11:10 PM Property damage only (none injured) 2 0 0 Rear-end Dry Dark - lighted roadway

Clear MIDDLESEX TURNPIKE WHEELER ROAD V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 2/23/2006 10:40 AM Non-fatal injury 4 1 0 Head-on Dry Daylight Cloudy 75 MIDDLESEX TURNPIKE V1:Northbound / V2:Westbound / V3:Westbound / V4:Westbound

V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic / V3: Collision with motor vehicle in traffic / V4: Collision with motor vehicle in traffic

BURLINGTON MALL EXIT

BURLINGTON 2006 4/23/2006 2:50 AM Property damage only (none injured) 1 0 0 Single vehicle crash Wet Daylight Rain/Rain 75 MIDDLESEX TURNPIKE V1:Westbound V1: Collision with utility pole

BURLINGTON 2006 6/16/2006 12:15 PM Not Reported 2 0 0 Rear-end Dry Daylight Clear 75 MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 5/3/2006 1:40 PM Non-fatal injury 2 1 0 Angle Wet Daylight Cloudy MIDDLESEX TURNPIKE WHEELER ROAD V1:Northbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 7/15/2006 12:33 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear 75 MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 10/3/2006 12:50 PM Property damage only (none injured) 2 0 0 Angle Dry Daylight Clear 69 MIDDLESEX TURNPIKE V1:Northbound / V2:Not reported V1: Not reported / V2: Not reported

BURLINGTON 2006 10/22/2006 2:06 PM Property damage only (none injured) 2 0 0 Sideswipe, opposite direction Dry Daylight Clear MIDDLESEX TURNPIKE WHEELER ROAD V1:Northbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 11/19/2006 4:35 PM Not Reported 2 0 0 Rear-end Dry Dark - lighted roadway

Clear 64 MIDDLESEX TURNPIKE V1:Southbound / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 11/12/2006 4:46 PM Property damage only (none injured) 3 0 0 Angle Wet Dusk Cloudy/Rain MIDDLESEX TURNPIKE WHEELER ROAD V1:Eastbound / V2:Westbound / V3:Northbound


BURLINGTON 2006 11/16/2006 8:00 PM Not Reported 2 0 0 Angle Wet Dark - lighted roadway

Cloudy/Rain MIDDLESEX TURNPIKE WHEELER ROAD V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 11/24/2006 7:10 AM Property damage only (none injured) 2 0 0 Angle Dry Daylight Clear MIDDLESEX TURNPIKE WHEELER ROAD V1:Southbound / V2:Westbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 12/16/2006 3:01 PM Property damage only (none injured) 2 0 0 Angle Dry Daylight Cloudy MIDDLESEX TURNPIKE WHEELER ROAD V1:Northbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 12/23/2006 8:44 PM Property damage only (none injured) 2 0 0 Angle Wet Dark - lighted roadway

Cloudy/Rain MIDDLESEX TURNPIKE WHEELER ROAD V1:Southbound / V2:Westbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 12/31/2006 3:15 AM Non-fatal injury 2 1 0 Sideswipe, opposite direction Dry Daylight Cloudy MIDDLESEX TURNPIKE WHEELER ROAD V1:Westbound / V2:Not reported V1: Not reported / V2: Not reported

BURLINGTON 2007 1/2/2007 3:11 PM Property damage only (none injured) 2 0 0 Angle Dry Daylight Clear 75 MIDDLESEX TURNPIKE V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2007 1/8/2007 5:15 PM Non-fatal injury 1 1 0 Single vehicle crash Dry Dark - roadway not lighted

Clear MIDDLESEX TURNPIKE / WHEELER ROAD

V1:Not reported V1: Collision with pedestrian P2:Pedestrian

BURLINGTON 2007 1/23/2007 5:15 PM Non-fatal injury 2 2 0 Head-on Sand, mud, dirt, oil, gravel

Dusk Cloudy MIDDLESEX TURNPIKE / WHEELER ROAD / RAMP-MIDDLESEX TURNPIKE TO RT 95 NB

MIDDLESEX TURNPIKE / WHEELER ROAD / RAMP-MIDDLESEX TURNPIKE TO RT 95 NB

V1:Northbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2007 12/4/2007 6:00 PM Not Reported 2 0 0 Angle Dry Dark - lighted roadway

Clear MIDDLESEX TURNPIKE / WHEELER ROAD MIDDLESEX TURNPIKE / WHEELER ROAD

V1:Eastbound / V2:Not reported V1: Not reported / V2: Not reported

BURLINGTON 2007 3/12/2007 10:50 AM Not Reported 2 0 0 Angle Dry Daylight Clear MIDDLESEX TURNPIKE / WHEELER ROAD MIDDLESEX TURNPIKE / WHEELER ROAD


BURLINGTON 2007 3/23/2007 12:20 PM Property damage only (none injured) 2 0 0 Head-on Dry Daylight Clear MIDDLESEX TURNPIKE / WHEELER ROAD MIDDLESEX TURNPIKE / WHEELER ROAD


BURLINGTON 2007 4/27/2007 12:00 PM Non-fatal injury 2 1 0 Rear-end Wet Daylight Rain MIDDLESEX TURNPIKE / WHEELER ROAD MIDDLESEX TURNPIKE / WHEELER ROAD


BURLINGTON 2007 5/30/2007 10:30 AM Not Reported 2 0 0 Angle Dry Daylight Clear 75 MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Not reported / V2: Not reported

BURLINGTON 2007 6/13/2007 10:40 AM Not Reported 2 0 0 Not reported Wet Daylight Cloudy 75 MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2007 10/10/2007 6:30 PM Non-fatal injury 3 2 0 Angle Dry Dusk Cloudy MIDDLESEX TURNPIKE / WHEELER ROAD MIDDLESEX TURNPIKE / WHEELER ROAD

V1:Northbound / V2:Southbound / V3:Not reported

V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic / V3: Not reported

BURLINGTON 2007 11/14/2007 3:15 PM Property damage only (none injured) 2 0 0 Angle Dry Daylight Clear MIDDLESEX TURNPIKE / WHEELER ROAD MIDDLESEX TURNPIKE / WHEELER ROAD

V1:Southbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2007 11/23/2007 2:00 AM Non-fatal injury 2 1 0 Angle Wet Dark - lighted roadway

Rain/Cloudy 71 MIDDLESEX TURNPIKE V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2007 12/20/2007 2:00 PM Property damage only (none injured) 2 0 0 Not reported Not reported Not reported Not Reported WHEELER ROAD / MIDDLESEX TURNPIKE WHEELER ROAD / MIDDLESEX TURNPIKE


BURLINGTON 2008 7/28/2008 8:19 AM Property damage only (none injured) 2 0 0 Sideswipe, same direction Dry Daylight Clear 200 WHEELER ROAD / MIDDLESEX TURNPIKE

V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Turning right / V2:Travelling straight ahead V1: Tractor/semi-trailer / V2:Not reported

BURLINGTON 2008 1/29/2008 9:15 AM Property damage only (none injured) 2 0 0 Sideswipe, opposite direction Not reported Daylight Snow WHEELER ROAD / MIDDLESEX TURNPIKE / MULLER ROAD

WHEELER ROAD / MIDDLESEX TURNPIKE / MULLER ROAD

V1:Eastbound / V2:Northbound V1: Not reported / V2: Not reported V1: Travelling straight ahead / V2:Slowing or stopped in traffic V1: Not reported / V2:Not reported

BURLINGTON 2008 2/4/2008 6:30 PM Not Reported 2 0 0 Angle Dry Dawn Clear MIDDLESEX TURNPIKE / WHEELER ROAD MIDDLESEX TURNPIKE / WHEELER ROAD


BURLINGTON 2008 5/18/2008 8:00 AM Property damage only (none injured) 2 0 0 Angle Dry Daylight Clear WHEELER ROAD / MIDDLESEX TURNPIKE WHEELER ROAD / MIDDLESEX TURNPIKE

V1:Westbound / V2:Southbound V1: Not reported / V2: Not reported V1: Travelling straight ahead / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2008 6/18/2008 8:00 AM Not Reported 2 0 0 Angle Dry Daylight Clear MIDDLESEX TURNPIKE / WHEELER ROAD MIDDLESEX TURNPIKE / WHEELER ROAD

V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Travelling straight ahead V1: Not reported / V2:Passenger car

BURLINGTON 2008 7/19/2008 6:50 AM Not Reported 2 0 0 Not reported Not reported Not reported Not Reported MIDDLESEX TURNPIKE / WHEELER ROAD MIDDLESEX TURNPIKE / WHEELER ROAD

V1:Not reported / V2:Not reported V1: Not reported / V2: Not reported V1: Not reported / V2:Not reported V1: Passenger car / V2:Passenger car

BURLINGTON 2008 10/7/2008 11:30 AM Non-fatal injury 2 2 0 Rear-end Dry Daylight Clear/Clear MIDDLESEX TURNPIKE / WHEELER ROAD MIDDLESEX TURNPIKE / WHEELER ROAD

V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Not reported / V2:Not reported

BURLINGTON 2008 12/10/2008 6:15 AM Non-fatal injury 2 1 0 Angle Wet Dark - lighted roadway

Rain 1 WHEELER ROAD V1:Northbound / V2:Northbound V1: Not reported / V2: Not reported V1: Entering traffic lane / V2:Travelling straight ahead V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2008 12/10/2008 6:25 PM Not Reported 3 0 0 Rear-end Dry Daylight Clear 1 WHEELER ROAD V1:Not reported / V2:Not reported / V3:Not reported


V1: Turning right / V2:Travelling straight ahead / V3:Slowing or stopped in traffic


BURLINGTON 2008 12/17/2008 5:15 AM Property damage only (none injured) 2 0 0 Angle Snow Dark - lighted roadway

Snow 64 MIDDLESEX TURNPIKE V1:Northbound / V2:Not reported V1: Not reported / V2: Not reported V1: Travelling straight ahead / V2:Not reported V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2008 12/27/2008 6:45 PM Non-fatal injury 2 3 0 Not reported Not reported Not reported Not Reported MIDDLESEX TURNPIKE / WHEELER ROAD MIDDLESEX TURNPIKE / WHEELER ROAD


BURLINGTON 2009 2/14/2009 2:03 PM Non-fatal injury 2 1 0 Sideswipe, opposite direction Dry Daylight Clear MIDDLESEX TURNPIKE / WHEELER ROAD MIDDLESEX TURNPIKE / WHEELER ROAD

V1:Southbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2009 3/3/2009 12:50 PM Property damage only (none injured) 2 0 0 Angle Wet Daylight Clear/Clear MIDDLESEX TURNPIKE / WHEELER ROAD MIDDLESEX TURNPIKE / WHEELER ROAD

V1:Westbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Turning left / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2009 7/2/2009 12:00 PM Not Reported 2 0 0 Angle Wet Daylight Rain/Cloudy MIDDLESEX TURNPIKE / WHEELER ROAD MIDDLESEX TURNPIKE / WHEELER ROAD


BURLINGTON 2009 8/29/2009 8:15 AM Not Reported 2 0 0 Single vehicle crash Wet Daylight Rain MIDDLESEX TURNPIKE / WHEELER ROAD MIDDLESEX TURNPIKE / WHEELER ROAD

V1:Northbound / V2:Northbound V1: Not reported / V2: Not reported V1: Travelling straight ahead / V2:Travelling straight ahead V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Single-unit truck (2-axle, 6-tire)

BURLINGTON 2009 9/29/2009 2:36 PM Property damage only (none injured) 2 0 0 Angle Dry Daylight Clear 69 MIDDLESEX TURNPIKE V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Entering traffic lane V1: Passenger car / V2:Not reported

BURLINGTON 2009 10/14/2009 9:54 AM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Cloudy/Clear 69 MIDDLESEX TURNPIKE V1:Westbound / V2:Westbound V1: Other / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2009 11/25/2009 8:11 PM Non-fatal injury 2 1 0 Rear-end Wet Dark - lighted roadway

Cloudy/Rain MIDDLESEX TURNPIKE / WHEELER ROAD MIDDLESEX TURNPIKE / WHEELER ROAD

V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic DUNKIN DONUTS V1: Travelling straight ahead / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2009 11/28/2009 5:17 PM Property damage only (none injured) 2 0 0 Angle Dry Dark - lighted roadway

Clear 69 MIDDLESEX TURNPIKE V1:Northbound / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Turning left V1: Passenger car / V2:Passenger car


Clear 64 MIDDLESEX TURNPIKE V1:Northbound / V2:Eastbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Turning left V1: Passenger car / V2:Passenger car


Snow 69 MIDDLESEX TURNPIKE V1:Northbound / V2:Northbound / V3:Northbound


V1: Travelling straight ahead / V2:Travelling straight ahead / V3:Turning right





V1: Changing lanes / V2:Travelling straight ahead / V3:Travelling straight ahead

V1: Passenger car / V2:Passenger car / V3:Not reported

BURLINGTON 2010 5/8/2010 2:37 PM Property damage only (none injured) 2 0 0 Rear-end Wet Daylight Rain 69 MIDDLESEX TURNPIKE V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2010 5/27/2010 10:55 AM Property damage only (none injured) 2 0 0 Sideswipe, same direction Dry Daylight Clear MIDDLESEX TURNPIKE / WHEELER ROAD MIDDLESEX TURNPIKE / WHEELER ROAD

V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Entering traffic lane / V2:Changing lanes V1: Passenger car / V2:Not reported

BURLINGTON 2010 7/1/2010 7:41 PM Non-fatal injury 3 4 0 Rear-end Dry Daylight Clear MIDDLESEX TURNPIKE / WHEELER ROAD MIDDLESEX TURNPIKE / WHEELER ROAD

200 WHEELER ROAD V1:Southbound / V2:Southbound / V3:Southbound


V1: Travelling straight ahead / V2:Slowing or stopped in traffic / V3:Slowing or stopped in traffic

V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car / V3:Passenger car

BURLINGTON 2010 8/4/2010 7:32 PM Property damage only (none injured) 2 0 0 Angle Dry Dusk Clear 64 MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Turning left / V2:Travelling straight ahead V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car

BURLINGTON 2010 8/7/2010 7:15 PM Property damage only (none injured) 2 0 0 Angle Dry Daylight Clear 69 MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Turning left V1: Not reported / V2:Not reported

BURLINGTON 2010 8/9/2010 12:43 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear 69 MIDDLESEX TURNPIKE V1:Eastbound / V2:Eastbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Turning left / V2:Travelling straight ahead V1: Not reported / V2:Not reported


Clear MIDDLESEX TURNPIKE / WHEELER ROAD MIDDLESEX TURNPIKE / WHEELER ROAD

V1:Westbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Turning right / V2:Turning right V1: Passenger car / V2:Tractor/semi-trailer


V1:Northbound / V2:Eastbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Turning left V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2010 10/26/2010 2:50 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear MIDDLESEX TURNPIKE / WHEELER ROAD

V1:Northbound / V2:Northbound V1: Not reported / V2: Not reported V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Not reported / V2:Not reported

BURLINGTON 2010 12/21/2010 11:40 AM Property damage only (none injured) 3 0 0 Rear-end Wet Daylight Clear 69 MIDDLESEX TURNPIKE V1:Northbound / V2:Northbound / V3:Northbound



V1: Other / V2:Passenger car / V3:Other

BURLINGTON 2010 12/20/2010 7:32 PM Property damage only (none injured) 2 0 0 Angle Snow Dark - lighted roadway

Snow/Blowing sand, snow

MIDDLESEX TURNPIKE / WHEELER ROAD MIDDLESEX TURNPIKE / WHEELER ROAD

V1:Northbound / V2:Westbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Turning left V1: Passenger car / V2:Passenger car

BURLINGTON 2010 12/31/2010 4:50 PM Property damage only (none injured) 2 0 0 Sideswipe, same direction Dry Dark - roadway not lighted

Clear 69 MIDDLESEX TURNPIKE V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Changing lanes / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

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Middlesex Turnpike at Route 128 Northbound RampsBURLINGTON 2006 1/24/2006 8:00 AM Not Reported 2 0 0 Rear-end Ice Daylight Clear MIDDLESEX TURNPIKE Rte 3 /

Rte 3V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 1/26/2006 3:18 PM Property damage only (none injured) 2 0 0 Sideswipe, same direction Dry Daylight Clear MIDDLESEX TURNPIKE Rte 3 / NETWORK DRIVE Rte 3


BURLINGTON 2006 3/9/2006 1:44 PM Non-fatal injury 2 1 0 Angle Wet Daylight Rain MIDDLESEX TURNPIKE Rte 3 / Rte 3


BURLINGTON 2006 3/31/2006 4:20 PM Not Reported 2 0 0 Single vehicle crash Ice Dark - roadway not lighted

Cloudy MIDDLESEX TURNPIKE Rte 3 / Rte 3

V1:Not reported / V2:Not reported V1: Not reported / V2: Not reported ABBOT PARK

BURLINGTON 2006 5/17/2006 4:32 PM Property damage only (none injured) 2 0 0 Sideswipe, same direction Dry Daylight Clear MIDDLESEX TURNPIKE Rte 3 / Rte 3

V1:Southbound / V2:Southbound V1: Collision with curb / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 8/15/2006 9:16 AM Non-fatal injury 2 1 0 Not reported Wet Daylight Cloudy MIDDLESEX TURNPIKE / RAMP-MIDDLESEX TURNPIKE TO RT 95 NB


BURLINGTON 2006 12/8/2006 6:15 PM Non-fatal injury 2 1 0 Rear-end Dry Dark - roadway not lighted

Clear RAMP - RT 95 NB TO MIDDLESEX TURNPIKE Rte 95 N

V1:Westbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic


Cloudy MIDDLESEX TURNPIKE / RAMP-MIDDLESEX TURNPIKE TO RT 95 NB



Cloudy MIDDLESEX TURNPIKE RAMP-MIDDLESEX TURNPIKE TO RT 95 NB

V1:Eastbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2007 1/13/2007 5:30 PM Non-fatal injury 2 1 0 Rear-end Dry Dark - lighted roadway

Cloudy 84 MIDDLESEX TURNPIKE V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic


Clear Rte 95 N / MIDDLESEX TURNPIKE Rte 95 N / MIDDLESEX TURNPIKE

V1:Northbound / V2:Not reported / V3:Not reported / V4:Not reported / V5:Not reported

V1: Not reported / V2: Not reported / V3: Not reported / V4: Not reported / V5: Not reported ON RAMP FROM MIDDLESEX TP TO 95N

BURLINGTON 2007 6/30/2007 4:45 AM Not Reported 2 0 0 Rear-end Dry Daylight Clear MIDDLESEX TURNPIKE / RAMP-MIDDLESEX TURNPIKE TO RT 95 NB

MIDDLESEX TURNPIKE / RAMP-MIDDLESEX TURNPIKE TO RT 95 NB

V1:Not reported / V2:Not reported V1: Not reported / V2: Not reported

BURLINGTON 2007 7/31/2007 12:20 PM Property damage only (none injured) 2 0 0 Not reported Not reported Not reported Not Reported MIDDLESEX TURNPIKE / WHEELER ROAD Rte 95 S MIDDLESEX TURNPIKE / WHEELER ROAD Rte 95 S

V1:Westbound / V2:Westbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic


Clear MIDDLESEX TURNPIKE / RAMP-MIDDLESEX TURNPIKE TO RT 95 NB Rte 95


BURLINGTON 2007 11/20/2007 12:18 PM Property damage only (none injured) 2 0 0 Not reported Not reported Not reported Not Reported 84 MIDDLESEX TURNPIKE V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic CIRCUT CITY

BURLINGTON 2007 12/6/2007 12:19 PM Property damage only (none injured) 2 0 0 Angle Dry Dawn Cloudy 66 MIDDLESEX TURNPIKE V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2008 3/17/2008 8:15 AM Not Reported 2 0 0 Rear-end Dry Daylight Clear MIDDLESEX TURNPIKE V1:Northbound / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Not reported V1: Slowing or stopped in traffic / V2:Not reported V1: Passenger car / V2:Not reported

BURLINGTON 2008 4/30/2008 00:00 AM Non-fatal injury 1 1 0 Head-on Dry Dark - lighted roadway

Clear 84 MIDDLESEX TURNPIKE V1:Southbound V1: Collision with pedestrian V1: Travelling straight ahead V1: Passenger car P2:Pedestrian

BURLINGTON 2008 5/23/2008 3:30 PM Not Reported 3 0 0 Rear-end Dry Daylight Clear MIDDLESEX TURNPIKE / Rte 95 / WHEELER ROAD MIDDLESEX TURNPIKE / Rte 95 / WHEELER ROAD



V1: Travelling straight ahead / V2:Travelling straight ahead / V3:Travelling straight ahead

V1: Not reported / V2:Not reported / V3:Not reported

BURLINGTON 2008 6/19/2008 6:00 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear MIDDLESEX TURNPIKE / Rte 95 / RAMP-MIDDLESEX TURNPIKE TO RT 95 NB

MIDDLESEX TURNPIKE / Rte 95 / RAMP-MIDDLESEX TURNPIKE TO RT 95 NB

V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic V1: Passenger car / V2:Passenger car

BURLINGTON 2008 9/15/2008 12:00 PM Non-fatal injury 2 2 0 Rear-end Dry Daylight Clear 84 MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2008 12/15/2008 3:55 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear RAMP-RT 95 NB TO MIDDLESEX TURNPIKE / MIDDLESEX TURNPIKE

V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic HEADING NORTH V1: Turning right / V2:Slowing or stopped in traffic V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2008 12/27/2008 1:30 PM Property damage only (none injured) 2 0 0 Sideswipe, same direction Wet Daylight Rain MIDDLESEX TURNPIKE Rte 95 / WHEELER ROAD Rte 95

V1:Northbound / V2:Not reported V1: Not reported / V2: Not reported V1: Slowing or stopped in traffic / V2:Not reported V1: Not reported / V2:Not reported

BURLINGTON 2009 1/19/2009 8:40 AM Property damage only (none injured) 1 0 0 Single vehicle crash Ice Daylight Cloudy LOWELL STREET / MIDDLESEX TURNPIKE / RAMP-MIDDLESEX TURNPIKE TO RT 95 NB

LOWELL STREET / MIDDLESEX TURNPIKE / RAMP-MIDDLESEX TURNPIKE TO RT 95 NB

V1:Northbound V1: Not reported V1: Travelling straight ahead V1: Passenger car

BURLINGTON 2009 7/9/2009 8:16 AM Non-fatal injury 2 2 0 Head-on Dry Daylight Clear MIDDLESEX TURNPIKE / RAMP-MIDDLESEX TURNPIKE TO RT 95 NB

V1:Southbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Travelling straight ahead V1: Single-unit truck (2-axle, 6-tire) / V2:Single-unit truck (2-axle, 6-tire)

BURLINGTON 2009 9/13/2009 1:00 PM Unknown 2 0 0 Single vehicle crash Dry Daylight Clear MIDDLESEX TURNPIKE Rte 95 / RAMP-RT 95 NB TO MIDDLESEX TURNPIKE

V1:Northbound / V2:Not reported V1: Not reported / V2: Not reported V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Not reported / V2:Not reported

BURLINGTON 2010 6/9/2010 12:26 PM Property damage only (none injured) 2 0 0 Angle Dry Daylight Clear 76 MIDDLESEX TURNPIKE V1:Northbound / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Not reported V1: Slowing or stopped in traffic / V2:Not reported V1: Passenger car / V2:Not reported

BURLINGTON 2010 7/16/2010 12:12 PM Not Reported 2 0 0 Rear-end Dry Daylight Clear 85 MIDDLESEX TURNPIKE V1:Westbound / V2:Westbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Not reported / V2:Not reported

BURLINGTON 2010 8/5/2010 3:37 PM Non-fatal injury 4 1 0 Rear-end Dry Daylight Clear RAMP-RT 95 NB TO MIDDLESEX TURNPIKE

V1:Northbound / V2:Northbound / V3:Northbound / V4:Northbound


MIDDLESEX TPKE V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic / V3:Travelling straight ahead / V4:Travelling straight ahead

V1: Passenger car / V2:Passenger car / V3:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V4:Passenger car


Clear 50 feet S from Intersection MIDDLESEX TURNPIKE / Rte 128

V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic 69 MIDDLESEX TURNPIKE V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

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Middlesex Turnpike at Route 128 Southbound RampsBURLINGTON 2006 6/14/2006 5:00 AM Not Reported 3 0 0 Not reported Not reported Daylight Cloudy RT 3 - INTERSTATE 95 NB CD

ROAD Rte 3 / MIDDLESEX TURNPIKE


V1: Not reported / V2: Not reported / V3: Not reported

BURLINGTON 2006 1/20/2006 1:10 PM Non-fatal injury 2 1 0 Angle Dry Daylight Clear MIDDLESEX TURNPIKE Rte 3 / Rte 3

V1:Not reported / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 1/30/2006 5:30 AM Property damage only (none injured) 2 0 0 Rear-end Wet Dusk Not Reported MIDDLESEX TURNPIKE V1:Southbound / V2:Southbound V1: Not reported / V2: Not reported IN FRONT OF BARNES AND NOBLES

BURLINGTON 2006 1/15/2006 7:27 AM Property damage only (none injured) 2 0 0 Angle Snow Daylight Sleet, hail (freezing rain or drizzle)

MIDDLESEX TURNPIKE Rte 3 / LEXINGTON STREET Rte 3

V1:Westbound / V2:Northbound V1: Not reported / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 12/5/2006 6:15 AM Non-fatal injury 2 2 0 Angle Dry Dusk Clear 75 MIDDLESEX TURNPIKE V1:Northbound / V2:Eastbound V1: Not reported / V2: Not reported

BURLINGTON 2006 8/3/2006 4:13 PM Property damage only (none injured) 7 0 0 Not reported Not reported Not reported Not Reported 98 MIDDLESEX TURNPIKE V1:Northbound / V2:Northbound / V3:Not reported / V4:Not reported / V5:Not reported / V6:Not reported / V7:Not reported

V1: Collision with parked motor vehicle / V2: Collision with motor vehicle in traffic / V3: Collision with motor vehicle in traffic / V4: Collision with motor vehicle in traffic / V5: Collision with motor vehicle in traffic / V6: Collision with parked motor vehicle / V7: Collision with parked motor vehicle

BARNES AND NOBLE

BURLINGTON 2006 3/29/2006 5:28 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear MIDDLESEX TURNPIKE Rte 3 / Rte 3

V1:Northbound / V2:Westbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 6/10/2006 6:39 PM Property damage only (none injured) 2 0 0 Rear-end Wet Daylight Cloudy/Rain NETWORK DRIVE Rte 3 / MIDDLESEX TURNPIKE Rte 3

V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 6/16/2006 12:05 PM Property damage only (none injured) 1 0 0 Not reported Dry Dark - lighted roadway

Clear MIDDLESEX TURNPIKE Rte 3 / Rte 3

V1:Northbound V1: Not reported

BURLINGTON 2006 6/24/2006 9:50 AM Property damage only (none injured) 2 0 0 Rear-end Wet Daylight Rain MIDDLESEX TURNPIKE / Rte 3 V1:Westbound / V2:Westbound V1: Not reported / V2: Not reported

BURLINGTON 2006 5/12/2006 4:48 PM Non-fatal injury 1 1 0 Single vehicle crash Wet Daylight Cloudy 90 MIDDLESEX TURNPIKE V1:Not reported V1: Not reported

BURLINGTON 2006 6/4/2006 11:45 AM Not Reported 2 0 0 Rear-end Wet Daylight Cloudy/Rain MIDDLESEX TURNPIKE Rte 3 / Rte 3


BURLINGTON 2006 7/12/2006 5:00 PM Property damage only (none injured) 2 0 0 Rear-end Wet Daylight Rain 90 MIDDLESEX TURNPIKE V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 8/27/2006 5:25 PM Property damage only (none injured) 2 0 0 Rear-end Wet Dark - roadway not lighted

Cloudy/Rain MIDDLESEX TURNPIKE Rte 3 / Rte 3

V1:Westbound / V2:Not reported V1: Not reported / V2: Not reported

BURLINGTON 2006 12/18/2006 4:00 PM Not Reported 2 0 0 Rear-end Dry Daylight Clear MIDDLESEX TURNPIKE V1:Southbound / V2:Southbound V1: Not reported / V2: Not reported BARNES AND NOBLE


Clear 98 MIDDLESEX TURNPIKE V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2007 1/22/2007 11:53 AM Not Reported 2 0 0 Not reported Not reported Not reported Not Reported MIDDLESEX TURNPIKE / RAMP-MIDDLESEX TURNPIKE TO RT 95 SB

MIDDLESEX TURNPIKE / RAMP-MIDDLESEX TURNPIKE TO RT 95 SB


BURLINGTON 2007 2/20/2007 3:14 PM Not Reported 2 0 0 Rear-end Dry Daylight Clear RAMP-MIDDLESEX TURNPIKE TO RT 95 SB


BURLINGTON 2007 3/24/2007 6:55 PM Property damage only (none injured) 2 0 0 Angle Dry Dusk Clear 75 MIDDLESEX TURNPIKE V1:Eastbound / V2:Eastbound V1: Not reported / V2: Not reported

BURLINGTON 2007 7/23/2007 1:33 PM Property damage only (none injured) 2 0 0 Rear-end Wet Daylight Cloudy/Rain 75 MIDDLESEX TURNPIKE V1:Not reported / V2:Westbound V1: Collision with parked motor vehicle / V2: Collision with parked motor vehicle BURLINGTON MALL

BURLINGTON 2007 7/31/2007 3:10 PM Not Reported 2 0 0 Angle Dry Daylight Clear 75 MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic BURL MALL PKLOT

BURLINGTON 2007 8/9/2007 5:00 AM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear 98 MIDDLESEX TURNPIKE V1:Westbound / V2:Westbound V1: Not reported / V2: Not reported

BURLINGTON 2007 8/18/2007 12:15 PM Not Reported 2 0 0 Angle Dry Daylight Clear 75 MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2007 8/21/2007 1:00 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear 98 MIDDLESEX TURNPIKE V1:Southbound / V2:Southbound V1: Not reported / V2: Not reported

BURLINGTON 2007 11/5/2007 10:46 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear 75 MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic


Clear 90 MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2008 2/10/2008 6:15 AM Property damage only (none injured) 2 0 0 Rear-end Wet Dark - lighted roadway

Snow 96 MIDDLESEX TURNPIKE V1:Southbound / V2:Southbound V1: Not reported / V2: Not reported IN FRONT OF BARNS AND NOBLES V1: Travelling straight ahead / V2:Travelling straight ahead V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car

BURLINGTON 2008 6/30/2008 4:30 PM Not Reported 2 0 0 Not reported Not reported Not reported Not Reported 75 MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2008 8/14/2008 1:30 AM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear 98 MIDDLESEX TURNPIKE V1:Northbound / V2:Northbound V1: Not reported / V2: Not reported V1: Travelling straight ahead / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2008 8/29/2008 1:15 PM Not Reported 2 0 0 Angle Dry Daylight Clear 75 MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Entering traffic lane V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2009 7/29/2009 5:25 PM Property damage only (none injured) 2 0 0 Angle Wet Daylight Rain 75 MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Turning left V1: Passenger car / V2:Passenger car

BURLINGTON 2009 8/11/2009 1:25 PM Property damage only (none injured) 2 0 0 Sideswipe, same direction Dry Daylight Clear 75 MIDDLESEX TURNPIKE V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Turning right V1: Passenger car / V2:Tractor/semi-trailer

BURLINGTON 2009 9/18/2009 4:41 PM Non-fatal injury 2 2 0 Angle Dry Daylight Clear 75 MIDDLESEX TURNPIKE V1:Northbound / V2:Eastbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Turning left / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2009 10/2/2009 11:33 AM Non-fatal injury 1 1 0 Not reported Dry Daylight Clear 75 MIDDLESEX TURNPIKE V1:Not reported V1: Collision with pedestrian V1: Slowing or stopped in traffic V1: Passenger car P2:Pedestrian

BURLINGTON 2009 10/3/2009 8:35 PM Property damage only (none injured) 2 0 0 Not reported Not reported Not reported Not Reported 75 MIDDLESEX TURNPIKE V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Entering traffic lane V1: Passenger car / V2:Not reported

BURLINGTON 2009 10/8/2009 1:05 PM Not Reported 2 0 0 Not reported Not reported Not reported Not Reported 75 MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Turning left / V2:Travelling straight ahead V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car

BURLINGTON 2009 10/28/2009 8:44 PM Property damage only (none injured) 2 0 0 Rear-end Wet Dark - lighted roadway

Rain 75 MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic V1: Not reported / V2:Passenger car

BURLINGTON 2009 11/4/2009 8:50 AM Property damage only (none injured) 2 0 0 Angle Dry Daylight Clear 75 MIDDLESEX TURNPIKE V1:Westbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Travelling straight ahead V1: Not reported / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2009 11/8/2009 11:47 AM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear 50 feet S from Intersection MIDDLESEX TURNPIKE / RAMP-MIDDLESEX TURNPIKE TO RT 95 SB

V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic 66 MIDDLESEX TPKE/MIDAS MUFFLER V1: Travelling straight ahead / V2:Slowing or stopped in traffic V1: Passenger car / V2:Single-unit truck (2-axle, 6-tire)

BURLINGTON 2009 12/21/2009 9:51 AM Property damage only (none injured) 2 0 0 Rear-end Snow Daylight Cloudy 75 MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic V1: Not reported / V2:Not reported

BURLINGTON 2009 12/23/2009 1:33 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear 75 MIDDLESEX TURNPIKE V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic CRATE AND BARRELL V1: Slowing or stopped in traffic / V2:Backing V1: Passenger car / V2:Passenger car

BURLINGTON 2009 5/27/2009 11:56 AM Not Reported 2 0 0 Rear-end Wet Daylight Cloudy 32 MIDDLESEX TURNPIKE Rte 95 S / Rte 95

V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2009 10/22/2009 7:45 AM Property damage only (none injured) 2 0 0 Sideswipe, same direction Dry Daylight Clear Rte 95 S / MIDDLESEX TURNPIKE Rte 95 S / MIDDLESEX TURNPIKE

V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Changing lanes V1: Single-unit truck (2-axle, 6-tire) / V2:Passenger car

BURLINGTON 2010 1/17/2010 3:34 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear 75 MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car

BURLINGTON 2010 1/23/2010 3:41 PM Property damage only (none injured) 2 0 0 Angle Dry Daylight Clear 75 MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with parked motor vehicle V1: Slowing or stopped in traffic / V2:Turning right V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car

BURLINGTON 2010 2/16/2010 5:35 PM Property damage only (none injured) 2 0 0 Angle Snow Dusk Snow/Blowing sand, snow

75 MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Other / V2:Travelling straight ahead V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2010 2/20/2010 4:00 PM Not Reported 1 0 0 Single vehicle crash Dry Daylight Clear 75 MIDDLESEX TURNPIKE V1:Not reported V1: Collision with pedestrian V1: Travelling straight ahead V1: Passenger car P2:Pedestrian

BURLINGTON 2010 5/6/2010 3:19 PM Property damage only (none injured) 2 0 0 Angle Dry Daylight Cloudy 75 MIDDLESEX TURNPIKE V1:Eastbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Entering traffic lane V1: Passenger car / V2:Passenger car

BURLINGTON 2010 6/28/2010 12:06 PM Not Reported 2 0 0 Angle Dry Daylight Clear 75 MIDDLESEX TURNPIKE V1:Southbound / V2:Eastbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Turning left V1: Not reported / V2:Not reported

BURLINGTON 2010 8/25/2010 10:24 PM Property damage only (none injured) 2 0 0 Sideswipe, same direction Wet Dark - lighted roadway

Cloudy 75 MIDDLESEX TURNPIKE V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic BURLINGTON MALL LOT V1: Changing lanes / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2010 9/11/2010 4:22 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear 75 MIDDLESEX TURNPIKE V1:Eastbound / V2:Eastbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic MALL PARKING LOT V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic V1: Passenger car / V2:Passenger car

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Middlesex Turnpike at Route 128 Ramps (Unassigned)BURLINGTON 2006 1/26/2006 3:18 PM Property damage only (none injured) 2 0 0 Sideswipe, same direction Dry Daylight Clear MIDDLESEX TURNPIKE Rte 3 /

NETWORK DRIVE Rte 3V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 1/20/2006 1:10 PM Non-fatal injury 2 1 0 Angle Dry Daylight Clear MIDDLESEX TURNPIKE Rte 3 / Rte 3

V1:Not reported / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic



BURLINGTON 2006 3/31/2006 4:20 PM Not Reported 2 0 0 Single vehicle crash Ice Dark - roadway not lighted

Cloudy MIDDLESEX TURNPIKE Rte 3 / Rte 3

V1:Not reported / V2:Not reported V1: Not reported / V2: Not reported ABBOT PARK

BURLINGTON 2006 4/26/2006 6:35 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear Rte 95 S MIDDLESEX TURNPIKE V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 4/3/2006 9:41 AM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear Rte 95 S MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 5/8/2006 10:24 PM Non-fatal injury 2 1 0 Angle Dry Dark - lighted roadway

Cloudy MIDDLESEX TURNPIKE Rte 95 S V1:Northbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic BURLINGTON DODGE

BURLINGTON 2006 5/25/2006 3:40 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear 128 YANKEE DIVISION HIGHWAY / MIDDLESEX TURNPIKE

V1:Southbound / V2:Eastbound V1: Not reported / V2: Not reported

BURLINGTON 2006 6/30/2006 4:26 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear/Clear YANKEE DIVISION HIGHWAY Rte 95 N / MIDDLESEX TURNPIKE

V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic MIDDLESEX TURNPIKE

BURLINGTON 2006 6/21/2006 4:00 PM Non-fatal injury 4 2 0 Angle Dry Daylight Clear/Clear YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE

V1:Southbound / V2:Southbound / V3:Southbound / V4:Southbound


PRIOR TO THE MIDDLESEX TURNPIKE

BURLINGTON 2006 6/17/2006 5:30 PM Non-fatal injury 3 1 0 Rear-end Dry Daylight Cloudy/Cloudy YANKEE DIVISION HIGHWAY Rte 95 N / MIDDLESEX TURNPIKE



MIDDLESEX TPKE

BURLINGTON 2006 5/4/2006 7:14 AM Non-fatal injury 3 1 0 Rear-end Dry Daylight Clear/Clear YANKEE DIVISION HIGHWAY Rte 95 N / MIDDLESEX TURNPIKE


V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic / V3: Collision with moped MIDDLESEX TURNPIKE

BURLINGTON 2006 6/14/2006 5:00 AM Not Reported 3 0 0 Not reported Not reported Daylight Cloudy RT 3 - INTERSTATE 95 NB CD ROAD Rte 3 / MIDDLESEX TURNPIKE



BURLINGTON 2006 7/27/2006 3:28 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear MIDDLESEX TURNPIKE Rte 95 V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 7/28/2006 4:27 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE

V1:Southbound / V2:Southbound V1: Not reported / V2: Not reported

BURLINGTON 2006 3/18/2006 4:15 AM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear MIDDLESEX TURNPIKE / Rte 95 V1:Southbound / V2:Eastbound V1: Not reported / V2: Not reported

BURLINGTON 2006 8/2/2006 12:42 PM Non-fatal injury 2 1 0 Not reported Not reported Not reported Not Reported MIDDLESEX TURNPIKE Rte 95 V1:Westbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 3/29/2006 8:45 AM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear MIDDLESEX TURNPIKE Rte 95 V1:Westbound / V2:Westbound V1: Not reported / V2: Not reported


Rain/Rain MIDDLESEX TURNPIKE Rte 95 N V1:Northbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 9/1/2006 11:40 AM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear MIDDLESEX TURNPIKE Rte 95 V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 1/12/2006 5:30 PM Property damage only (none injured) 2 0 0 Rear-end Dry Dusk Clear YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE

V1:Southbound / V2:Southbound V1: Not reported / V2: Not reported BURLINGTON MALL

BURLINGTON 2006 3/13/2006 5:25 PM Non-fatal injury 2 1 0 Rear-end Dry Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 / MIDDLESEX TURNPIKE

V1:Southbound / V2:Southbound V1: Not reported / V2: Not reported BURLINGTON MALL EXIT

BURLINGTON 2006 10/18/2006 12:30 PM Not Reported 2 0 0 Rear-end Dry Daylight Cloudy MIDDLESEX TURNPIKE Rte 95 S V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 10/23/2006 12:06 PM Not Reported 2 0 0 Rear-end Dry Daylight Cloudy Rte 95 N MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 10/16/2006 1:45 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear Rte 95 N MIDDLESEX TURNPIKE V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 10/15/2006 3:20 PM Non-fatal injury 2 1 0 Rear-end Dry Daylight Clear Rte 95 W MIDDLESEX TURNPIKE V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 10/23/2006 10:12 PM Property damage only (none injured) 2 0 0 Angle Dry Daylight Clear/Clear Rte 95 S MIDDLESEX TURNPIKE V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2006 1/25/2006 2:27 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 N / MIDDLESEX TURNPIKE


BURLINGTON 2006 6/24/2006 9:50 AM Property damage only (none injured) 2 0 0 Rear-end Wet Daylight Rain MIDDLESEX TURNPIKE / Rte 3 V1:Westbound / V2:Westbound V1: Not reported / V2: Not reported

BURLINGTON 2006 6/7/2006 4:00 AM Property damage only (none injured) 2 0 0 Rear-end Wet Not reported Rain MIDDLESEX TURNPIKE / Rte 95 V1:Eastbound / V2:Eastbound V1: Not reported / V2: Not reported

BURLINGTON 2006 6/16/2006 12:05 PM Property damage only (none injured) 1 0 0 Not reported Dry Dark - lighted roadway


V1:Northbound V1: Not reported


Clear/Clear Rte 95 S MIDDLESEX TURNPIKE V1:Southbound V1: Collision with motor vehicle in traffic

BURLINGTON 2006 3/3/2006 9:25 AM Non-fatal injury 2 1 0 Rear-end Dry Daylight Clear MIDDLESEX TURNPIKE RAMP-MIDDLESEX TURNPIKE TO RT 95 SB Rte 95 N


BURLINGTON 2006 8/9/2006 5:15 AM Property damage only (none injured) 3 0 0 Rear-end Dry Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE



PRIOR TO MIDDLESEX TURNPIKE

BURLINGTON 2006 8/27/2006 5:25 PM Property damage only (none injured) 2 0 0 Rear-end Wet Dark - roadway not lighted

Cloudy/Rain MIDDLESEX TURNPIKE Rte 3 / Rte 3

V1:Westbound / V2:Not reported V1: Not reported / V2: Not reported

BURLINGTON 2006 9/5/2006 00:00 AM Not Reported 3 0 0 Rear-to-rear Not reported Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 N / MIDDLESEX TURNPIKE



BURLINGTON 2006 10/13/2006 5:00 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 / MIDDLESEX TURNPIKE


BURLINGTON 2006 12/15/2006 12:35 PM Non-fatal injury 2 1 0 Rear-end Dry Daylight Clear MIDDLESEX TURNPIKE / Rte 95 V1:Not reported / V2:Not reported V1: Not reported / V2: Not reported

BURLINGTON 2006 10/4/2006 3:45 PM Non-fatal injury 3 1 0 Rear-end Dry Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 / MIDDLESEX TURNPIKE Rte 3



BURLINGTON 2006 12/21/2006 9:54 AM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear Rte 95 V1:Southbound / V2:Not reported V1: Not reported / V2: Not reported


Clear YANKEE DIVISION HIGHWAY / MIDDLESEX TURNPIKE

V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic ON RAMP

BURLINGTON 2006 12/20/2006 3:00 AM Property damage only (none injured) 2 0 0 Not reported Dry Daylight Clear MIDDLESEX TURNPIKE Rte 95 V1:Northbound / V2:Northbound V1: Not reported / V2: Not reported

BURLINGTON 2006 11/8/2006 8:30 PM Non-fatal injury 1 1 0 Single vehicle crash Wet Dark - lighted roadway

Rain YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE

V1:Southbound V1: Collision with motor vehicle in traffic

BURLINGTON 2006 11/15/2006 11:10 AM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Cloudy Rte 95 V1:Southbound / V2:Southbound V1: Not reported / V2: Not reported

BURLINGTON 2006 10/7/2006 1:20 AM Non-fatal injury 2 1 0 Rear-end Not reported Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 MIDDLESEX TURNPIKE V1:Northbound / V2:Northbound V1: Not reported / V2: Not reported

BURLINGTON 2006 11/17/2006 12:00 PM Not Reported 1 0 0 Single vehicle crash Dry Daylight Cloudy YANKEE DIVISION HIGHWAY / MIDDLESEX TURNPIKE

V1:Northbound V1: Overturn/rollover

BURLINGTON 2007 1/3/2007 3:03 PM Not Reported 2 0 0 Sideswipe, same direction Dry Dark - lighted roadway

Clear Rte 95 V1:Southbound / V2:Southbound V1: Not reported / V2: Not reported

BURLINGTON 2007 1/5/2007 5:15 AM Property damage only (none injured) 2 0 0 Angle Dry Dark - lighted roadway

Cloudy YANKEE DIVISION HIGHWAY Rte 95 / MIDDLESEX TURNPIKE

V1:Southbound / V2:Eastbound V1: Not reported / V2: Not reported

BURLINGTON 2007 1/9/2007 6:29 PM Property damage only (none injured) 5 0 0 Rear-end Dry Dusk Clear YANKEE DIVISION HIGHWAY Rte 95 S

V1:Southbound / V2:Southbound / V3:Southbound / V4:Southbound / V5:Southbound

V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic / V3: Collision with motor vehicle in traffic / V4: Collision with motor vehicle in traffic / V5: Collision with motor vehicle in traffic

BURLINGTON 2007 1/16/2007 4:00 PM Property damage only (none injured) 3 0 0 Rear-end Dry Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 S



BURLINGTON 2007 1/19/2007 6:35 PM Property damage only (none injured) 2 0 0 Rear-end Dry Dark - roadway not lighted

Clear Rte 95 S V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2007 2/1/2007 8:13 AM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Cloudy YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE


BURLINGTON 2007 2/7/2007 4:29 PM Property damage only (none injured) 2 0 0 Rear-end Dry Not reported Clear YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE


BURLINGTON 2007 2/24/2007 9:57 PM Property damage only (none injured) 2 0 0 Rear-end Dry Dusk Clear Rte 95 S V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic


Clear YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE


BURLINGTON 2007 2/28/2007 6:09 PM Property damage only (none injured) 2 0 0 Rear-end Dry Dark - roadway not lighted


V1:Northbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic

BURLINGTON 2007 3/5/2007 4:30 AM Not Reported 2 0 0 Angle Dry Daylight Clear MIDDLESEX TURNPIKE / Rte 95 V1:Not reported / V2:Southbound V1: Not reported / V2: Not reported

BURLINGTON 2007 3/8/2007 8:50 AM Non-fatal injury 2 1 0 Rear-end Dry Dark - lighted roadway

Clear YANKEE DIVISION HIGHWAY Rte 95 N / MIDDLESEX TURNPIKE


BURLINGTON 2007 3/16/2007 6:50 AM Property damage only (none injured) 4 0 0 Rear-end Dry Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 N / MIDDLESEX TURNPIKE



BURLINGTON 2007 3/24/2007 10:44 AM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear Rte 95 N / MIDDLESEX TURNPIKE Rte 95 N / MIDDLESEX TURNPIKE


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BURLINGTON 2007 5/4/2007 2:02 AM Property damage only (none injured) 1 0 0 Single vehicle crash Dry Dark - lighted roadway


V1:Northbound V1: Collision with median barrier

BURLINGTON 2007 5/7/2007 8:50 AM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear Rte 95 / MIDDLESEX TURNPIKE / WHEELER ROAD Rte 95 / MIDDLESEX TURNPIKE / WHEELER ROAD


BURLINGTON 2007 5/8/2007 10:10 AM Not Reported 2 0 0 Unknown Dry Daylight Clear MIDDLESEX TURNPIKE Rte 95 / Rte 95





BURLINGTON 2007 5/16/2007 6:00 PM Not Reported 2 0 0 Not reported Not reported Not reported Not Reported MIDDLESEX TURNPIKE Rte 95 / Rte 95


BURLINGTON 2007 5/18/2007 5:10 PM Not Reported 2 0 0 Sideswipe, same direction Wet Daylight Cloudy/Rain MIDDLESEX TURNPIKE Rte 95 / Rte 95


BURLINGTON 2007 5/21/2007 4:25 PM Property damage only (none injured) 2 0 0 Not reported Dry Daylight Clear MIDDLESEX TURNPIKE Rte 95 / Rte 95


BURLINGTON 2007 6/8/2007 6:50 AM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear Rte 95 S V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic



BURLINGTON 2007 8/9/2007 6:04 PM Non-fatal injury 3 1 0 Rear-end Dry Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE



BURLINGTON 2007 8/29/2007 9:55 AM Non-fatal injury 2 2 0 Not reported Not reported Not reported Not Reported YANKEE DIVISION HIGHWAY Rte 95 / MIDDLESEX TURNPIKE




BURLINGTON 2007 9/25/2007 2:30 PM Non-fatal injury 1 1 0 Single vehicle crash Dry Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 N / MIDDLESEX TURNPIKE

V1:Northbound V1: Other non-collision

BURLINGTON 2007 9/25/2007 2:40 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear 100 feet E from Intersection MIDDLESEX TURNPIKE Rte 95

V1:Westbound / V2:Westbound V1: Not reported / V2: Not reported

BURLINGTON 2007 10/3/2007 8:02 AM Non-fatal injury 2 1 0 Rear-end Dry Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE

V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic S OF MIDD. TRPK

BURLINGTON 2007 10/4/2007 5:08 PM Non-fatal injury 3 1 0 Sideswipe, same direction Dry Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 / MIDDLESEX TURNPIKE



BEFORE THE TURNPIKE

BURLINGTON 2007 10/20/2007 2:10 PM Property damage only (none injured) 2 0 0 Angle Dry Daylight Clear Rte 95 V1:Southbound / V2:Southbound V1: Not reported / V2: Not reported

BURLINGTON 2007 10/25/2007 7:40 AM Property damage only (none injured) 2 0 0 Rear-end Unknown Daylight Cloudy YANKEE DIVISION HIGHWAY Rte 95 N / MIDDLESEX TURNPIKE





MIDDLESEX TURNPIKE





Clear Rte 95 N / MIDDLESEX TURNPIKE Rte 95 N / MIDDLESEX TURNPIKE


BURLINGTON 2007 11/11/2007 4:21 PM Non-fatal injury 2 2 0 Not reported Dry Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE

V1:Southbound / V2:Southbound V1: Collision with other movable object / V2: Collision with other movable object





BURLINGTON 2007 11/29/2007 11:15 AM Non-fatal injury 2 1 0 Rear-end Dry Daylight Cloudy YANKEE DIVISION HIGHWAY Rte 95 / MIDDLESEX TURNPIKE


BURLINGTON 2007 12/5/2007 8:25 AM Non-fatal injury 2 1 0 Rear-end Dry Dark - roadway not lighted

Clear MIDDLESEX TURNPIKE / Rte 95 V1:Northbound / V2:Northbound V1: Not reported / V2: Not reported




BURLINGTON 2007 12/14/2007 2:20 AM Property damage only (none injured) 2 0 0 Rear-end Snow Dark - lighted roadway

Snow YANKEE DIVISION HIGHWAY Rte 95 N / MIDDLESEX TURNPIKE Rte 3


BURLINGTON 2007 12/15/2007 1:30 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear/Cloudy Rte 95 V1:Southbound / V2:Southbound V1: Not reported / V2: Not reported

BURLINGTON 2007 12/19/2007 12:07 PM Property damage only (none injured) 2 0 0 Rear-end Wet Daylight Clear MIDDLESEX TURNPIKE / Rte 95 N MIDDLESEX TURNPIKE / Rte 95 N


BURLINGTON 2007 12/20/2007 4:35 AM Non-fatal injury 1 1 0 Single vehicle crash Snow Dark - lighted roadway

Snow Rte 95 S V1:Southbound V1: Collision with guardrail




V1: Travelling straight ahead / V2:Slowing or stopped in traffic / V3:Travelling straight ahead / V4:Travelling straight ahead

V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V3:Passenger car / V4:Light truck(van, mini-van, panel, pickup, sport utility) with only

BURLINGTON 2008 1/8/2008 00:00 AM Non-fatal injury 1 1 0 Single vehicle crash Dry Dark - lighted roadway


V1:Southbound V1: Collision with impact attenuator/crash cushion V1: Changing lanes V1: Passenger car

BURLINGTON 2008 1/10/2008 3:25 PM Property damage only (none injured) 2 0 0 Sideswipe, same direction Dry Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE

V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Slowing or stopped in traffic V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires


Clear Rte 95 S V1:Southbound / V2:Southbound / V3:Southbound




BURLINGTON 2008 1/14/2008 9:21 AM Property damage only (none injured) 1 0 0 Single vehicle crash Snow Daylight Blowing sand, snow YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE

V1:Southbound V1: Collision with guardrail NORTH OF THE MIDDLESEX TPK V1: Travelling straight ahead V1: Passenger car

BURLINGTON 2008 1/24/2008 8:30 AM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 / MIDDLESEX TURNPIKE

V1:Eastbound / V2:Eastbound V1: Not reported / V2: Not reported V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2008 1/28/2008 12:30 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 / MIDDLESEX TURNPIKE

V1:Eastbound / V2:Eastbound V1: Not reported / V2: Not reported V1: Entering traffic lane / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2008 1/28/2008 6:30 PM Property damage only (none injured) 2 0 0 Single vehicle crash Dry Dark - lighted roadway


V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Travelling straight ahead V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car


Clear Rte 95 S / MIDDLESEX TURNPIKE Rte 95 S / MIDDLESEX TURNPIKE



V1: Travelling straight ahead / V2:Slowing or stopped in traffic / V3:Slowing or stopped in traffic / V4:Slowing or stopped in traffic

V1: Passenger car / V2:Passenger car / V3:Passenger car / V4:Passenger car

BURLINGTON 2008 2/11/2008 9:18 AM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear/Clear Rte 95 S / MIDDLESEX TURNPIKE Rte 95 S / MIDDLESEX TURNPIKE

V1:Westbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2008 2/18/2008 1:30 AM Property damage only (none injured) 2 0 0 Not reported Wet Daylight Cloudy YANKEE DIVISION HIGHWAY Rte 95 N / MIDDLESEX TURNPIKE

V1:Northbound / V2:Not reported V1: Not reported / V2: Not reported V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Not reported


V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Slowing or stopped in traffic V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires



V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2008 3/7/2008 4:30 AM Property damage only (none injured) 2 0 0 Rear-end Sand, mud, dirt, oil, gravel

Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 / MIDDLESEX TURNPIKE

V1:Northbound / V2:Northbound V1: Not reported / V2: Not reported V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car


V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic RAMP FROM MIDDLESEX TURNPIKE V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car

BURLINGTON 2008 3/26/2008 11:00 AM Non-fatal injury 2 1 0 Rear-end Dry Daylight Clear 50 feet S from Intersection MIDDLESEX TURNPIKE / Rte 95

V1:Northbound / V2:Northbound V1: Not reported / V2: Not reported V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires



V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Travelling straight ahead V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car

BURLINGTON 2008 3/29/2008 10:45 PM Not Reported 2 0 0 Rear-end Wet Dark - lighted roadway

Cloudy MIDDLESEX TURNPIKE / Rte 95 S MIDDLESEX TURNPIKE / Rte 95 S

V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Travelling straight ahead V1: Not reported / V2:Not reported

BURLINGTON 2008 4/4/2008 7:30 AM Property damage only (none injured) 2 0 0 Rear-end Wet Dark - lighted roadway

Rain Rte 95 S V1:Southbound / V2:Southbound V1: Not reported / V2: Not reported V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2008 4/9/2008 2:15 AM Property damage only (none injured) 2 0 0 Sideswipe, same direction Dry Daylight Clear MIDDLESEX TURNPIKE / Rte 95 V1:Eastbound / V2:Eastbound V1: Not reported / V2: Not reported V1: Travelling straight ahead / V2:Travelling straight ahead V1: Passenger car / V2:Single-unit truck (2-axle, 6-tire)




MIDDLESEX TURNPIKE V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic / V3:Travelling straight ahead

V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car / V3:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2008 4/22/2008 10:25 AM Not Reported 2 0 0 Rear-end Dry Not reported Not Reported MIDDLESEX TURNPIKE Rte 95 S / Rte 95

V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Turning right V1: Passenger car / V2:Not reported

BURLINGTON 2008 4/28/2008 9:29 PM Property damage only (none injured) 2 0 0 Sideswipe, same direction Wet Dark - lighted roadway

Cloudy/Rain MIDDLESEX TURNPIKE Rte 95 N / Rte 95

V1:Eastbound / V2:Eastbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Turning left / V2:Turning left V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2008 4/30/2008 12:00 PM Non-fatal injury 2 1 0 Rear-end Dry Daylight Clear Rte 95 / MIDDLESEX TURNPIKE Rte 95 / MIDDLESEX TURNPIKE Rte 95 V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Turning right / V2:Turning right V1: Not reported / V2:Not reported

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BURLINGTON 2008 5/2/2008 7:00 PM Non-fatal injury 3 3 0 Rear-end Wet Dusk Rain YANKEE DIVISION HIGHWAY Rte 95 N / MIDDLESEX TURNPIKE



MIDDLESEX TURNPIKE V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic / V3:Slowing or stopped in traffic

V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V3:Passenger car

BURLINGTON 2008 5/22/2008 9:30 AM Property damage only (none injured) 2 0 0 Not reported Dry Daylight Cloudy YANKEE DIVISION HIGHWAY Rte 95 / MIDDLESEX TURNPIKE

V1:Northbound / V2:Northbound V1: Not reported / V2: Not reported V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car

BURLINGTON 2008 5/30/2008 6:15 AM Property damage only (none injured) 2 0 0 Rear-end Wet Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 / MIDDLESEX TURNPIKE

V1:Northbound / V2:Northbound V1: Not reported / V2: Not reported V1: Travelling straight ahead / V2:Travelling straight ahead V1: Passenger car / V2:Not reported


V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2008 6/13/2008 3:30 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear Rte 95 N / MIDDLESEX TURNPIKE Rte 95 N / MIDDLESEX TURNPIKE


BURLINGTON 2008 6/24/2008 3:40 PM Property damage only (none injured) 5 0 0 Rear-end Dry Daylight Cloudy YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE



V1: Entering traffic lane / V2:Slowing or stopped in traffic / V3:Travelling straight ahead / V4:Slowing or stopped in traffic / V5:Slowing or stopped in traffic

V1: Truck/trailer / V2:Passenger car / V3:Passenger car / V4:Passenger car / V5:Passenger car

BURLINGTON 2008 7/3/2008 2:00 AM Property damage only (none injured) 2 0 0 Sideswipe, same direction Dry Daylight Clear Rte 95 S / MIDDLESEX TURNPIKE Rte 95 S / MIDDLESEX TURNPIKE

V1:Southbound / V2:Southbound V1: Not reported / V2: Not reported V1: Travelling straight ahead / V2:Changing lanes V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car





V1: Passenger car / V2:Passenger car / V3:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2008 7/15/2008 5:00 AM Property damage only (none injured) 2 0 0 Sideswipe, same direction Dry Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 / MIDDLESEX TURNPIKE Rte 3

V1:Not reported / V2:Northbound V1: Not reported / V2: Not reported V1: Not reported / V2:Travelling straight ahead V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car

BURLINGTON 2008 7/20/2008 4:30 PM Property damage only (none injured) 2 0 0 Rear-end Wet Daylight Cloudy Rte 95 N / MIDDLESEX TURNPIKE Rte 95 N / MIDDLESEX TURNPIKE

V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car

BURLINGTON 2008 7/26/2008 5:40 PM Non-fatal injury 2 2 0 Angle Dry Daylight Clear MIDDLESEX TURNPIKE / Rte 95 MIDDLESEX TURNPIKE / Rte 95 V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Turning left / V2:Turning left V1: Passenger car / V2:Passenger car

BURLINGTON 2008 7/29/2008 10:00 AM Non-fatal injury 3 1 0 Sideswipe, same direction Dry Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 N / MIDDLESEX TURNPIKE



V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic / V3:Entering traffic lane


BURLINGTON 2008 8/12/2008 10:23 AM Non-fatal injury 2 1 0 Sideswipe, same direction Wet Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 N / MIDDLESEX TURNPIKE

V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Changing lanes / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2008 8/15/2008 1:50 AM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear Rte 95 S V1:Southbound / V2:Southbound V1: Not reported / V2: Not reported V1: Slowing or stopped in traffic / V2:Changing lanes V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2008 8/18/2008 9:05 AM Non-fatal injury 2 1 0 Rear-end Dry Daylight Clear Rte 95 / MIDDLESEX TURNPIKE Rte 95 / MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Not reported / V2: Not reported V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic V1: Passenger car / V2:Passenger car

BURLINGTON 2008 8/25/2008 5:00 AM Not Reported 4 0 0 Not reported Not reported Not reported Not Reported Rte 95 S V1:Not reported / V2:Not reported / V3:Not reported / V4:Not reported

V1: Not reported / V2: Not reported / V3: Not reported / V4: Not reported V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic / V3:Not reported / V4:Not reported

V1: Passenger car / V2:Not reported / V3:Not reported / V4:Not reported


V1:Southbound / V2:Southbound / V3:Northbound


PRIOR TO MIDDLESEX TURNPIKE V1: Travelling straight ahead / V2:Slowing or stopped in traffic / V3:Slowing or stopped in traffic


BURLINGTON 2008 9/12/2008 9:12 AM Not Reported 2 0 0 Rear-end Dry Daylight Clear Rte 95 / MIDDLESEX TURNPIKE Rte 95 / MIDDLESEX TURNPIKE V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic V1: Passenger car / V2:Passenger car

BURLINGTON 2008 9/17/2008 7:10 AM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear Rte 95 S V1:Southbound / V2:Southbound V1: Not reported / V2: Not reported V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2008 9/23/2008 9:00 AM Non-fatal injury 2 2 0 Rear-end Dry Daylight Cloudy YANKEE DIVISION HIGHWAY Rte 95 / MIDDLESEX TURNPIKE

V1:Northbound / V2:Northbound V1: Not reported / V2: Not reported V1: Slowing or stopped in traffic / V2:Entering traffic lane V1: Passenger car / V2:Passenger car

BURLINGTON 2008 9/24/2008 5:00 AM Property damage only (none injured) 2 0 0 Rear-end Not reported Daylight Clear Rte 95 S V1:Southbound / V2:Southbound V1: Not reported / V2: Not reported V1: Entering traffic lane / V2:Slowing or stopped in traffic V1: Passenger car / V2:Tractor/semi-trailer


V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires



V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic MIDDLESEX TPKE ON-RAMP V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car



V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic PRIOR TO MIDDLESEX TPK. V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car

BURLINGTON 2008 12/10/2008 1:05 PM Property damage only (none injured) 2 0 0 Rear-end Wet Daylight Rain YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE

V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic BURLINGTON MALL V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car

BURLINGTON 2008 12/14/2008 1:00 AM Property damage only (none injured) 2 0 0 Rear-end Not reported Daylight Clear MIDDLESEX TURNPIKE / Rte 95 MIDDLESEX TURNPIKE / Rte 95 V1:Northbound / V2:Northbound V1: Not reported / V2: Not reported V1: Entering traffic lane / V2:Slowing or stopped in traffic V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires


Clear Rte 95 V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic HEADING NORTH V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires







V1:Eastbound / V2:Westbound / V3:Not reported


V1: Travelling straight ahead / V2:Travelling straight ahead / V3:Travelling straight ahead

V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V3:Not reported



V1: Collision with motor vehicle in traffic / V2: Collision with other movable object / V3: Collision with motor vehicle in traffic / V4: Collision with motor vehicle in traffic

V1: Travelling straight ahead / V2:Slowing or stopped in traffic / V3:Slowing or stopped in traffic / V4:Slowing or stopped in traffic

V1: Passenger car / V2:Passenger car / V3:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V4:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2009 1/12/2009 2:45 PM Not Reported 2 0 0 Not reported Not reported Not reported Not Reported MIDDLESEX TURNPIKE / Rte 95 MIDDLESEX TURNPIKE / Rte 95 V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Turning left V1: Passenger car / V2:Passenger car



V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Travelling straight ahead V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2009 1/21/2009 4:30 PM Property damage only (none injured) 3 0 0 Rear-end Dry Dusk Clear YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE


V1: Not reported / V2: Not reported / V3: Not reported PRIOR TO MIDDLESEX TURNPIKE V1: Not reported / V2:Not reported / V3:Not reported V1: Not reported / V2:Not reported / V3:Not reported



V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic PRIOR TO MIDDLESEX TURNPIKE V1: Travelling straight ahead / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car





V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V3:Passenger car

BURLINGTON 2009 2/17/2009 3:45 PM Non-fatal injury 2 1 0 Rear-end Dry Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 N / MIDDLESEX TURNPIKE



Cloudy YANKEE DIVISION HIGHWAY Rte 95 N / MIDDLESEX TURNPIKE

V1:Not reported / V2:Not reported V1: Not reported / V2: Not reported V1: Not reported / V2:Not reported V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2009 5/21/2009 4:45 PM Property damage only (none injured) 2 0 0 Sideswipe, same direction Dry Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 N / MIDDLESEX TURNPIKE

V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Entering traffic lane / V2:Travelling straight ahead V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car









PRIOR TO MIDDLESEX TRNPKE V1: Travelling straight ahead / V2:Slowing or stopped in traffic / V3:Slowing or stopped in traffic



V1:Northbound / V2:Northbound V1: Not reported / V2: Not reported V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Not reported / V2:Not reported


V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Slowing or stopped in traffic V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car


V1:Northbound / V2:Southbound V1: Not reported / V2: Not reported V1: Travelling straight ahead / V2:Turning left V1: Not reported / V2:Not reported

BURLINGTON 2009 9/22/2009 1:41 PM Not Reported 2 0 0 Not reported Not reported Not reported Not Reported MIDDLESEX TURNPIKE / Rte 95 MIDDLESEX TURNPIKE / Rte 95 V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Turning left V1: Passenger car / V2:Passenger car

BURLINGTON 2009 10/1/2009 8:00 AM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 / MIDDLESEX TURNPIKE

V1:Northbound / V2:Northbound V1: Not reported / V2: Not reported V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Passenger car / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires



V1:Southbound / V2:Southbound V1: Collision with guardrail / V2: Collision with motor vehicle in traffic V1: Changing lanes / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car


Not Reported YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE

V1:Southbound / V2:Southbound V1: Not reported / V2: Not reported V1: Travelling straight ahead / V2:Travelling straight ahead V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Passenger car

BURLINGTON 2009 10/24/2009 2:00 PM Non-fatal injury 3 1 0 Rear-end Wet Daylight Rain YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE






Not Reported YANKEE DIVISION HIGHWAY Rte 95 N / MIDDLESEX TURNPIKE



V1: Entering traffic lane / V2:Slowing or stopped in traffic / V3:Slowing or stopped in traffic / V4:Travelling straight ahead


BURLINGTON 2009 10/28/2009 12:00 PM Not Reported 2 0 0 Rear-end Wet Daylight Rain YANKEE DIVISION HIGHWAY Rte 95 / MIDDLESEX TURNPIKE

V1:Not reported / V2:Not reported V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car




V1: Slowing or stopped in traffic / V2:Travelling straight ahead / V3:Travelling straight ahead / V4:Travelling straight ahead


BURLINGTON 2009 11/14/2009 3:11 PM Property damage only (none injured) 3 0 0 Rear-end Wet Daylight Rain YANKEE DIVISION HIGHWAY Rte 95 N / MIDDLESEX TURNPIKE






Cloudy YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE





BURLINGTON 2009 12/12/2009 10:56 AM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear MIDDLESEX TURNPIKE / Rte 95 V1:Northbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Travelling straight ahead V1: Not reported / V2:Not reported

Town

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Not Reported YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE


V1: Not reported / V2: Not reported / V3: Not reported V1: Travelling straight ahead / V2:Travelling straight ahead / V3:Travelling straight ahead





BURLINGTON 2009 12/28/2009 12:18 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear/Cloudy YANKEE DIVISION HIGHWAY Rte 95 N / MIDDLESEX TURNPIKE

V1:Northbound / V2:Northbound V1: Other / V2: Collision with motor vehicle in traffic V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic V1: Passenger car / V2:Passenger car

BURLINGTON 2010 12/2/2010 3:50 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear Rte 95 N V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Travelling straight ahead / V2:Travelling straight ahead V1: Passenger car / V2:Passenger car

BURLINGTON 2010 12/1/2010 2:19 PM Property damage only (none injured) 2 0 0 Rear-end Wet Daylight Cloudy/Rain YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE

V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic 100 FEET FROM TPK V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic V1: Passenger car / V2:Passenger car

BURLINGTON 2010 11/30/2010 9:49 AM Non-fatal injury 2 1 0 Sideswipe, same direction Dry Daylight Clear MIDDLESEX TURNPIKE / Rte 95 E MIDDLESEX TURNPIKE / Rte 95 E

V1:Eastbound / V2:Eastbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Turning left / V2:Travelling straight ahead V1: Tractor/semi-trailer / V2:Passenger car

BURLINGTON 2010 10/23/2010 9:00 AM Property damage only (none injured) 2 0 0 Not reported Dry Daylight Clear MIDDLESEX TURNPIKE Rte 95 / Rte 95

V1:Westbound / V2:Not reported V1: Not reported / V2: Not reported V1: Turning right / V2:Not reported V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Not reported


Not Reported MIDDLESEX TURNPIKE / YANKEE DIVISION HIGHWAY

V1:Northbound / V2:Northbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Entering traffic lane / V2:Entering traffic lane V1: Passenger car / V2:Passenger car

BURLINGTON 2010 8/5/2010 3:22 PM Property damage only (none injured) 2 0 0 Not reported Not reported Not reported Not Reported Rte 95 N / MIDDLESEX TURNPIKE Rte 95 N / MIDDLESEX TURNPIKE

V1:Westbound / V2:Westbound V1: Collision with motor vehicle in traffic / V2: Not reported V1: Slowing or stopped in traffic / V2:Not reported V1: Passenger car / V2:Passenger car




V1: Slowing or stopped in traffic / V2:Travelling straight ahead / V3:Travelling straight ahead





V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic / V3:Travelling straight ahead / V4:Travelling straight ahead


BURLINGTON 2010 4/10/2010 10:25 PM Non-fatal injury 1 1 0 Single vehicle crash Dry Dark - roadway not lighted


V1:Northbound V1: Collision with guardrail ONRAMP V1: Entering traffic lane V1: Motorcycle

BURLINGTON 2010 3/20/2010 6:22 PM Property damage only (none injured) 2 0 0 Rear-end Dry Daylight Clear MIDDLESEX TURNPIKE / WHEELER ROAD / Rte 95 N MIDDLESEX TURNPIKE / WHEELER ROAD / Rte 95 N





Cloudy YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE





BURLINGTON 2010 2/25/2010 7:18 AM Property damage only (none injured) 2 0 0 Angle Wet Daylight Rain/Clear Rte 95 S / MIDDLESEX TURNPIKE Rte 95 S / MIDDLESEX TURNPIKE

V1:Southbound / V2:Southbound V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic V1: Turning left / V2:Travelling straight ahead V1: Passenger car / V2:Not reported

BURLINGTON 2010 2/24/2010 5:36 AM Property damage only (none injured) 1 0 0 Single vehicle crash Slush Dark - lighted roadway

Sleet, hail (freezing rain or drizzle)

YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE

V1:Southbound V1: Collision with guardrail V1: Leaving traffic lane V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires




V1: Changing lanes / V2:Slowing or stopped in traffic / V3:Slowing or stopped in traffic / V4:Slowing or stopped in traffic

V1: Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V2:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V3:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires / V4:Light truck(van, mini-van, panel, pickup, sport utility) with only four tires

BURLINGTON 2010 2/12/2010 4:40 PM Property damage only (none injured) 1 0 0 Single vehicle crash Dry Daylight Clear YANKEE DIVISION HIGHWAY Rte 95 S / MIDDLESEX TURNPIKE

V1:Southbound V1: Collision with guardrail CHEVRON V1: Travelling straight ahead V1: Passenger car



V1:Northbound / V2:Northbound / V3:Northbound / V4:Northbound / V5:Northbound / V6:Northbound

V1: Collision with motor vehicle in traffic / V2: Collision with motor vehicle in traffic / V3: Collision with motor vehicle in traffic / V4: Collision with motor vehicle in traffic / V5: Collision with motor vehicle in traffic / V6: Collision with motor vehicle in traffic

V1: Slowing or stopped in traffic / V2:Slowing or stopped in traffic / V3:Slowing or stopped in traffic / V4:Slowing or stopped in traffic / V5:Slowing or stopped in traffic / V6:Slowing or stopped in traffic

V1: Passenger car / V2:Passenger car / V3:Passenger car / V4:Passenger car / V5:Passenger car / V6:Passenger car

BURLINGTON 2010 1/22/2010 5:00 PM Non-fatal injury 3 1 0 Rear-end Dry Dark - roadway not lighted








CRASH RATE WORKSHEET

CITY/TOWN : Burlington, MA COUNT DATE : Aug. 2012

DISTRICT : 4 UNSIGNALIZED : SIGNALIZED : x

~ INTERSECTION DATA ~

MAJOR STREET : South Bedford Street

MINOR STREET(S) : Van de Graaff Drive

Wayside Road

INTERSECTION North

DIAGRAM

(Label Approaches)

Peak Hour Volumes

APPROACH : 1 2 3 4 5 6

DIRECTION : NB SB EB WB

VOLUMES (PM) : 480 780 850 305

" K " FACTOR : 0.09 APPROACH ADT : 26833.333 ADT = TOTAL VOL/"K" FACT.

TOTAL # OF CRASHES :

25# OF

YEARS :5

AVERAGE # OF ACCIDENTS ( A ) :

5.00

CRASH RATE CALCULATION : 0.51 RATE =

Source (optional):

Comments:

( A * 1,000,000 ) ( ADT * 365 )

Van de Graaff Dr. Wayside Rd.

S Bed

ford St.

last updated: 11/06/01



DISTRICT : 4 UNSIGNALIZED : x SIGNALIZED :


MAJOR STREET : South Bedford Street

MINOR STREET(S) : Blanchard Road

INTERSECTION North

DIAGRAM

(Label Approaches)

Peak Hour Volumes

APPROACH : 1 2 3 4 5 6


VOLUMES (PM) : 305 950 350



12# OF

YEARS :5


2.40


Source (optional):

Comments:

( A * 1,000,000 ) ( ADT * 365 )

Blanchard Rd.

S Bed

ford St.






MAJOR STREET : Cambridge Street

MINOR STREET(S) : Wayside Drive

Wall Street

INTERSECTION North

DIAGRAM

(Label Approaches)

Peak Hour Volumes

APPROACH : 1 2 3 4 5 6


VOLUMES (PM) : 975 1175 1110 445



56# OF

YEARS :5


11.20


Source (optional):

Comments:

( A * 1,000,000 ) ( ADT * 365 )

Wayside Rd. Wall St.

Cam

bridge St.



CITY/TOWN : Burlington, MA COUNT DATE : Sept. 2011



MAJOR STREET : Middlesex Tpke

MINOR STREET(S) : I-95 SB Ramps

INTERSECTION North

DIAGRAM

(Label Approaches)

Peak Hour Volumes

APPROACH : 1 2 3 4 5 6


VOLUMES (PM) : 1775 2025 465



51# OF

YEARS :5


10.20


Source (optional):

Comments:

( A * 1,000,000 ) ( ADT * 365 )

I‐95 SB Ramps

Middlesex Tpke.







MINOR STREET(S) : I-95 NB Ramps

Wheeler Road (West)

INTERSECTION North

DIAGRAM

(Label Approaches)

Peak Hour Volumes

APPROACH : 1 2 3 4 5 6


VOLUMES (PM) : 1280 1545 400 875



30# OF

YEARS :5


6.00


Source (optional):

Comments:

( A * 1,000,000 ) ( ADT * 365 )

Wheeler Road (W) I‐95 NB Ramps

Middlesex Tpke.







MINOR STREET(S) : Wheeler Road (E)

INTERSECTION North

DIAGRAM

(Label Approaches)

Peak Hour Volumes

APPROACH : 1 2 3 4 5 6


VOLUMES (PM) : 930 1555 530

" K " FACTOR : 0.09 APPROACH ADT : 33500 ADT = TOTAL VOL/"K" FACT.


65# OF

YEARS :5


13.00


Source (optional):

Comments:

( A * 1,000,000 ) ( ADT * 365 )

Wheeler Road (E)

Middlesex Tpke.



Background Traffic Growth

of 1

AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PMINT 1SOUTH BEDFORD STREET AT WAYSIDE ROAD AND VAN DE GRAFF STREETVan De Graff Street EBL

EBTEBR

Wayside Road WBL 1 8 60 15 32 7 93 30WBTWBR

South Bedford Street NBLNBTNBR 8 1 15 60 7 32 30 93

South Bedford Street SBLSBTSBR

INT 2SOUTH BEDFORD STREET AT BLANCHARD ROADBlanchard Road EBL 8 1 15 60 23 61

EBR 8 37 65 12 24 22 97 71South Bedford Street NBL 37 8 12 65 22 24 71 97

NBT 7 32 7 32South Bedford Street SBT 32 7 32 7

SBR 1 8 60 15 61 23

INT 3CAMBRIDGE STREET AT WALL STREET AND WAYSIDE ROADWayside Road EBL 8 1 15 60 32 23 93

EBTEBR

Wall Street WBLWBTWBR 7 7

Cambridge Street NBLNBT 28 6 4 16 32 22NBR

Cambridge Street SBL 7 7SBT 6 28 16 4 22 32SBR 1 8 60 15 32 93 23

INT 4BLANCHARD ROAD AT MULLER ROADBlanchard Road EBT 8 1 23 97 65 12 24 22 120 132

EBRBlanchard Road WBL

WBT 1 8 97 23 12 65 22 24 132 120Muller Road NBL

NBR

INT 5BLANCHARD ROAD AT SITE DRIVEWAYBlanchard Road EBL

EBT 8 1 23 97 65 12 24 22 120 132Blanchard Road WBT 1 8 97 23 12 65 22 24 132 120

WBRSite Driveway SBL

SBR

INT 6MIDDLESEX TURNPIKE AT WHEELER ROAD (E)Middlesex Turnpike NBT 15 11 171 32 40 10 21 9 78 36 102 40 427 138

NBRMiddlesex Turnpike SBU

SBL 5 5 2 6 80 13 65 12 22 152 58SBT 11 15 32 171 5 35 9 21 36 78 45 40 138 360

Wheeler Road (E) WBLWBR 5 5 11 6 13 80 12 65 24 41 180

INT 7MIDDLESEX TURNPIKE AT I-95 NB RAMPS/WHEELER ROAD (W)Middlesex Turnpike NBL 40 10 40 10

NBT 20 16 171 32 6 3 21 9 13 62 12 51 78 36 102 87 423 296NBR 5 3 3 18 2 14 10 35

Middlesex Turnpike SBU 46 84 46 84SBL 31 28 30 134 64 30 125 192SBT 16 20 32 171 2 6 9 21 62 13 51 12 36 78 45 40 253 361SBR 105 20 105 20

Wheeler Road (W) EBL 20 120 20 120EBT 10 75 10 75EBR 5 35 5 35

I-95 NB Ramps WBL 1 5 18 3 14 2 33 10WBT 110 20 110 20WBR 28 31 16 9 134 30 160 111 338 181

INT 8MIDDLESEX TURNPIKE AT I-95 SB RAMPSMiddlesex Turnpike NBU

NBT 74 92 171 32 5 20 1 1 37 18 10 48 8 40 212 66 263 198 781 515NBR 20 39 15 100 5 3 3 14 4 11 47 167

Middlesex Turnpike SBL 9 16 35 116 54 50 98 182SBT 92 74 32 171 25 5 1 9 21 48 10 40 8 66 212 109 70 421 572

I-95 SB Ramps WBL 39 20 80 15 1 5 14 3 11 4 145 47WBR 116 35 200 67 316 102

43/63 South Ave. Northwest Park (Reduced) TOTALNortheastern UniversityBACKGROUND DEVELOPMENTS

INTERSECTION MOVEMENT Burlington Dodge Site Sun Microsystems 400 Wheeler Road ArborPoint Lahey Clinic 78 Blanchard Road 4 Burlington Woods 10-20 Corporate Drive

\\mawald\0787001\ssheets\Traffic\Phase3_0920701_Volumes, Ph3-Vols 10/2/2013 VHB 10/2/2013, 7:26 PM


Trip Generation & Trip Distribution Calculations

Table A-1 Summary of the Oracle Development Plan Elements Building Office Space (sf) Parking Spaces Status

Total allowed occupancy by-right 513,000 1,822 Approved

Originally Approved Office (Phases I+II+III) 420,000 1,503 Approved Addition of 4 VDG to the campus 93,000 319 Existing

Total Occupied by Oracle 412,000 1,396 Existing

Phase I (10 VDG) 170,000 Existing Phase II (8 VDG) 149,000 Existing Total Phases I & II 319,000 1,077 Existing

4 VDG (not included prior approvals) 93,000 319 Existing

Proposed Phase III 125,000 733 Proposed Currently Approved Phase III (6 VDG) 101,000 426 Approved but not constructed

Increase sought under Phase III 24,000 307 Proposed increase

Total Build-out After Proposed Phase III 537,000 2,129 Existing + Proposed Note: Approved vs. Existing vs. Proposed development elements are presented in the above format for the purpose of using the data in traffic analysis. The

format may not be conducive to direct comparison with information presented in the Site Plans.

Represents the additional development that needs to be approved as part of the current proposal. All other components of the table are either existing or have been previously approved.

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Project N

ame:

Oracle Phase III

No:

Date:

8/15/2013

City:

State/Province:

Zip/Po

stal Cod

e:Co

untry:

Client Nam

e:An

alyst's

Nam

e:VKK

Edition

:9th

Land

Use

Size

Entry

Exit

Entry

Exit

Entry

Exit

750 ‐ O

ffice Pa

rk412 1000 Sq. Feet Gross Floor Area

23512351

613

76

84

514

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uction

00

00

00

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00

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00

00

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23512351

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750 ‐ O

ffice Pa

rk ‐ 1

537 1000 Sq. Feet Gross Floor Area

30033002

765

95

105

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uction

00

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00

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00

00

00

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30033002

765

95

105

646

Trip gen

for 125 ksf (typical ops):

652

651

152

19

21

132

Project Information

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0

ITE TRIP GENERATION WORKSHEET(6th Edition, Updated 12/97)

LANDUSE: Office ParkLANDUSE CODE: 750 Independant Variable --- Trips Per 1000 s.f. Gross Floor Area

JOB NAME:JOB NUMBER: FLOOR AREA (KSF): 412.00

WEEKDAY

RATES: Total Trip Ends Directional DistributionAverage Low High # Studies Enter Exit R^2

DAILY 11.42 7.56 30.30 12 50% 50% 0.88AM PEAK 1.74 0.72 5.89 29 89% 11% 0.87PM PEAK 1.50 0.73 4.50 31 14% 86% 0.91

TRIPS:BY AVERAGE BY REGRESSION

Total Enter Exit Total Enter ExitDAILY 4706 2353 2353 4703 2352 2352AM PEAK 717 638 79 716 638 79PM PEAK 619 87 532 606 85 522

SATURDAY


DAILY 1.64 0.73 1.89 3 50% 50% ---PEAK OF GEN. 0.14 0.09 0.15 3 74% 26% ---


Total Enter Exit Total Enter ExitDAILY 676 338 338 NA NA NAPEAK OF GEN. 58 43 15 NA NA NA

SUNDAY


DAILY 0.76 0.25 1.09 3 50% 50% ---PEAK OF GEN. 0.12 0.04 0.16 3 42% 58% ---


Total Enter Exit Total Enter ExitDAILY 314 157 157 NA NA NAPEAK OF GEN. 50 21 29 NA NA NA

\\kirk\ld\allstaff\traffic\ite-tg\Trip Gen Summary - LUC 750 1 of 1 10/3/2013, 10:42 AM

Prepared by CLS; 13‐Sep‐12

Weighted Average: Oracle Campus

SOUTH NORTH NORTH NORTH SOUTH EAST NORTH SOUTH SOUTH NORTH NORTH NORTH SOUTH EAST NORTH SOUTH

Emp Home City Grand Total

Percentage of

Total

Cumulative

Percentage Route 128 Route 128 Route 3

Cambridge

Street

Cambridge

Street

South

Bedford

Street

Middlesex

Turnpike

Middlesex

Turnpike TOTAL CHECK Route 128 Route 128 Route 3

Cambridge

Street

Cambridge

Street

South

Bedford

Street

Middlesex

Turnpike

Middlesex

Turnpike

Boston Total 94 4.7% 4.7% 25.0% 25.0% 50.0% 100.0% OK 1.3% 1.3% 2.6%

Burlington Total 79 4.0% 8.7% 10.0% 80.0% 10.0% 100.0% OK 0.4% 3.5% 0.4%

Lexington Total 48 2.4% 11.2% 10.0% 90.0% 100.0% OK 0.3% 2.4%

Arlington Total 47 2.4% 13.5% 50.0% 50.0% 100.0% OK 1.3% 1.3%

Cambridge Total 40 2.0% 15.5% 25.0% 25.0% 50.0% 100.0% OK 0.6% 0.6% 1.1%

Waltham Total 39 2.0% 17.5% 50.0% 50.0% 100.0% OK 1.1% 1.1%

Medford Total 37 1.9% 19.4% 25.0% 75.0% 100.0% OK 0.5% 1.6%

Woburn Total 37 1.9% 21.2% 25.0% 75.0% 100.0% OK 0.5% 1.6%

Westford Total 33 1.7% 22.9% 100.0% 100.0% OK 1.9%

Andover Total 32 1.6% 24.5% 100.0% 100.0% OK 1.8%

Somerville Total 31 1.6% 26.1% 75.0% 25.0% 100.0% OK 1.3% 0.4%

Acton Total 29 1.5% 27.5% 100.0% 100.0% OK 1.6%

Charlestown Total 28 1.4% 29.0% 100.0% 100.0% OK 1.6%

Chelmsford Total 27 1.4% 30.3% 100.0% 100.0% OK 1.5%

Nashua Total 26 1.3% 31.6% 100.0% 100.0% OK 1.5%

Belmont Total 25 1.3% 32.9% 50.0% 50.0% 100.0% OK 0.7% 0.7%

Winchester Total 25 1.3% 34.2% 100.0% 100.0% OK 1.4%

Needham Total 24 1.2% 35.4% 100.0% 100.0% OK 1.3%

Billerica Total 23 1.2% 36.5% 100.0% 100.0% OK 1.3%

Bedford Total 22 1.1% 37.6% 100.0% 100.0% OK 1.2%

Marlborough Total 22 1.1% 38.7% 100.0% 100.0% OK 1.2%

Newton Total 21 1.1% 39.8% 100.0% 100.0% OK 1.2%

Reading Total 21 1.1% 40.9% 100.0% 100.0% OK 1.2%

Brookline Total 20 1.0% 41.9% 50.0% 50.0% 100.0% OK 0.6% 0.6%

Sudbury Total 19 1.0% 42.8% 100.0% 100.0% OK 1.1%

Wakefield Total 19 1.0% 43.8% 100.0% 100.0% OK 1.1%

Natick Total 18 0.9% 44.7% 100.0% 100.0% OK 1.0%

Tewksbury Total 18 0.9% 45.6% 100.0% 100.0% OK 1.0%

North Andover Total 17 0.9% 46.5% 100.0% 100.0% OK 1.0%

Peabody Total 17 0.9% 47.3% 100.0% 100.0% OK 1.0%

Salem Total 17 0.9% 48.2% 100.0% 100.0% OK 1.0%

Marblehead Total 16 0.8% 49.0% 100.0% 100.0% OK 0.9%

Wellesley Total 16 0.8% 49.8% 100.0% 100.0% OK 0.9%

Framingham Total 15 0.8% 50.6% 100.0% 100.0% OK 0.8%

Lowell Total 15 0.8% 51.3% 100.0% 100.0% OK 0.8%

South Boston Total 15 0.8% 52.1% 100.0% 100.0% OK 0.8%

Danvers Total 14 0.7% 52.8% 100.0% 100.0% OK 0.8%

Shrewsbury Total 14 0.7% 53.5% 100.0% 100.0% OK 0.8%

Concord Total 13 0.7% 54.1% 100.0% 100.0% OK 0.7%

Holliston Total 13 0.7% 54.8% 100.0% 100.0% OK 0.7%

Malden Total 13 0.7% 55.4% 100.0% 100.0% OK 0.7%

Newburyport Total 13 0.7% 56.1% 100.0% 100.0% OK 0.7%

Quincy Total 13 0.7% 56.8% 100.0% 100.0% OK 0.7%

Watertown Total 13 0.7% 57.4% 50.0% 50.0% 100.0% OK 0.4% 0.4%

Worcester Total 13 0.7% 58.1% 100.0% 100.0% OK 0.7%

Haverhill Total 12 0.6% 58.7% 100.0% 100.0% OK 0.7%

Melrose Total 12 0.6% 59.3% 100.0% 100.0% OK 0.7%

Southborough Total 12 0.6% 59.9% 100.0% 100.0% OK 0.7%

Wayland Total 12 0.6% 60.5% 100.0% 100.0% OK 0.7%

Wilmington Total 12 0.6% 61.1% 100.0% 100.0% OK 0.7%

Beverly Total 11 0.6% 61.7% 100.0% 100.0% OK 0.6%

Braintree Total 11 0.6% 62.2% 100.0% 100.0% OK 0.6%

North Reading Total 11 0.6% 62.8% 100.0% 100.0% OK 0.6%

Westborough Total 11 0.6% 63.3% 100.0% 100.0% OK 0.6%

Brighton Total 10 0.5% 63.8% 100.0% 100.0% OK 0.6%

Carlisle Total 10 0.5% 64.3% 100.0% 100.0% OK 0.6%

Londonderry Total 10 0.5% 64.8% 100.0% 100.0% OK 0.6%

Lynnfield Total 10 0.5% 65.3% 100.0% 100.0% OK 0.6%

Merrimack Total 10 0.5% 65.8% 100.0% 100.0% OK 0.6%

Harvard Total 9 0.5% 66.3% 100.0% 100.0% OK 0.5%

Lunenburg Total 9 0.5% 66.8% 50.0% 50.0% 100.0% OK 0.3% 0.3%

Milford Total 9 0.5% 67.2% 100.0% 100.0% OK 0.5%

North Chelmsford Total 9 0.5% 67.7% 100.0% 100.0% OK 0.5%

Sharon Total 9 0.5% 68.1% 100.0% 100.0% OK 0.5%

Ashland Total 8 0.4% 68.5% 100.0% 100.0% OK 0.4%

Auburn Total 8 0.4% 68.9% 100.0% 100.0% OK 0.4%

Groton Total 8 0.4% 69.3% 100.0% 100.0% OK 0.4%

Hingham Total 8 0.4% 69.7% 100.0% 100.0% OK 0.4%

Hudson Total 8 0.4% 70.1% 100.0% 100.0% OK 0.4%

Manchester Total 8 0.4% 70.5% 100.0% 100.0% OK 0.4%

Methuen Total 8 0.4% 70.9% 100.0% 100.0% OK 0.4%

Milton Total 8 0.4% 71.3% 100.0% 100.0% OK 0.4%

Northborough Total 8 0.4% 71.7% 100.0% 100.0% OK 0.4%

Stoneham Total 8 0.4% 72.1% 100.0% 100.0% OK 0.4%

Swampscott Total 8 0.4% 72.6% 100.0% 100.0% OK 0.4%

Allston Total 7 0.4% 72.9% 50.0% 50.0% 100.0% OK 0.2% 0.2%

Bellingham Total 7 0.4% 73.3% 100.0% 100.0% OK 0.4%

Dedham Total 7 0.4% 73.6% 100.0% 100.0% OK 0.4%

Dover Total 7 0.4% 74.0% 100.0% 100.0% OK 0.4%

Duxbury Total 7 0.4% 74.3% 100.0% 100.0% OK 0.4%

Hopkinton Total 7 0.4% 74.7% 100.0% 100.0% OK 0.4%

Mansfield Total 7 0.4% 75.0% 100.0% 100.0% OK 0.4%

Tyngsboro Total 7 0.4% 75.4% 100.0% 100.0% OK 0.4%

Upton Total 7 0.4% 75.7% 100.0% 100.0% OK 0.4%

Westwood Total 7 0.4% 76.1% 100.0% 100.0% OK 0.4%

Boxborough Total 6 0.3% 76.4% 100.0% 100.0% OK 0.3%

Dorchester Total 6 0.3% 76.7% 100.0% 100.0% OK 0.3%

Dracut Total 6 0.3% 77.0% 100.0% 100.0% OK 0.3%

Georgetown Total 6 0.3% 77.3% 100.0% 100.0% OK 0.3%

Lancaster Total 6 0.3% 77.6% 100.0% 100.0% OK 0.3%

Lynn Total 6 0.3% 77.9% 100.0% 100.0% OK 0.3%

Saugus Total 6 0.3% 78.2% 100.0% 100.0% OK 0.3%

West Roxbury Total 6 0.3% 78.5% 100.0% 100.0% OK 0.3%

Amesbury Total 5 0.3% 78.8% 100.0% 100.0% OK 0.3%

Auburndale Total 5 0.3% 79.0% 100.0% 100.0% OK 0.3%

Canton Total 5 0.3% 79.3% 100.0% 100.0% OK 0.3%

Chestnut Hill Total 5 0.3% 79.5% 100.0% 100.0% OK 0.3%

Foxboro Total 5 0.3% 79.8% 100.0% 100.0% OK 0.3%

Franklin Total 5 0.3% 80.0% 100.0% 100.0% OK 0.3%

Lincoln Total 5 0.3% 80.3% 100.0% 100.0% OK 0.3%

Medway Total 5 0.3% 80.5% 100.0% 100.0% OK 0.3%

Merrimac Total 5 0.3% 80.8% 100.0% 100.0% OK 0.3%

Norton Total 5 0.3% 81.0% 100.0% 100.0% OK 0.3%

Rockport Total 5 0.3% 81.3% 100.0% 100.0% OK 0.3%

Stow Total 5 0.3% 81.5% 100.0% 100.0% OK 0.3%

Weston Total 5 0.3% 81.8% 100.0% 100.0% OK 0.3%

Ayer Total 4 0.2% 82.0% 100.0% 100.0% OK 0.2%

Charlton Total 4 0.2% 82.2% 100.0% 100.0% OK 0.2%

Derry Total 4 0.2% 82.4% 100.0% 100.0% OK 0.2%

Everett Total 4 0.2% 82.6% 100.0% 100.0% OK 0.2%

Leominster Total 4 0.2% 82.8% 100.0% 100.0% OK 0.2%

Littleton Total 4 0.2% 83.0% 100.0% 100.0% OK 0.2%

Maynard Total 4 0.2% 83.2% 100.0% 100.0% OK 0.2%

Norwood Total 4 0.2% 83.4% 100.0% 100.0% OK 0.2%

Pelham Total 4 0.2% 83.6% 100.0% 100.0% OK 0.2%

Pepperell Total 4 0.2% 83.8% 100.0% 100.0% OK 0.2%

Rockland Total 4 0.2% 84.0% 100.0% 100.0% OK 0.2%

South Easton Total 4 0.2% 84.2% 100.0% 100.0% OK 0.2%

Walpole Total 4 0.2% 84.4% 100.0% 100.0% OK 0.2%

Windham Total 4 0.2% 84.6% 100.0% 100.0% OK 0.2%

Abington Total 3 0.2% 84.8% 100.0% 100.0% OK 0.2%

Amherst Total 3 0.2% 84.9% 100.0% 100.0% OK 0.2%

Attleboro Total 3 0.2% 85.1% 100.0% 100.0% OK 0.2%

Boxford Total 3 0.2% 85.2% 100.0% 100.0% OK 0.2%

Bradford Total 3 0.2% 85.4% 100.0% 100.0% OK 0.2%

Brockton Total 3 0.2% 85.5% 100.0% 100.0% OK 0.2%

East Greenwich Total 3 0.2% 85.7% 100.0% 100.0% OK 0.2%

Ipswich Total 3 0.2% 85.8% 100.0% 100.0% OK 0.2%

Jamaica Plain Total 3 0.2% 86.0% 100.0% 100.0% OK 0.2%

Millis Total 3 0.2% 86.1% 100.0% 100.0% OK 0.2%

Newfields Total 3 0.2% 86.3% 100.0% 100.0% OK 0.2%

Norfolk Total 3 0.2% 86.4% 100.0% 100.0% OK 0.2%

North Grafton Total 3 0.2% 86.6% 100.0% 100.0% OK 0.2%

Northbridge Total 3 0.2% 86.7% 100.0% 100.0% OK 0.2%

Plaistow Total 3 0.2% 86.9% 100.0% 100.0% OK 0.2%

Portsmouth Total 3 0.2% 87.0% 100.0% 100.0% OK 0.2%

Rowley Total 3 0.2% 87.2% 100.0% 100.0% OK 0.2%

Sutton Total 3 0.2% 87.3% 100.0% 100.0% OK 0.2%

Tyngsborough Total 3 0.2% 87.5% 100.0% 100.0% OK 0.2%

Waban Total 3 0.2% 87.6% 100.0% 100.0% OK 0.2%

Wenham Total 3 0.2% 87.8% 100.0% 100.0% OK 0.2%

West Newbury Total 3 0.2% 87.9% 100.0% 100.0% OK 0.2%

West Newton Total 3 0.2% 88.1% 100.0% 100.0% OK 0.2%

Westminster Total 3 0.2% 88.2% 100.0% 100.0% OK 0.2%

Weymouth Total 3 0.2% 88.4% 100.0% 100.0% OK 0.2%

Winthrop Total 3 0.2% 88.5% 100.0% 100.0% OK 0.2%

Wrentham Total 3 0.2% 88.7% 100.0% 100.0% OK 0.2%

TOTAL 1982 32.9% 33.0% 10.4% 3.5% 8.2% 1.6% 0.4% 9.0% 99.0%

Rounded: 33% 33% 10% 4% 8% 2% 1% 9% 100%


4 Van De Graff Drive


Emp Home City BURLING5

Percentage of

Total

Cumulative


Cambridge

Street

Cambridge

Street

South

Bedford

Street

Middlesex

Turnpike

Middlesex


Cambridge

Street

Cambridge

Street

South

Bedford

Street

Middlesex

Turnpike

Middlesex

Turnpike

Boston Total 13 5.1% 5.1% 25.0% 25.0% 50.0% 100.0% OK 1.4% 1.4% 2.8%





Waltham Total 15 5.9% 22.4% 50.0% 50.0% 100.0% OK 3.2% 3.2%

Medford Total 1 0.4% 22.8% 25.0% 75.0% 100.0% OK 0.1% 0.3%

Woburn Total 3 1.2% 24.0% 25.0% 75.0% 100.0% OK 0.3% 1.0%


Andover Total 1 0.4% 26.8% 100.0% 100.0% OK 0.4%


Acton Total 7 2.8% 30.7% 100.0% 100.0% OK 3.0%



Nashua Total 3 1.2% 35.8% 100.0% 100.0% OK 1.3%

Belmont Total 5 2.0% 37.8% 50.0% 50.0% 100.0% OK 1.1% 1.1%


Needham Total 5 2.0% 40.6% 100.0% 100.0% OK 2.2%


Bedford Total 5 2.0% 43.3% 100.0% 100.0% OK 2.2%


Newton Total 1 0.4% 44.1% 100.0% 100.0% OK 0.4%

Reading Total 2 0.8% 44.9% 100.0% 100.0% OK 0.9%


Sudbury Total 2 0.8% 46.5% 100.0% 100.0% OK 0.9%


Natick Total 2 0.8% 47.6% 100.0% 100.0% OK 0.9%



Peabody Total 1 0.4% 50.0% 100.0% 100.0% OK 0.4%

Salem Total 3 1.2% 51.2% 100.0% 100.0% OK 1.3%

Marblehead Total 51.2% 100.0% 100.0% OK



Lowell Total 4 1.6% 54.3% 100.0% 100.0% OK 1.7%

South Boston Total 54.3% 100.0% 100.0% OK

Danvers Total 2 0.8% 55.1% 100.0% 100.0% OK 0.9%


Concord Total 3 1.2% 58.3% 100.0% 100.0% OK 1.3%


Malden Total 58.7% 100.0% 100.0% OK

Newburyport Total 58.7% 100.0% 100.0% OK

Quincy Total 2 0.8% 59.4% 100.0% 100.0% OK 0.9%




Melrose Total 61.8% 100.0% 100.0% OK

Southborough Total 61.8% 100.0% 100.0% OK

Wayland Total 1 0.4% 62.2% 100.0% 100.0% OK 0.4%


Beverly Total 63.0% 100.0% 100.0% OK





Carlisle Total 67.3% 100.0% 100.0% OK



Merrimack Total 68.1% 100.0% 100.0% OK

Harvard Total 1 0.4% 68.5% 100.0% 100.0% OK 0.4%


Milford Total 2 0.8% 69.7% 100.0% 100.0% OK 0.9%


Sharon Total 2 0.8% 71.7% 100.0% 100.0% OK 0.9%

Ashland Total 3 1.2% 72.8% 100.0% 100.0% OK 1.3%

Auburn Total 2 0.8% 73.6% 100.0% 100.0% OK 0.9%

Groton Total 2 0.8% 74.4% 100.0% 100.0% OK 0.9%

Hingham Total 3 1.2% 75.6% 100.0% 100.0% OK 1.3%

Hudson Total 1 0.4% 76.0% 100.0% 100.0% OK 0.4%

Manchester Total 76.0% 100.0% 100.0% OK

Methuen Total 76.0% 100.0% 100.0% OK

Milton Total 76.0% 100.0% 100.0% OK


Stoneham Total 76.4% 100.0% 100.0% OK


Allston Total 1 0.4% 77.2% 50.0% 50.0% 100.0% OK 0.2% 0.2%


Dedham Total 2 0.8% 78.3% 100.0% 100.0% OK 0.9%

Dover Total 78.3% 100.0% 100.0% OK

Duxbury Total 1 0.4% 78.7% 100.0% 100.0% OK 0.4%

Hopkinton Total 78.7% 100.0% 100.0% OK


Tyngsboro Total 79.5% 100.0% 100.0% OK

Upton Total 1 0.4% 79.9% 100.0% 100.0% OK 0.4%

Westwood Total 79.9% 100.0% 100.0% OK

Boxborough Total 79.9% 100.0% 100.0% OK

Dorchester Total 79.9% 100.0% 100.0% OK

Dracut Total 2 0.8% 80.7% 100.0% 100.0% OK 0.9%

Georgetown Total 80.7% 100.0% 100.0% OK

Lancaster Total 80.7% 100.0% 100.0% OK

Lynn Total 80.7% 100.0% 100.0% OK

Saugus Total 80.7% 100.0% 100.0% OK


Amesbury Total 81.1% 100.0% 100.0% OK


Canton Total 81.9% 100.0% 100.0% OK

Chestnut Hill Total 81.9% 100.0% 100.0% OK

Foxboro Total 1 0.4% 82.3% 100.0% 100.0% OK 0.4%

Franklin Total 82.3% 100.0% 100.0% OK

Lincoln Total 2 0.8% 83.1% 100.0% 100.0% OK 0.9%

Medway Total 83.1% 100.0% 100.0% OK

Merrimac Total 83.1% 100.0% 100.0% OK

Norton Total 83.1% 100.0% 100.0% OK

Rockport Total 83.1% 100.0% 100.0% OK

Stow Total 2 0.8% 83.9% 100.0% 100.0% OK 0.9%

Weston Total 83.9% 100.0% 100.0% OK

Ayer Total 1 0.4% 84.3% 100.0% 100.0% OK 0.4%

Charlton Total 84.3% 100.0% 100.0% OK

Derry Total 84.3% 100.0% 100.0% OK

Everett Total 84.3% 100.0% 100.0% OK

Leominster Total 84.3% 100.0% 100.0% OK


Maynard Total 2 0.8% 85.4% 100.0% 100.0% OK 0.9%

Norwood Total 85.4% 100.0% 100.0% OK

Pelham Total 85.4% 100.0% 100.0% OK




Walpole Total 1 0.4% 87.4% 100.0% 100.0% OK 0.4%

Windham Total 1 0.4% 87.8% 100.0% 100.0% OK 0.4%


Amherst Total 88.6% 100.0% 100.0% OK

Attleboro Total 88.6% 100.0% 100.0% OK

Boxford Total 88.6% 100.0% 100.0% OK

Bradford Total 88.6% 100.0% 100.0% OK

Brockton Total 88.6% 100.0% 100.0% OK


Ipswich Total 89.0% 100.0% 100.0% OK

Jamaica Plain Total 89.0% 100.0% 100.0% OK

Millis Total 89.0% 100.0% 100.0% OK

Newfields Total 89.0% 100.0% 100.0% OK

Norfolk Total 89.0% 100.0% 100.0% OK


Northbridge Total 89.4% 100.0% 100.0% OK

Plaistow Total 89.4% 100.0% 100.0% OK

Portsmouth Total 89.4% 100.0% 100.0% OK

Rowley Total 89.4% 100.0% 100.0% OK

Sutton Total 1 0.4% 89.8% 100.0% 100.0% OK 0.4%

Tyngsborough Total 89.8% 100.0% 100.0% OK

Waban Total 89.8% 100.0% 100.0% OK

Wenham Total 89.8% 100.0% 100.0% OK

West Newbury Total 89.8% 100.0% 100.0% OK



Weymouth Total 90.6% 100.0% 100.0% OK

Winthrop Total 90.6% 100.0% 100.0% OK


Ashburn Total 90.9% 100.0% 100.0% OK

Bolton Total 90.9% 100.0% 100.0% OK

Bridgewater Total 90.9% 100.0% 100.0% OK

TOTAL 254 40.0% 21.9% 14.9% 3.5% 7.3% 1.0% 0.4% 11.1% 100.0%

Rounded: 40% 22% 15% 3% 7% 1% 1% 11% 100%




Emp Home City BURLING6

Percentage of

Total

Cumulative


Cambridge

Street

Cambridge

Street

South

Bedford

Street

Middlesex

Turnpike

Middlesex


Cambridge

Street

Cambridge

Street

South

Bedford

Street

Middlesex

Turnpike

Middlesex

Turnpike

Boston Total 63 7.8% 7.8% 25.0% 25.0% 50.0% 100.0% OK 2.2% 2.2% 4.3%





Waltham Total 13 1.6% 16.5% 50.0% 50.0% 100.0% OK 0.9% 0.9%

Medford Total 21 2.6% 19.1% 25.0% 75.0% 100.0% OK 0.7% 2.2%

Woburn Total 13 1.6% 20.7% 25.0% 75.0% 100.0% OK 0.4% 1.3%


Andover Total 10 1.2% 22.5% 100.0% 100.0% OK 1.4%


Acton Total 3 0.4% 24.8% 100.0% 100.0% OK 0.4%



Nashua Total 15 1.9% 29.9% 100.0% 100.0% OK 2.1%

Belmont Total 5 0.6% 30.6% 50.0% 50.0% 100.0% OK 0.3% 0.3%


Needham Total 7 0.9% 32.2% 100.0% 100.0% OK 1.0%


Bedford Total 8 1.0% 34.0% 100.0% 100.0% OK 1.1%


Newton Total 5 0.6% 35.5% 100.0% 100.0% OK 0.7%

Reading Total 11 1.4% 36.9% 100.0% 100.0% OK 1.5%


Sudbury Total 10 1.2% 39.4% 100.0% 100.0% OK 1.4%


Natick Total 7 0.9% 41.7% 100.0% 100.0% OK 1.0%



Peabody Total 8 1.0% 44.5% 100.0% 100.0% OK 1.1%

Salem Total 9 1.1% 45.6% 100.0% 100.0% OK 1.2%




Lowell Total 7 0.9% 48.4% 100.0% 100.0% OK 1.0%


Danvers Total 8 1.0% 50.9% 100.0% 100.0% OK 1.1%


Concord Total 4 0.5% 51.6% 100.0% 100.0% OK 0.6%


Malden Total 9 1.1% 53.3% 100.0% 100.0% OK 1.2%


Quincy Total 6 0.7% 54.9% 100.0% 100.0% OK 0.8%




Melrose Total 7 0.9% 57.9% 100.0% 100.0% OK 1.0%


Wayland Total 7 0.9% 58.9% 100.0% 100.0% OK 1.0%


Beverly Total 3 0.4% 60.0% 100.0% 100.0% OK 0.4%





Carlisle Total 61.9% 100.0% 100.0% OK




Harvard Total 3 0.4% 64.5% 100.0% 100.0% OK 0.4%


Milford Total 4 0.5% 65.6% 100.0% 100.0% OK 0.6%


Sharon Total 66.1% 100.0% 100.0% OK

Ashland Total 66.1% 100.0% 100.0% OK

Auburn Total 4 0.5% 66.6% 100.0% 100.0% OK 0.6%

Groton Total 3 0.4% 67.0% 100.0% 100.0% OK 0.4%

Hingham Total 4 0.5% 67.5% 100.0% 100.0% OK 0.6%

Hudson Total 6 0.7% 68.2% 100.0% 100.0% OK 0.8%


Methuen Total 4 0.5% 69.4% 100.0% 100.0% OK 0.6%

Milton Total 3 0.4% 69.8% 100.0% 100.0% OK 0.4%




Allston Total 6 0.7% 72.4% 50.0% 50.0% 100.0% OK 0.4% 0.4%


Dedham Total 3 0.4% 73.4% 100.0% 100.0% OK 0.4%

Dover Total 4 0.5% 73.9% 100.0% 100.0% OK 0.6%

Duxbury Total 3 0.4% 74.3% 100.0% 100.0% OK 0.4%




Upton Total 5 0.6% 75.7% 100.0% 100.0% OK 0.7%




Dracut Total 2 0.2% 77.3% 100.0% 100.0% OK 0.3%



Lynn Total 3 0.4% 78.1% 100.0% 100.0% OK 0.4%

Saugus Total 3 0.4% 78.5% 100.0% 100.0% OK 0.4%



Auburndale Total 78.9% 100.0% 100.0% OK

Canton Total 3 0.4% 79.3% 100.0% 100.0% OK 0.4%


Foxboro Total 3 0.4% 80.0% 100.0% 100.0% OK 0.4%


Lincoln Total 80.1% 100.0% 100.0% OK

Medway Total 80.1% 100.0% 100.0% OK


Norton Total 1 0.1% 80.6% 100.0% 100.0% OK 0.1%

Rockport Total 80.6% 100.0% 100.0% OK

Stow Total 1 0.1% 80.7% 100.0% 100.0% OK 0.1%

Weston Total 2 0.2% 81.0% 100.0% 100.0% OK 0.3%

Ayer Total 3 0.4% 81.4% 100.0% 100.0% OK 0.4%


Derry Total 3 0.4% 81.9% 100.0% 100.0% OK 0.4%

Everett Total 3 0.4% 82.2% 100.0% 100.0% OK 0.4%


Littleton Total 82.5% 100.0% 100.0% OK

Maynard Total 82.5% 100.0% 100.0% OK

Norwood Total 2 0.2% 82.7% 100.0% 100.0% OK 0.3%

Pelham Total 4 0.5% 83.2% 100.0% 100.0% OK 0.6%




Walpole Total 3 0.4% 84.2% 100.0% 100.0% OK 0.4%

Windham Total 3 0.4% 84.6% 100.0% 100.0% OK 0.4%

Abington Total 84.6% 100.0% 100.0% OK

Amherst Total 3 0.4% 85.0% 100.0% 100.0% OK 0.4%

Attleboro Total 3 0.4% 85.3% 100.0% 100.0% OK 0.4%

Boxford Total 1 0.1% 85.5% 100.0% 100.0% OK 0.1%


Brockton Total 3 0.4% 86.0% 100.0% 100.0% OK 0.4%


Ipswich Total 3 0.4% 86.5% 100.0% 100.0% OK 0.4%


Millis Total 3 0.4% 87.0% 100.0% 100.0% OK 0.4%

Newfields Total 3 0.4% 87.3% 100.0% 100.0% OK 0.4%

Norfolk Total 87.3% 100.0% 100.0% OK

North Grafton Total 87.3% 100.0% 100.0% OK

Northbridge Total 3 0.4% 87.7% 100.0% 100.0% OK 0.4%



Rowley Total 2 0.2% 88.4% 100.0% 100.0% OK 0.3%

Sutton Total 1 0.1% 88.6% 100.0% 100.0% OK 0.1%


Waban Total 88.7% 100.0% 100.0% OK

Wenham Total 1 0.1% 88.8% 100.0% 100.0% OK 0.1%





Winthrop Total 3 0.4% 89.8% 100.0% 100.0% OK 0.4%

Wrentham Total 89.8% 100.0% 100.0% OK

Ashburn Total 89.8% 100.0% 100.0% OK

Bolton Total 89.8% 100.0% 100.0% OK

Bridgewater Total 2 0.2% 90.1% 100.0% 100.0% OK 0.3%

TOTAL 805 27.5% 42.5% 9.0% 3.5% 7.7% 1.3% 0.4% 7.9% 100.0%

Rounded: 28% 42% 9% 3% 8% 1% 1% 8% 100%




Emp Home City 10VANDEG

Percentage of

Total

Cumulative


Cambridge

Street

Cambridge

Street

South

Bedford

Street

Middlesex

Turnpike

Middlesex


Cambridge

Street

Cambridge

Street

South

Bedford

Street

Middlesex

Turnpike

Middlesex

Turnpike

Boston Total 18 2.0% 2.0% 25.0% 25.0% 50.0% 100.0% OK 0.6% 0.6% 1.1%





Waltham Total 11 1.2% 17.4% 50.0% 50.0% 100.0% OK 0.7% 0.7%

Medford Total 15 1.7% 19.0% 25.0% 75.0% 100.0% OK 0.5% 1.4%

Woburn Total 21 2.3% 21.4% 25.0% 75.0% 100.0% OK 0.6% 1.9%


Andover Total 21 2.3% 26.2% 100.0% 100.0% OK 2.6%


Acton Total 19 2.1% 29.7% 100.0% 100.0% OK 2.4%



Nashua Total 8 0.9% 32.7% 100.0% 100.0% OK 1.0%

Belmont Total 15 1.7% 34.3% 50.0% 50.0% 100.0% OK 0.9% 0.9%


Needham Total 12 1.3% 37.5% 100.0% 100.0% OK 1.5%


Bedford Total 9 1.0% 40.1% 100.0% 100.0% OK 1.1%


Newton Total 15 1.7% 43.3% 100.0% 100.0% OK 1.9%

Reading Total 8 0.9% 44.2% 100.0% 100.0% OK 1.0%


Sudbury Total 7 0.8% 45.8% 100.0% 100.0% OK 0.9%


Natick Total 9 1.0% 47.5% 100.0% 100.0% OK 1.1%



Peabody Total 8 0.9% 50.2% 100.0% 100.0% OK 1.0%

Salem Total 5 0.6% 50.7% 100.0% 100.0% OK 0.6%




Lowell Total 4 0.4% 54.2% 100.0% 100.0% OK 0.5%


Danvers Total 4 0.4% 54.9% 100.0% 100.0% OK 0.5%


Concord Total 6 0.7% 56.5% 100.0% 100.0% OK 0.7%


Malden Total 4 0.4% 57.7% 100.0% 100.0% OK 0.5%


Quincy Total 5 0.6% 58.9% 100.0% 100.0% OK 0.6%




Melrose Total 5 0.6% 61.1% 100.0% 100.0% OK 0.6%


Wayland Total 4 0.4% 62.8% 100.0% 100.0% OK 0.5%


Beverly Total 8 0.9% 64.1% 100.0% 100.0% OK 1.0%





Carlisle Total 10 1.1% 67.1% 100.0% 100.0% OK 1.2%




Harvard Total 5 0.6% 68.8% 100.0% 100.0% OK 0.6%


Milford Total 3 0.3% 69.4% 100.0% 100.0% OK 0.4%


Sharon Total 7 0.8% 70.4% 100.0% 100.0% OK 0.9%

Ashland Total 5 0.6% 71.0% 100.0% 100.0% OK 0.6%

Auburn Total 2 0.2% 71.2% 100.0% 100.0% OK 0.2%

Groton Total 3 0.3% 71.5% 100.0% 100.0% OK 0.4%

Hingham Total 1 0.1% 71.7% 100.0% 100.0% OK 0.1%

Hudson Total 1 0.1% 71.8% 100.0% 100.0% OK 0.1%


Methuen Total 4 0.4% 72.4% 100.0% 100.0% OK 0.5%

Milton Total 5 0.6% 73.0% 100.0% 100.0% OK 0.6%




Allston Total 73.8% 50.0% 50.0% 100.0% OK


Dedham Total 2 0.2% 74.1% 100.0% 100.0% OK 0.2%

Dover Total 3 0.3% 74.4% 100.0% 100.0% OK 0.4%

Duxbury Total 3 0.3% 74.8% 100.0% 100.0% OK 0.4%




Upton Total 1 0.1% 76.3% 100.0% 100.0% OK 0.1%




Dracut Total 2 0.2% 77.4% 100.0% 100.0% OK 0.2%



Lynn Total 3 0.3% 78.6% 100.0% 100.0% OK 0.4%

Saugus Total 3 0.3% 79.0% 100.0% 100.0% OK 0.4%




Canton Total 2 0.2% 80.3% 100.0% 100.0% OK 0.2%


Foxboro Total 1 0.1% 80.6% 100.0% 100.0% OK 0.1%


Lincoln Total 3 0.3% 81.4% 100.0% 100.0% OK 0.4%

Medway Total 5 0.6% 81.9% 100.0% 100.0% OK 0.6%


Norton Total 4 0.4% 82.6% 100.0% 100.0% OK 0.5%

Rockport Total 5 0.6% 83.2% 100.0% 100.0% OK 0.6%

Stow Total 2 0.2% 83.4% 100.0% 100.0% OK 0.2%

Weston Total 3 0.3% 83.7% 100.0% 100.0% OK 0.4%

Ayer Total 83.7% 100.0% 100.0% OK


Derry Total 1 0.1% 84.2% 100.0% 100.0% OK 0.1%

Everett Total 1 0.1% 84.3% 100.0% 100.0% OK 0.1%



Maynard Total 2 0.2% 85.0% 100.0% 100.0% OK 0.2%

Norwood Total 2 0.2% 85.3% 100.0% 100.0% OK 0.2%

Pelham Total 85.3% 100.0% 100.0% OK


Rockland Total 85.5% 100.0% 100.0% OK


Walpole Total 85.6% 100.0% 100.0% OK

Windham Total 85.6% 100.0% 100.0% OK


Amherst Total 85.7% 100.0% 100.0% OK

Attleboro Total 85.7% 100.0% 100.0% OK

Boxford Total 2 0.2% 85.9% 100.0% 100.0% OK 0.2%


Brockton Total 86.2% 100.0% 100.0% OK


Ipswich Total 86.3% 100.0% 100.0% OK


Millis Total 86.5% 100.0% 100.0% OK

Newfields Total 86.5% 100.0% 100.0% OK

Norfolk Total 3 0.3% 86.8% 100.0% 100.0% OK 0.4%


Northbridge Total 87.0% 100.0% 100.0% OK



Rowley Total 1 0.1% 87.4% 100.0% 100.0% OK 0.1%

Sutton Total 1 0.1% 87.5% 100.0% 100.0% OK 0.1%


Waban Total 3 0.3% 88.0% 100.0% 100.0% OK 0.4%

Wenham Total 2 0.2% 88.3% 100.0% 100.0% OK 0.2%





Winthrop Total 88.8% 100.0% 100.0% OK


Ashburn Total 2 0.2% 89.3% 100.0% 100.0% OK 0.2%

Bolton Total 2 0.2% 89.5% 100.0% 100.0% OK 0.2%

Bridgewater Total 89.5% 100.0% 100.0% OK

TOTAL 903 36.4% 28.4% 10.6% 3.7% 9.1% 1.9% 0.5% 9.5% 100.0%

Rounded: 36% 28% 11% 4% 9% 2% 1% 9% 100%

\\mawald\ld\09207.06\reports\Traffic\Phase3\TrafAppendix.doc Appendix

Trip Reassignment Calculations

Trip Generation - No Build Existing Parking SpacesWeekday MorningEntering Traffic

AM Enter AM Exit AM Total35 0 35

Direction Destination Overall

South Route 128 33%North Route 128 33%North Route 3 10%North Cambridge St. 4%South Cambridge St. 8%East South Bedford St. 2%North Middlesex Turnpike 1%South Middlesex Turnpike 5%South Middlesex Turnpike (via Muller) 4%

TOTAL 100%

ENTERING VOLUMES VIA EXISTING ROAD NETWORK

Direction DestinationCambridge

St. SB

South Bedford St.

NBBlanchard

Rd. EB

South Bedford St.

SB Total

South Route 128 100% 100%North Route 128 100% 100%North Route 3 100% 100%North Cambridge St. 50% 50% 100%South Cambridge St. 100% 100%East South Bedford St. 100% 100%North Middlesex Turnpike 50% 50% 100%South Middlesex Turnpike (via Wheeler) 100% 100%South Middlesex Turnpike (via Muller) 100% 100%

TOTAL

ENTERING VOLUMES VIA EXISTING ROAD NETWORKPERCENTA


St. SB

South Bedford St.

NBBlanchard

Rd. EB

South Bedford St.

SB TOTAL

4 Van De Graff

Cambridge St. SB

South Bedford St. NB

Blanchard Rd. EB

South Bedford St. SB TOTAL

South Route 128 12 0 0 0 12 25% 3 0 0 0 3North Route 128 12 0 0 0 12 0% 0 0 0 0 0North Route 3 4 0 0 0 4 25% 1 0 0 0 1North Cambridge St. 1 0 0 1 1 20% 0 0 0 0 0South Cambridge St. 0 3 0 0 3 50% 0 1 0 0 1East South Bedford St. 0 1 0 0 1 50% 0 0 0 0 0North Middlesex Turnpike 0 0 0 0 0 0% 0 0 0 0 0South Middlesex Turnpike (via Wheeler) 0 0 2 0 2 100% 0 0 2 0 2South Middlesex Turnpike (via Muller) 0 0 1 0 1 100% 0 0 1 0 1

TOTAL 27 4 3 1 34 4 1 3 0 8

Generated by Existing Spaces not Used

EXISTING Trip Assignment - Via network EXIT

Trip Distribution

Pattern

Overall

Movement at New Driveway

Trip Generation - No Build Existing Parking SpacesWeekday EveningEntering Traffic




TOTAL 100%

ENTERING VOLUMES VIA EXISTING ROAD NETWORK


St. SB

South Bedford St.

NBBlanchard

Rd. EB

South Bedford St.

SB Total

South Route 128 100% 100%North Route 128 100% 100%North Route 3 100% 100%North Cambridge St. 50% 50% 100%South Cambridge St. 100% 100%East South Bedford St. 100% 100%North Middlesex Turnpike 50% 50% 100%South Middlesex Turnpike (via Wheeler) 100% 100%South Middlesex Turnpike (via Muller) 100% 100%

TOTAL 0%

ENTERING VOLUMES VIA EXISTING ROAD NETWORKVOLUME

PERCENTA


St. SB

South Bedford St.

NBBlanchard

Rd. EB

South Bedford St.

SB TOTAL4 Van De

GraffCambridge

St. SB

South Bedford St.

NBBlanchard

Rd. EB

South Bedford St.

SB TOTALSouth Route 128 2 0 0 0 2 50% 1 0 0 0 1North Route 128 2 0 0 0 2 0% 0 0 0 0 0North Route 3 1 0 0 0 1 50% 0 0 0 0 0North Cambridge St. 0 0 0 0 0 20% 0 0 0 0 0South Cambridge St. 0 0 0 0 0 50% 0 0 0 0 0East South Bedford St. 0 0 0 0 0 50% 0 0 0 0 0North Middlesex Turnpike 0 0 0 0 0 0% 0 0 0 0 0South Middlesex Turnpike (via Wheeler) 0 0 0 0 0 100% 0 0 0 0 0South Middlesex Turnpike (via Muller) 0 0 0 0 0 100% 0 0 0 0 0

TOTAL 4 1 0 0 5 1 0 0 0 2


Trip Distribution

Pattern


OverallMovement at

New Driveway

Trip Generation - No Build Existing Parking SpacesWeekday EveningExiting Traffic




TOTAL 100%

EXISTING VOLUMES VIA EXISTING ROAD NETWORK


St. NB

South Bedford St.

SBBlanchard

Rd. WB

South Bedford St.

NB Total

South Route 128 60% 40% 100%North Route 128 100% 100%North Route 3 20% 45% 35% 100%North Cambridge St. 0% 100% 100%South Cambridge St. 100% 100%East South Bedford St. 100% 100%North Middlesex Turnpike 100% 100%South Middlesex Turnpike (via Wheeler) 100% 100%South Middlesex Turnpike (via Muller) 100% 100%

TOTAL 0%

EXISTING VOLUMES VIA EXISTING ROAD NETWORKVOLUME

PERCENTAGES

SHIFTED TO NEW

DRIVEWAY


St. NB

South Bedford St.

SBBlanchard

Rd. WB

South Bedford St.

NB TOTAL4 Van De

GraffCambridge

St. NB

South Bedford St.

SBBlanchard

Rd. WB

South Bedford St.

NB TOTALSouth Route 128 6 0 4 0 10 50% 3 0 2 0 5North Route 128 10 0 0 0 10 0% 0 0 0 0 0North Route 3 1 0 1 1 3 50% 0 0 1 1 2North Cambridge St. 0 0 0 1 1 20% 0 0 0 0 0South Cambridge St. 0 2 0 0 2 50% 0 1 0 0 1East South Bedford St. 0 1 0 0 1 50% 0 0 0 0 0North Middlesex Turnpike 0 0 0 0 0 0% 0 0 0 0 0South Middlesex Turnpike (via Wheeler) 0 0 2 0 2 100% 0 0 2 0 2South Middlesex Turnpike (via Muller) 0 0 1 0 1 100% 0 0 1 0 1

TOTAL 16 3 8 3 29 3 1 5 1 11

OverallMovement at

New Driveway


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Intersection Capacity Analysis 2013 Existing Conditions

2018 No-Build Conditions

2018 Build Average Weekday Conditions

Queues 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2013 Existing Weekday Morning Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\EXAM.syn Synchro 7 - ReportVHB-AA Page 1

Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBTLane ConfigurationsVolume (vph) 15 35 100 610 315 190 415 75 175Lane Group Flow (vph) 0 81 0 732 325 194 484 82 391Turn Type Perm pm+pt Perm Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 4 2 6Detector Phase 8 8 7 7 4 4 2 2 1 6Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 10.0 10.0 6.0 10.0Minimum Split (s) 11.0 11.0 11.0 11.0 11.0 15.0 15.0 11.0 15.0Total Split (s) 25.0 25.0 20.0 45.0 45.0 35.0 35.0 15.0 50.0Total Split (%) 26.3% 26.3% 21.1% 47.4% 47.4% 36.8% 36.8% 15.8% 52.6%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lead/Lag Lag Lag Lead Lag Lag LeadLead-Lag Optimize? Yes Yes Yes Yes Yes YesRecall Mode None None None None None Min Min None Minv/c Ratio 0.16 0.89 0.36 0.65 0.87 0.38 0.53Control Delay 25.9 38.7 3.4 37.8 45.5 19.6 17.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 25.9 38.7 3.4 37.8 45.5 19.6 17.3Queue Length 50th (ft) 16 381 2 93 249 26 122Queue Length 95th (ft) 29 #668 50 175 #429 53 201Internal Link Dist (ft) 906 1248 783 357Turn Bay Length (ft)Base Capacity (vph) 597 822 906 342 637 275 919Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.14 0.89 0.36 0.57 0.76 0.30 0.43

Intersection SummaryCycle Length: 95Actuated Cycle Length: 86.3Natural Cycle: 90Control Type: Semi Act-Uncoord# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 1: Van De Graff Drive & South Bedford Street

HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2013 Existing Weekday Morning Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 15 35 10 100 610 315 190 415 60 75 175 185Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -6% 4% 0% 0%Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.97 1.00 0.85 1.00 0.98 1.00 0.92Flt Protected 0.99 0.99 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 3223 1831 1567 1736 1792 1719 1670Flt Permitted 0.77 0.90 1.00 0.53 1.00 0.14 1.00Satd. Flow (perm) 2497 1653 1567 970 1792 245 1670Peak-hour factor, PHF 0.74 0.74 0.74 0.97 0.97 0.97 0.98 0.98 0.98 0.92 0.92 0.92Adj. Flow (vph) 20 47 14 103 629 325 194 423 61 82 190 201RTOR Reduction (vph) 0 12 0 0 0 169 0 6 0 0 44 0Lane Group Flow (vph) 0 69 0 0 732 156 194 478 0 82 347 0Heavy Vehicles (%) 11% 11% 11% 1% 1% 1% 4% 4% 4% 5% 5% 5%Turn Type Perm pm+pt Perm Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 4 2 6Actuated Green, G (s) 15.2 41.8 41.8 26.6 26.6 36.8 36.8Effective Green, g (s) 15.2 41.8 41.8 26.6 26.6 36.8 36.8Actuated g/C Ratio 0.17 0.47 0.47 0.30 0.30 0.42 0.42Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 1.0 3.0Lane Grp Cap (vph) 428 823 739 291 538 188 694v/s Ratio Prot c0.22 c0.27 0.03 c0.21v/s Ratio Perm 0.03 c0.20 0.10 0.20 0.16v/c Ratio 0.16 0.89 0.21 0.67 0.89 0.44 0.50Uniform Delay, d1 31.3 21.3 13.7 27.1 29.6 19.1 19.1Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.2 11.5 0.1 5.7 16.3 0.6 0.6Delay (s) 31.5 32.8 13.9 32.8 45.9 19.7 19.7Level of Service C C B C D B BApproach Delay (s) 31.5 27.0 42.2 19.7Approach LOS C C D B

Intersection SummaryHCM Average Control Delay 30.1 HCM Level of Service CHCM Volume to Capacity ratio 0.88Actuated Cycle Length (s) 88.6 Sum of lost time (s) 15.0Intersection Capacity Utilization 87.9% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group

Queues 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2013 Existing Weekday Morning Peak Hour


Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 85 50 30 70 85 100 575 115 390 695 1175Lane Group Flow (vph) 96 90 33 76 92 120 693 139 411 732 1237Turn Type Split Split Free Prot pt+ov Prot pt+ovProtected Phases 4 4 8 8 1 6 6 8 5 2 2 4Permitted Phases FreeDetector Phase 4 4 8 8 1 6 6 8 5 2 2 4Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 12.0 6.0 12.0Minimum Split (s) 28.5 28.5 12.0 12.0 13.0 28.5 12.5 22.5Total Split (s) 35.5 35.5 16.0 16.0 0.0 17.5 41.5 57.5 32.5 56.5 92.0Total Split (%) 28.3% 28.3% 12.7% 12.7% 0.0% 13.9% 33.1% 45.8% 25.9% 45.0% 73.3%Yellow Time (s) 4.0 4.0 3.0 3.0 4.0 4.0 4.0 4.0All-Red Time (s) 1.5 1.5 3.0 3.0 1.0 2.5 2.5 2.5Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.5 5.5 6.0 6.0 4.0 5.0 6.5 6.5 6.5 6.5 6.5Lead/Lag Lag Lag Lead LeadLead-Lag Optimize? Yes Yes Yes YesRecall Mode None None None None None Max None Maxv/c Ratio 0.14 0.24 0.26 0.56 0.06 0.66 0.68 0.21 1.07 0.50 0.65Control Delay 38.6 30.6 59.0 71.2 0.1 70.7 42.2 3.3 110.9 27.9 5.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 38.6 30.6 59.0 71.2 0.1 70.7 42.2 3.3 110.9 27.9 5.8Queue Length 50th (ft) 31 43 25 59 0 93 257 1 ~369 224 77Queue Length 95th (ft) 54 89 60 114 0 #157 303 18 #587 294 107Internal Link Dist (ft) 1248 678 846 487Turn Bay Length (ft) 125 225 175 225 225Base Capacity (vph) 830 442 144 151 1538 183 1024 668 384 1478 2000Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.12 0.20 0.23 0.50 0.06 0.66 0.68 0.21 1.07 0.50 0.62

Intersection SummaryCycle Length: 125.5Actuated Cycle Length: 120.1Natural Cycle: 95Control Type: Actuated-Uncoordinated~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 2: Wayside Road & Cambridge Street

HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2013 Existing Weekday Morning Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 85 50 30 30 70 85 100 575 115 390 695 1175Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -8% 0% 0% 0%Total Lost time (s) 5.5 5.5 6.0 6.0 4.0 5.0 6.5 6.5 6.5 6.5 6.5Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.88Frt 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3311 1695 1719 1810 1538 1752 3505 1568 1770 3539 2787Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3311 1695 1719 1810 1538 1752 3505 1568 1770 3539 2787Peak-hour factor, PHF 0.89 0.89 0.89 0.92 0.92 0.92 0.83 0.83 0.83 0.95 0.95 0.95Adj. Flow (vph) 96 56 34 33 76 92 120 693 139 411 732 1237RTOR Reduction (vph) 0 18 0 0 0 0 0 0 85 0 0 176Lane Group Flow (vph) 96 72 0 33 76 92 120 693 54 411 732 1061Heavy Vehicles (%) 10% 10% 10% 5% 5% 5% 3% 3% 3% 2% 2% 2%Turn Type Split Split Free Prot pt+ov Prot pt+ovProtected Phases 4 4 8 8 1 6 6 8 5 2 2 4Permitted Phases FreeActuated Green, G (s) 25.4 25.4 9.0 9.0 120.1 12.6 35.1 44.1 26.1 50.1 75.5Effective Green, g (s) 25.4 25.4 9.0 9.0 120.1 12.6 35.1 44.1 26.1 50.1 75.5Actuated g/C Ratio 0.21 0.21 0.07 0.07 1.00 0.10 0.29 0.37 0.22 0.42 0.63Clearance Time (s) 5.5 5.5 6.0 6.0 5.0 6.5 6.5 6.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 700 358 129 136 1538 184 1024 576 385 1476 1752v/s Ratio Prot 0.03 0.04 0.02 c0.04 0.07 c0.20 0.03 c0.23 0.21 c0.38v/s Ratio Perm 0.06v/c Ratio 0.14 0.20 0.26 0.56 0.06 0.65 0.68 0.09 1.07 0.50 0.61Uniform Delay, d1 38.5 39.0 52.4 53.6 0.0 51.6 37.5 24.9 47.0 25.7 13.4Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.1 0.3 1.1 4.9 0.1 8.0 3.6 0.1 65.0 1.2 0.6Delay (s) 38.5 39.3 53.4 58.5 0.1 59.7 41.1 25.0 112.0 26.9 14.0Level of Service D D D E A E D C F C BApproach Delay (s) 38.9 30.9 41.1 34.9Approach LOS D C D C

Intersection SummaryHCM Average Control Delay 36.4 HCM Level of Service DHCM Volume to Capacity ratio 0.76Actuated Cycle Length (s) 120.1 Sum of lost time (s) 25.5Intersection Capacity Utilization 66.2% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA3: Blanchard Road & South Bedford Street 2013 Existing Weekday Morning Peak Hour


Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsVolume (veh/h) 190 35 135 620 145 110Sign Control Stop Free FreeGrade -5% 0% 0%Peak Hour Factor 0.88 0.88 0.93 0.93 0.88 0.88Hourly flow rate (vph) 216 40 145 667 165 125PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 863pX, platoon unblockedvC, conflicting volume 1122 165 290vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 1122 165 290tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 0 95 89cM capacity (veh/h) 202 877 1272

Direction, Lane # EB 1 NB 1 SB 1 SB 2Volume Total 256 812 165 125Volume Left 216 145 0 0Volume Right 40 0 0 125cSH 229 1272 1700 1700Volume to Capacity 1.12 0.11 0.10 0.07Queue Length 95th (ft) 290 10 0 0Control Delay (s) 139.5 2.7 0.0 0.0Lane LOS F AApproach Delay (s) 139.5 2.7 0.0Approach LOS F

Intersection SummaryAverage Delay 27.9Intersection Capacity Utilization 70.4% ICU Level of Service CAnalysis Period (min) 15

HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA4: Blanchard Road & Muller Road 2013 Existing Weekday Morning Peak Hour


Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (veh/h) 150 10 65 170 25 105Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.88 0.88 0.93 0.93 0.81 0.81Hourly flow rate (vph) 170 11 70 183 31 130PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 182 499 176vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 182 499 176tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 95 94 85cM capacity (veh/h) 1387 508 872

Direction, Lane # EB 1 WB 1 NB 1Volume Total 182 253 160Volume Left 0 70 31Volume Right 11 0 130cSH 1700 1387 766Volume to Capacity 0.11 0.05 0.21Queue Length 95th (ft) 0 4 20Control Delay (s) 0.0 2.5 10.9Lane LOS A BApproach Delay (s) 0.0 2.5 10.9Approach LOS B

Intersection SummaryAverage Delay 4.0Intersection Capacity Utilization 38.9% ICU Level of Service AAnalysis Period (min) 15

Queues 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2013 Existing Weekday Morning Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\Middlesex_Turnpike_EXAM.syn Synchro 7 - ReportVHB-AA Page 1

Lane Group WBL WBR NBT SBL SBTLane ConfigurationsVolume (vph) 110 215 1040 215 1055Lane Group Flow (vph) 141 276 1180 234 1147Turn Type Prot ProtProtected Phases 4 4 2 1 6Permitted PhasesDetector Phase 4 4 2 1 6Switch PhaseMinimum Initial (s) 6.0 6.0 15.0 6.0 15.0Minimum Split (s) 12.0 12.0 21.0 12.0 21.0Total Split (s) 18.0 18.0 38.0 24.0 62.0Total Split (%) 22.5% 22.5% 47.5% 30.0% 77.5%Yellow Time (s) 3.0 3.0 4.0 4.0 4.0All-Red Time (s) 3.0 3.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0Lead/Lag Lead LagLead-Lag Optimize? Yes YesRecall Mode None None C-Max None C-Maxv/c Ratio 0.64 0.63 0.79 0.60 0.46Control Delay 46.5 11.4 25.0 37.9 6.1Queue Delay 0.0 0.0 0.0 0.0 0.2Total Delay 46.5 11.4 25.0 37.9 6.2Queue Length 50th (ft) 67 0 262 119 77Queue Length 95th (ft) 104 37 356 m192 100Internal Link Dist (ft) 1531 887 393Turn Bay Length (ft) 150 300Base Capacity (vph) 266 472 1499 387 2495Starvation Cap Reductn 0 0 0 0 469Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.53 0.58 0.79 0.60 0.57

Intersection SummaryCycle Length: 80Actuated Cycle Length: 80Offset: 62 (78%), Referenced to phase 2:NBT and 6:SBT, Start of GreenNatural Cycle: 60Control Type: Actuated-Coordinatedm Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 6: Wheeler Road (East) & Middlesex Turnpike

HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2013 Existing Weekday Morning Peak Hour


Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsVolume (vph) 110 215 1040 70 215 1055Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 1.00 0.95 1.00 0.95Frt 1.00 0.85 0.99 1.00 1.00Flt Protected 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1770 1583 3506 1719 3438Flt Permitted 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1770 1583 3506 1719 3438Peak-hour factor, PHF 0.78 0.78 0.94 0.94 0.92 0.92Adj. Flow (vph) 141 276 1106 74 234 1147RTOR Reduction (vph) 0 242 6 0 0 0Lane Group Flow (vph) 141 34 1174 0 234 1147Heavy Vehicles (%) 2% 2% 2% 2% 5% 5%Turn Type Prot ProtProtected Phases 4 4 2 1 6Permitted PhasesActuated Green, G (s) 9.9 9.9 34.1 18.0 58.1Effective Green, g (s) 9.9 9.9 34.1 18.0 58.1Actuated g/C Ratio 0.12 0.12 0.43 0.22 0.73Clearance Time (s) 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 2.0 2.0 3.0 2.0 3.0Lane Grp Cap (vph) 219 196 1494 387 2497v/s Ratio Prot c0.08 0.02 c0.33 c0.14 0.33v/s Ratio Permv/c Ratio 0.64 0.17 0.79 0.60 0.46Uniform Delay, d1 33.4 31.4 19.8 27.8 4.5Progression Factor 1.00 1.00 1.00 1.13 1.14Incremental Delay, d2 4.8 0.2 4.2 1.5 0.5Delay (s) 38.2 31.5 24.0 32.9 5.6Level of Service D C C C AApproach Delay (s) 33.8 24.0 10.3Approach LOS C C B

Intersection SummaryHCM Average Control Delay 19.0 HCM Level of Service BHCM Volume to Capacity ratio 0.71Actuated Cycle Length (s) 80.0 Sum of lost time (s) 18.0Intersection Capacity Utilization 64.0% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group

Queues 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2013 Existing Weekday Morning Peak Hour


Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBTLane ConfigurationsVolume (vph) 5 5 355 115 645 65 960 260 120 935Lane Group Flow (vph) 11 34 240 250 672 0 1102 280 130 1136Turn Type Split Split Free Perm Free ProtProtected Phases 4 4 3 3 2 1 6Permitted Phases Free 2 FreeDetector Phase 4 4 3 3 2 2 1 6Switch PhaseMinimum Initial (s) 4.0 4.0 6.0 6.0 15.0 15.0 4.0 15.0Minimum Split (s) 10.0 10.0 12.0 12.0 21.0 21.0 10.0 21.0Total Split (s) 12.0 12.0 21.0 21.0 0.0 27.0 27.0 0.0 20.0 47.0Total Split (%) 15.0% 15.0% 26.3% 26.3% 0.0% 33.8% 33.8% 0.0% 25.0% 58.8%Yellow Time (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0All-Red Time (s) 3.0 3.0 3.0 3.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 0.0 -1.0 -1.0 0.0 -1.0 -1.0Total Lost Time (s) 5.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0Lead/Lag Lag Lag Lead Lead Lag Lag LeadLead-Lag Optimize?Recall Mode None None None None C-Max C-Max None C-Maxv/c Ratio 0.10 0.27 0.75 0.76 0.38 0.86 0.16 0.37 0.55Control Delay 36.0 24.6 45.8 46.2 0.6 19.7 0.1 25.6 13.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 36.0 24.6 45.8 46.2 0.6 19.7 0.1 25.6 13.7Queue Length 50th (ft) 5 5 117 123 0 ~332 0 28 249Queue Length 95th (ft) 10 9 #213 #222 0 #468 m0 m40 m280Internal Link Dist (ft) 342 451 393 977Turn Bay Length (ft) 150 250 275 400Base Capacity (vph) 124 138 355 365 1777 1279 1794 625 2058Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.09 0.25 0.68 0.68 0.38 0.86 0.16 0.21 0.55

Intersection SummaryCycle Length: 80Actuated Cycle Length: 80Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green, Master IntersectionNatural Cycle: 75Control Type: Actuated-Coordinated~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 7: Wheeler Road (West) & Middlesex Turnpike

HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2013 Existing Weekday Morning Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 5 5 10 355 115 645 65 960 260 120 935 110Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 12 14 14 16 12 12 16 12 12 12Total Lost time (s) 5.0 5.0 5.0 5.0 4.0 5.0 4.0 5.0 5.0Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95 1.00 0.97 0.95Frt 1.00 0.90 1.00 1.00 0.85 1.00 0.85 1.00 0.98Flt Protected 0.95 1.00 0.95 0.97 1.00 1.00 1.00 0.95 1.00Satd. Flow (prot) 1416 1339 1776 1822 1777 3528 1794 3335 3384Flt Permitted 0.95 1.00 0.95 0.97 1.00 0.78 1.00 0.95 1.00Satd. Flow (perm) 1416 1339 1776 1822 1777 2750 1794 3335 3384Peak-hour factor, PHF 0.44 0.44 0.44 0.96 0.96 0.96 0.93 0.93 0.93 0.92 0.92 0.92Adj. Flow (vph) 11 11 23 370 120 672 70 1032 280 130 1016 120RTOR Reduction (vph) 0 22 0 0 0 0 0 0 0 0 10 0Lane Group Flow (vph) 11 12 0 240 250 672 0 1102 280 130 1126 0Heavy Vehicles (%) 19% 19% 19% 3% 3% 3% 2% 2% 2% 5% 5% 5%Turn Type Split Split Free Perm Free ProtProtected Phases 4 4 3 3 2 1 6Permitted Phases Free 2 FreeActuated Green, G (s) 3.4 3.4 13.5 13.5 80.0 32.6 80.0 6.5 45.1Effective Green, g (s) 4.4 4.4 14.5 14.5 80.0 33.6 80.0 7.5 46.1Actuated g/C Ratio 0.06 0.06 0.18 0.18 1.00 0.42 1.00 0.09 0.58Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 2.0 2.0 2.0 2.0 3.0 2.0 3.0Lane Grp Cap (vph) 78 74 322 330 1777 1155 1794 313 1950v/s Ratio Prot 0.01 0.01 0.14 c0.14 0.04 c0.33v/s Ratio Perm c0.38 c0.40 0.16v/c Ratio 0.14 0.17 0.75 0.76 0.38 0.95 0.16 0.42 0.58Uniform Delay, d1 36.0 36.0 31.0 31.1 0.0 22.5 0.0 34.2 10.8Progression Factor 1.00 1.00 1.00 1.00 1.00 0.32 1.00 0.71 1.19Incremental Delay, d2 0.3 0.4 8.0 8.5 0.6 12.9 0.1 0.3 1.0Delay (s) 36.3 36.4 39.0 39.6 0.6 20.0 0.1 24.5 13.8Level of Service D D D D A C A C BApproach Delay (s) 36.4 16.9 16.0 14.9Approach LOS D B B B

Intersection SummaryHCM Average Control Delay 16.2 HCM Level of Service BHCM Volume to Capacity ratio 0.81Actuated Cycle Length (s) 80.0 Sum of lost time (s) 15.0Intersection Capacity Utilization 89.8% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group

Queues 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2013 Existing Weekday Morning Peak Hour


Lane Group WBL WBR NBT NBR SBL SBTLane ConfigurationsVolume (vph) 535 470 1210 400 155 630Lane Group Flow (vph) 582 511 1287 426 182 741Turn Type Free Free ProtProtected Phases 4 2 1 6Permitted Phases Free FreeDetector Phase 4 2 1 6Switch PhaseMinimum Initial (s) 6.0 15.0 6.0 15.0Minimum Split (s) 12.0 21.0 14.0 21.0Total Split (s) 18.0 0.0 38.0 0.0 24.0 62.0Total Split (%) 22.5% 0.0% 47.5% 0.0% 30.0% 77.5%Yellow Time (s) 3.0 4.0 4.0 4.0All-Red Time (s) 3.0 2.0 2.0 2.0Lost Time Adjust (s) -1.0 0.0 -1.0 0.0 -2.0 -1.0Total Lost Time (s) 5.0 4.0 5.0 4.0 4.0 5.0Lead/Lag Lag LeadLead-Lag Optimize?Recall Mode None C-Max None C-Maxv/c Ratio 1.03 0.29 0.48 0.24 0.42 0.31Control Delay 80.9 0.4 23.2 0.2 34.1 4.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 80.9 0.4 23.2 0.2 34.1 4.6Queue Length 50th (ft) ~162 0 210 0 43 58Queue Length 95th (ft) #261 0 m268 m0 66 74Internal Link Dist (ft) 515 977 711Turn Bay Length (ft) 350 200 400Base Capacity (vph) 565 1760 2675 1794 798 2427Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 1.03 0.29 0.48 0.24 0.23 0.31

Intersection SummaryCycle Length: 80Actuated Cycle Length: 80Offset: 62 (78%), Referenced to phase 2:NBT and 6:SBT, Start of GreenNatural Cycle: 55Control Type: Actuated-Coordinated~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 8: I-95 SB Ramps & Middlesex Turnpike

HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2013 Existing Weekday Morning Peak Hour


Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsVolume (vph) 535 470 1210 400 155 630Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Width 13 16 12 16 11 12Total Lost time (s) 5.0 4.0 5.0 4.0 4.0 5.0Lane Util. Factor 0.97 1.00 0.91 1.00 0.97 0.95Frt 1.00 0.85 1.00 0.85 1.00 1.00Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00Satd. Flow (prot) 3479 1760 5085 1794 3193 3406Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00Satd. Flow (perm) 3479 1760 5085 1794 3193 3406Peak-hour factor, PHF 0.92 0.92 0.94 0.94 0.85 0.85Adj. Flow (vph) 582 511 1287 426 182 741RTOR Reduction (vph) 0 0 0 0 0 0Lane Group Flow (vph) 582 511 1287 426 182 741Heavy Vehicles (%) 4% 4% 2% 2% 6% 6%Turn Type Free Free ProtProtected Phases 4 2 1 6Permitted Phases Free FreeActuated Green, G (s) 12.0 80.0 41.1 80.0 8.9 56.0Effective Green, g (s) 13.0 80.0 42.1 80.0 10.9 57.0Actuated g/C Ratio 0.16 1.00 0.53 1.00 0.14 0.71Clearance Time (s) 6.0 6.0 6.0 6.0Vehicle Extension (s) 2.0 3.0 2.0 3.0Lane Grp Cap (vph) 565 1760 2676 1794 435 2427v/s Ratio Prot c0.17 c0.25 c0.06 0.22v/s Ratio Perm 0.29 0.24v/c Ratio 1.03 0.29 0.48 0.24 0.42 0.31Uniform Delay, d1 33.5 0.0 12.0 0.0 31.6 4.2Progression Factor 1.00 1.00 1.83 1.00 1.00 1.00Incremental Delay, d2 45.8 0.4 0.5 0.2 0.2 0.3Delay (s) 79.3 0.4 22.4 0.2 31.9 4.6Level of Service E A C A C AApproach Delay (s) 42.4 16.9 9.9Approach LOS D B A

Intersection SummaryHCM Average Control Delay 22.7 HCM Level of Service CHCM Volume to Capacity ratio 0.58Actuated Cycle Length (s) 80.0 Sum of lost time (s) 14.0Intersection Capacity Utilization 55.3% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group

Queues 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2013 Existing Weekday Evening Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\EXPM.syn Synchro 7 - ReportVHB-AA Page 1

Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBTLane ConfigurationsVolume (vph) 155 480 130 40 135 10 300 225 530Lane Group Flow (vph) 0 1076 0 187 148 12 547 253 624Turn Type Perm pm+pt Perm Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 4 2 6Detector Phase 8 8 7 7 4 4 2 2 1 6Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 10.0 10.0 6.0 10.0Minimum Split (s) 11.0 11.0 11.0 11.0 11.0 21.0 21.0 11.0 15.0Total Split (s) 40.0 40.0 15.0 55.0 55.0 45.0 45.0 30.0 75.0Total Split (%) 30.8% 30.8% 11.5% 42.3% 42.3% 34.6% 34.6% 23.1% 57.7%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lead/Lag Lag Lag Lead Lag Lag LeadLead-Lag Optimize? Yes Yes Yes Yes Yes YesRecall Mode None None None None None Min Min None Maxv/c Ratio 1.30 1.01 0.22 0.05 0.84 0.74 0.63Control Delay 181.8 103.2 4.8 30.6 50.3 32.8 24.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 181.8 103.2 4.8 30.6 50.3 32.8 24.5Queue Length 50th (ft) ~601 ~118 0 6 405 111 353Queue Length 95th (ft) #600 #278 43 22 #641 191 472Internal Link Dist (ft) 906 1248 783 357Turn Bay Length (ft)Base Capacity (vph) 827 185 688 257 648 433 988Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 1.30 1.01 0.22 0.05 0.84 0.58 0.63

Intersection SummaryCycle Length: 130Actuated Cycle Length: 130Natural Cycle: 110Control Type: Semi Act-Uncoord~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.


HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2013 Existing Weekday Evening Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 155 480 215 130 40 135 10 300 170 225 530 25Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -6% 4% 0% 0%Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.96 1.00 0.85 1.00 0.95 1.00 0.99Flt Protected 0.99 0.96 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 3510 1758 1552 1719 1711 1752 1832Flt Permitted 0.84 0.09 1.00 0.38 1.00 0.15 1.00Satd. Flow (perm) 2980 161 1552 695 1711 277 1832Peak-hour factor, PHF 0.79 0.79 0.79 0.91 0.91 0.91 0.86 0.86 0.86 0.89 0.89 0.89Adj. Flow (vph) 196 608 272 143 44 148 12 349 198 253 596 28RTOR Reduction (vph) 0 26 0 0 0 91 0 14 0 0 1 0Lane Group Flow (vph) 0 1050 0 0 187 57 12 533 0 253 623 0Heavy Vehicles (%) 1% 1% 1% 2% 2% 2% 5% 5% 5% 3% 3% 3%Turn Type Perm pm+pt Perm Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 4 2 6Actuated Green, G (s) 35.0 50.0 50.0 48.1 48.1 70.0 70.0Effective Green, g (s) 35.0 50.0 50.0 48.1 48.1 70.0 70.0Actuated g/C Ratio 0.27 0.38 0.38 0.37 0.37 0.54 0.54Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 1.0 3.0Lane Grp Cap (vph) 802 185 597 257 633 341 986v/s Ratio Prot c0.08 c0.31 c0.10 0.34v/s Ratio Perm c0.35 0.31 0.04 0.02 0.30v/c Ratio 1.31 1.01 0.10 0.05 0.84 0.74 0.63Uniform Delay, d1 47.5 40.0 25.6 26.3 37.5 23.2 21.0Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 148.3 69.0 0.1 0.1 9.9 7.4 3.1Delay (s) 195.8 109.0 25.6 26.3 47.3 30.6 24.1Level of Service F F C C D C CApproach Delay (s) 195.8 72.2 46.9 25.9Approach LOS F E D C

Intersection SummaryHCM Average Control Delay 99.7 HCM Level of Service FHCM Volume to Capacity ratio 1.00Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.0Intersection Capacity Utilization 89.2% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group

Queues 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2013 Existing Weekday Evening Peak Hour


Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 915 35 75 45 325 120 810 45 125 825 225Lane Group Flow (vph) 1052 224 101 61 439 128 862 48 134 887 242Turn Type Split Split Free Prot pt+ov Prot pt+ovProtected Phases 4 4 8 8 1 6 6 8 5 2 2 4Permitted Phases FreeDetector Phase 4 4 8 8 1 6 6 8 5 2 2 4Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 12.0 6.0 12.0Minimum Split (s) 28.5 28.5 12.0 12.0 11.0 28.5 12.5 22.5Total Split (s) 35.5 35.5 16.0 16.0 0.0 17.5 41.5 57.5 32.5 56.5 92.0Total Split (%) 28.3% 28.3% 12.7% 12.7% 0.0% 13.9% 33.1% 45.8% 25.9% 45.0% 73.3%Yellow Time (s) 4.0 4.0 3.0 3.0 4.0 4.0 4.0 4.0All-Red Time (s) 1.5 1.5 3.0 3.0 1.0 2.5 2.5 2.5Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.5 5.5 6.0 6.0 4.0 5.0 6.5 6.5 6.5 6.5 6.5Lead/Lag Lag Lag Lead LeadLead-Lag Optimize? Yes Yes Yes YesRecall Mode None None None None None Min None Maxv/c Ratio 1.21 0.41 0.74 0.42 0.27 0.76 0.66 0.07 0.64 0.62 0.13Control Delay 146.1 13.1 86.0 64.3 0.4 82.7 36.7 4.8 65.8 32.1 0.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 146.1 13.1 86.0 64.3 0.4 82.7 36.7 4.8 65.8 32.1 0.7Queue Length 50th (ft) ~540 33 81 48 0 103 305 3 105 299 0Queue Length 95th (ft) #637 95 116 77 0 #197 405 16 166 370 7Internal Link Dist (ft) 1248 678 846 487Turn Bay Length (ft) 125 225 175 225 225Base Capacity (vph) 869 545 143 151 1599 178 1300 723 373 1436 1875Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 1.21 0.41 0.71 0.40 0.27 0.72 0.66 0.07 0.36 0.62 0.13

Intersection SummaryCycle Length: 125.5Actuated Cycle Length: 124.5Natural Cycle: 85Control Type: Semi Act-Uncoord~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.


HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2013 Existing Weekday Evening Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 915 35 160 75 45 325 120 810 45 125 825 225Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -8% 0% 0% 0%Total Lost time (s) 5.5 5.5 6.0 6.0 4.0 5.0 6.5 6.5 6.5 6.5 6.5Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.88Frt 1.00 0.88 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3606 1715 1787 1881 1599 1770 3539 1583 1787 3574 2814Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3606 1715 1787 1881 1599 1770 3539 1583 1787 3574 2814Peak-hour factor, PHF 0.87 0.87 0.87 0.74 0.74 0.74 0.94 0.94 0.94 0.93 0.93 0.93Adj. Flow (vph) 1052 40 184 101 61 439 128 862 48 134 887 242RTOR Reduction (vph) 0 131 0 0 0 0 0 0 21 0 0 86Lane Group Flow (vph) 1052 93 0 101 61 439 128 862 27 134 887 156Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 2% 2% 2% 1% 1% 1%Turn Type Split Split Free Prot pt+ov Prot pt+ovProtected Phases 4 4 8 8 1 6 6 8 5 2 2 4Permitted Phases FreeActuated Green, G (s) 30.0 30.0 9.6 9.6 124.4 11.8 45.7 55.3 14.6 50.0 80.0Effective Green, g (s) 30.0 30.0 9.6 9.6 124.4 11.8 45.7 55.3 14.6 50.0 80.0Actuated g/C Ratio 0.24 0.24 0.08 0.08 1.00 0.09 0.37 0.44 0.12 0.40 0.64Clearance Time (s) 5.5 5.5 6.0 6.0 5.0 6.5 6.5 6.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 870 414 138 145 1599 168 1300 704 210 1436 1810v/s Ratio Prot c0.29 0.05 c0.06 0.03 c0.07 c0.24 0.02 0.07 c0.25 0.06v/s Ratio Perm 0.27v/c Ratio 1.21 0.22 0.73 0.42 0.27 0.76 0.66 0.04 0.64 0.62 0.09Uniform Delay, d1 47.2 37.9 56.1 54.7 0.0 54.9 32.9 19.5 52.4 29.6 8.4Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 104.9 0.3 18.0 2.0 0.4 18.3 1.3 0.0 6.2 2.0 0.0Delay (s) 152.1 38.1 74.2 56.7 0.4 73.2 34.2 19.5 58.6 31.6 8.4Level of Service F D E E A E C B E C AApproach Delay (s) 132.1 18.5 38.3 30.0Approach LOS F B D C

Intersection SummaryHCM Average Control Delay 61.6 HCM Level of Service EHCM Volume to Capacity ratio 0.90Actuated Cycle Length (s) 124.4 Sum of lost time (s) 29.5Intersection Capacity Utilization 80.8% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA3: Blanchard Road & South Bedford Street 2013 Existing Weekday Evening Peak Hour




Intersection SummaryAverage Delay 50.1Intersection Capacity Utilization 74.5% ICU Level of Service DAnalysis Period (min) 15

HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA4: Blanchard Road & Muller Road 2013 Existing Weekday Evening Peak Hour



Direction, Lane # EB 1 WB 1 NB 1Volume Total 226 661 171Volume Left 0 238 37Volume Right 30 0 134cSH 1700 1348 485Volume to Capacity 0.13 0.18 0.35Queue Length 95th (ft) 0 16 39Control Delay (s) 0.0 4.2 16.4Lane LOS A CApproach Delay (s) 0.0 4.2 16.4Approach LOS C

Intersection SummaryAverage Delay 5.3Intersection Capacity Utilization 58.4% ICU Level of Service BAnalysis Period (min) 15

Queues 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2013 Existing Weekday Evening Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\Middlesex_Turnpike_EXPM.syn Synchro 7 - ReportVHB-AA Page 1

Lane Group WBL WBR NBT SBL SBTLane ConfigurationsVolume (vph) 135 395 875 205 1340Lane Group Flow (vph) 147 429 1011 216 1411Turn Type Prot ProtProtected Phases 4 4 2 1 6Permitted PhasesDetector Phase 4 4 2 1 6Switch PhaseMinimum Initial (s) 6.0 6.0 15.0 6.0 15.0Minimum Split (s) 12.0 12.0 21.0 12.0 21.0Total Split (s) 18.0 18.0 40.0 42.0 82.0Total Split (%) 18.0% 18.0% 40.0% 42.0% 82.0%Yellow Time (s) 3.0 3.0 4.0 4.0 4.0All-Red Time (s) 3.0 3.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0Lead/Lag Lead LagLead-Lag Optimize? Yes YesRecall Mode None None C-Max None C-Maxv/c Ratio 0.75 0.77 0.81 0.33 0.51Control Delay 66.3 14.4 35.8 24.7 3.1Queue Delay 0.0 0.0 0.0 0.0 0.3Total Delay 66.3 14.4 35.8 24.7 3.4Queue Length 50th (ft) 91 0 307 109 88Queue Length 95th (ft) #176 97 392 m172 107Internal Link Dist (ft) 1531 887 393Turn Bay Length (ft) 150 300Base Capacity (vph) 217 571 1249 650 2784Starvation Cap Reductn 0 0 0 0 645Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.68 0.75 0.81 0.33 0.66

Intersection SummaryCycle Length: 100Actuated Cycle Length: 100Offset: 89 (89%), Referenced to phase 2:NBT and 6:SBT, Start of GreenNatural Cycle: 55Control Type: Actuated-Coordinated# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.


HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2013 Existing Weekday Evening Peak Hour


Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsVolume (vph) 135 395 875 55 205 1340Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 1.00 0.95 1.00 0.95Frt 1.00 0.85 0.99 1.00 1.00Flt Protected 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1805 1615 3542 1805 3610Flt Permitted 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1805 1615 3542 1805 3610Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.95 0.95Adj. Flow (vph) 147 429 951 60 216 1411RTOR Reduction (vph) 0 382 5 0 0 0Lane Group Flow (vph) 147 47 1006 0 216 1411Heavy Vehicles (%) 0% 0% 1% 1% 0% 0%Turn Type Prot ProtProtected Phases 4 4 2 1 6Permitted PhasesActuated Green, G (s) 10.9 10.9 35.1 36.0 77.1Effective Green, g (s) 10.9 10.9 35.1 36.0 77.1Actuated g/C Ratio 0.11 0.11 0.35 0.36 0.77Clearance Time (s) 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 2.0 2.0 3.0 2.0 3.0Lane Grp Cap (vph) 197 176 1243 650 2783v/s Ratio Prot c0.08 0.03 c0.28 0.12 c0.39v/s Ratio Permv/c Ratio 0.75 0.27 0.81 0.33 0.51Uniform Delay, d1 43.2 40.9 29.4 23.3 4.3Progression Factor 1.00 1.00 1.00 1.00 0.56Incremental Delay, d2 12.6 0.3 5.8 0.1 0.5Delay (s) 55.8 41.2 35.2 23.3 2.9Level of Service E D D C AApproach Delay (s) 44.9 35.2 5.6Approach LOS D D A

Intersection SummaryHCM Average Control Delay 22.0 HCM Level of Service CHCM Volume to Capacity ratio 0.64Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0Intersection Capacity Utilization 60.4% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group

Queues 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2013 Existing Weekday Evening Peak Hour


Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBTLane ConfigurationsVolume (vph) 205 95 340 20 515 20 1055 205 405 1115Lane Group Flow (vph) 244 232 198 198 566 0 1132 216 422 1187Turn Type Split Split Free Perm Free ProtProtected Phases 4 4 3 3 2 1 6Permitted Phases Free 2 FreeDetector Phase 4 4 3 3 2 2 1 6Switch PhaseMinimum Initial (s) 4.0 4.0 6.0 6.0 15.0 15.0 4.0 15.0Minimum Split (s) 10.0 10.0 12.0 12.0 21.0 21.0 10.0 21.0Total Split (s) 18.0 18.0 24.0 24.0 0.0 33.0 33.0 0.0 25.0 58.0Total Split (%) 18.0% 18.0% 24.0% 24.0% 0.0% 33.0% 33.0% 0.0% 25.0% 58.0%Yellow Time (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0All-Red Time (s) 3.0 3.0 3.0 3.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 0.0 -1.0 -1.0 0.0 -1.0 -1.0Total Lost Time (s) 5.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0Lead/Lag Lag Lag Lead Lead Lag Lag LeadLead-Lag Optimize?Recall Mode None None None None C-Max C-Max None C-Maxv/c Ratio 0.88 0.76 0.70 0.70 0.31 1.13 0.12 0.71 0.63Control Delay 74.6 51.0 53.2 52.8 0.5 84.6 0.1 53.0 14.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 74.6 51.0 53.2 52.8 0.5 84.6 0.1 53.0 14.8Queue Length 50th (ft) 155 117 126 126 0 ~446 0 136 224Queue Length 95th (ft) #299 #236 200 198 0 #588 m0 193 259Internal Link Dist (ft) 342 451 393 977Turn Bay Length (ft) 150 250 275 400Base Capacity (vph) 277 306 344 347 1812 1005 1812 693 1890Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.88 0.76 0.58 0.57 0.31 1.13 0.12 0.61 0.63

Intersection SummaryCycle Length: 100Actuated Cycle Length: 100Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green, Master IntersectionNatural Cycle: 90Control Type: Actuated-Coordinated~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.


HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2013 Existing Weekday Evening Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 205 95 100 340 20 515 20 1055 205 405 1115 25Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 12 14 14 16 12 12 16 12 12 12Total Lost time (s) 5.0 5.0 5.0 5.0 4.0 5.0 4.0 5.0 5.0Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95 1.00 0.97 0.95Frt 1.00 0.92 1.00 1.00 0.85 1.00 0.85 1.00 1.00Flt Protected 0.95 1.00 0.95 0.96 1.00 1.00 1.00 0.95 1.00Satd. Flow (prot) 1685 1637 1811 1825 1812 3571 1812 3467 3563Flt Permitted 0.95 1.00 0.95 0.96 1.00 0.91 1.00 0.95 1.00Satd. Flow (perm) 1685 1637 1811 1825 1812 3244 1812 3467 3563Peak-hour factor, PHF 0.84 0.84 0.84 0.91 0.91 0.91 0.95 0.95 0.95 0.96 0.96 0.96Adj. Flow (vph) 244 113 119 374 22 566 21 1111 216 422 1161 26RTOR Reduction (vph) 0 37 0 0 0 0 0 0 0 0 1 0Lane Group Flow (vph) 244 195 0 198 198 566 0 1132 216 422 1186 0Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 1% 1% 1% 1% 1% 1%Turn Type Split Split Free Perm Free ProtProtected Phases 4 4 3 3 2 1 6Permitted Phases Free 2 FreeActuated Green, G (s) 15.4 15.4 14.6 14.6 100.0 30.0 100.0 16.0 52.0Effective Green, g (s) 16.4 16.4 15.6 15.6 100.0 31.0 100.0 17.0 53.0Actuated g/C Ratio 0.16 0.16 0.16 0.16 1.00 0.31 1.00 0.17 0.53Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 2.0 2.0 2.0 2.0 3.0 2.0 3.0Lane Grp Cap (vph) 276 268 283 285 1812 1006 1812 589 1888v/s Ratio Prot c0.14 0.12 c0.11 0.11 0.12 c0.33v/s Ratio Perm 0.31 c0.35 0.12v/c Ratio 0.88 0.73 0.70 0.69 0.31 1.13 0.12 0.72 0.63Uniform Delay, d1 40.9 39.7 40.0 39.9 0.0 34.5 0.0 39.2 16.6Progression Factor 1.00 1.00 1.00 1.00 1.00 0.43 1.00 1.20 0.80Incremental Delay, d2 26.0 8.1 6.0 5.8 0.5 64.6 0.1 3.0 1.4Delay (s) 66.9 47.8 46.0 45.8 0.5 79.4 0.1 50.1 14.6Level of Service E D D D A E A D BApproach Delay (s) 57.6 19.1 66.7 23.9Approach LOS E B E C

Intersection SummaryHCM Average Control Delay 39.6 HCM Level of Service DHCM Volume to Capacity ratio 0.91Actuated Cycle Length (s) 100.0 Sum of lost time (s) 20.0Intersection Capacity Utilization 99.3% ICU Level of Service FAnalysis Period (min) 15c Critical Lane Group

Queues 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2013 Existing Weekday Evening Peak Hour


Lane Group WBL WBR NBT NBR SBL SBTLane ConfigurationsVolume (vph) 195 270 1145 630 675 1350Lane Group Flow (vph) 217 300 1205 663 750 1500Turn Type Free Free ProtProtected Phases 4 2 1 6Permitted Phases Free FreeDetector Phase 4 2 1 6Switch PhaseMinimum Initial (s) 6.0 15.0 6.0 15.0Minimum Split (s) 12.0 21.0 14.0 21.0Total Split (s) 20.0 0.0 42.0 0.0 38.0 80.0Total Split (%) 20.0% 0.0% 42.0% 0.0% 38.0% 80.0%Yellow Time (s) 3.0 4.0 4.0 4.0All-Red Time (s) 3.0 2.0 2.0 2.0Lost Time Adjust (s) -1.0 0.0 -1.0 0.0 -2.0 -1.0Total Lost Time (s) 5.0 4.0 5.0 4.0 4.0 5.0Lead/Lag Lag LeadLead-Lag Optimize?Recall Mode None C-Max None C-Maxv/c Ratio 0.53 0.16 0.51 0.37 0.77 0.53Control Delay 46.2 0.2 9.6 0.6 38.1 4.9Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 46.2 0.2 9.6 0.6 38.1 4.9Queue Length 50th (ft) 68 0 88 0 225 143Queue Length 95th (ft) 102 0 m96 m0 268 214Internal Link Dist (ft) 515 977 711Turn Bay Length (ft) 350 200 400Base Capacity (vph) 543 1830 2359 1812 1155 2839Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.40 0.16 0.51 0.37 0.65 0.53



HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2013 Existing Weekday Evening Peak Hour


Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsVolume (vph) 195 270 1145 630 675 1350Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Width 13 16 12 16 11 12Total Lost time (s) 5.0 4.0 5.0 4.0 4.0 5.0Lane Util. Factor 0.97 1.00 0.91 1.00 0.97 0.95Frt 1.00 0.85 1.00 0.85 1.00 1.00Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00Satd. Flow (prot) 3618 1830 5136 1812 3385 3610Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00Satd. Flow (perm) 3618 1830 5136 1812 3385 3610Peak-hour factor, PHF 0.90 0.90 0.95 0.95 0.90 0.90Adj. Flow (vph) 217 300 1205 663 750 1500RTOR Reduction (vph) 0 0 0 0 0 0Lane Group Flow (vph) 217 300 1205 663 750 1500Heavy Vehicles (%) 0% 0% 1% 1% 0% 0%Turn Type Free Free ProtProtected Phases 4 2 1 6Permitted Phases Free FreeActuated Green, G (s) 10.3 100.0 45.0 100.0 26.7 77.7Effective Green, g (s) 11.3 100.0 46.0 100.0 28.7 78.7Actuated g/C Ratio 0.11 1.00 0.46 1.00 0.29 0.79Clearance Time (s) 6.0 6.0 6.0 6.0Vehicle Extension (s) 2.0 3.0 2.0 3.0Lane Grp Cap (vph) 409 1830 2363 1812 971 2841v/s Ratio Prot c0.06 0.23 c0.22 c0.42v/s Ratio Perm 0.16 0.37v/c Ratio 0.53 0.16 0.51 0.37 0.77 0.53Uniform Delay, d1 41.8 0.0 19.0 0.0 32.7 3.9Progression Factor 1.00 1.00 0.45 1.00 1.00 1.00Incremental Delay, d2 0.7 0.2 0.4 0.3 3.5 0.7Delay (s) 42.5 0.2 9.0 0.3 36.2 4.6Level of Service D A A A D AApproach Delay (s) 18.0 5.9 15.1Approach LOS B A B

Intersection SummaryHCM Average Control Delay 11.7 HCM Level of Service BHCM Volume to Capacity ratio 0.59Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 58.6% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group

Queues 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 No Build Weekday Morning Peak Hour

\\mawald\ld\09207.06\tech\Traffic\Phase3\Synchro\NBAM.syn Synchro 7 - ReportVHB-AA Page 1

Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBTLane ConfigurationsVolume (vph) 15 35 200 670 330 205 435 80 185Lane Group Flow (vph) 0 81 0 897 340 209 541 87 413Turn Type Perm pm+pt Perm Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 4 2 6Detector Phase 8 8 7 7 4 4 2 2 1 6Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 10.0 10.0 6.0 10.0Minimum Split (s) 11.0 11.0 11.0 11.0 11.0 15.0 15.0 11.0 15.0Total Split (s) 25.0 25.0 20.0 45.0 45.0 35.0 35.0 15.0 50.0Total Split (%) 26.3% 26.3% 21.1% 47.4% 47.4% 36.8% 36.8% 15.8% 52.6%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lead/Lag Lag Lag Lead Lag Lag LeadLead-Lag Optimize? Yes Yes Yes Yes Yes YesRecall Mode None None None None None Min Min None Minv/c Ratio 0.22 1.27 0.39 0.68 0.92 0.42 0.54Control Delay 27.1 158.2 5.6 39.5 52.3 20.7 17.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 27.1 158.2 5.6 39.5 52.3 20.7 17.6Queue Length 50th (ft) 16 ~697 22 103 290 28 133Queue Length 95th (ft) 30 #959 80 #209 #510 55 216Internal Link Dist (ft) 906 1248 783 357Turn Bay Length (ft)Base Capacity (vph) 446 706 863 325 616 264 894Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.18 1.27 0.39 0.64 0.88 0.33 0.46

Intersection SummaryCycle Length: 95Actuated Cycle Length: 88.3Natural Cycle: 110Control Type: Semi Act-Uncoord~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.


HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 No Build Weekday Morning Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 15 35 10 200 670 330 205 435 95 80 185 195Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -6% 4% 0% 0%Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.97 1.00 0.85 1.00 0.97 1.00 0.92Flt Protected 0.99 0.99 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 3223 1823 1567 1736 1778 1719 1670Flt Permitted 0.58 0.68 1.00 0.52 1.00 0.12 1.00Satd. Flow (perm) 1907 1247 1567 949 1778 214 1670Peak-hour factor, PHF 0.74 0.74 0.74 0.97 0.97 0.97 0.98 0.98 0.98 0.92 0.92 0.92Adj. Flow (vph) 20 47 14 206 691 340 209 444 97 87 201 212RTOR Reduction (vph) 0 12 0 0 0 148 0 8 0 0 43 0Lane Group Flow (vph) 0 69 0 0 897 192 209 533 0 87 370 0Heavy Vehicles (%) 11% 11% 11% 1% 1% 1% 4% 4% 4% 5% 5% 5%Turn Type Perm pm+pt Perm Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 4 2 6Actuated Green, G (s) 15.4 41.5 41.5 28.8 28.8 39.1 39.1Effective Green, g (s) 15.4 41.5 41.5 28.8 28.8 39.1 39.1Actuated g/C Ratio 0.17 0.46 0.46 0.32 0.32 0.43 0.43Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 1.0 3.0Lane Grp Cap (vph) 324 705 718 302 565 180 721v/s Ratio Prot c0.30 c0.30 0.03 c0.22v/s Ratio Perm 0.04 c0.29 0.12 0.22 0.18v/c Ratio 0.21 1.27 0.27 0.69 0.94 0.48 0.51Uniform Delay, d1 32.4 24.5 15.2 27.0 30.1 19.7 18.8Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.3 133.5 0.2 6.7 24.4 0.7 0.6Delay (s) 32.7 158.1 15.4 33.7 54.5 20.4 19.4Level of Service C F B C D C BApproach Delay (s) 32.7 118.8 48.7 19.6Approach LOS C F D B

Intersection SummaryHCM Average Control Delay 76.3 HCM Level of Service EHCM Volume to Capacity ratio 1.10Actuated Cycle Length (s) 90.6 Sum of lost time (s) 15.0Intersection Capacity Utilization 99.2% ICU Level of Service FAnalysis Period (min) 15c Critical Lane Group

Queues 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 No Build Weekday Morning Peak Hour


Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 110 55 30 75 95 105 635 120 410 750 1355Lane Group Flow (vph) 124 96 33 82 103 127 765 145 432 789 1426Turn Type Split Split Free Prot pt+ov Prot pt+ovProtected Phases 4 4 8 8 1 6 6 8 5 2 2 4Permitted Phases FreeDetector Phase 4 4 8 8 1 6 6 8 5 2 2 4Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 12.0 6.0 12.0Minimum Split (s) 28.5 28.5 12.0 12.0 13.0 28.5 12.5 22.5Total Split (s) 35.5 35.5 16.0 16.0 0.0 17.5 41.5 57.5 32.5 56.5 92.0Total Split (%) 28.3% 28.3% 12.7% 12.7% 0.0% 13.9% 33.1% 45.8% 25.9% 45.0% 73.3%Yellow Time (s) 4.0 4.0 3.0 3.0 4.0 4.0 4.0 4.0All-Red Time (s) 1.5 1.5 3.0 3.0 1.0 2.5 2.5 2.5Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.5 5.5 6.0 6.0 4.0 5.0 6.5 6.5 6.5 6.5 6.5Lead/Lag Lag Lag Lead LeadLead-Lag Optimize? Yes Yes Yes YesRecall Mode None None None None None Max None Maxv/c Ratio 0.16 0.23 0.26 0.61 0.07 0.71 0.77 0.23 1.16 0.55 0.74Control Delay 38.4 31.5 59.7 75.4 0.1 76.8 47.1 4.0 140.7 30.3 8.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 38.4 31.5 59.7 75.4 0.1 76.8 47.1 4.0 140.7 30.3 8.0Queue Length 50th (ft) 41 49 26 65 0 102 302 4 ~420 257 124Queue Length 95th (ft) 67 96 60 #122 0 #170 340 21 #626 321 166Internal Link Dist (ft) 1248 678 846 487Turn Bay Length (ft) 125 225 175 225 225Base Capacity (vph) 804 429 139 146 1538 178 993 647 373 1433 1938Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.15 0.22 0.24 0.56 0.07 0.71 0.77 0.22 1.16 0.55 0.74



HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 No Build Weekday Morning Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 110 55 30 30 75 95 105 635 120 410 750 1355Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -8% 0% 0% 0%Total Lost time (s) 5.5 5.5 6.0 6.0 4.0 5.0 6.5 6.5 6.5 6.5 6.5Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.88Frt 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3311 1701 1719 1810 1538 1752 3505 1568 1770 3539 2787Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3311 1701 1719 1810 1538 1752 3505 1568 1770 3539 2787Peak-hour factor, PHF 0.89 0.89 0.89 0.92 0.92 0.92 0.83 0.83 0.83 0.95 0.95 0.95Adj. Flow (vph) 124 62 34 33 82 103 127 765 145 432 789 1426RTOR Reduction (vph) 0 16 0 0 0 0 0 0 82 0 0 156Lane Group Flow (vph) 124 80 0 33 82 103 127 765 63 432 789 1270Heavy Vehicles (%) 10% 10% 10% 5% 5% 5% 3% 3% 3% 2% 2% 2%Turn Type Split Split Free Prot pt+ov Prot pt+ovProtected Phases 4 4 8 8 1 6 6 8 5 2 2 4Permitted Phases FreeActuated Green, G (s) 28.8 28.8 9.2 9.2 123.5 12.5 35.0 44.2 26.0 50.0 78.8Effective Green, g (s) 28.8 28.8 9.2 9.2 123.5 12.5 35.0 44.2 26.0 50.0 78.8Actuated g/C Ratio 0.23 0.23 0.07 0.07 1.00 0.10 0.28 0.36 0.21 0.40 0.64Clearance Time (s) 5.5 5.5 6.0 6.0 5.0 6.5 6.5 6.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 772 397 128 135 1538 177 993 561 373 1433 1778v/s Ratio Prot 0.04 0.05 0.02 c0.05 0.07 c0.22 0.04 c0.24 0.22 c0.46v/s Ratio Perm 0.07v/c Ratio 0.16 0.20 0.26 0.61 0.07 0.72 0.77 0.11 1.16 0.55 0.71Uniform Delay, d1 37.7 38.1 53.9 55.4 0.0 53.8 40.6 26.5 48.8 28.1 14.9Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.1 0.3 1.1 7.5 0.1 13.0 5.8 0.1 97.1 1.5 1.4Delay (s) 37.8 38.3 55.0 62.9 0.1 66.8 46.3 26.6 145.8 29.7 16.3Level of Service D D D E A E D C F C BApproach Delay (s) 38.0 32.0 46.1 41.4Approach LOS D C D D

Intersection SummaryHCM Average Control Delay 41.9 HCM Level of Service DHCM Volume to Capacity ratio 0.85Actuated Cycle Length (s) 123.5 Sum of lost time (s) 25.5Intersection Capacity Utilization 72.8% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA3: Blanchard Road & South Bedford Street 2018 No Build Weekday Morning Peak Hour




Intersection SummaryAverage Delay 142.1Intersection Capacity Utilization 87.1% ICU Level of Service EAnalysis Period (min) 15

HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA4: Blanchard Road & Muller Road 2018 No Build Weekday Morning Peak Hour





Queues 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 No Build Weekday Evening Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\Middlesex_Turnpike_NBPM.syn Synchro 7 - ReportVHB-AA Page 1

Lane Group WBL WBR NBT SBL SBTLane ConfigurationsVolume (vph) 145 600 1060 275 1770Lane Group Flow (vph) 158 652 1217 289 1863Turn Type Prot ProtProtected Phases 4 4 2 1 6Permitted PhasesDetector Phase 4 4 2 1 6Switch PhaseMinimum Initial (s) 6.0 6.0 15.0 6.0 15.0Minimum Split (s) 10.5 10.5 19.0 10.5 19.0Total Split (s) 20.0 20.0 55.0 25.0 80.0Total Split (%) 20.0% 20.0% 55.0% 25.0% 80.0%Yellow Time (s) 3.0 3.0 3.0 3.5 3.0All-Red Time (s) 1.5 1.5 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.0 4.5 4.0Lead/Lag Lead LagLead-Lag Optimize? Yes YesRecall Mode None None C-Max None C-Maxv/c Ratio 0.56 1.19 0.67 0.78 0.68Control Delay 47.8 123.5 20.4 36.2 2.6Queue Delay 0.0 2.9 0.0 0.0 0.6Total Delay 47.8 126.3 20.5 36.2 3.2Queue Length 50th (ft) 94 ~303 289 177 86Queue Length 95th (ft) 161 #524 363 m195 m106Internal Link Dist (ft) 1531 887 393Turn Bay Length (ft) 150 300Base Capacity (vph) 280 546 1812 370 2744Starvation Cap Reductn 0 0 0 0 437Spillback Cap Reductn 0 3 30 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.56 1.20 0.68 0.78 0.81



HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 No Build Weekday Evening Peak Hour


Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsVolume (vph) 145 600 1060 60 275 1770Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.0 4.5 4.0Lane Util. Factor 1.00 1.00 0.95 1.00 0.95Frt 1.00 0.85 0.99 1.00 1.00Flt Protected 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1805 1615 3546 1805 3610Flt Permitted 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1805 1615 3546 1805 3610Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.95 0.95Adj. Flow (vph) 158 652 1152 65 289 1863RTOR Reduction (vph) 0 296 4 0 0 0Lane Group Flow (vph) 158 356 1213 0 289 1863Heavy Vehicles (%) 0% 0% 1% 1% 0% 0%Turn Type Prot ProtProtected Phases 4 4 2 1 6Permitted PhasesActuated Green, G (s) 15.5 15.5 51.0 20.5 76.0Effective Green, g (s) 15.5 15.5 51.0 20.5 76.0Actuated g/C Ratio 0.16 0.16 0.51 0.20 0.76Clearance Time (s) 4.5 4.5 4.0 4.5 4.0Vehicle Extension (s) 2.0 2.0 3.0 2.0 3.0Lane Grp Cap (vph) 280 250 1808 370 2744v/s Ratio Prot 0.09 c0.22 0.34 c0.16 c0.52v/s Ratio Permv/c Ratio 0.56 1.43 0.67 0.78 0.68Uniform Delay, d1 39.1 42.2 18.2 37.6 6.0Progression Factor 1.00 1.00 1.00 0.77 0.34Incremental Delay, d2 1.6 212.9 2.0 3.6 0.5Delay (s) 40.7 255.2 20.3 32.6 2.5Level of Service D F C C AApproach Delay (s) 213.3 20.3 6.6Approach LOS F C A

Intersection SummaryHCM Average Control Delay 50.6 HCM Level of Service DHCM Volume to Capacity ratio 0.85Actuated Cycle Length (s) 100.0 Sum of lost time (s) 13.0Intersection Capacity Utilization 75.4% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

Queues 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 No Build Weekday Evening Peak Hour


Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBTLane ConfigurationsVolume (vph) 335 175 365 40 720 30 1410 250 620 1535Lane Group Flow (vph) 399 375 221 224 791 32 1484 263 737 1646Turn Type Split Split Free Prot Perm ProtProtected Phases 4 4 3 3 5 2 1 6Permitted Phases Free 2Detector Phase 4 4 3 3 5 2 2 1 6Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 15.0 15.0 6.0 15.0Minimum Split (s) 11.0 11.0 11.5 11.5 11.0 20.0 20.0 11.0 25.0Total Split (s) 21.0 21.0 18.0 18.0 0.0 10.0 38.0 38.0 23.0 51.0Total Split (%) 21.0% 21.0% 18.0% 18.0% 0.0% 10.0% 38.0% 38.0% 23.0% 51.0%Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0All-Red Time (s) 2.0 2.0 2.5 2.5 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 0.0 -1.0 -1.0 0.0 -1.0 -1.0Total Lost Time (s) 4.0 4.0 4.5 4.5 4.0 4.0 4.0 5.0 4.0 4.0Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lag LagLead-Lag Optimize?Recall Mode None None None None None C-Max C-Max None C-Maxv/c Ratio 1.40 1.21 0.91 0.91 0.44 0.30 0.85 0.34 1.12 0.91Control Delay 231.4 154.8 81.8 81.7 0.8 59.4 25.4 3.6 102.8 26.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.0Total Delay 231.4 154.8 81.8 81.7 0.8 59.4 25.9 3.6 102.8 26.4Queue Length 50th (ft) ~341 ~275 148 150 0 19 195 0 ~282 237Queue Length 95th (ft) #477 #411 #293 #296 0 m25 m240 m30 #396 #360Internal Link Dist (ft) 342 451 393 977Turn Bay Length (ft) 150 250 85 275 230Base Capacity (vph) 286 310 244 247 1812 107 1746 774 659 1817Starvation Cap Reductn 0 0 0 0 0 0 52 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 1.40 1.21 0.91 0.91 0.44 0.30 0.88 0.34 1.12 0.91

Intersection SummaryCycle Length: 100Actuated Cycle Length: 100Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green, Master IntersectionNatural Cycle: 130Control Type: Actuated-Coordinated~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.


HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 No Build Weekday Evening Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBRLane ConfigurationsVolume (vph) 335 175 140 365 40 720 30 1410 250 85 620 1535 45Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 12 14 14 16 12 12 16 12 12 12 12Total Lost time (s) 4.0 4.0 4.5 4.5 4.0 4.0 4.0 5.0 4.0 4.0Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.97 0.95Frt 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00Flt Protected 0.95 1.00 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1685 1655 1811 1833 1812 1787 5136 1812 3467 3559Flt Permitted 0.95 1.00 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1685 1655 1811 1833 1812 1787 5136 1812 3467 3559Peak-hour factor, PHF 0.84 0.84 0.84 0.91 0.91 0.91 0.95 0.95 0.95 0.93 0.96 0.96 0.96Adj. Flow (vph) 399 208 167 401 44 791 32 1484 263 91 646 1599 47RTOR Reduction (vph) 0 29 0 0 0 0 0 0 181 0 0 2 0Lane Group Flow (vph) 399 346 0 221 224 791 32 1484 82 0 737 1644 0Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%Turn Type Split Split Free Prot Perm Prot ProtProtected Phases 4 4 3 3 5 2 1 1 6Permitted Phases Free 2Actuated Green, G (s) 16.0 16.0 12.5 12.5 100.0 3.0 31.0 31.0 20.0 48.0Effective Green, g (s) 17.0 17.0 13.5 13.5 100.0 4.0 32.0 31.0 21.0 49.0Actuated g/C Ratio 0.17 0.17 0.14 0.14 1.00 0.04 0.32 0.31 0.21 0.49Clearance Time (s) 5.0 5.0 5.5 5.5 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 2.0 2.0 2.0 2.0 3.0 3.0 3.0 2.0 3.0Lane Grp Cap (vph) 286 281 244 247 1812 71 1644 562 728 1744v/s Ratio Prot c0.24 0.21 0.12 c0.12 0.02 c0.29 0.21 c0.46v/s Ratio Perm 0.44 0.04v/c Ratio 1.40 1.23 0.91 0.91 0.44 0.45 0.90 0.15 1.01 0.94Uniform Delay, d1 41.5 41.5 42.6 42.6 0.0 46.9 32.5 24.9 39.5 24.2Progression Factor 1.00 1.00 1.00 1.00 1.00 1.23 0.73 0.93 0.92 0.85Incremental Delay, d2 197.8 131.1 32.8 32.7 0.8 2.2 4.4 0.3 30.1 8.4Delay (s) 239.3 172.6 75.4 75.3 0.8 59.8 28.2 23.4 66.4 28.9Level of Service F F E E A E C C E CApproach Delay (s) 207.0 27.6 28.1 40.5Approach LOS F C C D


Queues 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 No Build Weekday Evening Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 No Build Weekday Evening Peak Hour


Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsVolume (vph) 250 385 1720 830 890 1990Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Width 13 16 12 16 11 12Total Lost time (s) 3.5 4.0 4.0 4.0 3.0 4.0Lane Util. Factor 0.97 1.00 0.91 1.00 0.97 0.95Frt 1.00 0.85 1.00 0.85 1.00 1.00Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00Satd. Flow (prot) 3618 1830 5136 1812 3385 3610Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00Satd. Flow (perm) 3618 1830 5136 1812 3385 3610Peak-hour factor, PHF 0.90 0.90 0.95 0.95 0.90 0.90Adj. Flow (vph) 278 428 1811 874 989 2211RTOR Reduction (vph) 0 0 0 0 0 0Lane Group Flow (vph) 278 428 1811 874 989 2211Heavy Vehicles (%) 0% 0% 1% 1% 0% 0%Turn Type Free Free ProtProtected Phases 4 2 1 6Permitted Phases Free FreeActuated Green, G (s) 11.8 100.0 41.8 100.0 31.9 78.7Effective Green, g (s) 12.8 100.0 42.8 100.0 33.9 79.7Actuated g/C Ratio 0.13 1.00 0.43 1.00 0.34 0.80Clearance Time (s) 4.5 5.0 5.0 5.0Vehicle Extension (s) 2.0 3.0 2.0 3.0Lane Grp Cap (vph) 463 1830 2198 1812 1148 2877v/s Ratio Prot 0.08 c0.35 c0.29 0.61v/s Ratio Perm 0.23 c0.48v/c Ratio 0.60 0.23 0.82 0.48 0.86 0.77Uniform Delay, d1 41.2 0.0 25.3 0.0 30.9 5.3Progression Factor 1.00 1.00 0.69 1.00 1.00 1.00Incremental Delay, d2 1.5 0.3 2.0 0.5 6.6 2.0Delay (s) 42.7 0.3 19.5 0.5 37.5 7.4Level of Service D A B A D AApproach Delay (s) 17.0 13.3 16.7Approach LOS B B B

Intersection SummaryHCM Average Control Delay 15.3 HCM Level of Service BHCM Volume to Capacity ratio 0.78Actuated Cycle Length (s) 100.0 Sum of lost time (s) 7.0Intersection Capacity Utilization 75.8% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

Queues 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 Build Weekday Morning Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\BAM.syn Synchro 7 - ReportVHB-AA Page 1




HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 Build Weekday Morning Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 15 45 15 200 790 330 235 435 95 80 185 200Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -6% 4% 0% 0%Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.97 1.00 0.85 1.00 0.97 1.00 0.92Flt Protected 0.99 0.99 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 3218 1825 1567 1736 1778 1719 1669Flt Permitted 0.58 0.68 1.00 0.51 1.00 0.12 1.00Satd. Flow (perm) 1899 1255 1567 938 1778 213 1669Peak-hour factor, PHF 0.74 0.74 0.74 0.97 0.97 0.97 0.98 0.98 0.98 0.92 0.92 0.92Adj. Flow (vph) 20 61 20 206 814 340 240 444 97 87 201 217RTOR Reduction (vph) 0 17 0 0 0 130 0 8 0 0 44 0Lane Group Flow (vph) 0 84 0 0 1020 210 240 533 0 87 374 0Heavy Vehicles (%) 11% 11% 11% 1% 1% 1% 4% 4% 4% 5% 5% 5%Turn Type Perm pm+pt Perm Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 4 2 6Actuated Green, G (s) 15.4 41.4 41.4 29.0 29.0 39.3 39.3Effective Green, g (s) 15.4 41.4 41.4 29.0 29.0 39.3 39.3Actuated g/C Ratio 0.17 0.46 0.46 0.32 0.32 0.43 0.43Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 1.0 3.0Lane Grp Cap (vph) 322 705 715 300 568 180 723v/s Ratio Prot c0.34 c0.30 0.03 c0.22v/s Ratio Perm 0.04 c0.33 0.13 0.26 0.18v/c Ratio 0.26 1.45 0.29 0.80 0.94 0.48 0.52Uniform Delay, d1 32.7 24.7 15.5 28.2 30.0 19.6 18.8Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.4 209.0 0.2 14.1 23.2 0.7 0.6Delay (s) 33.1 233.7 15.7 42.3 53.2 20.3 19.4Level of Service C F B D D C BApproach Delay (s) 33.1 179.2 49.9 19.6Approach LOS C F D B

Intersection SummaryHCM Average Control Delay 107.7 HCM Level of Service FHCM Volume to Capacity ratio 1.19Actuated Cycle Length (s) 90.7 Sum of lost time (s) 15.0Intersection Capacity Utilization 106.8% ICU Level of Service GAnalysis Period (min) 15c Critical Lane Group

Queues 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 Build Weekday Morning Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 Build Weekday Morning Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 120 55 30 30 75 95 105 635 120 410 750 1475Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -8% 0% 0% 0%Total Lost time (s) 5.5 5.5 6.0 6.0 4.0 5.0 6.5 6.5 6.5 6.5 6.5Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.88Frt 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3311 1701 1719 1810 1538 1752 3505 1568 1770 3539 2787Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3311 1701 1719 1810 1538 1752 3505 1568 1770 3539 2787Peak-hour factor, PHF 0.89 0.89 0.89 0.92 0.92 0.92 0.83 0.83 0.83 0.95 0.95 0.95Adj. Flow (vph) 135 62 34 33 82 103 127 765 145 432 789 1553RTOR Reduction (vph) 0 16 0 0 0 0 0 0 82 0 0 155Lane Group Flow (vph) 135 80 0 33 82 103 127 765 63 432 789 1398Heavy Vehicles (%) 10% 10% 10% 5% 5% 5% 3% 3% 3% 2% 2% 2%Turn Type Split Split Free Prot pt+ov Prot pt+ovProtected Phases 4 4 8 8 1 6 6 8 5 2 2 4Permitted Phases FreeActuated Green, G (s) 29.6 29.6 9.2 9.2 124.3 12.5 35.0 44.2 26.0 50.0 79.6Effective Green, g (s) 29.6 29.6 9.2 9.2 124.3 12.5 35.0 44.2 26.0 50.0 79.6Actuated g/C Ratio 0.24 0.24 0.07 0.07 1.00 0.10 0.28 0.36 0.21 0.40 0.64Clearance Time (s) 5.5 5.5 6.0 6.0 5.0 6.5 6.5 6.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 788 405 127 134 1538 176 987 558 370 1424 1785v/s Ratio Prot 0.04 0.05 0.02 c0.05 0.07 c0.22 0.04 c0.24 0.22 c0.50v/s Ratio Perm 0.07v/c Ratio 0.17 0.20 0.26 0.61 0.07 0.72 0.78 0.11 1.17 0.55 0.78Uniform Delay, d1 37.6 37.9 54.3 55.8 0.0 54.2 41.0 26.9 49.1 28.6 16.1Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.1 0.2 1.1 8.0 0.1 13.6 5.9 0.1 100.8 1.6 2.3Delay (s) 37.7 38.1 55.4 63.8 0.1 67.8 47.0 27.0 149.9 30.1 18.5Level of Service D D E E A E D C F C BApproach Delay (s) 37.9 32.4 46.7 42.2Approach LOS D C D D


HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA3: Blanchard Road & South Bedford Street 2018 Build Weekday Morning Peak Hour





HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA4: Blanchard Road & Muller Road 2018 Build Weekday Morning Peak Hour





Queues 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Build Weekday Morning Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\Middlesex_Turnpike_BAM.syn Synchro 7 - ReportVHB-AA Page 1

Lane Group WBL WBR NBT SBL SBTLane ConfigurationsVolume (vph) 115 265 1520 380 1245Lane Group Flow (vph) 147 340 1707 413 1353Turn Type Prot ProtProtected Phases 4 4 2 1 6Permitted PhasesDetector Phase 4 4 2 1 6Switch PhaseMinimum Initial (s) 6.0 6.0 15.0 6.0 15.0Minimum Split (s) 12.0 12.0 21.0 12.0 21.0Total Split (s) 18.0 18.0 38.0 24.0 62.0Total Split (%) 22.5% 22.5% 47.5% 30.0% 77.5%Yellow Time (s) 3.0 3.0 4.0 4.0 4.0All-Red Time (s) 3.0 3.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0Lead/Lag Lead LagLead-Lag Optimize? Yes YesRecall Mode None None C-Max None C-Maxv/c Ratio 0.66 0.69 1.14 1.07 0.54Control Delay 47.6 11.8 97.2 63.2 3.6Queue Delay 0.0 0.0 0.0 0.0 0.4Total Delay 47.6 11.8 97.2 63.2 4.0Queue Length 50th (ft) 70 0 ~546 ~230 75Queue Length 95th (ft) 108 38 #696 m#213 m75Internal Link Dist (ft) 1531 887 393Turn Bay Length (ft) 150 300Base Capacity (vph) 266 526 1495 387 2491Starvation Cap Reductn 0 0 0 0 559Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.55 0.65 1.14 1.07 0.70



HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Build Weekday Morning Peak Hour


Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsVolume (vph) 115 265 1520 85 380 1245Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 1.00 0.95 1.00 0.95Frt 1.00 0.85 0.99 1.00 1.00Flt Protected 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1770 1583 3511 1719 3438Flt Permitted 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1770 1583 3511 1719 3438Peak-hour factor, PHF 0.78 0.78 0.94 0.94 0.92 0.92Adj. Flow (vph) 147 340 1617 90 413 1353RTOR Reduction (vph) 0 298 5 0 0 0Lane Group Flow (vph) 147 43 1702 0 413 1353Heavy Vehicles (%) 2% 2% 2% 2% 5% 5%Turn Type Prot ProtProtected Phases 4 4 2 1 6Permitted PhasesActuated Green, G (s) 10.0 10.0 34.0 18.0 58.0Effective Green, g (s) 10.0 10.0 34.0 18.0 58.0Actuated g/C Ratio 0.12 0.12 0.42 0.22 0.72Clearance Time (s) 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 2.0 2.0 3.0 2.0 3.0Lane Grp Cap (vph) 221 198 1492 387 2493v/s Ratio Prot c0.08 0.03 c0.48 c0.24 0.39v/s Ratio Permv/c Ratio 0.67 0.21 1.14 1.07 0.54Uniform Delay, d1 33.4 31.5 23.0 31.0 5.0Progression Factor 1.00 1.00 1.00 0.77 0.65Incremental Delay, d2 5.7 0.2 72.1 35.8 0.1Delay (s) 39.1 31.7 95.1 59.8 3.3Level of Service D C F E AApproach Delay (s) 33.9 95.1 16.5Approach LOS C F B

Intersection SummaryHCM Average Control Delay 52.5 HCM Level of Service DHCM Volume to Capacity ratio 1.04Actuated Cycle Length (s) 80.0 Sum of lost time (s) 18.0Intersection Capacity Utilization 87.1% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group

Queues 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Build Weekday Morning Peak Hour


Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBTLane ConfigurationsVolume (vph) 25 15 405 230 1015 110 1430 285 250 1235Lane Group Flow (vph) 57 68 325 337 1057 118 1538 306 320 1581Turn Type Split Split Free Prot Perm ProtProtected Phases 4 4 3 3 5 2 1 6Permitted Phases Free 2Detector Phase 4 4 3 3 5 2 2 1 6Switch PhaseMinimum Initial (s) 5.0 5.0 6.0 6.0 4.0 10.0 10.0 5.0 10.0Minimum Split (s) 11.0 11.0 12.0 12.0 10.0 21.0 21.0 11.0 21.0Total Split (s) 11.0 11.0 21.0 21.0 0.0 10.0 37.0 37.0 11.0 38.0Total Split (%) 13.8% 13.8% 26.3% 26.3% 0.0% 12.5% 46.3% 46.3% 13.8% 47.5%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 0.0 -1.0 -1.0 0.0 -1.0 -1.0Total Lost Time (s) 5.0 5.0 5.0 5.0 4.0 5.0 5.0 6.0 5.0 5.0Lead/Lag Lag Lag Lead Lead Lead Lag Lag Lead LagLead-Lag Optimize? YesRecall Mode None None None None None C-Max C-Max None C-Maxv/c Ratio 0.54 0.50 0.92 0.92 0.59 0.81 0.76 0.35 0.92 1.10Control Delay 55.8 35.0 64.7 63.6 1.5 56.1 7.0 0.5 71.8 75.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 55.8 35.0 64.7 63.6 1.5 56.1 7.0 0.5 71.8 75.3Queue Length 50th (ft) 28 16 168 174 0 ~69 57 0 ~103 ~345Queue Length 95th (ft) 31 18 #327 #335 0 m#68 m60 m0 m#163 m#608Internal Link Dist (ft) 342 451 393 977Turn Bay Length (ft) 150 250 85 275 230Base Capacity (vph) 106 135 355 369 1777 146 2034 883 346 1431Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.54 0.50 0.92 0.91 0.59 0.81 0.76 0.35 0.92 1.10



HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Build Weekday Morning Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBRLane ConfigurationsVolume (vph) 25 15 15 405 230 1015 110 1430 285 45 250 1235 220Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 12 14 14 16 12 12 16 12 12 12 12Total Lost time (s) 5.0 5.0 5.0 5.0 4.0 5.0 5.0 6.0 5.0 5.0Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.97 0.95Frt 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98Flt Protected 0.95 1.00 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1416 1378 1776 1843 1777 1770 5085 1794 3354 3360Flt Permitted 0.95 1.00 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1416 1378 1776 1843 1777 1770 5085 1794 3354 3360Peak-hour factor, PHF 0.44 0.44 0.44 0.96 0.96 0.96 0.93 0.93 0.93 0.93 0.92 0.92 0.92Adj. Flow (vph) 57 34 34 422 240 1057 118 1538 306 48 272 1342 239RTOR Reduction (vph) 0 32 0 0 0 0 0 0 192 0 0 18 0Lane Group Flow (vph) 57 36 0 325 337 1057 118 1538 114 0 320 1563 0Heavy Vehicles (%) 19% 19% 19% 3% 3% 3% 2% 2% 2% 1% 5% 5% 5%Turn Type Split Split Free Prot Perm Prot ProtProtected Phases 4 4 3 3 5 2 1 1 6Permitted Phases Free 2Actuated Green, G (s) 4.0 4.0 15.0 15.0 80.0 5.6 29.8 29.8 7.2 31.4Effective Green, g (s) 5.0 5.0 16.0 16.0 80.0 6.6 30.8 29.8 8.2 32.4Actuated g/C Ratio 0.06 0.06 0.20 0.20 1.00 0.08 0.39 0.37 0.10 0.40Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 2.0 2.0 2.0 2.0 3.0 3.0 3.0 2.0 3.0Lane Grp Cap (vph) 89 86 355 369 1777 146 1958 668 344 1361v/s Ratio Prot 0.04 0.03 c0.18 0.18 0.07 0.30 c0.10 c0.47v/s Ratio Perm c0.59 0.06v/c Ratio 0.64 0.42 0.92 0.91 0.59 0.81 0.79 0.17 0.93 1.15Uniform Delay, d1 36.6 36.1 31.3 31.3 0.0 36.1 21.7 16.8 35.6 23.8Progression Factor 1.00 1.00 1.00 1.00 1.00 1.32 0.32 0.16 1.16 0.74Incremental Delay, d2 11.2 1.2 26.9 25.9 1.5 3.1 0.3 0.0 24.1 73.2Delay (s) 47.8 37.3 58.3 57.2 1.5 50.9 7.3 2.8 65.5 90.8Level of Service D D E E A D A A E FApproach Delay (s) 42.1 23.1 9.3 86.6Approach LOS D C A F


Queues 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 Build Weekday Morning Peak Hour


Lane Group WBL WBR NBT NBR SBL SBTLane ConfigurationsVolume (vph) 705 810 2055 465 260 1085Lane Group Flow (vph) 766 880 2186 495 306 1276Turn Type Free Free ProtProtected Phases 4 2 1 6Permitted Phases Free FreeDetector Phase 4 2 1 6Switch PhaseMinimum Initial (s) 6.0 15.0 6.0 15.0Minimum Split (s) 12.0 21.0 14.0 21.0Total Split (s) 25.0 0.0 38.0 0.0 17.0 55.0Total Split (%) 31.3% 0.0% 47.5% 0.0% 21.3% 68.8%Yellow Time (s) 3.0 4.0 4.0 4.0All-Red Time (s) 3.0 2.0 2.0 2.0Lost Time Adjust (s) -1.0 0.0 -1.0 0.0 -2.0 -1.0Total Lost Time (s) 5.0 4.0 5.0 4.0 4.0 5.0Lead/Lag Lag LeadLead-Lag Optimize?Recall Mode None C-Max None C-Maxv/c Ratio 0.90 0.50 1.01 0.28 0.62 0.60Control Delay 44.1 1.0 36.5 0.3 37.5 10.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 44.1 1.0 36.5 0.3 37.5 10.3Queue Length 50th (ft) 189 0 ~369 0 74 179Queue Length 95th (ft) #288 0 m#521 m0 106 214Internal Link Dist (ft) 515 977 711Turn Bay Length (ft) 350 200 400Base Capacity (vph) 870 1760 2161 1794 519 2143Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.88 0.50 1.01 0.28 0.59 0.60



HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 Build Weekday Morning Peak Hour


Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsVolume (vph) 705 810 2055 465 260 1085Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Width 13 16 12 16 11 12Total Lost time (s) 5.0 4.0 5.0 4.0 4.0 5.0Lane Util. Factor 0.97 1.00 0.91 1.00 0.97 0.95Frt 1.00 0.85 1.00 0.85 1.00 1.00Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00Satd. Flow (prot) 3479 1760 5085 1794 3193 3406Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00Satd. Flow (perm) 3479 1760 5085 1794 3193 3406Peak-hour factor, PHF 0.92 0.92 0.94 0.94 0.85 0.85Adj. Flow (vph) 766 880 2186 495 306 1276RTOR Reduction (vph) 0 0 0 0 0 0Lane Group Flow (vph) 766 880 2186 495 306 1276Heavy Vehicles (%) 4% 4% 2% 2% 6% 6%Turn Type Free Free ProtProtected Phases 4 2 1 6Permitted Phases Free FreeActuated Green, G (s) 18.7 80.0 33.0 80.0 10.3 49.3Effective Green, g (s) 19.7 80.0 34.0 80.0 12.3 50.3Actuated g/C Ratio 0.25 1.00 0.42 1.00 0.15 0.63Clearance Time (s) 6.0 6.0 6.0 6.0Vehicle Extension (s) 2.0 3.0 2.0 3.0Lane Grp Cap (vph) 857 1760 2161 1794 491 2142v/s Ratio Prot c0.22 c0.43 0.10 c0.37v/s Ratio Perm 0.50 0.28v/c Ratio 0.89 0.50 1.01 0.28 0.62 0.60Uniform Delay, d1 29.1 0.0 23.0 0.0 31.7 8.8Progression Factor 1.00 1.00 0.63 1.00 1.00 1.00Incremental Delay, d2 11.4 1.0 19.2 0.3 1.8 1.2Delay (s) 40.6 1.0 33.8 0.3 33.5 10.0Level of Service D A C A C BApproach Delay (s) 19.4 27.6 14.6Approach LOS B C B

Intersection SummaryHCM Average Control Delay 21.8 HCM Level of Service CHCM Volume to Capacity ratio 0.93Actuated Cycle Length (s) 80.0 Sum of lost time (s) 15.0Intersection Capacity Utilization 78.9% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

Queues 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 No Build Weekday Evening Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\BPM.syn Synchro 7 - ReportVHB-AA Page 1

Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBTLane ConfigurationsVolume (vph) 175 595 165 60 140 15 315 235 555Lane Group Flow (vph) 0 1336 0 247 154 17 680 264 652Turn Type Perm pm+pt Perm Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 4 2 6Detector Phase 8 8 7 7 4 4 2 2 1 6Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 10.0 10.0 6.0 10.0Minimum Split (s) 11.0 11.0 11.0 11.0 11.0 21.0 21.0 11.0 15.0Total Split (s) 40.0 40.0 15.0 55.0 55.0 45.0 45.0 30.0 75.0Total Split (%) 30.8% 30.8% 11.5% 42.3% 42.3% 34.6% 34.6% 23.1% 57.7%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lead/Lag Lag Lag Lead Lag Lag LeadLead-Lag Optimize? Yes Yes Yes Yes Yes YesRecall Mode None None None None None Min Min None Maxv/c Ratio 1.63 1.34 0.22 0.07 1.07 0.90 0.66Control Delay 318.3 215.3 4.7 31.3 93.2 67.1 25.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 318.3 215.3 4.7 31.3 93.2 67.1 25.4Queue Length 50th (ft) ~845 ~229 0 9 ~618 169 378Queue Length 95th (ft) #816 #403 44 29 #875 257 504Internal Link Dist (ft) 906 1248 783 357Turn Bay Length (ft)Base Capacity (vph) 822 184 692 238 637 385 989Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 1.63 1.34 0.22 0.07 1.07 0.69 0.66



HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 No Build Weekday Evening Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 175 595 285 165 60 140 15 315 270 235 555 25Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -6% 4% 0% 0%Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.96 1.00 0.85 1.00 0.93 1.00 0.99Flt Protected 0.99 0.96 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 3503 1761 1552 1719 1684 1752 1833Flt Permitted 0.83 0.09 1.00 0.36 1.00 0.08 1.00Satd. Flow (perm) 2945 158 1552 650 1684 141 1833Peak-hour factor, PHF 0.79 0.79 0.79 0.91 0.91 0.91 0.86 0.86 0.86 0.89 0.89 0.89Adj. Flow (vph) 222 753 361 181 66 154 17 366 314 264 624 28RTOR Reduction (vph) 0 29 0 0 0 95 0 22 0 0 1 0Lane Group Flow (vph) 0 1307 0 0 247 59 17 658 0 264 651 0Heavy Vehicles (%) 1% 1% 1% 2% 2% 2% 5% 5% 5% 3% 3% 3%Turn Type Perm pm+pt Perm Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 4 2 6Actuated Green, G (s) 35.0 50.0 50.0 47.5 47.5 70.0 70.0Effective Green, g (s) 35.0 50.0 50.0 47.5 47.5 70.0 70.0Actuated g/C Ratio 0.27 0.38 0.38 0.37 0.37 0.54 0.54Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 1.0 3.0Lane Grp Cap (vph) 793 184 597 238 615 293 987v/s Ratio Prot c0.10 c0.39 c0.12 0.35v/s Ratio Perm c0.44 0.41 0.04 0.03 0.37v/c Ratio 1.65 1.34 0.10 0.07 1.07 0.90 0.66Uniform Delay, d1 47.5 40.0 25.6 26.9 41.2 40.2 21.5Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 297.2 185.9 0.1 0.1 56.7 28.1 3.4Delay (s) 344.7 225.9 25.7 27.0 97.9 68.3 24.9Level of Service F F C C F E CApproach Delay (s) 344.7 149.0 96.2 37.4Approach LOS F F F D


Queues 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 No Build Weekday Evening Peak Hour


Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 1145 35 80 45 340 125 875 45 140 900 280Lane Group Flow (vph) 1316 235 108 61 459 133 931 48 151 968 301Turn Type Split Split Free Prot pt+ov Prot pt+ovProtected Phases 4 4 8 8 1 6 6 8 5 2 2 4Permitted Phases FreeDetector Phase 4 4 8 8 1 6 6 8 5 2 2 4Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 12.0 6.0 12.0Minimum Split (s) 28.5 28.5 12.0 12.0 11.0 28.5 12.5 22.5Total Split (s) 35.5 35.5 16.0 16.0 0.0 17.5 41.5 57.5 32.5 56.5 92.0Total Split (%) 28.3% 28.3% 12.7% 12.7% 0.0% 13.9% 33.1% 45.8% 25.9% 45.0% 73.3%Yellow Time (s) 4.0 4.0 3.0 3.0 4.0 4.0 4.0 4.0All-Red Time (s) 1.5 1.5 3.0 3.0 1.0 2.5 2.5 2.5Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.5 5.5 6.0 6.0 4.0 5.0 6.5 6.5 6.5 6.5 6.5Lead/Lag Lag Lag Lead LeadLead-Lag Optimize? Yes Yes Yes YesRecall Mode None None None None None Min None Maxv/c Ratio 1.52 0.43 0.78 0.41 0.29 0.79 0.74 0.07 0.67 0.68 0.16Control Delay 272.4 12.8 90.6 64.0 0.5 85.6 39.9 5.4 65.8 33.7 0.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 272.4 12.8 90.6 64.0 0.5 85.6 39.9 5.4 65.8 33.7 0.7Queue Length 50th (ft) ~770 33 87 48 0 107 343 3 119 337 0Queue Length 95th (ft) #863 96 #130 77 0 #209 455 16 182 413 7Internal Link Dist (ft) 1248 678 846 487Turn Bay Length (ft) 125 225 175 225 225Base Capacity (vph) 868 552 143 151 1599 177 1266 707 373 1434 1894Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 1.52 0.43 0.76 0.40 0.29 0.75 0.74 0.07 0.40 0.68 0.16



HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 No Build Weekday Evening Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 1145 35 170 80 45 340 125 875 45 140 900 280Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -8% 0% 0% 0%Total Lost time (s) 5.5 5.5 6.0 6.0 4.0 5.0 6.5 6.5 6.5 6.5 6.5Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.88Frt 1.00 0.88 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3606 1713 1787 1881 1599 1770 3539 1583 1787 3574 2814Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3606 1713 1787 1881 1599 1770 3539 1583 1787 3574 2814Peak-hour factor, PHF 0.87 0.87 0.87 0.74 0.74 0.74 0.94 0.94 0.94 0.93 0.93 0.93Adj. Flow (vph) 1316 40 195 108 61 459 133 931 48 151 968 301RTOR Reduction (vph) 0 140 0 0 0 0 0 0 20 0 0 108Lane Group Flow (vph) 1316 95 0 108 61 459 133 931 28 151 968 193Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 2% 2% 2% 1% 1% 1%Turn Type Split Split Free Prot pt+ov Prot pt+ovProtected Phases 4 4 8 8 1 6 6 8 5 2 2 4Permitted Phases FreeActuated Green, G (s) 30.0 30.0 9.7 9.7 124.6 11.9 44.6 54.3 15.8 50.0 80.0Effective Green, g (s) 30.0 30.0 9.7 9.7 124.6 11.9 44.6 54.3 15.8 50.0 80.0Actuated g/C Ratio 0.24 0.24 0.08 0.08 1.00 0.10 0.36 0.44 0.13 0.40 0.64Clearance Time (s) 5.5 5.5 6.0 6.0 5.0 6.5 6.5 6.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 868 412 139 146 1599 169 1267 690 227 1434 1807v/s Ratio Prot c0.36 0.06 c0.06 0.03 0.08 c0.26 0.02 0.08 c0.27 0.07v/s Ratio Perm 0.29v/c Ratio 1.52 0.23 0.78 0.42 0.29 0.79 0.73 0.04 0.67 0.68 0.11Uniform Delay, d1 47.3 38.0 56.4 54.8 0.0 55.1 34.8 20.2 51.9 30.6 8.6Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 238.2 0.3 23.4 1.9 0.5 21.0 2.2 0.0 7.2 2.6 0.0Delay (s) 285.5 38.3 79.7 56.7 0.5 76.1 37.1 20.2 59.0 33.2 8.6Level of Service F D E E A E D C E C AApproach Delay (s) 248.0 19.6 41.0 30.7Approach LOS F B D C


HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA3: Blanchard Road & South Bedford Street 2018 No Build Weekday Evening Peak Hour



Direction, Lane # EB 1 NB 1 SB 1 SB 2Volume Total 581 511 644 561Volume Left 302 210 0 0Volume Right 279 0 0 561cSH 164 562 1700 1700Volume to Capacity 3.54 0.37 0.38 0.33Queue Length 95th (ft) Err 43 0 0Control Delay (s) Err 10.3 0.0 0.0Lane LOS F BApproach Delay (s) Err 10.3 0.0Approach LOS F

Intersection SummaryAverage Delay 2531.7Intersection Capacity Utilization 93.8% ICU Level of Service FAnalysis Period (min) 15

HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA4: Blanchard Road & Muller Road 2018 No Build Weekday Evening Peak Hour



Direction, Lane # EB 1 WB 1 NB 1Volume Total 393 881 177Volume Left 0 256 37Volume Right 30 0 140cSH 1700 1171 314Volume to Capacity 0.23 0.22 0.56Queue Length 95th (ft) 0 21 81Control Delay (s) 0.0 4.8 30.2Lane LOS A DApproach Delay (s) 0.0 4.8 30.2Approach LOS D


Queues 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Build Weekday Evening Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\Middlesex_Turnpike_BPM.syn Synchro 7 - ReportVHB-AA Page 1




HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Build Weekday Evening Peak Hour




Queues 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Build Weekday Evening Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Build Weekday Evening Peak Hour




Queues 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 Build Weekday Evening Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 Build Weekday Evening Peak Hour





Mitigation Capacity Analysis 2018 Build with Full Access Oracle

Driveway Conditions

2018 Build with Egress Only Oracle Driveway Conditions

Queues 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 Build with Mitigation (Full Access Dwy) Weekday Morning Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\BAM-mit.syn Synchro 7 - ReportVHB-AA Page 1

Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane ConfigurationsVolume (vph) 15 40 200 735 150 435 80 185Lane Group Flow (vph) 0 74 0 1304 153 546 87 418Turn Type Perm pm+pt Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 2 6Detector Phase 8 8 7 7 4 2 2 1 6Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 10.0 10.0 6.0 10.0Minimum Split (s) 11.0 11.0 11.0 11.0 15.0 15.0 11.0 15.0Total Split (s) 11.0 11.0 34.0 45.0 39.0 39.0 11.0 50.0Total Split (%) 11.6% 11.6% 35.8% 47.4% 41.1% 41.1% 11.6% 52.6%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lead/Lag Lag Lag Lead Lag Lag LeadLead-Lag Optimize? Yes Yes Yes Yes Yes YesRecall Mode None None None None Min Min None Minv/c Ratio 0.41 0.90 0.50 0.90 0.45 0.55Control Delay 50.0 32.8 30.4 46.8 21.8 17.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 50.0 32.8 30.4 46.8 21.8 17.4Queue Length 50th (ft) 23 362 70 293 28 134Queue Length 95th (ft) 37 #464 132 #480 55 219Internal Link Dist (ft) 906 1248 783 357Turn Bay Length (ft)Base Capacity (vph) 179 1449 352 696 192 892Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.41 0.90 0.43 0.78 0.45 0.47

Intersection SummaryCycle Length: 95Actuated Cycle Length: 89.2Natural Cycle: 90Control Type: Semi Act-Uncoord# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.


HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 Build with Mitigation (Full Access Dwy) Weekday Morning Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 15 40 0 200 735 330 150 435 100 80 185 200Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -6% 4% 0% 0%Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00Frt 1.00 0.96 1.00 0.97 1.00 0.92Flt Protected 0.99 0.99 0.95 1.00 0.95 1.00Satd. Flow (prot) 3305 3339 1736 1776 1719 1669Flt Permitted 0.78 0.66 0.50 1.00 0.11 1.00Satd. Flow (perm) 2627 2214 913 1776 206 1669Peak-hour factor, PHF 0.74 0.74 0.74 0.97 0.97 0.97 0.98 0.98 0.98 0.92 0.92 0.92Adj. Flow (vph) 20 54 0 206 758 340 153 444 102 87 201 217RTOR Reduction (vph) 0 0 0 0 35 0 0 9 0 0 44 0Lane Group Flow (vph) 0 74 0 0 1269 0 153 537 0 87 374 0Heavy Vehicles (%) 11% 11% 11% 1% 1% 1% 4% 4% 4% 5% 5% 5%Turn Type Perm pm+pt Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 2 6Actuated Green, G (s) 4.6 41.8 30.1 30.1 39.7 39.7Effective Green, g (s) 4.6 41.8 30.1 30.1 39.7 39.7Actuated g/C Ratio 0.05 0.46 0.33 0.33 0.43 0.43Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 1.0 3.0Lane Grp Cap (vph) 132 1407 300 584 165 724v/s Ratio Prot c0.32 c0.30 0.03 c0.22v/s Ratio Perm 0.03 c0.09 0.17 0.20v/c Ratio 0.56 0.90 0.51 0.92 0.53 0.52Uniform Delay, d1 42.5 23.0 24.8 29.5 19.8 18.9Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 5.4 8.3 1.5 19.5 1.4 0.6Delay (s) 47.8 31.3 26.2 49.0 21.2 19.5Level of Service D C C D C BApproach Delay (s) 47.8 31.3 44.0 19.8Approach LOS D C D B

Intersection SummaryHCM Average Control Delay 33.0 HCM Level of Service CHCM Volume to Capacity ratio 0.89Actuated Cycle Length (s) 91.5 Sum of lost time (s) 15.0Intersection Capacity Utilization 86.5% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group

Queues 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 Build with Mitigation (Full Access Dwy) Weekday Morning Peak Hour


Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 115 55 30 75 95 105 635 120 410 750 1420Lane Group Flow (vph) 129 96 33 82 103 127 765 145 432 789 1495Turn Type Split Split Free Prot pt+ov Prot pt+ovProtected Phases 4 4 8 8 1 6 6 8 5 2 2 4Permitted Phases FreeDetector Phase 4 4 8 8 1 6 6 8 5 2 2 4Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 12.0 6.0 12.0Minimum Split (s) 28.5 28.5 12.0 12.0 13.0 28.5 12.5 22.5Total Split (s) 35.5 35.5 16.0 16.0 0.0 17.5 41.5 57.5 32.5 56.5 92.0Total Split (%) 28.3% 28.3% 12.7% 12.7% 0.0% 13.9% 33.1% 45.8% 25.9% 45.0% 73.3%Yellow Time (s) 4.0 4.0 3.0 3.0 4.0 4.0 4.0 4.0All-Red Time (s) 1.5 1.5 3.0 3.0 1.0 2.5 2.5 2.5Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.5 5.5 6.0 6.0 4.0 5.0 6.5 6.5 6.5 6.5 6.5Lead/Lag Lag Lag Lead LeadLead-Lag Optimize? Yes Yes Yes YesRecall Mode None None None None None C-Max None C-Maxv/c Ratio 0.17 0.23 0.26 0.62 0.07 0.73 0.75 0.22 1.18 0.54 0.78Control Delay 38.7 31.6 59.8 76.3 0.1 78.4 46.4 4.0 148.1 30.2 9.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 38.7 31.6 59.8 76.3 0.1 78.4 46.4 4.0 148.1 30.2 9.0Queue Length 50th (ft) 42 49 26 65 0 102 302 4 ~420 257 141Queue Length 95th (ft) 69 96 60 #122 0 #170 340 21 #626 321 188Internal Link Dist (ft) 1248 678 846 487Turn Bay Length (ft) 125 225 175 225 225Base Capacity (vph) 791 423 137 144 1538 175 1017 655 367 1450 1941Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.16 0.23 0.24 0.57 0.07 0.73 0.75 0.22 1.18 0.54 0.77

Intersection SummaryCycle Length: 125.5Actuated Cycle Length: 125.5Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBT, Start of Green, Master IntersectionNatural Cycle: 95Control Type: Actuated-Coordinated~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.


HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 Build with Mitigation (Full Access Dwy) Weekday Morning Peak Hour




HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA3: Blanchard Road & South Bedford Street 2018 Build with Mitigation (Full Access Dwy) Weekday Morning Peak Hour





HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA4: Blanchard Road & Muller Road 2018 Build with Mitigation (Full Access Dwy) Weekday Morning Peak Hour





HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA5: Blanchard Road & Oracle Drive 2018 Build with Mitigation (Full Access Dwy) Weekday Morning Peak Hour


Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsVolume (veh/h) 120 355 365 20 5 15Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 130 386 397 22 5 16PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 418 1054 408vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 418 1054 408tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 89 98 97cM capacity (veh/h) 1141 221 644

Direction, Lane # EB 1 WB 1 SB 1Volume Total 516 418 22Volume Left 130 0 5Volume Right 0 22 16cSH 1141 1700 436Volume to Capacity 0.11 0.25 0.05Queue Length 95th (ft) 10 0 4Control Delay (s) 3.1 0.0 13.7Lane LOS A BApproach Delay (s) 3.1 0.0 13.7Approach LOS B


Queues 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Build w/Mitigation (Full Access Dwy) Weekday Morning Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\Middlesex_Turnpike_BAM-mit.syn Synchro 7 - ReportVHB-AA Page 1




HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Build w/Mitigation (Full Access Dwy) Weekday Morning Peak Hour


Movement WBL WBR NBT NBR SBU SBL SBTLane ConfigurationsVolume (vph) 115 270 1520 85 30 435 1245Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 1.00 0.95 1.00 0.95Frt 1.00 0.85 0.99 1.00 1.00Flt Protected 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1770 1583 3511 1719 3438Flt Permitted 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1770 1583 3511 1719 3438Peak-hour factor, PHF 0.78 0.78 0.94 0.94 0.92 0.92 0.92Adj. Flow (vph) 147 346 1617 90 33 473 1353RTOR Reduction (vph) 0 287 5 0 0 0 0Lane Group Flow (vph) 147 59 1702 0 0 506 1353Heavy Vehicles (%) 2% 2% 2% 2% 5% 5% 5%Turn Type Prot Prot ProtProtected Phases 4 4 2 1 1 6Permitted PhasesActuated Green, G (s) 10.0 10.0 34.0 18.0 58.0Effective Green, g (s) 10.0 10.0 34.0 18.0 58.0Actuated g/C Ratio 0.12 0.12 0.42 0.22 0.72Clearance Time (s) 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 2.0 2.0 3.0 2.0 3.0Lane Grp Cap (vph) 221 198 1492 387 2493v/s Ratio Prot c0.08 0.04 c0.48 c0.29 0.39v/s Ratio Permv/c Ratio 0.67 0.30 1.14 1.31 0.54Uniform Delay, d1 33.4 31.8 23.0 31.0 5.0Progression Factor 1.00 1.00 1.00 0.80 0.72Incremental Delay, d2 5.7 0.3 72.1 140.1 0.1Delay (s) 39.1 32.1 95.1 164.9 3.7Level of Service D C F F AApproach Delay (s) 34.2 95.1 47.6Approach LOS C F D

Intersection SummaryHCM Average Control Delay 65.9 HCM Level of Service EHCM Volume to Capacity ratio 1.11Actuated Cycle Length (s) 80.0 Sum of lost time (s) 18.0Intersection Capacity Utilization 102.2% ICU Level of Service GAnalysis Period (min) 15c Critical Lane Group

Queues 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Build w/Mitigation (Full Access Dwy) Weekday Morning Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Build w/Mitigation (Full Access Dwy) Weekday Morning Peak Hour




Queues 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 Build w/Mitigation (Full Access Dwy) Weekday Morning Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 Build w/Mitigation (Full Access Dwy) Weekday Morning Peak Hour




Queues 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\BPM-mit.syn Synchro 7 - ReportVHB-AA Page 1

Lane Group EBL EBT WBL WBT NBT SBL SBTLane ConfigurationsVolume (vph) 165 540 165 40 320 235 555Lane Group Flow (vph) 0 1108 0 379 686 264 652Turn Type Perm pm+pt pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 6Detector Phase 8 8 7 7 4 2 1 6Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 10.0 6.0 10.0Minimum Split (s) 11.0 11.0 11.0 11.0 21.0 11.0 15.0Total Split (s) 49.0 49.0 11.0 60.0 52.0 18.0 70.0Total Split (%) 37.7% 37.7% 8.5% 46.2% 40.0% 13.8% 53.8%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lead/Lag Lag Lag Lead Lag LeadLead-Lag Optimize? Yes Yes Yes Yes YesRecall Mode None None None None Min None Maxv/c Ratio 1.16 0.41 1.08 1.14 0.71Control Delay 122.1 15.5 98.2 134.3 30.5Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay 122.1 15.5 98.2 134.3 30.5Queue Length 50th (ft) ~575 61 ~627 ~209 413Queue Length 95th (ft) #571 97 #803 #379 551Internal Link Dist (ft) 906 1248 783 357Turn Bay Length (ft)Base Capacity (vph) 955 928 633 232 918Starvation Cap Reductn 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 1.16 0.41 1.08 1.14 0.71



HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 165 540 170 165 40 140 0 320 270 235 555 25Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -6% 4% 0% 0%Total Lost time (s) 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 0.95 1.00 1.00 1.00Frt 0.97 0.94 0.93 1.00 0.99Flt Protected 0.99 0.98 1.00 0.95 1.00Satd. Flow (prot) 3541 3181 1685 1752 1833Flt Permitted 0.78 0.56 1.00 0.08 1.00Satd. Flow (perm) 2775 1838 1685 142 1833Peak-hour factor, PHF 0.79 0.79 0.79 0.91 0.91 0.91 0.86 0.86 0.86 0.89 0.89 0.89Adj. Flow (vph) 209 684 215 181 44 154 0 372 314 264 624 28RTOR Reduction (vph) 0 16 0 0 89 0 0 24 0 0 1 0Lane Group Flow (vph) 0 1092 0 0 290 0 0 662 0 264 651 0Heavy Vehicles (%) 1% 1% 1% 2% 2% 2% 5% 5% 5% 3% 3% 3%Turn Type Perm pm+pt Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 2 6Actuated Green, G (s) 44.0 55.0 47.0 65.0 65.0Effective Green, g (s) 44.0 55.0 47.0 65.0 65.0Actuated g/C Ratio 0.34 0.42 0.36 0.50 0.50Clearance Time (s) 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 3.0 3.0 3.0 1.0 3.0Lane Grp Cap (vph) 939 840 609 232 917v/s Ratio Prot c0.02 0.39 c0.11 0.36v/s Ratio Perm c0.39 0.13 c0.46v/c Ratio 1.16 0.35 1.09 1.14 0.71Uniform Delay, d1 43.0 25.3 41.5 40.5 25.2Progression Factor 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 85.2 0.2 62.6 101.3 4.6Delay (s) 128.2 25.6 104.1 141.8 29.8Level of Service F C F F CApproach Delay (s) 128.2 25.6 104.1 62.1Approach LOS F C F E

Intersection SummaryHCM Average Control Delay 90.6 HCM Level of Service FHCM Volume to Capacity ratio 1.09Actuated Cycle Length (s) 130.0 Sum of lost time (s) 15.0Intersection Capacity Utilization 98.6% ICU Level of Service FAnalysis Period (min) 15c Critical Lane Group

Queues 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour


Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 1090 35 80 45 340 125 875 45 140 900 260Lane Group Flow (vph) 1253 235 108 61 459 133 931 48 151 968 280Turn Type Split Split Free Prot pt+ov Prot pt+ovProtected Phases 4 4 8 8 1 6 6 8 5 2 2 4Permitted Phases FreeDetector Phase 4 4 8 8 1 6 6 8 5 2 2 4Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 12.0 6.0 12.0Minimum Split (s) 28.5 28.5 12.0 12.0 11.0 28.5 12.5 22.5Total Split (s) 35.5 35.5 16.0 16.0 0.0 17.5 41.5 57.5 32.5 56.5 92.0Total Split (%) 28.3% 28.3% 12.7% 12.7% 0.0% 13.9% 33.1% 45.8% 25.9% 45.0% 73.3%Yellow Time (s) 4.0 4.0 3.0 3.0 4.0 4.0 4.0 4.0All-Red Time (s) 1.5 1.5 3.0 3.0 1.0 2.5 2.5 2.5Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.5 5.5 6.0 6.0 4.0 5.0 6.5 6.5 6.5 6.5 6.5Lead/Lag Lag Lag Lead LeadLead-Lag Optimize? Yes Yes Yes YesRecall Mode None None None None None C-Min None C-Maxv/c Ratio 1.45 0.43 0.78 0.42 0.29 0.79 0.73 0.07 0.67 0.67 0.15Control Delay 246.1 12.8 91.4 64.2 0.5 86.2 39.6 5.4 66.0 33.5 0.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 246.1 12.8 91.4 64.2 0.5 86.2 39.6 5.4 66.0 33.5 0.7Queue Length 50th (ft) ~715 33 87 48 0 107 343 3 119 337 0Queue Length 95th (ft) #810 96 #130 77 0 #209 455 16 182 413 7Internal Link Dist (ft) 1248 678 846 487Turn Bay Length (ft) 125 225 175 225 225Base Capacity (vph) 862 550 142 150 1599 176 1279 712 370 1447 1891Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 1.45 0.43 0.76 0.41 0.29 0.76 0.73 0.07 0.41 0.67 0.15



HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 1090 35 170 80 45 340 125 875 45 140 900 260Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -8% 0% 0% 0%Total Lost time (s) 5.5 5.5 6.0 6.0 4.0 5.0 6.5 6.5 6.5 6.5 6.5Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.88Frt 1.00 0.88 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3606 1713 1787 1881 1599 1770 3539 1583 1787 3574 2814Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3606 1713 1787 1881 1599 1770 3539 1583 1787 3574 2814Peak-hour factor, PHF 0.87 0.87 0.87 0.74 0.74 0.74 0.94 0.94 0.94 0.93 0.93 0.93Adj. Flow (vph) 1253 40 195 108 61 459 133 931 48 151 968 280RTOR Reduction (vph) 0 140 0 0 0 0 0 0 20 0 0 100Lane Group Flow (vph) 1253 95 0 108 61 459 133 931 28 151 968 180Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 2% 2% 2% 1% 1% 1%Turn Type Split Split Free Prot pt+ov Prot pt+ovProtected Phases 4 4 8 8 1 6 6 8 5 2 2 4Permitted Phases FreeActuated Green, G (s) 30.0 30.0 9.7 9.7 125.5 12.0 45.4 55.1 15.9 50.8 80.8Effective Green, g (s) 30.0 30.0 9.7 9.7 125.5 12.0 45.4 55.1 15.9 50.8 80.8Actuated g/C Ratio 0.24 0.24 0.08 0.08 1.00 0.10 0.36 0.44 0.13 0.40 0.64Clearance Time (s) 5.5 5.5 6.0 6.0 5.0 6.5 6.5 6.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 862 409 138 145 1599 169 1280 695 226 1447 1812v/s Ratio Prot c0.35 0.06 c0.06 0.03 0.08 c0.26 0.02 0.08 c0.27 0.06v/s Ratio Perm 0.29v/c Ratio 1.45 0.23 0.78 0.42 0.29 0.79 0.73 0.04 0.67 0.67 0.10Uniform Delay, d1 47.8 38.5 56.9 55.2 0.0 55.5 34.7 20.1 52.3 30.5 8.5Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 210.6 0.3 24.5 2.0 0.5 21.0 3.6 0.0 7.3 2.5 0.0Delay (s) 258.4 38.8 81.4 57.2 0.5 76.5 38.3 20.1 59.6 33.0 8.5Level of Service F D F E A E D C E C AApproach Delay (s) 223.7 19.9 42.1 30.9Approach LOS F B D C


HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA3: Blanchard Road & South Bedford Street 2018 Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour


Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsVolume (veh/h) 250 255 190 260 565 405Sign Control Stop Free FreeGrade -5% 0% 0%Peak Hour Factor 0.86 0.86 0.88 0.88 0.90 0.90Hourly flow rate (vph) 291 297 216 295 628 450PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 863pX, platoon unblocked 0.94 0.94 0.94vC, conflicting volume 1355 628 1078vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 1346 573 1051tC, single (s) 6.4 6.2 4.2tC, 2 stage (s)tF (s) 3.5 3.3 2.3p0 queue free % 0 40 64cM capacity (veh/h) 102 490 605

Direction, Lane # EB 1 NB 1 SB 1 SB 2Volume Total 587 511 628 450Volume Left 291 216 0 0Volume Right 297 0 0 450cSH 170 605 1700 1700Volume to Capacity 3.46 0.36 0.37 0.26Queue Length 95th (ft) Err 40 0 0Control Delay (s) Err 9.5 0.0 0.0Lane LOS F AApproach Delay (s) Err 9.5 0.0Approach LOS F


HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA4: Blanchard Road & Muller Road 2018 Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour



Direction, Lane # EB 1 WB 1 NB 1Volume Total 417 958 177Volume Left 0 256 37Volume Right 30 0 140cSH 1700 1148 282Volume to Capacity 0.25 0.22 0.63Queue Length 95th (ft) 0 21 97Control Delay (s) 0.0 4.9 36.9Lane LOS A EApproach Delay (s) 0.0 4.9 36.9Approach LOS E


HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA5: Blanchard Road & Oracle Drive 2018 Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour



Direction, Lane # EB 1 WB 1 SB 1Volume Total 647 788 174Volume Left 33 0 16Volume Right 0 5 158cSH 831 1700 333Volume to Capacity 0.04 0.46 0.52Queue Length 95th (ft) 3 0 72Control Delay (s) 1.0 0.0 27.0Lane LOS A DApproach Delay (s) 1.0 0.0 27.0Approach LOS D

Intersection SummaryAverage Delay 3.3Intersection Capacity Utilization 70.7% ICU Level of Service CAnalysis Period (min) 15

Queues 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\Middlesex_Turnpike_BPM-mit.syn Synchro 7 - ReportVHB-AA Page 1




HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour


Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsVolume (vph) 150 685 1060 60 295 1770Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.0 4.5 4.0Lane Util. Factor 1.00 1.00 0.95 1.00 0.95Frt 1.00 0.85 0.99 1.00 1.00Flt Protected 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1805 1615 3546 1805 3610Flt Permitted 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1805 1615 3546 1805 3610Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.95 0.95Adj. Flow (vph) 163 745 1152 65 311 1863RTOR Reduction (vph) 0 276 4 0 0 0Lane Group Flow (vph) 163 469 1213 0 311 1863Heavy Vehicles (%) 0% 0% 1% 1% 0% 0%Turn Type Prot ProtProtected Phases 4 4 2 1 6Permitted PhasesActuated Green, G (s) 21.5 21.5 46.0 19.5 70.0Effective Green, g (s) 21.5 21.5 46.0 19.5 70.0Actuated g/C Ratio 0.22 0.22 0.46 0.20 0.70Clearance Time (s) 4.5 4.5 4.0 4.5 4.0Vehicle Extension (s) 2.0 2.0 3.0 2.0 3.0Lane Grp Cap (vph) 388 347 1631 352 2527v/s Ratio Prot 0.09 c0.29 0.34 c0.17 c0.52v/s Ratio Permv/c Ratio 0.42 1.35 0.74 0.88 0.74Uniform Delay, d1 33.9 39.2 22.2 39.1 9.3Progression Factor 1.00 1.00 1.00 0.88 0.64Incremental Delay, d2 0.3 176.7 3.1 9.0 0.7Delay (s) 34.1 215.9 25.3 43.4 6.6Level of Service C F C D AApproach Delay (s) 183.3 25.3 11.9Approach LOS F C B


Queues 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBRLane ConfigurationsVolume (vph) 335 175 140 385 40 720 30 1495 250 85 620 1535 45Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 12 14 14 16 12 12 16 12 12 12 12Total Lost time (s) 4.0 4.0 4.5 4.5 4.0 4.0 4.0 5.0 4.0 4.0Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.97 0.95Frt 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00Flt Protected 0.95 1.00 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1685 1655 1811 1832 1812 1787 5136 1812 3467 3559Flt Permitted 0.95 1.00 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1685 1655 1811 1832 1812 1787 5136 1812 3467 3559Peak-hour factor, PHF 0.84 0.84 0.84 0.91 0.91 0.91 0.95 0.95 0.95 0.93 0.96 0.96 0.96Adj. Flow (vph) 399 208 167 423 44 791 32 1574 263 91 646 1599 47RTOR Reduction (vph) 0 29 0 0 0 0 0 0 181 0 0 2 0Lane Group Flow (vph) 399 346 0 233 234 791 32 1574 82 0 737 1644 0Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%Turn Type Split Split Free Prot Perm Prot ProtProtected Phases 4 4 3 3 5 2 1 1 6Permitted Phases Free 2Actuated Green, G (s) 16.0 16.0 12.5 12.5 100.0 3.0 31.0 31.0 20.0 48.0Effective Green, g (s) 17.0 17.0 13.5 13.5 100.0 4.0 32.0 31.0 21.0 49.0Actuated g/C Ratio 0.17 0.17 0.14 0.14 1.00 0.04 0.32 0.31 0.21 0.49Clearance Time (s) 5.0 5.0 5.5 5.5 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 2.0 2.0 2.0 2.0 3.0 3.0 3.0 2.0 3.0Lane Grp Cap (vph) 286 281 244 247 1812 71 1644 562 728 1744v/s Ratio Prot c0.24 0.21 c0.13 0.13 0.02 c0.31 0.21 c0.46v/s Ratio Perm 0.44 0.04v/c Ratio 1.40 1.23 0.95 0.95 0.44 0.45 0.96 0.15 1.01 0.94Uniform Delay, d1 41.5 41.5 42.9 42.9 0.0 46.9 33.3 24.9 39.5 24.2Progression Factor 1.00 1.00 1.00 1.00 1.00 1.19 0.73 0.95 0.92 0.85Incremental Delay, d2 197.8 131.1 44.5 42.1 0.8 1.7 6.8 0.2 30.1 8.4Delay (s) 239.3 172.6 87.5 85.0 0.8 57.6 31.3 24.0 66.4 28.9Level of Service F F F F A E C C E CApproach Delay (s) 207.0 32.5 30.7 40.5Approach LOS F C C D


Queues 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour




Queues 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 Build with Mitigation (Egress Only Dwy) Weekday Morning Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\BAM-mit-1way.syn Synchro 7 - ReportVHB-AA Page 1

Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane ConfigurationsVolume (vph) 15 40 200 790 235 435 80 185Lane Group Flow (vph) 0 74 0 1360 240 541 87 418Turn Type Perm pm+pt Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 2 6Detector Phase 8 8 7 7 4 2 2 1 6Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 10.0 10.0 6.0 10.0Minimum Split (s) 11.0 11.0 11.0 11.0 15.0 15.0 11.0 15.0Total Split (s) 11.0 11.0 34.0 45.0 39.0 39.0 11.0 50.0Total Split (%) 11.6% 11.6% 35.8% 47.4% 41.1% 41.1% 11.6% 52.6%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lead/Lag Lag Lag Lead Lag Lag LeadLead-Lag Optimize? Yes Yes Yes Yes Yes YesRecall Mode None None None None Min Min None Minv/c Ratio 0.41 0.94 0.77 0.88 0.45 0.54Control Delay 50.1 38.2 45.4 45.1 21.4 17.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 50.1 38.2 45.4 45.1 21.4 17.3Queue Length 50th (ft) 23 ~418 124 289 28 134Queue Length 95th (ft) 37 #504 #245 #472 55 219Internal Link Dist (ft) 906 1248 783 357Turn Bay Length (ft)Base Capacity (vph) 179 1443 352 693 195 889Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.41 0.94 0.68 0.78 0.45 0.47



HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 Build with Mitigation (Egress Only Dwy) Weekday Morning Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 15 40 0 200 790 330 235 435 95 80 185 200Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -6% 4% 0% 0%Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00Frt 1.00 0.96 1.00 0.97 1.00 0.92Flt Protected 0.99 0.99 0.95 1.00 0.95 1.00Satd. Flow (prot) 3305 3346 1736 1778 1719 1669Flt Permitted 0.78 0.66 0.50 1.00 0.12 1.00Satd. Flow (perm) 2628 2223 913 1778 213 1669Peak-hour factor, PHF 0.74 0.74 0.74 0.97 0.97 0.97 0.98 0.98 0.98 0.92 0.92 0.92Adj. Flow (vph) 20 54 0 206 814 340 240 444 97 87 201 217RTOR Reduction (vph) 0 0 0 0 32 0 0 9 0 0 44 0Lane Group Flow (vph) 0 74 0 0 1328 0 240 532 0 87 374 0Heavy Vehicles (%) 11% 11% 11% 1% 1% 1% 4% 4% 4% 5% 5% 5%Turn Type Perm pm+pt Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 2 6Actuated Green, G (s) 4.6 41.8 30.4 30.4 40.0 40.0Effective Green, g (s) 4.6 41.8 30.4 30.4 40.0 40.0Actuated g/C Ratio 0.05 0.46 0.33 0.33 0.44 0.44Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 1.0 3.0Lane Grp Cap (vph) 132 1406 302 589 168 727v/s Ratio Prot c0.33 c0.30 0.03 c0.22v/s Ratio Perm 0.03 c0.10 0.26 0.20v/c Ratio 0.56 0.94 0.79 0.90 0.52 0.51Uniform Delay, d1 42.6 23.9 27.9 29.3 19.6 18.8Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 5.4 13.0 13.4 17.2 1.1 0.6Delay (s) 48.0 36.8 41.3 46.5 20.7 19.5Level of Service D D D D C BApproach Delay (s) 48.0 36.8 44.9 19.7Approach LOS D D D B


Queues 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 Build with Mitigation (Egress Only Dwy) Weekday Morning Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 Build with Mitigation (Egress Only Dwy) Weekday Morning Peak Hour




HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA3: Blanchard Road & South Bedford Street 2018 Build with Mitigation (Egress Only Dwy) Weekday Morning Peak Hour





HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA4: Blanchard Road & Muller Road 2018 Build with Mitigation (Egress Only Dwy) Weekday Morning Peak Hour





HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA5: Blanchard Road & Oracle Drive 2018 Build with Mitigation (Egress Only Dwy) Weekday Morning Peak Hour



Direction, Lane # EB 1 WB 1 SB 1Volume Total 457 397 22Volume Left 0 0 5Volume Right 0 0 16cSH 1162 1700 524Volume to Capacity 0.00 0.23 0.04Queue Length 95th (ft) 0 0 3Control Delay (s) 0.0 0.0 12.2Lane LOS BApproach Delay (s) 0.0 0.0 12.2Approach LOS B


Queues 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Build w/Mitigation (Egress Only Dwy) Weekday Morning Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\Middlesex_Turnpike_BAM-mit-1way.syn Synchro 7 - ReportVHB-AA Page 1




HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Build w/Mitigation (Egress Only Dwy) Weekday Morning Peak Hour




Queues 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Build w/Mitigation (Egress Only Dwy) Weekday Morning Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Build w/Mitigation (Egress Only Dwy) Weekday Morning Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBRLane ConfigurationsVolume (vph) 25 15 15 405 230 1015 110 1435 285 45 250 1235 220Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 12 14 14 16 12 12 16 12 12 12 12Total Lost time (s) 5.0 5.0 5.0 5.0 4.0 5.0 5.0 6.0 5.0 5.0Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.97 0.95Frt 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98Flt Protected 0.95 1.00 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1416 1378 1776 1843 1777 1770 5085 1794 3354 3360Flt Permitted 0.95 1.00 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1416 1378 1776 1843 1777 1770 5085 1794 3354 3360Peak-hour factor, PHF 0.44 0.44 0.44 0.96 0.96 0.96 0.93 0.93 0.93 0.93 0.92 0.92 0.92Adj. Flow (vph) 57 34 34 422 240 1057 118 1543 306 48 272 1342 239RTOR Reduction (vph) 0 32 0 0 0 0 0 0 192 0 0 18 0Lane Group Flow (vph) 57 36 0 325 337 1057 118 1543 114 0 320 1563 0Heavy Vehicles (%) 19% 19% 19% 3% 3% 3% 2% 2% 2% 1% 5% 5% 5%Turn Type Split Split Free Prot Perm Prot ProtProtected Phases 4 4 3 3 5 2 1 1 6Permitted Phases Free 2Actuated Green, G (s) 4.0 4.0 15.0 15.0 80.0 5.6 29.8 29.8 7.2 31.4Effective Green, g (s) 5.0 5.0 16.0 16.0 80.0 6.6 30.8 29.8 8.2 32.4Actuated g/C Ratio 0.06 0.06 0.20 0.20 1.00 0.08 0.39 0.37 0.10 0.40Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 2.0 2.0 2.0 2.0 3.0 3.0 3.0 2.0 3.0Lane Grp Cap (vph) 89 86 355 369 1777 146 1958 668 344 1361v/s Ratio Prot 0.04 0.03 c0.18 0.18 0.07 0.30 c0.10 c0.47v/s Ratio Perm c0.59 0.06v/c Ratio 0.64 0.42 0.92 0.91 0.59 0.81 0.79 0.17 0.93 1.15Uniform Delay, d1 36.6 36.1 31.3 31.3 0.0 36.1 21.7 16.8 35.6 23.8Progression Factor 1.00 1.00 1.00 1.00 1.00 1.31 0.38 0.24 1.16 0.74Incremental Delay, d2 11.2 1.2 26.9 25.9 1.5 3.1 0.3 0.0 24.1 73.2Delay (s) 47.8 37.3 58.3 57.2 1.5 50.5 8.5 4.1 65.5 90.8Level of Service D D E E A D A A E FApproach Delay (s) 42.1 23.1 10.4 86.6Approach LOS D C B F


Queues 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 Build w/Mitigation (Egress Only Dwy) Weekday Morning Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 Build w/Mitigation (Egress Only Dwy) Weekday Morning Peak Hour




Queues 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 Build w/Mitigation (Egress Only Dwy) Weekday Evening Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\BPM-mit-1way.syn Synchro 7 - ReportVHB-AA Page 1

Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane ConfigurationsVolume (vph) 165 540 165 60 15 320 235 555Lane Group Flow (vph) 0 1108 0 401 17 686 264 652Turn Type Perm pm+pt Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 2 6Detector Phase 8 8 7 7 4 2 2 1 6Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 10.0 10.0 6.0 10.0Minimum Split (s) 11.0 11.0 11.0 11.0 21.0 21.0 11.0 15.0Total Split (s) 49.0 49.0 11.0 60.0 53.0 53.0 17.0 70.0Total Split (%) 37.7% 37.7% 8.5% 46.2% 40.8% 40.8% 13.1% 53.8%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lead/Lag Lag Lag Lead Lag Lag LeadLead-Lag Optimize? Yes Yes Yes Yes Yes YesRecall Mode None None None None Min Min None Maxv/c Ratio 1.17 0.85dl 0.09 1.06 1.21 0.71Control Delay 125.5 18.0 28.5 91.1 161.3 30.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 125.5 18.0 28.5 91.1 161.3 30.5Queue Length 50th (ft) ~578 74 9 ~616 ~222 413Queue Length 95th (ft) #574 113 27 #792 #393 551Internal Link Dist (ft) 906 1248 783 357Turn Bay Length (ft)Base Capacity (vph) 948 912 192 645 218 918Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 1.17 0.44 0.09 1.06 1.21 0.71

Intersection SummaryCycle Length: 130Actuated Cycle Length: 130Natural Cycle: 150Control Type: Semi Act-Uncoord~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.dl Defacto Left Lane. Recode with 1 though lane as a left lane.


HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 Build w/Mitigation (Egress Only Dwy) Weekday Evening Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 165 540 170 165 60 140 15 320 270 235 555 25Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -6% 4% 0% 0%Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00Frt 0.97 0.94 1.00 0.93 1.00 0.99Flt Protected 0.99 0.98 0.95 1.00 0.95 1.00Satd. Flow (prot) 3541 3196 1719 1685 1752 1833Flt Permitted 0.77 0.56 0.29 1.00 0.08 1.00Satd. Flow (perm) 2751 1829 520 1685 139 1833Peak-hour factor, PHF 0.79 0.79 0.79 0.91 0.91 0.91 0.86 0.86 0.86 0.89 0.89 0.89Adj. Flow (vph) 209 684 215 181 66 154 17 372 314 264 624 28RTOR Reduction (vph) 0 16 0 0 75 0 0 23 0 0 1 0Lane Group Flow (vph) 0 1092 0 0 326 0 17 663 0 264 651 0Heavy Vehicles (%) 1% 1% 1% 2% 2% 2% 5% 5% 5% 3% 3% 3%Turn Type Perm pm+pt Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 2 6Actuated Green, G (s) 44.0 55.0 48.0 48.0 65.0 65.0Effective Green, g (s) 44.0 55.0 48.0 48.0 65.0 65.0Actuated g/C Ratio 0.34 0.42 0.37 0.37 0.50 0.50Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 1.0 3.0Lane Grp Cap (vph) 931 837 192 622 218 917v/s Ratio Prot c0.02 0.39 c0.11 0.36v/s Ratio Perm c0.40 0.15 0.03 c0.49v/c Ratio 1.17 0.85dl 0.09 1.07 1.21 0.71Uniform Delay, d1 43.0 25.9 26.7 41.0 40.0 25.2Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 89.3 0.3 0.2 54.8 129.7 4.6Delay (s) 132.3 26.2 26.9 95.8 169.6 29.8Level of Service F C C F F CApproach Delay (s) 132.3 26.2 94.1 70.1Approach LOS F C F E

Intersection SummaryHCM Average Control Delay 91.9 HCM Level of Service FHCM Volume to Capacity ratio 1.13Actuated Cycle Length (s) 130.0 Sum of lost time (s) 15.0Intersection Capacity Utilization 99.1% ICU Level of Service FAnalysis Period (min) 15dl Defacto Left Lane. Recode with 1 though lane as a left lane.c Critical Lane Group

Queues 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 Build w/Mitigation (Egress Only Dwy) Weekday Evening Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 Build w/Mitigation (Egress Only Dwy) Weekday Evening Peak Hour




HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA3: Blanchard Road & South Bedford Street 2018 Build w/Mitigation (Egress Only Dwy) Weekday Evening Peak Hour


Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsVolume (veh/h) 260 255 185 265 565 405Sign Control Stop Free FreeGrade -5% 0% 0%Peak Hour Factor 0.86 0.86 0.88 0.88 0.90 0.90Hourly flow rate (vph) 302 297 210 301 628 450PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 863pX, platoon unblocked 0.94 0.94 0.94vC, conflicting volume 1349 628 1078vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 1340 573 1051tC, single (s) 6.4 6.2 4.2tC, 2 stage (s)tF (s) 3.5 3.3 2.3p0 queue free % 0 40 65cM capacity (veh/h) 104 490 605



HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA4: Blanchard Road & Muller Road 2018 Build w/Mitigation (Egress Only Dwy) Weekday Evening Peak Hour





HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA5: Blanchard Road & Oracle Drive 2018 Build w/Mitigation (Egress Only Dwy) Weekday Evening Peak Hour



Direction, Lane # EB 1 WB 1 SB 1Volume Total 625 783 190Volume Left 0 0 16Volume Right 0 0 174cSH 1700 1700 347Volume to Capacity 0.37 0.46 0.55Queue Length 95th (ft) 0 0 78Control Delay (s) 0.0 0.0 27.3Lane LOS DApproach Delay (s) 0.0 0.0 27.3Approach LOS D


Queues 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\Middlesex_Turnpike_BPM-mit-1way.syn Synchro 7 - ReportVHB-AA Page 1




HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour


Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsVolume (vph) 150 685 1060 60 275 1770Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.0 4.5 4.0Lane Util. Factor 1.00 1.00 0.95 1.00 0.95Frt 1.00 0.85 0.99 1.00 1.00Flt Protected 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1805 1615 3546 1805 3610Flt Permitted 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1805 1615 3546 1805 3610Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.95 0.95Adj. Flow (vph) 163 745 1152 65 289 1863RTOR Reduction (vph) 0 276 4 0 0 0Lane Group Flow (vph) 163 469 1213 0 289 1863Heavy Vehicles (%) 0% 0% 1% 1% 0% 0%Turn Type Prot ProtProtected Phases 4 4 2 1 6Permitted PhasesActuated Green, G (s) 21.5 21.5 46.0 19.5 70.0Effective Green, g (s) 21.5 21.5 46.0 19.5 70.0Actuated g/C Ratio 0.22 0.22 0.46 0.20 0.70Clearance Time (s) 4.5 4.5 4.0 4.5 4.0Vehicle Extension (s) 2.0 2.0 3.0 2.0 3.0Lane Grp Cap (vph) 388 347 1631 352 2527v/s Ratio Prot 0.09 c0.29 0.34 0.16 c0.52v/s Ratio Permv/c Ratio 0.42 1.35 0.74 0.82 0.74Uniform Delay, d1 33.9 39.2 22.2 38.6 9.3Progression Factor 1.00 1.00 1.00 0.86 0.61Incremental Delay, d2 0.3 176.7 3.1 5.4 0.7Delay (s) 34.1 215.9 25.3 38.7 6.4Level of Service C F C D AApproach Delay (s) 183.3 25.3 10.7Approach LOS F C B


Queues 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour




Queues 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour





Peak Season Capacity Analysis Peak Seasonal Trip Generation &

Distribution

Peak Seasonal Capacity Analysis Tables

Peak Seasonal Capacity Analysis

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ffic

tha

t co

uld

be g

ener

ated

by

exis

ting

spac

es n

ot u

sed

for

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ical

ope

ratio

ns”

2 T

ypic

al o

pera

tions

incl

ude

the

effe

ct o

f th

e fo

llow

ing:

a

Tra

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tha

t co

uld

be g

ener

ated

by

exis

ting

spac

es n

ot u

sed

for

“typ

ical

ope

ratio

ns”

b

Tra

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tha

t co

uld

be g

ener

ated

by

the

build

ing

to b

e co

nstr

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6 V

DG

3 S

easo

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gen

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cons

truc

ted

at 6

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gen

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(3

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F (

3 bl

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412

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der

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spac

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25%

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that

con

trib

ute

to a

dditi

onal

, un

perm

itted

tra

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impa

cts

292

75%

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ncre

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in p

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uppl

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plo

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aces

EX

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Tra

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ts in

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201

3 ("

Typ

ical

con

dtio

ns")

cor

resp

onds

to:

1,40

0

Pea

k pa

rkin

g ac

cum

ulat

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(fro

m h

ourly

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rts)

:1,

236

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ondi

tions

" (i.

e., n

on-s

easo

nal p

eak

times

)

Sup

ply

need

ed fo

r pe

ak a

ccum

mul

atio

n (5

% c

ushi

on fa

ctor

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298

Exc

ess

supp

ly o

n th

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the

coun

ts98

ITE

Em

ploy

ee c

ount

for

spac

es in

E5

1,48

3

ITE

's o

vere

stim

atio

n of

em

ploy

ee c

ount

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typi

cal c

ondi

tions

1.06

Exi

stin

g pa

rkin

g de

man

d ra

tio (

empl

ouee

bas

ed)

0.88

spac

es/e

mpl

oyee

PR

OP

OS

ED

Fin

al P

arki

ng P

ropo

sed

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ldgs

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29S

uppl

y

Ass

ume

5% c

ushi

on fa

ctor

to d

evel

op m

ax d

eman

d20

23M

axim

um p

arki

ng d

eman

d

ITE

Em

ploy

ee c

ount

for

spac

es in

E18

2,42

0

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uste

d em

ploy

ee c

ount

2,28

4

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ease

d em

ploy

ee c

ount

in th

e fu

ture

884

Typ

ical

em

ploy

ees

at V

DG

6 +

add

ition

al e

mpl

oyee

s on

cam

pus

durin

g pe

ak p

arki

ng d

eman

d

Say

900

Project N

ame:

Ora

cle

- se

ason

al p

eak

trip

gen

No:

Date:

8/15

/201

3

City:

State/Province:

Zip/Po

stal Cod

e:Co

untry:

Client Nam

e:An

alyst's

Nam

e:V

KK

Edition

:9t

h

Land

Use

Size

Entry

Exit

Entry

Exit

Entry

Exit

750 ‐ O

ffice Pa

rk ‐ 2

1400

Em

ploy

ees

2461

2460

577

5083

468

Red

uctio

n0

00

00

0

Inte

rnal

00

00

00

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s-by

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00

00

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-pas

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2461

2460

577

5083

468

750 ‐ O

ffice Pa

rk ‐ 3

2300

Em

ploy

ees

4186

4185

866

7512

772

2

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uctio

n0

00

00

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00

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4186

4185

866

7512

772

2

Trip

gen

for

seas

onal

pea

k op

s:17

2517

2528

925

4425

4

Project Information

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ayWeekd

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Table A-2 Signalized Intersection Capacity Analysis Summary with Mitigation



Weekday Morning

Van De Graaff Drive EB L/T/R 0.21 33 C 16 30 0.28 33 C 22 36 0.62 51 D 25 40 0.62 52 D 25 40 Wayside Road WB L/T >1.20 >120 F ~697 #959 >1.20 >120 F ~944 #1224 - - - - - - - - - - WB R 0.27 15 B 22 80 0.31 16 B 40 107 - - - - - - - - - - WB L/T/R - - - - - - - - - - 0.95 38 D ~435 #515 1.00 50 D ~424 #562 South Bedford Street NB L 0.69 34 C 103 #209 0.87 51 D 138 #289 0.55 27 C 76 141 0.86 50 D 139 #275 NB T/R 0.94 55 D 290 #510 0.94 53 D 290 #510 0.91 48 D 289 #472 0.90 47 D 289 #472

SB L 0.48 20 C 28 55 0.48 20 C 28 55 0.52 21 C 28 55 0.52 21 C 28 55 SB T/R 0.51 20 B 133 216 0.52 20 B 138 225 0.52 20 B 134 219 0.53 20 B 141 227 OVERALL 1.10 76 E >1.20 >120 F 0.92 36 D 0.94 44 D

Weekday Evening

Van De Graaff Drive EB L/T/R >1.20 >120 F ~687 #676 >1.20 >120 F ~951 #910 >1.20 >120 F ~661 #646 >1.20 >120 F ~645 #631 Wayside Road WB L/T >1.20 >120 F ~187 #356 >1.20 >120 F ~260 #438 - - - - - - - - - - WB R 0.10 26 C 0 44 0.10 26 C 0 44 - - - - - - - - - - WB L/T/R - - - - - - - - - - 0.35 26 C 66 104 0.90dl 25 C 81 120 South Bedford Street NB L 0.05 27 C 7 22 0.10 27 C 13 36 0.3 27 C 3 13 0.13 29 C 13 34 NB T/R 1.07 98 F ~618 #875 1.07 98 F ~618 #875 1.09 104 F ~627 #803 1.11 114 F ~640 #816

SB L 0.90 68 E 169 257 0.90 68 E 169 257 1.14 >120 F ~209 #379 >1.20 >120 F ~221 #392 SB T/R 0.67 25 C 384 511 0.66 25 C 378 504 0.71 30 C 413 551 0.73 32 C 427 570 OVERALL 1.18 >120 F >1.20 >120 F 1.13 107 F 1.15 103 F


Weekday Morning

Wayside Road EB L 0.16 38 D 41 67 0.18 38 D 46 74 0.18 39 D 44 72 0.17 38 D 44 72

EB T/R 0.20 38 D 49 96 0.20 38 D 49 96 0.21 40 D 49 96 0.20 38 D 49 96 Wall Street WB L 0.26 55 D 26 60 0.26 56 E 26 60 0.26 56 E 26 60 0.26 56 E 26 60

WB T 0.61 63 E 65 #122 0.61 64 E 65 #122 0.62 65 E 65 #122 0.62 65 E 65 #122 WB R 0.07 1 A 0 0 0.07 1 A 0 0 0.07 1 A 0 0 0.07 1 A 0 0

Cambridge Street NB L 0.72 67 E 102 #170 0.72 68 E 102 #170 0.73 69 E 102 #170 0.73 69 E 102 #170

NB T 0.77 46 D 302 340 0.78 47 D 302 340 0.73 44 D 302 340 0.77 47 D 302 340 NB R 0.11 27 C 4 21 0.11 27 C 4 21 0.11 26 C 4 21 0.11 27 C 4 21 SB L 1.16 >120 F ~420 #626 1.17 >120 F ~420 #626 1.18 >120 F ~420 #626 1.18 >120 F ~420 #626 SB T 0.55 30 C 257 321 0.56 30 C 257 321 0.53 29 C 257 321 0.55 30 C 257 321 SB R 0.71 16 B 124 166 0.83 21 C 182 264 0.79 19 B 161 215 0.83 20 C 182 264 OVERALL 0.85 42 D 0.89 43 D 0.81 42 D 0.83 43 D

Table A-2 Signalized Intersection Capacity Analysis Summary with Mitigation (Continued)



Weekday Evening

Wayside Road EB L >1.20 >120 F ~680 #775 >1.20 >120 F ~820 #912 >1.20 >120 F ~755 #849 >1.20 >120 F ~755 #849

EB T/R 0.23 38 D 33 96 0.23 38 D 33 96 0.23 39 D 33 96 0.23 39 D 33 96

Wall Street WB L 0.78 80 E 87 #130 0.78 80 E 87 #130 0.78 81 F 87 #130 0.78 81 F 87 #130

WB T 0.42 57 E 48 77 0.42 57 E 48 77 0.42 57 E 48 77 0.42 57 E 48 77

WB R 0.29 1 A 0 0 0.29 1 A 0 0 0.29 1 A 0 0 0.29 1 A 0 0

NB L 0.79 76 E 107 #209 0.79 76 E 107 #209 0.79 77 E 107 #209 0.79 77 E 107 #209

NB T 0.73 37 D 343 455 0.73 37 D 343 455 0.73 38 D 343 455 0.73 38 D 343 455

NB R 0.04 20 C 3 16 0.04 20 C 3 16 0.04 20 C 3 16 0.04 20 C 3 16

SB L 0.67 59 E 119 182 0.67 59 E 119 182 0.67 60 E 119 182 0.67 60 E 119 182

SB T 0.68 33 C 337 413 0.68 33 C 337 413 0.67 33 C 337 413 0.67 33 C 337 413

SB R 0.10 9 A 0 7 0.11 9 A 0 7 0.11 9 A 0 7 0.11 9 A 0 7 OVERALL 0.95 86 F 1.01 114 F 0.98 102 F 0.98 102 F


Weekday Morning

Wheeler Road WB L 0.67 39 D 70 108 0.55 33 C 69 108 0.77 51 D 72 #126 0.68 41 D 70 109

WB R 0.21 32 C 5 44 0.22 30 C 0 38 0.22 33 C 0 40 0.22 32 C 0 39

Middlesex Turnpike NB T/R 1.13 92 F ~540 #691 >1.20 >120 F ~563 #700 1.10 77 E ~524 #661 1.14 93 F ~550 #687

SB L 1.07 60 E ~230 m#213 1.07 60 E ~230 m#213 >1.20 >120 F ~305 m#271 1.07 59 E ~229 m#210

SB T 0.54 3 A 75 m75 0.56 4 A 75 m75 0.53 3 A 64 m61 0.54 3 A 68 m69

OVERALL 1.04 51 D 1.05 67 E 1.10 55 D 1.05 51 D

Weekday Evening

Wheeler Road WB L 0.56 41 D 94 161 0.60 42 D 101 170 0.43 34 C 93 157 0.43 34 C 93 157

WB R >1.20 >120 F ~303 #524 >1.20 >120 F ~348 #571 >1.20 >120 F ~442 #674 >1.20 >120 F ~442 #674

Middlesex Turnpike NB T/R 0.67 20 C 289 363 0.67 20 C 289 363 0.74 25 C 323 405 0.74 25 C 323 405

SB L 0.78 33 C 177 m195 0.78 33 C 177 m195 0.90 45 D 205 m222 0.82 39 D 182 m199

SB T 0.68 3 A 86 m106 0.68 3 A 86 m106 0.74 7 A 161 m174 0.74 6 A 156 m171

OVERALL 0.85 51 D 0.87 61 E 0.96 62 E 0.91 61 E

Table A-2 Signalized Intersection Capacity Analysis Summary with Mitigation (Continued)



Weekday Morning

Wheeler Road EB L 0.64 48 D 28 31 0.64 48 D 28 31 0.64 48 D 28 31 0.64 48 D 28 31

EB T/R 0.42 37 D 16 18 0.42 37 D 16 18 0.42 37 D 16 18 0.42 37 D 16 18

I-95 Northbound Off-Ramp WB L 0.92 58 E 168 #327 0.92 58 E 168 #327 1.01 82 F ~192 #369 0.92 58 E 168 #327

WB L/T 0.91 57 E 174 #335 0.91 57 E 174 #335 0.99 77 E 193 #372 0.91 57 E 174 #335

WB R 0.59 2 A 0 0 0.59 2 A 0 0 0.59 2 A 0 0 0.59 2 A 0 0

Middlesex Turnpike NB L 0.81 51 D ~68 m#68 0.81 50 D ~68 m#68 0.81 50 D ~69 m#67 0.81 51 D ~69 m#67

NB T 0.79 7 A 57 m61 0.79 7 A 58 m57 0.79 11 B 80 m82 0.79 9 A 66 m68

NB R 0.17 3 A 0 m0 0.17 3 A 0 m0 0.17 7 A 3 m3 0.17 4 A 0 m0

SB L 0.93 66 E ~103 m#163 0.93 66 E ~103 m#163 0.93 66 E ~103 m#163 0.93 66 E ~103 m#163

SB T/R 1.15 91 F ~345 m#608 1.15 91 F ~345 m#608 1.15 91 F ~350 m#612 1.15 91 F ~345 m#608

Overall 0.95 40 D 0.95 40 D 0.97 44 D 0.95 40 D

Weekday Evening

Wheeler Road EB L >1.20 >120 F ~341 #477 >1.20 >120 F ~341 #477 >1.20 >120 F ~341 #477 >1.20 >120 F ~341 #477

EB T/R >1.20 >120 F ~275 #411 >1.20 >120 F ~275 #411 >1.20 >120 F ~275 #411 >1.20 >120 F ~275 #411

I-95 Northbound Off-Ramp WB L 0.91 75 E 148 #293 0.91 75 E 148 #293 0.95 88 F 156 #314 0.91 75 E 148 #293

WB L/T 0.91 75 E 150 #296 0.91 75 E 150 #296 0.95 85 F 157 #313 0.91 75 E 150 #296

WB R 0.44 1 A 0 0 0.44 1 A 0 0 0.44 1 A 0 0 0.44 1 A 0 0

Middlesex Turnpike NB L 0.45 60 E 19 m25 0.45 59 E 20 m25 0.45 57 E 20 m22 0.45 57 E 20 m22

NB T 0.90 28 C 196 m240 0.92 29 C 202 m243 0.98 33 C 229 m282 0.98 33 C 229 m282

NB R 0.15 23 C 1 m30 0.15 23 C 1 m28 0.15 23 C 1 m19 0.15 23 C 1 m19

SB L 1.01 66 E ~282 #396 1.01 66 E ~282 #396 1.01 66 E ~282 #396 1.01 66 E ~282 #396

SB T/R 0.94 29 C 237 #360 0.94 29 C 237 #360 0.94 29 C 237 #360 0.94 29 C 237 #360 OVERALL 1.04 55 E 1.00 55 E 1.03 57 E 1.02 56 E


Table A-2 Signalized Intersection Capacity Analysis Summary with Mitigation (Continued)Table A-2 Unsignalized Intersection Capacity Analysis Summary with Mitigation



Weekday Morning I-95 Southbound Off-Ramp WB L 0.89 41 D 189 #288 0.89 41 D 189 #288 0.89 41 D 189 #288 0.89 41 D 189 #288

WB R 0.50 1 A 0 0 0.50 1 A 0 0 0.50 1 A 0 0 0.50 1 A 0 0

Middlesex Turnpike NB T 1.01 34 C ~368 m#521 1.01 35 C ~368 m#521 1.01 34 C ~428 m#519 1.01 34 C ~368 m#521

NB R 0.28 1 A 0 m0 0.28 1 A 0 m0 0.28 1 A 0 m0 0.28 1 A 0 m0

SB L 0.62 34 C 74 106 0.62 34 C 74 106 0.62 34 C 74 106 0.62 34 C 74 106

SB T 0.60 10 B 179 214 0.60 10 B 179 214 0.60 10 B 180 214 0.60 10 B 179 214

OVERALL 0.93 22 C 0.93 22 C 0.93 22 C 0.93 22 C

Weekday Evening I-95 Southbound Off-Ramp WB L 0.60 43 D 87 126 0.60 43 D 87 126 0.60 43 D 87 126 0.60 43 D 87 126

WB R 0.23 1 A 0 0 0.23 1 A 0 0 0.23 1 A 0 0 0.23 1 A 0 0

Middlesex Turnpike NB T 0.82 20 B 434 m459 0.82 19 B 435 m460 0.82 19 B 436 m455 0.82 19 B 435 m455

NB R 0.48 1 A 7 m0 0.50 1 A 15 m12 0.55 1 A 42 m47 0.55 1 A 42 m47

SB L 0.86 38 D 290 377 0.86 38 D 290 377 0.86 38 D 290 377 0.86 38 D 290 377

SB T 0.77 7 A 302 451 0.77 7 A 302 451 0.77 7 A 302 451 0.77 7 A 302 451

OVERALL 0.78 15 B 0.78 15 B 0.79 15 B 0.79 15 B v/c = volume to capacity ratio delay = average intersection delay, measured in seconds LOS = level-of-service 50th and 95th percentile queues measured in feet

Table A-3 Unsignalized Intersection Capacity Analysis Summary with Mitigation

2018 No Build 2018 Build 2018 Build with Mitigation – Full Access Driveway 2018 Build with Mitigation - Exit Only Driveway Movement v/c Delay LOS 95th Queue v/c Delay LOS 95th Queue v/c Delay LOS 95th Queue v/c Delay LOS 95th Queue


Weekday Morning

Blanchard Road EB EB L/R >1.20 >120 F 816 >1.20 >120 F 942 >1.20 >120 F 658 >1.20 >120 F 941

Weekday Evening

Blanchard Road EB EB L/R >1.20 >120 F Err >1.20 >120 F Err >1.20 >120 F Err >1.20 >120 F Err


Weekday Morning

Muller Road NB L/R 0.21 11 B 20 0.31 14 B 32 0.34 15 B 37 0.31 14 B 32

Weekday Evening

Muller Road NB L/R 0.35 16 C 39 0.58 32 D 85 0.67 43 E 109 0.64 39 E 101

Blanchard Road at Oracle Driveway

Weekday Morning

Muller Road SB L/R - - - - - - - - 0.05 14 B 4 0.04 12 B 3

Weekday Evening

Muller Road SB L/R - - - - - - - - 0.72 40 E 130 0.69 37 E 122 v/c = volume to capacity ratio m queue is metered by an upstream signal delay = average intersection delay, measured in seconds # 95th percentile volume exceeds capacity, queue may be longer LOS = level-of-service ~ Volume exceeds capacity; queue cannot be calculated accurately 95th percentile queues measured in feet

Queues 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 Peak Build Weekday Morning Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\Peak Seasonal Analysis\BAM.syn Synchro 7 - ReportVHB-AA Page 1




HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 Peak Build Weekday Morning Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 15 50 15 200 870 330 255 435 95 80 185 200Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -6% 4% 0% 0%Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.97 1.00 0.85 1.00 0.97 1.00 0.92Flt Protected 0.99 0.99 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 3227 1827 1567 1736 1778 1719 1669Flt Permitted 0.58 0.68 1.00 0.51 1.00 0.12 1.00Satd. Flow (perm) 1902 1262 1567 938 1778 213 1669Peak-hour factor, PHF 0.74 0.74 0.74 0.97 0.97 0.97 0.98 0.98 0.98 0.92 0.92 0.92Adj. Flow (vph) 20 68 20 206 897 340 260 444 97 87 201 217RTOR Reduction (vph) 0 17 0 0 0 121 0 8 0 0 39 0Lane Group Flow (vph) 0 91 0 0 1103 219 260 533 0 87 379 0Heavy Vehicles (%) 11% 11% 11% 1% 1% 1% 4% 4% 4% 5% 5% 5%Turn Type Perm pm+pt Perm Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 4 2 6Actuated Green, G (s) 15.4 41.4 41.4 29.0 29.0 39.3 39.3Effective Green, g (s) 15.4 41.4 41.4 29.0 29.0 39.3 39.3Actuated g/C Ratio 0.17 0.46 0.46 0.32 0.32 0.43 0.43Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 1.0 3.0Lane Grp Cap (vph) 323 707 715 300 568 180 723v/s Ratio Prot c0.36 c0.30 0.03 c0.23v/s Ratio Perm 0.05 c0.35 0.14 0.28 0.18v/c Ratio 0.28 1.56 0.31 0.87 0.94 0.48 0.52Uniform Delay, d1 32.8 24.7 15.6 29.0 30.0 19.6 18.8Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.5 259.0 0.2 22.1 23.2 0.7 0.7Delay (s) 33.3 283.6 15.8 51.1 53.2 20.3 19.5Level of Service C F B D D C BApproach Delay (s) 33.3 220.5 52.5 19.7Approach LOS C F D B

Intersection SummaryHCM Average Control Delay 130.8 HCM Level of Service FHCM Volume to Capacity ratio 1.25Actuated Cycle Length (s) 90.7 Sum of lost time (s) 15.0Intersection Capacity Utilization 112.1% ICU Level of Service HAnalysis Period (min) 15c Critical Lane Group

Queues 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 Peak Build Weekday Morning Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 Peak Build Weekday Morning Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 125 55 30 30 75 95 105 635 120 410 750 1555Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -8% 0% 0% 0%Total Lost time (s) 5.5 5.5 6.0 6.0 4.0 5.0 6.5 6.5 6.5 6.5 6.5Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.88Frt 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3311 1701 1719 1810 1538 1752 3505 1568 1770 3539 2787Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3311 1701 1719 1810 1538 1752 3505 1568 1770 3539 2787Peak-hour factor, PHF 0.89 0.89 0.89 0.92 0.92 0.92 0.83 0.83 0.83 0.95 0.95 0.95Adj. Flow (vph) 140 62 34 33 82 103 127 765 145 432 789 1637RTOR Reduction (vph) 0 16 0 0 0 0 0 0 83 0 0 154Lane Group Flow (vph) 140 80 0 33 82 103 127 765 62 432 789 1483Heavy Vehicles (%) 10% 10% 10% 5% 5% 5% 3% 3% 3% 2% 2% 2%Turn Type Split Split Free Prot pt+ov Prot pt+ovProtected Phases 4 4 8 8 1 6 6 8 5 2 2 4Permitted Phases FreeActuated Green, G (s) 30.0 30.0 9.2 9.2 124.7 12.5 35.0 44.2 26.0 50.0 80.0Effective Green, g (s) 30.0 30.0 9.2 9.2 124.7 12.5 35.0 44.2 26.0 50.0 80.0Actuated g/C Ratio 0.24 0.24 0.07 0.07 1.00 0.10 0.28 0.35 0.21 0.40 0.64Clearance Time (s) 5.5 5.5 6.0 6.0 5.0 6.5 6.5 6.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 797 409 127 134 1538 176 984 556 369 1419 1788v/s Ratio Prot 0.04 0.05 0.02 c0.05 0.07 c0.22 0.04 c0.24 0.22 c0.53v/s Ratio Perm 0.07v/c Ratio 0.18 0.20 0.26 0.61 0.07 0.72 0.78 0.11 1.17 0.56 0.83Uniform Delay, d1 37.5 37.7 54.5 56.0 0.0 54.4 41.3 27.1 49.4 28.8 17.1Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.1 0.2 1.1 8.0 0.1 13.6 6.0 0.1 102.0 1.6 3.3Delay (s) 37.7 38.0 55.6 64.0 0.1 68.0 47.3 27.1 151.4 30.4 20.5Level of Service D D E E A E D C F C CApproach Delay (s) 37.8 32.5 47.0 43.0Approach LOS D C D D


HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA3: Blanchard Road & South Bedford Street 2018 Peak Build Weekday Morning Peak Hour





HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA4: Blanchard Road & Muller Road 2018 Peak Build Weekday Morning Peak Hour





Queues 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Peak Build Weekday Morning Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\Peak Seasonal Analysis\Middlesex_Turnpike_BAM.syn Synchro 7 - ReportVHB-AA Page 1




HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Peak Build Weekday Morning Peak Hour


Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsVolume (vph) 115 265 1520 90 380 1245Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 1.00 0.95 1.00 0.95Frt 1.00 0.85 0.99 1.00 1.00Flt Protected 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1770 1583 3509 1719 3438Flt Permitted 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1770 1583 3509 1719 3438Peak-hour factor, PHF 0.78 0.78 0.94 0.94 0.92 0.92Adj. Flow (vph) 147 340 1617 96 413 1353RTOR Reduction (vph) 0 289 5 0 0 0Lane Group Flow (vph) 147 51 1708 0 413 1353Heavy Vehicles (%) 2% 2% 2% 2% 5% 5%Turn Type Prot ProtProtected Phases 4 4 2 1 6Permitted PhasesActuated Green, G (s) 12.0 12.0 32.0 18.0 56.0Effective Green, g (s) 12.0 12.0 32.0 18.0 56.0Actuated g/C Ratio 0.15 0.15 0.40 0.22 0.70Clearance Time (s) 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 2.0 2.0 3.0 2.0 3.0Lane Grp Cap (vph) 266 237 1404 387 2407v/s Ratio Prot c0.08 0.03 c0.49 c0.24 0.39v/s Ratio Permv/c Ratio 0.55 0.22 1.22 1.07 0.56Uniform Delay, d1 31.5 29.9 24.0 31.0 5.9Progression Factor 1.00 1.00 1.00 0.77 0.62Incremental Delay, d2 1.4 0.2 104.1 35.8 0.1Delay (s) 32.9 30.0 128.1 59.8 3.8Level of Service C C F E AApproach Delay (s) 30.9 128.1 16.9Approach LOS C F B

Intersection SummaryHCM Average Control Delay 66.6 HCM Level of Service EHCM Volume to Capacity ratio 1.05Actuated Cycle Length (s) 80.0 Sum of lost time (s) 18.0Intersection Capacity Utilization 87.3% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group

Queues 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Peak Build Weekday Morning Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Peak Build Weekday Morning Peak Hour




Queues 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 Peak Build Weekday Morning Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 Peak Build Weekday Morning Peak Hour




Queues 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 Peak Build Weekday Evening Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\Peak Seasonal Analysis\BPM.syn Synchro 7 - ReportVHB-AA Page 1

Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBTLane ConfigurationsVolume (vph) 185 645 165 75 140 20 315 235 555Lane Group Flow (vph) 0 1449 0 263 154 23 680 264 652Turn Type Perm pm+pt Perm Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 4 2 6Detector Phase 8 8 7 7 4 4 2 2 1 6Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 10.0 10.0 6.0 10.0Minimum Split (s) 11.0 11.0 11.0 11.0 11.0 21.0 21.0 11.0 15.0Total Split (s) 40.0 40.0 15.0 55.0 55.0 45.0 45.0 30.0 75.0Total Split (%) 30.8% 30.8% 11.5% 42.3% 42.3% 34.6% 34.6% 23.1% 57.7%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lead/Lag Lag Lag Lead Lag Lag LeadLead-Lag Optimize? Yes Yes Yes Yes Yes YesRecall Mode None None None None None Min Min None Maxv/c Ratio 1.76 1.44 0.22 0.10 1.07 0.90 0.66Control Delay 378.4 253.6 4.7 31.8 93.2 67.1 25.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 378.4 253.6 4.7 31.8 93.2 67.1 25.4Queue Length 50th (ft) ~951 ~260 0 13 ~618 169 378Queue Length 95th (ft) #910 #438 44 36 #875 257 504Internal Link Dist (ft) 906 1248 783 357Turn Bay Length (ft)Base Capacity (vph) 821 183 692 238 637 385 989Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 1.76 1.44 0.22 0.10 1.07 0.69 0.66



HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 Peak Build Weekday Evening Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 185 645 315 165 75 140 20 315 270 235 555 25Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -6% 4% 0% 0%Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.96 1.00 0.85 1.00 0.93 1.00 0.99Flt Protected 0.99 0.97 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 3501 1765 1552 1719 1684 1752 1833Flt Permitted 0.83 0.08 1.00 0.36 1.00 0.08 1.00Satd. Flow (perm) 2937 154 1552 650 1684 141 1833Peak-hour factor, PHF 0.79 0.79 0.79 0.91 0.91 0.91 0.86 0.86 0.86 0.89 0.89 0.89Adj. Flow (vph) 234 816 399 181 82 154 23 366 314 264 624 28RTOR Reduction (vph) 0 31 0 0 0 95 0 22 0 0 1 0Lane Group Flow (vph) 0 1418 0 0 263 59 23 658 0 264 651 0Heavy Vehicles (%) 1% 1% 1% 2% 2% 2% 5% 5% 5% 3% 3% 3%Turn Type Perm pm+pt Perm Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 4 2 6Actuated Green, G (s) 35.0 50.0 50.0 47.5 47.5 70.0 70.0Effective Green, g (s) 35.0 50.0 50.0 47.5 47.5 70.0 70.0Actuated g/C Ratio 0.27 0.38 0.38 0.37 0.37 0.54 0.54Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 1.0 3.0Lane Grp Cap (vph) 791 183 597 238 615 293 987v/s Ratio Prot c0.11 c0.39 c0.12 0.35v/s Ratio Perm c0.48 0.44 0.04 0.04 0.37v/c Ratio 1.79 1.44 0.10 0.10 1.07 0.90 0.66Uniform Delay, d1 47.5 40.0 25.6 27.1 41.2 40.2 21.5Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 361.9 225.0 0.1 0.2 56.7 28.1 3.4Delay (s) 409.4 265.0 25.7 27.3 97.9 68.3 24.9Level of Service F F C C F E CApproach Delay (s) 409.4 176.6 95.6 37.4Approach LOS F F F D

Intersection SummaryHCM Average Control Delay 220.5 HCM Level of Service FHCM Volume to Capacity ratio 1.31Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.0Intersection Capacity Utilization 109.1% ICU Level of Service HAnalysis Period (min) 15c Critical Lane Group

Queues 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 Peak Build Weekday Evening Peak Hour


Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 1195 35 80 45 340 125 875 45 140 900 295Lane Group Flow (vph) 1374 235 108 61 459 133 931 48 151 968 317Turn Type Split Split Free Prot pt+ov Prot pt+ovProtected Phases 4 4 8 8 1 6 6 8 5 2 2 4Permitted Phases FreeDetector Phase 4 4 8 8 1 6 6 8 5 2 2 4Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 12.0 6.0 12.0Minimum Split (s) 28.5 28.5 12.0 12.0 11.0 28.5 12.5 22.5Total Split (s) 35.5 35.5 16.0 16.0 0.0 17.5 41.5 57.5 32.5 56.5 92.0Total Split (%) 28.3% 28.3% 12.7% 12.7% 0.0% 13.9% 33.1% 45.8% 25.9% 45.0% 73.3%Yellow Time (s) 4.0 4.0 3.0 3.0 4.0 4.0 4.0 4.0All-Red Time (s) 1.5 1.5 3.0 3.0 1.0 2.5 2.5 2.5Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.5 5.5 6.0 6.0 4.0 5.0 6.5 6.5 6.5 6.5 6.5Lead/Lag Lag Lag Lead LeadLead-Lag Optimize? Yes Yes Yes YesRecall Mode None None None None None Min None Maxv/c Ratio 1.58 0.43 0.78 0.41 0.29 0.79 0.74 0.07 0.67 0.68 0.17Control Delay 300.8 12.8 90.6 64.0 0.5 85.6 39.9 5.4 65.8 33.7 0.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 300.8 12.8 90.6 64.0 0.5 85.6 39.9 5.4 65.8 33.7 0.7Queue Length 50th (ft) ~820 33 87 48 0 107 343 3 119 337 0Queue Length 95th (ft) #912 96 #130 77 0 #209 455 16 182 413 7Internal Link Dist (ft) 1248 678 846 487Turn Bay Length (ft) 125 225 175 225 225Base Capacity (vph) 868 552 143 151 1599 177 1266 707 373 1434 1900Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 1.58 0.43 0.76 0.40 0.29 0.75 0.74 0.07 0.40 0.68 0.17



HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 Peak Build Weekday Evening Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 1195 35 170 80 45 340 125 875 45 140 900 295Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -8% 0% 0% 0%Total Lost time (s) 5.5 5.5 6.0 6.0 4.0 5.0 6.5 6.5 6.5 6.5 6.5Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.88Frt 1.00 0.88 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3606 1713 1787 1881 1599 1770 3539 1583 1787 3574 2814Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3606 1713 1787 1881 1599 1770 3539 1583 1787 3574 2814Peak-hour factor, PHF 0.87 0.87 0.87 0.74 0.74 0.74 0.94 0.94 0.94 0.93 0.93 0.93Adj. Flow (vph) 1374 40 195 108 61 459 133 931 48 151 968 317RTOR Reduction (vph) 0 140 0 0 0 0 0 0 20 0 0 113Lane Group Flow (vph) 1374 95 0 108 61 459 133 931 28 151 968 204Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 2% 2% 2% 1% 1% 1%Turn Type Split Split Free Prot pt+ov Prot pt+ovProtected Phases 4 4 8 8 1 6 6 8 5 2 2 4Permitted Phases FreeActuated Green, G (s) 30.0 30.0 9.7 9.7 124.6 11.9 44.6 54.3 15.8 50.0 80.0Effective Green, g (s) 30.0 30.0 9.7 9.7 124.6 11.9 44.6 54.3 15.8 50.0 80.0Actuated g/C Ratio 0.24 0.24 0.08 0.08 1.00 0.10 0.36 0.44 0.13 0.40 0.64Clearance Time (s) 5.5 5.5 6.0 6.0 5.0 6.5 6.5 6.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 868 412 139 146 1599 169 1267 690 227 1434 1807v/s Ratio Prot c0.38 0.06 c0.06 0.03 0.08 c0.26 0.02 0.08 c0.27 0.07v/s Ratio Perm 0.29v/c Ratio 1.58 0.23 0.78 0.42 0.29 0.79 0.73 0.04 0.67 0.68 0.11Uniform Delay, d1 47.3 38.0 56.4 54.8 0.0 55.1 34.8 20.2 51.9 30.6 8.6Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 267.8 0.3 23.4 1.9 0.5 21.0 2.2 0.0 7.2 2.6 0.0Delay (s) 315.1 38.3 79.7 56.7 0.5 76.1 37.1 20.2 59.0 33.2 8.6Level of Service F D E E A E D C E C AApproach Delay (s) 274.7 19.6 41.0 30.5Approach LOS F B D C

Intersection SummaryHCM Average Control Delay 113.6 HCM Level of Service FHCM Volume to Capacity ratio 1.01Actuated Cycle Length (s) 124.6 Sum of lost time (s) 24.5Intersection Capacity Utilization 91.5% ICU Level of Service FAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA3: Blanchard Road & South Bedford Street 2018 Peak Build Weekday Evening Peak Hour



Direction, Lane # EB 1 NB 1 SB 1 SB 2Volume Total 587 517 650 589Volume Left 308 210 0 0Volume Right 279 0 0 589cSH 158 545 1700 1700Volume to Capacity 3.70 0.39 0.38 0.35Queue Length 95th (ft) Err 45 0 0Control Delay (s) Err 10.8 0.0 0.0Lane LOS F BApproach Delay (s) Err 10.8 0.0Approach LOS F


HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA4: Blanchard Road & Muller Road 2018 Peak Build Weekday Evening Peak Hour





Queues 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Peak Build Weekday Evening Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\Peak Seasonal Analysis\Middlesex_Turnpike_BPM.syn Synchro 7 - ReportVHB-AA Page 1




HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Peak Build Weekday Evening Peak Hour




Queues 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Peak Build Weekday Evening Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Peak Build Weekday Evening Peak Hour




Queues 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 Peak Build Weekday Evening Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 Peak Build Weekday Evening Peak Hour




Queues 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 Peak Build with Mitigation (Full Access Dwy) Weekday Morning Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\Peak Seasonal Analysis\BAM-mit.syn Synchro 7 - ReportVHB-AA Page 1

Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane ConfigurationsVolume (vph) 15 45 200 805 160 435 80 185Lane Group Flow (vph) 0 81 0 1376 163 541 87 418Turn Type Perm pm+pt Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 2 6Detector Phase 8 8 7 7 4 2 2 1 6Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 10.0 10.0 6.0 10.0Minimum Split (s) 11.0 11.0 11.0 11.0 15.0 15.0 11.0 15.0Total Split (s) 11.0 11.0 34.0 45.0 39.0 39.0 11.0 50.0Total Split (%) 11.6% 11.6% 35.8% 47.4% 41.1% 41.1% 11.6% 52.6%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lead/Lag Lag Lag Lead Lag Lag LeadLead-Lag Optimize? Yes Yes Yes Yes Yes YesRecall Mode None None None None Min Min None Minv/c Ratio 0.46 0.95 0.53 0.89 0.45 0.55Control Delay 51.5 38.7 31.6 46.3 21.8 17.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 51.5 38.7 31.6 46.3 21.8 17.4Queue Length 50th (ft) 25 ~435 76 289 28 134Queue Length 95th (ft) 40 #515 141 #472 55 219Internal Link Dist (ft) 906 1248 783 357Turn Bay Length (ft)Base Capacity (vph) 178 1453 353 697 192 893Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.46 0.95 0.46 0.78 0.45 0.47



HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 Peak Build with Mitigation (Full Access Dwy) Weekday Morning Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 15 45 0 200 805 330 160 435 95 80 185 200Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -6% 4% 0% 0%Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00Frt 1.00 0.96 1.00 0.97 1.00 0.92Flt Protected 0.99 0.99 0.95 1.00 0.95 1.00Satd. Flow (prot) 3309 3348 1736 1778 1719 1669Flt Permitted 0.78 0.66 0.50 1.00 0.11 1.00Satd. Flow (perm) 2596 2222 911 1778 207 1669Peak-hour factor, PHF 0.74 0.74 0.74 0.97 0.97 0.97 0.98 0.98 0.98 0.92 0.92 0.92Adj. Flow (vph) 20 61 0 206 830 340 163 444 97 87 201 217RTOR Reduction (vph) 0 0 0 0 31 0 0 9 0 0 44 0Lane Group Flow (vph) 0 81 0 0 1345 0 163 532 0 87 374 0Heavy Vehicles (%) 11% 11% 11% 1% 1% 1% 4% 4% 4% 5% 5% 5%Turn Type Perm pm+pt Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 2 6Actuated Green, G (s) 4.6 41.9 30.0 30.0 39.6 39.6Effective Green, g (s) 4.6 41.9 30.0 30.0 39.6 39.6Actuated g/C Ratio 0.05 0.46 0.33 0.33 0.43 0.43Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 1.0 3.0Lane Grp Cap (vph) 131 1415 299 583 166 722v/s Ratio Prot c0.34 c0.30 0.03 c0.22v/s Ratio Perm 0.03 c0.10 0.18 0.20v/c Ratio 0.62 0.95 0.55 0.91 0.52 0.52Uniform Delay, d1 42.6 23.8 25.2 29.5 19.8 19.0Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 8.4 13.8 2.0 18.7 1.4 0.6Delay (s) 51.0 37.6 27.2 48.2 21.1 19.6Level of Service D D C D C BApproach Delay (s) 51.0 37.6 43.4 19.9Approach LOS D D D B


Queues 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 Peak Build with Mitigation (Full Access Dwy) Weekday Morning Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 Peak Build with Mitigation (Full Access Dwy) Weekday Morning Peak Hour




HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA3: Blanchard Road & South Bedford Street 2018 Peak Build with Mitigation (Full Access Dwy) Weekday Morning Peak Hour





HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA4: Blanchard Road & Muller Road 2018 Peak Build with Mitigation (Full Access Dwy) Weekday Morning Peak Hour



Direction, Lane # EB 1 WB 1 NB 1Volume Total 420 419 179Volume Left 0 75 31Volume Right 11 0 148cSH 1700 1133 529Volume to Capacity 0.25 0.07 0.34Queue Length 95th (ft) 0 5 37Control Delay (s) 0.0 2.1 15.2Lane LOS A CApproach Delay (s) 0.0 2.1 15.2Approach LOS C


HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA5: Blanchard Road & Oracle Drive 2018 Peak Build with Mitigation (Full Access Dwy) Weekday Morning Peak Hour



Direction, Lane # EB 1 WB 1 SB 1Volume Total 538 424 22Volume Left 152 0 5Volume Right 0 27 16cSH 1135 1700 417Volume to Capacity 0.13 0.25 0.05Queue Length 95th (ft) 12 0 4Control Delay (s) 3.5 0.0 14.1Lane LOS A BApproach Delay (s) 3.5 0.0 14.1Approach LOS B


Queues 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Morning Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\Peak Seasonal Analysis\Middlesex_Turnpike_BAM-mit.syn Synchro 7 - ReportVHB-AA Page 1

Lane Group WBL WBR NBT SBL SBTLane ConfigurationsVolume (vph) 115 270 1520 445 1245Lane Group Flow (vph) 147 346 1713 484 1353Turn Type Prot ProtProtected Phases 4 4 2 1 6Permitted PhasesDetector Phase 4 4 2 1 6Switch PhaseMinimum Initial (s) 6.0 6.0 15.0 6.0 15.0Minimum Split (s) 12.0 12.0 21.0 12.0 21.0Total Split (s) 15.0 15.0 41.0 24.0 65.0Total Split (%) 18.8% 18.8% 51.3% 30.0% 81.3%Yellow Time (s) 3.0 3.0 4.0 4.0 4.0All-Red Time (s) 3.0 3.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0Lead/Lag Lead LagLead-Lag Optimize? Yes YesRecall Mode None None C-Max None C-Maxv/c Ratio 0.77 0.72 1.10 1.25 0.53Control Delay 62.3 14.0 78.7 140.3 2.7Queue Delay 0.0 0.0 0.0 0.0 0.4Total Delay 62.3 14.0 78.7 140.3 3.1Queue Length 50th (ft) 72 0 ~524 ~305 64Queue Length 95th (ft) #126 40 #661 m#271 m61Internal Link Dist (ft) 1531 887 393Turn Bay Length (ft) 150 300Base Capacity (vph) 199 485 1559 387 2553Starvation Cap Reductn 0 0 0 0 628Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.74 0.71 1.10 1.25 0.70



HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Morning Peak Hour


Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsVolume (vph) 115 270 1520 90 445 1245Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 1.00 0.95 1.00 0.95Frt 1.00 0.85 0.99 1.00 1.00Flt Protected 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1770 1583 3509 1719 3438Flt Permitted 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1770 1583 3509 1719 3438Peak-hour factor, PHF 0.78 0.78 0.94 0.94 0.92 0.92Adj. Flow (vph) 147 346 1617 96 484 1353RTOR Reduction (vph) 0 309 6 0 0 0Lane Group Flow (vph) 147 37 1707 0 484 1353Heavy Vehicles (%) 2% 2% 2% 2% 5% 5%Turn Type Prot ProtProtected Phases 4 4 2 1 6Permitted PhasesActuated Green, G (s) 8.6 8.6 35.4 18.0 59.4Effective Green, g (s) 8.6 8.6 35.4 18.0 59.4Actuated g/C Ratio 0.11 0.11 0.44 0.22 0.74Clearance Time (s) 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 2.0 2.0 3.0 2.0 3.0Lane Grp Cap (vph) 190 170 1553 387 2553v/s Ratio Prot c0.08 0.02 c0.49 c0.28 0.39v/s Ratio Permv/c Ratio 0.77 0.22 1.10 1.25 0.53Uniform Delay, d1 34.8 32.6 22.3 31.0 4.4Progression Factor 1.00 1.00 1.00 0.75 0.58Incremental Delay, d2 16.2 0.2 55.1 114.8 0.1Delay (s) 51.0 32.9 77.4 138.1 2.6Level of Service D C E F AApproach Delay (s) 38.3 77.4 38.3Approach LOS D E D


Queues 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Morning Peak Hour


Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBTLane ConfigurationsVolume (vph) 25 15 465 230 1015 110 1435 285 250 1240Lane Group Flow (vph) 57 68 358 366 1057 118 1543 306 320 1587Turn Type Split Split Free Prot Perm ProtProtected Phases 4 4 3 3 5 2 1 6Permitted Phases Free 2Detector Phase 4 4 3 3 5 2 2 1 6Switch PhaseMinimum Initial (s) 5.0 5.0 6.0 6.0 4.0 10.0 10.0 5.0 10.0Minimum Split (s) 11.0 11.0 12.0 12.0 10.0 21.0 21.0 11.0 21.0Total Split (s) 11.0 11.0 21.0 21.0 0.0 10.0 37.0 37.0 11.0 38.0Total Split (%) 13.8% 13.8% 26.3% 26.3% 0.0% 12.5% 46.3% 46.3% 13.8% 47.5%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 0.0 -1.0 -1.0 0.0 -1.0 -1.0Total Lost Time (s) 5.0 5.0 5.0 5.0 4.0 5.0 5.0 6.0 5.0 5.0Lead/Lag Lag Lag Lead Lead Lead Lag Lag Lead LagLead-Lag Optimize? YesRecall Mode None None None None None C-Max C-Max None C-Maxv/c Ratio 0.54 0.50 1.01 1.00 0.59 0.81 0.76 0.35 0.93 1.11Control Delay 55.8 35.0 84.7 81.2 1.5 55.0 10.1 1.0 72.5 77.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 55.8 35.0 84.7 81.2 1.5 55.0 10.1 1.0 72.5 77.6Queue Length 50th (ft) 28 16 ~192 193 0 ~69 80 3 ~103 ~350Queue Length 95th (ft) 31 18 #369 #372 0 m#67 m82 m3 m#163 m#612Internal Link Dist (ft) 342 451 393 977Turn Bay Length (ft) 150 250 85 275 230Base Capacity (vph) 106 135 355 367 1777 146 2034 883 344 1429Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.54 0.50 1.01 1.00 0.59 0.81 0.76 0.35 0.93 1.11



HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Morning Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBRLane ConfigurationsVolume (vph) 25 15 15 465 230 1015 110 1435 285 45 250 1240 220Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 12 14 14 16 12 12 16 12 12 12 12Total Lost time (s) 5.0 5.0 5.0 5.0 4.0 5.0 5.0 6.0 5.0 5.0Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.97 0.95Frt 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98Flt Protected 0.95 1.00 0.95 0.98 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1416 1378 1776 1838 1777 1770 5085 1794 3354 3360Flt Permitted 0.95 1.00 0.95 0.98 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1416 1378 1776 1838 1777 1770 5085 1794 3354 3360Peak-hour factor, PHF 0.44 0.44 0.44 0.96 0.96 0.96 0.93 0.93 0.93 0.93 0.92 0.92 0.92Adj. Flow (vph) 57 34 34 484 240 1057 118 1543 306 48 272 1348 239RTOR Reduction (vph) 0 32 0 0 0 0 0 0 192 0 0 18 0Lane Group Flow (vph) 57 36 0 358 366 1057 118 1543 114 0 320 1569 0Heavy Vehicles (%) 19% 19% 19% 3% 3% 3% 2% 2% 2% 1% 5% 5% 5%Turn Type Split Split Free Prot Perm Prot ProtProtected Phases 4 4 3 3 5 2 1 1 6Permitted Phases Free 2Actuated Green, G (s) 4.0 4.0 15.0 15.0 80.0 5.6 29.8 29.8 7.2 31.4Effective Green, g (s) 5.0 5.0 16.0 16.0 80.0 6.6 30.8 29.8 8.2 32.4Actuated g/C Ratio 0.06 0.06 0.20 0.20 1.00 0.08 0.39 0.37 0.10 0.40Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 2.0 2.0 2.0 2.0 3.0 3.0 3.0 2.0 3.0Lane Grp Cap (vph) 89 86 355 368 1777 146 1958 668 344 1361v/s Ratio Prot 0.04 0.03 c0.20 0.20 0.07 0.30 c0.10 c0.47v/s Ratio Perm c0.59 0.06v/c Ratio 0.64 0.42 1.01 0.99 0.59 0.81 0.79 0.17 0.93 1.15Uniform Delay, d1 36.6 36.1 32.0 32.0 0.0 36.1 21.7 16.8 35.6 23.8Progression Factor 1.00 1.00 1.00 1.00 1.00 1.29 0.47 0.41 1.16 0.74Incremental Delay, d2 11.2 1.2 49.9 45.2 1.5 3.1 0.3 0.0 24.1 75.0Delay (s) 47.8 37.3 81.9 77.1 1.5 49.5 10.5 6.9 65.5 92.7Level of Service D D F E A D B A E FApproach Delay (s) 42.1 33.2 12.3 88.1Approach LOS D C B F


Queues 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Morning Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Morning Peak Hour




Queues 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\Peak Seasonal Analysis\BPM-mit.syn Synchro 7 - ReportVHB-AA Page 1

Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane ConfigurationsVolume (vph) 170 580 165 50 5 320 235 555Lane Group Flow (vph) 0 1202 0 390 6 686 264 652Turn Type Perm pm+pt Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 2 6Detector Phase 8 8 7 7 4 2 2 1 6Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 10.0 10.0 6.0 10.0Minimum Split (s) 11.0 11.0 11.0 11.0 21.0 21.0 11.0 15.0Total Split (s) 49.0 49.0 11.0 60.0 52.0 52.0 18.0 70.0Total Split (%) 37.7% 37.7% 8.5% 46.2% 40.0% 40.0% 13.8% 53.8%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lead/Lag Lag Lag Lead Lag Lag LeadLead-Lag Optimize? Yes Yes Yes Yes Yes YesRecall Mode None None None None Min Min None Maxv/c Ratio 1.25 0.41 0.03 1.08 1.14 0.71Control Delay 159.4 16.4 27.8 98.2 134.3 30.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 159.4 16.4 27.8 98.2 134.3 30.5Queue Length 50th (ft) ~661 66 3 ~627 ~209 413Queue Length 95th (ft) #646 104 13 #803 #379 551Internal Link Dist (ft) 906 1248 783 357Turn Bay Length (ft)Base Capacity (vph) 958 948 192 633 232 918Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 1.25 0.41 0.03 1.08 1.14 0.71



HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 170 580 200 165 50 140 5 320 270 235 555 25Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -6% 4% 0% 0%Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00Frt 0.97 0.94 1.00 0.93 1.00 0.99Flt Protected 0.99 0.98 0.95 1.00 0.95 1.00Satd. Flow (prot) 3534 3189 1719 1685 1752 1833Flt Permitted 0.78 0.58 0.29 1.00 0.08 1.00Satd. Flow (perm) 2778 1902 531 1685 142 1833Peak-hour factor, PHF 0.79 0.79 0.79 0.91 0.91 0.91 0.86 0.86 0.86 0.89 0.89 0.89Adj. Flow (vph) 215 734 253 181 55 154 6 372 314 264 624 28RTOR Reduction (vph) 0 19 0 0 84 0 0 24 0 0 1 0Lane Group Flow (vph) 0 1183 0 0 306 0 6 662 0 264 651 0Heavy Vehicles (%) 1% 1% 1% 2% 2% 2% 5% 5% 5% 3% 3% 3%Turn Type Perm pm+pt Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 2 6Actuated Green, G (s) 44.0 55.0 47.0 47.0 65.0 65.0Effective Green, g (s) 44.0 55.0 47.0 47.0 65.0 65.0Actuated g/C Ratio 0.34 0.42 0.36 0.36 0.50 0.50Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 1.0 3.0Lane Grp Cap (vph) 940 864 192 609 232 917v/s Ratio Prot c0.02 0.39 c0.11 0.36v/s Ratio Perm c0.43 0.13 0.01 c0.46v/c Ratio 1.26 0.35 0.03 1.09 1.14 0.71Uniform Delay, d1 43.0 25.5 26.8 41.5 40.5 25.2Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 125.2 0.3 0.1 62.6 101.3 4.6Delay (s) 168.2 25.7 26.9 104.1 141.8 29.8Level of Service F C C F F CApproach Delay (s) 168.2 25.7 103.4 62.1Approach LOS F C F E


Queues 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour




HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA3: Blanchard Road & South Bedford Street 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour





HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA4: Blanchard Road & Muller Road 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour





HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA5: Blanchard Road & Oracle Drive 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour



Direction, Lane # EB 1 WB 1 SB 1Volume Total 658 815 228Volume Left 38 0 22Volume Right 0 5 207cSH 812 1700 318Volume to Capacity 0.05 0.48 0.72Queue Length 95th (ft) 4 0 130Control Delay (s) 1.2 0.0 40.4Lane LOS A EApproach Delay (s) 1.2 0.0 40.4Approach LOS E


Queues 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\Peak Seasonal Analysis\Middlesex_Turnpike_BPM-mit.syn Synchro 7 - ReportVHB-AA Page 1




HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour


Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsVolume (vph) 155 720 1060 60 300 1770Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.0 4.5 4.0Lane Util. Factor 1.00 1.00 0.95 1.00 0.95Frt 1.00 0.85 0.99 1.00 1.00Flt Protected 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1805 1615 3546 1805 3610Flt Permitted 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1805 1615 3546 1805 3610Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.95 0.95Adj. Flow (vph) 168 783 1152 65 316 1863RTOR Reduction (vph) 0 276 4 0 0 0Lane Group Flow (vph) 168 507 1213 0 316 1863Heavy Vehicles (%) 0% 0% 1% 1% 0% 0%Turn Type Prot ProtProtected Phases 4 4 2 1 6Permitted PhasesActuated Green, G (s) 21.5 21.5 46.0 19.5 70.0Effective Green, g (s) 21.5 21.5 46.0 19.5 70.0Actuated g/C Ratio 0.22 0.22 0.46 0.20 0.70Clearance Time (s) 4.5 4.5 4.0 4.5 4.0Vehicle Extension (s) 2.0 2.0 3.0 2.0 3.0Lane Grp Cap (vph) 388 347 1631 352 2527v/s Ratio Prot 0.09 c0.31 0.34 c0.18 c0.52v/s Ratio Permv/c Ratio 0.43 1.46 0.74 0.90 0.74Uniform Delay, d1 34.0 39.2 22.2 39.3 9.3Progression Factor 1.00 1.00 1.00 0.88 0.64Incremental Delay, d2 0.3 223.4 3.1 10.2 0.7Delay (s) 34.3 262.6 25.3 44.8 6.6Level of Service C F C D AApproach Delay (s) 222.3 25.3 12.2Approach LOS F C B


Queues 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBRLane ConfigurationsVolume (vph) 335 175 140 385 40 720 30 1530 250 85 620 1535 45Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 12 14 14 16 12 12 16 12 12 12 12Total Lost time (s) 4.0 4.0 4.5 4.5 4.0 4.0 4.0 5.0 4.0 4.0Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.97 0.95Frt 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00Flt Protected 0.95 1.00 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1685 1655 1811 1832 1812 1787 5136 1812 3467 3559Flt Permitted 0.95 1.00 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1685 1655 1811 1832 1812 1787 5136 1812 3467 3559Peak-hour factor, PHF 0.84 0.84 0.84 0.91 0.91 0.91 0.95 0.95 0.95 0.93 0.96 0.96 0.96Adj. Flow (vph) 399 208 167 423 44 791 32 1611 263 91 646 1599 47RTOR Reduction (vph) 0 29 0 0 0 0 0 0 181 0 0 2 0Lane Group Flow (vph) 399 346 0 233 234 791 32 1611 82 0 737 1644 0Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%Turn Type Split Split Free Prot Perm Prot ProtProtected Phases 4 4 3 3 5 2 1 1 6Permitted Phases Free 2Actuated Green, G (s) 16.0 16.0 12.5 12.5 100.0 3.0 31.0 31.0 20.0 48.0Effective Green, g (s) 17.0 17.0 13.5 13.5 100.0 4.0 32.0 31.0 21.0 49.0Actuated g/C Ratio 0.17 0.17 0.14 0.14 1.00 0.04 0.32 0.31 0.21 0.49Clearance Time (s) 5.0 5.0 5.5 5.5 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 2.0 2.0 2.0 2.0 3.0 3.0 3.0 2.0 3.0Lane Grp Cap (vph) 286 281 244 247 1812 71 1644 562 728 1744v/s Ratio Prot c0.24 0.21 c0.13 0.13 0.02 c0.31 0.21 c0.46v/s Ratio Perm 0.44 0.04v/c Ratio 1.40 1.23 0.95 0.95 0.44 0.45 0.98 0.15 1.01 0.94Uniform Delay, d1 41.5 41.5 42.9 42.9 0.0 46.9 33.7 24.9 39.5 24.2Progression Factor 1.00 1.00 1.00 1.00 1.00 1.18 0.73 0.93 0.92 0.85Incremental Delay, d2 197.8 131.1 44.5 42.1 0.8 1.5 8.7 0.2 30.1 8.4Delay (s) 239.3 172.6 87.5 85.0 0.8 56.8 33.4 23.4 66.4 28.9Level of Service F F F F A E C C E CApproach Delay (s) 207.0 32.5 32.4 40.5Approach LOS F C C D


Queues 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour




Queues 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 Peak Build with Mitigation (Egress Only Dwy) Weekday Morning Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\Peak Seasonal Analysis\BAM-mit-1way.syn Synchro 7 - ReportVHB-AA Page 1

Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane ConfigurationsVolume (vph) 15 45 200 870 255 435 80 185Lane Group Flow (vph) 0 81 0 1443 260 541 87 418Turn Type Perm pm+pt Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 2 6Detector Phase 8 8 7 7 4 2 2 1 6Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 10.0 10.0 6.0 10.0Minimum Split (s) 11.0 11.0 11.0 11.0 15.0 15.0 11.0 15.0Total Split (s) 11.0 11.0 34.0 45.0 39.0 39.0 11.0 50.0Total Split (%) 11.6% 11.6% 35.8% 47.4% 41.1% 41.1% 11.6% 52.6%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lead/Lag Lag Lag Lead Lag Lag LeadLead-Lag Optimize? Yes Yes Yes Yes Yes YesRecall Mode None None None None Min Min None Minv/c Ratio 0.46 1.00 0.84 0.88 0.45 0.55Control Delay 51.7 49.4 52.3 45.1 21.4 18.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 51.7 49.4 52.3 45.1 21.4 18.2Queue Length 50th (ft) 25 ~424 139 289 28 141Queue Length 95th (ft) 40 #562 #275 #472 55 227Internal Link Dist (ft) 906 1248 783 357Turn Bay Length (ft)Base Capacity (vph) 177 1446 352 693 195 881Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.46 1.00 0.74 0.78 0.45 0.47



HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 Peak Build with Mitigation (Egress Only Dwy) Weekday Morning Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 15 45 0 200 870 330 255 435 95 80 185 200Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -6% 4% 0% 0%Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00Frt 1.00 0.96 1.00 0.97 1.00 0.92Flt Protected 0.99 0.99 0.95 1.00 0.95 1.00Satd. Flow (prot) 3309 3355 1736 1778 1719 1669Flt Permitted 0.78 0.66 0.50 1.00 0.12 1.00Satd. Flow (perm) 2598 2231 913 1778 213 1669Peak-hour factor, PHF 0.74 0.74 0.74 0.97 0.97 0.97 0.98 0.98 0.98 0.92 0.92 0.92Adj. Flow (vph) 20 61 0 206 897 340 260 444 97 87 201 217RTOR Reduction (vph) 0 0 0 0 29 0 0 9 0 0 36 0Lane Group Flow (vph) 0 81 0 0 1414 0 260 532 0 87 382 0Heavy Vehicles (%) 11% 11% 11% 1% 1% 1% 4% 4% 4% 5% 5% 5%Turn Type Perm pm+pt Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 2 6Actuated Green, G (s) 4.6 41.8 30.4 30.4 40.0 40.0Effective Green, g (s) 4.6 41.8 30.4 30.4 40.0 40.0Actuated g/C Ratio 0.05 0.46 0.33 0.33 0.44 0.44Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 1.0 3.0Lane Grp Cap (vph) 130 1410 302 589 168 727v/s Ratio Prot c0.35 c0.30 0.03 c0.23v/s Ratio Perm 0.03 c0.10 0.28 0.20v/c Ratio 0.62 1.00 0.86 0.90 0.52 0.53Uniform Delay, d1 42.7 25.0 28.7 29.3 19.6 19.0Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 9.0 24.7 21.3 17.2 1.1 0.7Delay (s) 51.7 49.7 50.1 46.5 20.7 19.7Level of Service D D D D C BApproach Delay (s) 51.7 49.7 47.7 19.8Approach LOS D D D B

Intersection SummaryHCM Average Control Delay 43.8 HCM Level of Service DHCM Volume to Capacity ratio 0.94Actuated Cycle Length (s) 91.8 Sum of lost time (s) 15.0Intersection Capacity Utilization 92.3% ICU Level of Service FAnalysis Period (min) 15c Critical Lane Group

Queues 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 Peak Build with Mitigation (Egress Only Dwy) Weekday Morning Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 Peak Build with Mitigation (Egress Only Dwy) Weekday Morning Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 120 55 30 30 75 95 105 635 120 410 750 1555Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -8% 0% 0% 0%Total Lost time (s) 5.5 5.5 6.0 6.0 4.0 5.0 6.5 6.5 6.5 6.5 6.5Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.88Frt 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3311 1701 1719 1810 1538 1752 3505 1568 1770 3539 2787Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3311 1701 1719 1810 1538 1752 3505 1568 1770 3539 2787Peak-hour factor, PHF 0.89 0.89 0.89 0.92 0.92 0.92 0.83 0.83 0.83 0.95 0.95 0.95Adj. Flow (vph) 135 62 34 33 82 103 127 765 145 432 789 1637RTOR Reduction (vph) 0 16 0 0 0 0 0 0 82 0 0 153Lane Group Flow (vph) 135 80 0 33 82 103 127 765 63 432 789 1484Heavy Vehicles (%) 10% 10% 10% 5% 5% 5% 3% 3% 3% 2% 2% 2%Turn Type Split Split Free Prot pt+ov Prot pt+ovProtected Phases 4 4 8 8 1 6 6 8 5 2 2 4Permitted Phases FreeActuated Green, G (s) 30.0 30.0 9.2 9.2 125.5 12.5 35.8 45.0 26.0 50.8 80.8Effective Green, g (s) 30.0 30.0 9.2 9.2 125.5 12.5 35.8 45.0 26.0 50.8 80.8Actuated g/C Ratio 0.24 0.24 0.07 0.07 1.00 0.10 0.29 0.36 0.21 0.40 0.64Clearance Time (s) 5.5 5.5 6.0 6.0 5.0 6.5 6.5 6.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 791 407 126 133 1538 175 1000 562 367 1433 1794v/s Ratio Prot 0.04 0.05 0.02 c0.05 0.07 c0.22 0.04 c0.24 0.22 c0.53v/s Ratio Perm 0.07v/c Ratio 0.17 0.20 0.26 0.62 0.07 0.73 0.77 0.11 1.18 0.55 0.83Uniform Delay, d1 37.9 38.1 54.9 56.4 0.0 54.8 41.0 26.9 49.8 28.6 17.0Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.1 0.2 1.1 8.2 0.1 13.9 5.6 0.1 104.5 1.5 3.3Delay (s) 38.0 38.4 56.1 64.7 0.1 68.7 46.6 27.0 154.3 30.1 20.3Level of Service D D E E A E D C F C CApproach Delay (s) 38.1 32.8 46.5 43.3Approach LOS D C D D


HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA3: Blanchard Road & South Bedford Street 2018 Peak Build with Mitigation (Egress Only Dwy) Weekday Morning Peak Hour





HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA4: Blanchard Road & Muller Road 2018 Peak Build with Mitigation (Egress Only Dwy) Weekday Morning Peak Hour





HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA5: Blanchard Road & Oracle Drive 2018 Peak Build with Mitigation (Egress Only Dwy) Weekday Morning Peak Hour



Direction, Lane # EB 1 WB 1 SB 1Volume Total 467 397 22Volume Left 0 0 5Volume Right 0 0 16cSH 1162 1700 521Volume to Capacity 0.00 0.23 0.04Queue Length 95th (ft) 0 0 3Control Delay (s) 0.0 0.0 12.2Lane LOS BApproach Delay (s) 0.0 0.0 12.2Approach LOS B


Queues 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Peak Build w/Mitigation (Egress Only Dwy) Weekday Morning Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\Peak Seasonal Analysis\Middlesex_Turnpike_BAM-mit-1way.syn Synchro 7 - ReportVHB-AA Page 1




HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Peak Build w/Mitigation (Egress Only Dwy) Weekday Morning Peak Hour




Queues 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Peak Build w/Mitigation (Egress Only Dwy) Weekday Morning Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Peak Build w/Mitigation (Egress Only Dwy) Weekday Morning Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBRLane ConfigurationsVolume (vph) 25 15 15 405 230 1015 110 1435 285 45 250 1235 220Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 10 10 12 14 14 16 12 12 16 12 12 12 12Total Lost time (s) 5.0 5.0 5.0 5.0 4.0 5.0 5.0 6.0 5.0 5.0Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.97 0.95Frt 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98Flt Protected 0.95 1.00 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1416 1378 1776 1843 1777 1770 5085 1794 3354 3360Flt Permitted 0.95 1.00 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1416 1378 1776 1843 1777 1770 5085 1794 3354 3360Peak-hour factor, PHF 0.44 0.44 0.44 0.96 0.96 0.96 0.93 0.93 0.93 0.93 0.92 0.92 0.92Adj. Flow (vph) 57 34 34 422 240 1057 118 1543 306 48 272 1342 239RTOR Reduction (vph) 0 32 0 0 0 0 0 0 192 0 0 18 0Lane Group Flow (vph) 57 36 0 325 337 1057 118 1543 114 0 320 1563 0Heavy Vehicles (%) 19% 19% 19% 3% 3% 3% 2% 2% 2% 1% 5% 5% 5%Turn Type Split Split Free Prot Perm Prot ProtProtected Phases 4 4 3 3 5 2 1 1 6Permitted Phases Free 2Actuated Green, G (s) 4.0 4.0 15.0 15.0 80.0 5.6 29.8 29.8 7.2 31.4Effective Green, g (s) 5.0 5.0 16.0 16.0 80.0 6.6 30.8 29.8 8.2 32.4Actuated g/C Ratio 0.06 0.06 0.20 0.20 1.00 0.08 0.39 0.37 0.10 0.40Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 2.0 2.0 2.0 2.0 3.0 3.0 3.0 2.0 3.0Lane Grp Cap (vph) 89 86 355 369 1777 146 1958 668 344 1361v/s Ratio Prot 0.04 0.03 c0.18 0.18 0.07 0.30 c0.10 c0.47v/s Ratio Perm c0.59 0.06v/c Ratio 0.64 0.42 0.92 0.91 0.59 0.81 0.79 0.17 0.93 1.15Uniform Delay, d1 36.6 36.1 31.3 31.3 0.0 36.1 21.7 16.8 35.6 23.8Progression Factor 1.00 1.00 1.00 1.00 1.00 1.31 0.38 0.24 1.16 0.74Incremental Delay, d2 11.2 1.2 26.9 25.9 1.5 3.1 0.3 0.0 24.1 73.2Delay (s) 47.8 37.3 58.3 57.2 1.5 50.5 8.5 4.1 65.5 90.8Level of Service D D E E A D A A E FApproach Delay (s) 42.1 23.1 10.4 86.6Approach LOS D C B F


Queues 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 Peak Build w/Mitigation (Egress Only Dwy) Weekday Morning Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 Peak Build w/Mitigation (Egress Only Dwy) Weekday Morning Peak Hour




Queues 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 Peak Build w/Mitigation (Egress Only Dwy) Weekday Evening Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\Peak Seasonal Analysis\BPM-mit-1way.syn Synchro 7 - ReportVHB-AA Page 1

Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane ConfigurationsVolume (vph) 170 580 165 75 20 320 235 555Lane Group Flow (vph) 0 1202 0 417 23 686 264 652Turn Type Perm pm+pt Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 2 6Detector Phase 8 8 7 7 4 2 2 1 6Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 10.0 10.0 6.0 10.0Minimum Split (s) 11.0 11.0 11.0 11.0 21.0 21.0 11.0 15.0Total Split (s) 51.0 51.0 11.0 62.0 51.0 51.0 17.0 68.0Total Split (%) 39.2% 39.2% 8.5% 47.7% 39.2% 39.2% 13.1% 52.3%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Lead/Lag Lag Lag Lead Lag Lag LeadLead-Lag Optimize? Yes Yes Yes Yes Yes YesRecall Mode None None None None Min Min None Maxv/c Ratio 1.21 0.90dl 0.13 1.11 1.21 0.73Control Delay 141.6 18.3 31.1 107.1 161.0 32.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 141.6 18.3 31.1 107.1 161.0 32.7Queue Length 50th (ft) ~645 81 13 ~640 ~221 427Queue Length 95th (ft) #631 120 34 #816 #392 570Internal Link Dist (ft) 906 1248 783 357Turn Bay Length (ft)Base Capacity (vph) 991 939 174 619 218 890Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 1.21 0.44 0.13 1.11 1.21 0.73

Intersection SummaryCycle Length: 130Actuated Cycle Length: 130Natural Cycle: 150Control Type: Semi Act-Uncoord~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.dl Defacto Left Lane. Recode with 1 though lane as a left lane.


HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA1: Van De Graff Drive & South Bedford Street 2018 Peak Build w/Mitigation (Egress Only Dwy) Weekday Evening Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 170 580 200 165 75 140 20 320 270 235 555 25Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) -6% 4% 0% 0%Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00Frt 0.97 0.94 1.00 0.93 1.00 0.99Flt Protected 0.99 0.98 0.95 1.00 0.95 1.00Satd. Flow (prot) 3534 3207 1719 1685 1752 1833Flt Permitted 0.77 0.56 0.27 1.00 0.08 1.00Satd. Flow (perm) 2748 1847 491 1685 145 1833Peak-hour factor, PHF 0.79 0.79 0.79 0.91 0.91 0.91 0.86 0.86 0.86 0.89 0.89 0.89Adj. Flow (vph) 215 734 253 181 82 154 23 372 314 264 624 28RTOR Reduction (vph) 0 19 0 0 66 0 0 23 0 0 1 0Lane Group Flow (vph) 0 1183 0 0 351 0 23 663 0 264 651 0Heavy Vehicles (%) 1% 1% 1% 2% 2% 2% 5% 5% 5% 3% 3% 3%Turn Type Perm pm+pt Perm pm+ptProtected Phases 8 7 4 2 1 6Permitted Phases 8 4 2 6Actuated Green, G (s) 46.0 57.0 46.0 46.0 63.0 63.0Effective Green, g (s) 46.0 57.0 46.0 46.0 63.0 63.0Actuated g/C Ratio 0.35 0.44 0.35 0.35 0.48 0.48Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 1.0 3.0Lane Grp Cap (vph) 972 873 174 596 219 888v/s Ratio Prot c0.02 0.39 c0.11 0.36v/s Ratio Perm c0.43 0.16 0.05 c0.47v/c Ratio 1.22 0.90dl 0.13 1.11 1.21 0.73Uniform Delay, d1 42.0 24.9 28.5 42.0 39.6 26.8Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 107.3 0.3 0.3 71.5 127.4 5.3Delay (s) 149.3 25.2 28.8 113.5 167.0 32.1Level of Service F C C F F CApproach Delay (s) 149.3 25.2 110.8 71.0Approach LOS F C F E

Intersection SummaryHCM Average Control Delay 102.8 HCM Level of Service FHCM Volume to Capacity ratio 1.15Actuated Cycle Length (s) 130.0 Sum of lost time (s) 15.0Intersection Capacity Utilization 101.8% ICU Level of Service GAnalysis Period (min) 15dl Defacto Left Lane. Recode with 1 though lane as a left lane.c Critical Lane Group

Queues 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 Peak Build w/Mitigation (Egress Only Dwy) Weekday Evening Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA2: Wayside Road & Cambridge Street 2018 Peak Build w/Mitigation (Egress Only Dwy) Weekday Evening Peak Hour




HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA3: Blanchard Road & South Bedford Street 2018 Peak Build w/Mitigation (Egress Only Dwy) Weekday Evening Peak Hour





HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA4: Blanchard Road & Muller Road 2018 Peak Build w/Mitigation (Egress Only Dwy) Weekday Evening Peak Hour





HCM Unsignalized Intersection Capacity Analysis 09207.01 :: Oracle - Burlington, MA5: Blanchard Road & Oracle Drive 2018 Peak Build w/Mitigation (Egress Only Dwy) Weekday Evening Peak Hour



Direction, Lane # EB 1 WB 1 SB 1Volume Total 630 810 228Volume Left 0 0 22Volume Right 0 0 207cSH 1700 1700 330Volume to Capacity 0.37 0.48 0.69Queue Length 95th (ft) 0 0 122Control Delay (s) 0.0 0.0 37.2Lane LOS EApproach Delay (s) 0.0 0.0 37.2Approach LOS E


Queues 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour

\\vhb\proj\Wat-LD\09207.06\tech\Traffic\Phase3\Synchro\Peak Seasonal Analysis\Middlesex_Turnpike_BPM-mit-1way.syn Synchro 7 - ReportVHB-AA Page 1




HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA6: Wheeler Road (East) & Middlesex Turnpike 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour


Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsVolume (vph) 155 720 1060 60 275 1770Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.0 4.5 4.0Lane Util. Factor 1.00 1.00 0.95 1.00 0.95Frt 1.00 0.85 0.99 1.00 1.00Flt Protected 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1805 1615 3546 1805 3610Flt Permitted 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1805 1615 3546 1805 3610Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.95 0.95Adj. Flow (vph) 168 783 1152 65 289 1863RTOR Reduction (vph) 0 276 4 0 0 0Lane Group Flow (vph) 168 507 1213 0 289 1863Heavy Vehicles (%) 0% 0% 1% 1% 0% 0%Turn Type Prot ProtProtected Phases 4 4 2 1 6Permitted PhasesActuated Green, G (s) 21.5 21.5 46.0 19.5 70.0Effective Green, g (s) 21.5 21.5 46.0 19.5 70.0Actuated g/C Ratio 0.22 0.22 0.46 0.20 0.70Clearance Time (s) 4.5 4.5 4.0 4.5 4.0Vehicle Extension (s) 2.0 2.0 3.0 2.0 3.0Lane Grp Cap (vph) 388 347 1631 352 2527v/s Ratio Prot 0.09 c0.31 0.34 0.16 c0.52v/s Ratio Permv/c Ratio 0.43 1.46 0.74 0.82 0.74Uniform Delay, d1 34.0 39.2 22.2 38.6 9.3Progression Factor 1.00 1.00 1.00 0.86 0.61Incremental Delay, d2 0.3 223.4 3.1 5.4 0.7Delay (s) 34.3 262.6 25.3 38.7 6.4Level of Service C F C D AApproach Delay (s) 222.3 25.3 10.7Approach LOS F C B


Queues 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour





HCM Signalized Intersection Capacity Analysis 09207.01 :: Oracle-Burlington, MA7: Wheeler Road (West) & Middlesex Turnpike 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour




Queues 09207.01 :: Oracle-Burlington, MA8: I-95 SB Ramps & Middlesex Turnpike 2018 Peak Build w/Mitigation (Full Access Dwy) Weekday Evening Peak Hour





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proposed phase iii office building & parking garage ... · proposed phase iii office building...

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