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HomeMy WebLinkAboutMiscellaneous - 1018 OSGOOD STREET 8/1/2012 TRAFFIC IMPACT AND ACCESS STUDY PROPOSED DUNKIN' DONUTS NORTH ANDOVER, MASSACHUSETTS GPI 181 BALLARDVALE STREET, SUITE 202 WILMINGTON, MASSACHUSETTS 01887 (978) 570-2999 � y PREPARED FOR: _ v y JFJ Holdings, LLC V OQ 0 O 751 Main Street, Suite B _ Sanford, Maine 04073 Q Z N V y Q y AUGUST 2012 CX i cQ O 1► CL Z Q TECHNICAL MEMORANDUM REF: MAX-2012066 DATE: August 13, 2012 TO: Mr. Greg Nolan JFJ Holdings, LLC 751 Main Street, Suite B Sanford,Maine 04073 FROM: Ms. Heather L.Monticup,P.E.,Project Manager Mr. Jason R. Plourde,P.E., Senior Project Manager RE: Traffic Impact and Access Study Proposed Dunkin' Donuts 1018 Osgood Street-North Andover,Massachusetts INTRODUCTION Greenman-Pedersen, Inc. (GPI) has prepared this Traffic Impact and Access Study (TIAS) for a proposed Dunkin' Donuts to be relocated from within the Shell gasoline station plaza (982 Osgood Street) to 1018 Osgood Street (Routes 125/133) in North Andover, Massachusetts. The site currently contains a residential home and garage. As proposed, the existing buildings will be razed and a 2,250 square foot Dunkin' Donuts with a drive-through window will be constructed. This TIAS has been prepared to evaluate the traffic impacts and access/egress requirements for the proposed Dunkin' Donuts development. The proposed site is bounded by a commercial/retail/office building (1060 Osgood Street) to the north, commercial businesses (1000 Osgood Street) to the south, Lawrence Municipal Airport to the west, and Osgood Street to the east. Access to and egress from the site is currently provided via one full-access/egress driveway at the southern end of the property. As proposed, the existing driveway will be shifted slightly to the north as well as modified to an exit-only driveway and a full access/egress driveway is proposed on the northern end of the property. The site location in relation to the surrounding roadways is shown on the map on Figure 1. GPIGreenman-Pedersen, Inc. 181 BALLARDVALE STREET,SUITE 202,WILMINGTON,MA 01887 TELEPHONE:(978)570-2999 FACSRVIILE:(978)659-3044 An.Equal Opportunity Employer TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin' Donuts—North Andover,Massachusetts � • � 110 " � �„ "�`���� �/ �:r` o `}'� �l �",1` ----�,, r - ay 1 1 4 - -7 SITE ^ „ , I >m+r r r 133 � r a 1� 2 xyr r 6.i.�._ �_o�tglm FEEL q :;qq SOi90 METERS GPIGreenman-Pedersen, Inc. Figure 1 Engineers,Architects, Planners, Construction Engineers& Inspectors Site Location Map TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin'Donuts—North Andover,Massachusetts Since the site abuts and proposes to have access on Osgood Street, a state-maintained roadway, the project is expected to require a State Highway Access Permit from the Massachusetts Department of Transportation (MassDOT) District 4 office. Based on the net increases in daily traffic and in parking spaces as a result of the proposed Dunkin' Donuts project, the Massachusetts Environmental Policy Act (MEPA) Transportation review thresholds set forth in 301 CMR 11.10(6)(b) for the preparation of an Environmental Notification Form (ENF) are not expected to be exceeded. Therefore, approvals are expected to be required through the Town of North Andover and MassDOT permitting processes. EXISTING CONDITIONS Study Area Evaluation of the traffic impacts associated with the proposed project requires an evaluation of existing and projected traffic volumes on the adjacent streets,the volume of traffic expected to be generated by the project, and the impact that this traffic will have on the adjacent streets. In preparing this TIAS for the Dunkin' Donuts project, the proposed site driveways were analyzed and evaluated, as the restaurant is being relocated from two parcels south of the proposed site on the same side of Osgood Street. Osgood Street is an Urban Principal Arterial roadway that runs in a general north/south direction. The roadway is state-maintained and generally provides approximately 46 feet of overall pavement width with a posted speed limit of 40 miles per hour (mph) in the vicinity of the site. Directional flow along Osgood Street is separated by a double yellow centerline to provide two 11-foot wide travel lanes and a 1-foot wide shoulder in each direction. Land uses along Osgood Street consist of commercial and retail uses. Traffic Volumes Base traffic conditions within the study area were developed by conducting automatic traffic recorder (ATR) counts in July 2012. The ATR counts were collected on Osgood Street adjacent to the site to obtain daily weekday and Saturday traffic volumes as well as weekday AM, weekday PM, and Saturday midday peak-hour traffic volumes. All traffic-count data are provided in the Appendix. Evaluation of the ATR data revealed that weekday AM peak hour occurred between 8:15-9:15 AM on Tuesday, July 17, 2012; the weekday PM peak hour occurred between 4:45-5:45 PM on Thursday, July 19, 2012; and the Saturday midday occurred between 11:30 AM-12:30 PM on Saturday,July 14, 2012. 12066 Tech Memo 081312.doc Page 2 TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin'Donuts—North Andover,Massachusetts Traffic on a given roadway typically fluctuates throughout the year depending on the area and the type of roadway. To determine if the traffic counts needed to be adjusted to account for this fluctuation, traffic-volume data from MassDOT were researched.' This information revealed that July traffic volumes are 1.2 percent lower than annual average-month conditions. In addition, researching the most recent MassDOT Weekday Seasonal Factors revealed that July traffic volumes are 2.5 percent higher than annual average-month conditions. Therefore, to provide a conservative (worse-case) analytical framework, the July 2012 traffic data were adjusted upward by 1.2 percent to represent average-month analysis conditions. The MassDOT seasonal adjustment data are provided in the Appendix. Table 1 summarizes the existing daily and peak- hour traffic volumes along Osgood Street adjacent to the site. Table 1 EXISTING TRAFFIC-VOLUME SUMMARY Daily Volume Peak Hour Directional Location/Time Period (vpd)a Volume(vph)v K-Factor c Distribution d Osgood Street adjacent to the site: Weekday Daily 25,660 Weekday AM Peak Hour 1,837 7.2% 56%SB Weekday PM Peak Hour 2,397 9.3% 60%NB Saturday Daily 18,570 Saturday Midday Peak Hour 1,621 8.7% 52%NB 'Vehicles per day.Traffic counts adjusted upward by 1.2 percent to reflect average-month traffic-volume conditions. b Vehicles per hour.Traffic counts adjusted upward by 1.2 percent to reflect average-month traffic-volume conditions. 'Percent of average daily traffic occurring during the peak hour. d SB=southbound;NB=northbound. Collisions Collision data for the study area were obtained from the North Andover Police Department for the most recent three-year period available (2009 through 2011). In addition to the crash summary, collision occurrence was compared to the volume of traffic along a segment of roadway to determine any significance. Accordingly, the crash rate was calculated for the segment of roadway between 980 Osgood Street and 1060 Osgood Street and compared with the statewide average. A segment crash rate is a measure of the frequency of collisions compared to the volume of traffic along a segment of roadway and is presented in crashes per million vehicle 1 Massachusetts Department of Transportation Highway Division. MassDOT 2009 Traffic Volumes: Permanent Count Station 5127;Route 125 South of Route 28;Andover,Massachusetts.2009. 12066 Tech Memo 081312.doe Page 3 TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin'Donuts—North Andover,Massachusetts miles traveled (c/mvmt). The statewide crash rate for an urban principal arterial is 2.62 c/mvmt. A comparison of the calculated crash rate to the statewide average can be used to establish the significance of collision occurrence and whether or not potential safety problems exist. The crash rate worksheet is provided in the Appendix.A summary of the North Andover Police Department collision data within the study area is provided in Table 2. Table 2 COLLISION HISTORY SUMMARY Number of Collisions Severity a Percent During Average Crash Commuter Location Total per Year Rate b PD PI F Peak' 980-1060 Osgood Street 25 8.3 5.56 15- 10 0 48% Source:North Andover Police Department Data(2009-2011) 'PD=property damage only;PI=personal injury;F=fatality. b Measured in crashes per million vehicle miles traveled. `Percent of vehicle incidents that occurred during the weekday AM and weekday PM commuter peak periods. The North Andover Police Department collision data for this segment of roadway indicates that 25 collisions occurred over the three-year study period where a police officer was dispatched to the crash location. On average, these incidents equate to 8.3 collisions per year of which the majority (60 percent) resulted in property damage only. Although the crash rate (5.56 c/mvmt) is higher than the statewide average for this classification of roadway, not all of the reported collisions required an incident report. In addition, it should be noted that no collisions were reported at the existing site driveway(1018 Osgood Street) and 5 of the collisions over the three- year study period (approximately 1.67 per year) were reported at 1019 Osgood Street. The North Andover Police Department Incident Daily Press Log did not provide sufficient information to determine the collision type; therefore, there is not ample information to determine if these collisions indicate a particular pattern correctable by engineering measures. There were no reported fatalities along this segment of roadway within the study time period. Vehicle Speeds Speed measurements were conducted along Osgood Street in the vicinity of the site by measuring the elapsed time for vehicles traveling a short, pre-measured distance between two checkpoints. The travel time was recorded using ATRs and the speed was derived by dividing the elapsed time 12066 Tech Memo 081312.doc Page 4 TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin'Donuts—North Andover,Massachusetts into the measured distance between checkpoints. The results of the speed measurements are summarized in Table 3. Table 3 OBSERVED TRAVEL SPEEDS a Posted Average 85`b Percentile Location/Direction Speed Limit Speed Speed b Osgood Street adjacent to the site: Northbound 40 36 41 Southbound 40 35 40 'In miles per hour(mph). b Speed at,or below which,85 percent of all observed vehicles travel. As shown in Table 3, average travel speeds along Osgood Street adjacent to the site were found to be between 35 and 36 mph, with 85ffi percentile speeds of between 40 and 41 mph. The observed travel speeds along Osgood Street are generally not excessive and are representative of the roadway classification and alignment. FUTURE CONDITIONS To estimate the impact of site-generated traffic within the study area, existing traffic volumes were projected to the year 2017 which represents a five-year design horizon in accordance with local and state traffic impact assessment guidelines. The proposed development is expected to be completed and fully operational well before the 2017 design year. Traffic volumes on the roadway network at that time will include existing traffic, new traffic due to normal traffic growth, and traffic related to any significant development by others expected to be completed within the area by 2017. Consideration of these factors resulted in the development of 2017 No- Build traffic volumes, which assume that the proposed development is not built. The incremental impacts of the proposed restaurant development may then be determined by adding site- generated traffic volumes (Build conditions) and making comparisons to the No-Build conditions. 12066 Tech Memo 081312.doc Page 5 TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin'Donuts—North Andover,Massachusetts Traffic Growth To develop the 2017 No-Build forecast volumes, two components of traffic growth were considered. First, an annual average traffic-growth percentage was determined based on MassDOT historical traffic-volume data within the Town of North Andover.2 Based on a review of these data, the MassDOT historical traffic-volume information revealed a 1.5 percent decrease in traffic since 2000. Such a decline in traffic,however, may not continue. Based on coordination efforts with Merrimack Valley Planning Commission (MVPC), a background growth rate of 0.5 percent per year was recommended to be representative of future traffic growth in the vicinity of the site. Therefore, a 0.5 percent compounded annual growth rate was assumed to account for general population growth and traffic generated by smaller area developments. The MassDOT data are provided in the Appendix. Second, any planned or approved specific developments in the area that would generate a significant volume of traffic on study area roadways within the next five years were included. Based on discussions with officials from the Town of North Andover, two developments were identified. • 1003 Osgood Street — a 19,296 square foot mixed-use development containing retail, office, and restaurant space will be constructed on the east side of Osgood Street opposite the proposed Dunkin' Donuts site.The existing driveways associated with the project will be closed and access will be provided via a shared driveway with Great Pond Crossing (1005-1025 Osgood Street). Traffic volumes and methodology associated with the mixed- use development were obtained from the traffic study and letter prepared for that development and distributed along the adjacent roadway system.3 • 1077 Osgood Street— a 3,672 square foot branch bank for Pentucket Bank with 2 drive- through lanes and an Automated Teller Machine lane is proposed within the Butcher Boy Plaza located north of the proposed Dunkin' Donuts site. Traffic volumes and methodology associated with the bank development were obtained from the Institute of Transportation Engineers (ITE) Trip Generation report for Land Use Code 912 (Drive-In Bank)4 and based on coordination efforts with the traffic engineer for the project (BAYSIDE ENGINEERING, INC.) and distributed along the adjacent roadway system. The trip-generation calculations are provided in the Appendix. 2 Massachusetts Department of Transportation Highway Division.MassDOT 2009 Traffic Volumes: Town of North Andover along Route 125 and Route 133;2009. 3 Dermot J. Kelly Associates, Inc. Traffic Impact and Access Study, Proposed Mixed Use Development Project, 1003 Osgood Street, North Andover, Massachusetts. June 24, 2010 and Response to Traffic Peer Review Comments Letter, September 10,2010. 4 Trip Generation, 8`"Edition:an ITE Informational Report.Washington,DC:Institute of Transportation Engineers, 2008. 12066 Tech Memo 081312.doc Page 6 TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin' Donuts—North Andover,Massachusetts Planned Roadway Improvements Based on discussions with Town of North Andover officials as well as information provided from MassDOT, there is one roadway project that is planned to occur through the study area within the 5-year design horizon. A traffic signal betterment project at 8locations along Route 125 in North Andover (MassDOT Project #605730) is expected to begin construction in the Winter of 2012/2013. The project will install new signal equipment at the Route 125 intersections with Route 133, Sutton Street, Prescott Street, Walker Street, Main Street, and Massachusetts Avenue. The project will also include a pedestrian crossing south of Village Green Drive and Peters Street at Andover Street. There were no other roadway improvement projects identified at the study area intersections that are expected to be constructed within the design horizon. No-Build Conditions The 2017 No-Build traffic volumes were accordingly developed by applying a compounded 0.5 percent annual growth rate (2.5 percent over five years) and by adding the traffic expected to be generated by the 1003 Osgood Street mixed-use development and the 1077 Osgood Street drive-in bank development. Table 4 summarizes the No-Build peak-hour traffic volumes along Osgood Street adjacent to the site. Table 4 NO-BUILD TRAFFIC-VOLUME SUMMARY Peak Hour Directional Location/Time Period Volume(vph)b Distribution d Osgood Street adjacent to the site: Weekday AM Peak Hour 1,963 55%SB Weekday PM Peak Hour 2,580 60%NB Saturday Midday Peak Hour 1,781 52%NB 'Vehicles per hour. b SB=southbound;NB=northbound. Trip Generation The project site currently contains a vacant residential home and garage. As proposed, the buildings will be razed and a 2,250 square foot Dunkin' Donuts with drive-through window will 12066 Tech Memo 081312.doc Page 7 TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin' Donuts—North Andover,Massachusetts be constructed. Traffic to be generated by the proposed development was forecast using the ITE Trip Generation for Land Use Code 937 (Coffee/Donut Shop with Drive-Through Window). All trip-generation calculations are provided in the Appendix. Not all of the vehicle trips expected to be generated by the proposed project represent new trips on the study area roadway system. Studies have shown that for developments such as the one proposed, a substantial portion of the site-generated vehicle trips are already present in the adjacent passing stream of traffic. Based on information published in the ITE Trip Generation Handbook, the average pass-by trip percentage is 49 percent during the weekday AM peak hour and 50 percent during the weekday PM peak hour for ITE Land Use Code 934 (Fast-Food Restaurant with Drive-Through Window).5 Specifically for this project, pass-by trips would be drawn from Osgood Street. To be consistent with state guidelines for the preparation of traffic impact studies and to provide a conservative (worse than expected) basis for the analysis, however, only 25 percent of the site-generated traffic was considered to be pass-by traffic. The lower percentage of pass-by trips results in more new trips to the study area than expected. Therefore, the proposed development could have less impact on the adjacent roadway system than as analyzed due to the higher than expected new trips on the study area roadways beyond the site driveways. In addition, the proposed Dunkin' Donuts is being relocated from 982 Osgood Street which is just two parcels south of the proposed site and on the same side of the roadway. Therefore, it is expected that most of the projected site-generated traffic already exists on Osgood Street. Table 5 summarizes the expected trip-generation characteristics of the proposed redevelopment project. As shown, the proposed Dunkin' Donuts development is projected to generate 191 new vehicle trips (98 entering and 93 exiting) during the weekday AM peak hour, 74 new vehicle trips (37 entering and 37 exiting) during the weekday PM peak hour, and 146 new vehicle trips (73 entering and 73 exiting) during the Saturday midday peak hour. It should be noted that the volume of pass-by traffic does not reduce the total volume of traffic generated by the development and the total trips generated will still be realized as turning movements at the site driveways. 5 Hooper, Kevin G. Trip Generation Handbook: An ITE Recommended Practice. Washington, D.C.: Institute of Transportation Engineers,2004. 12066 Tech Memo 081312.doe Page 8 TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin'Donuts—North Andover,Massachusetts Table 5 PEAK HOUR TRIP-GENERATION SUMMARY Proposed Pass-By New Time Period/Direction Restaurant Trips a Trips b Trips c Weekday AM Peak Hour: Enter 130 32 98 Exit 125 32 93 Total 255 64 191 Weekday PM Peak Hour: Enter 49 12 37 Exit 49 12 37 Total 98 24 74 Saturday Midday Peak Hour: Enter 97 24 73 Exit 97 24 73 Total 194 48 146 'ITE Land Use Code 937(Coffee/Donut Shop with Drive-Through Window)for 2,300 sf. b 25 percent of Proposed Restaurant Trips. `Proposed Restaurant Trips minus Pass-By Trips. Proiect Environmental Review(MEPA) Thresholds The trip generation of the proposed Dunkin' Donuts redevelopment project was assessed to determine if the proposed project would meet or exceed any thresholds that would require formal MEPA environmental review with respect to traffic. One of the thresholds for MEPA environmental review is the total volume of daily traffic generated by a project. If a proposed development project requires a state permit and generates a total of more than 2,000 additional daily vehicle trips, the construction of 300 additional parking spaces, or the combination of 1,000 additional daily vehicle trips and 150 additional parking spaces, then an ENF must be prepared and filed with the MEPA office. This document must then be subject to both governmental agency and public review and comment, and the primary government entity responsible for reviewing the proposed project plans and issuing the permits and approvals that are required to allow for the construction of the proposed project(in this case,the Town of North Andover) must take the comments made by other government agencies and the public on these documents into consideration as part of its decision-making process on the proposed project. Traffic to be generated by the proposed Dunkin' Donuts was forecast using the ITE Trip Generation report for Land Use Code 937 (Coffee/Donut Shop with Drive-Through Window). 12066 Tech Memo 081312.doc Page 9 TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin'Donuts—North Andover,Massachusetts Traffic generated by the existing residential home on the site was estimated based on data provided in the 1TE Trip Generation report for Land Use Code 210 (Single-Family Detached Housing). All trip-generation data are provided in the Appendix. Based on the existing and proposed trip generation of the site, the additional daily vehicle trips associated with the proposed project are summarized in Table 6. Table 6 DAILY TRIP-GENERATION SUMMARY— MEPA Transportation Thresholds Time Period/Direction Existing Trips' Proposed Trips n Additional Trips e Weekday Daily: Enter 5 940 935 Exit 5 940 935 Total 10 1,880 1,870 'ITE Land Use Code 210(Single-Family Detached Housing)for 1 dwelling unit. b ITE Land Use Code 937(Coffee/Donut Shop with Drive-Through Window)for 2,300 sf. 'Proposed Trips minus Existing Trips. As shown in Table 6, the net increase in daily traffic as a result of the proposed project is estimated to be 1,870 trips. In addition, the proposed Dunkin' Donuts project will provide 27 parking spaces. Therefore, the project is not expected to exceed the MEPA Transportation review thresholds set forth in 301 CMR 11.10(6)(b)for the preparation of an ENF. Drive-Through Lane Vehicle Queuing The proposed restaurant will provide a drive-through window. The drive-through window lane is proposed to be 10-feet wide and striped to provide approximately 180 feet of storage. Based on an average length of vehicle of 20 feet, the drive-through lane provides storage for at least 9 vehicles without impacting on-site circulation. In addition to the striped drive-through window lane, the site provides approximately 140 additional feet (7 vehicles) of storage on-site without disrupting flow on Osgood Street. Based on queue data from similar facilities6'7, a queue of ` 6 Mark Stuecheli, PTP. New Drive-Through Stacking Information for Banks and Coffee Shops. Presented at the 2009 ITE Annual Meeting,August 12,2009. 7 Mike Spack,PR,PTOE, Max Moreland,EIT, Lindsay de Leeuw,Nate Hood.Drive-Through Queue Generation. February 2012. 12066 Tech Memo 081312.doc Page 10 TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin' Donuts—North Andover,Massachusetts 13 vehicles (260 feet) was noted. Based on the vehicle queue data, it is anticipated that the vehicle queue for the drive-through window can be accommodated on site. Site Access Access to and egress from the site is currently provided via one full-access/egress driveway at the southern end of the property. As proposed, the existing driveway will be shifted slightly to the north as well as modified to an exit-only driveway. In addition, a full access/egress driveway is proposed to be constructed on the northern end of the property. Site Distribution Based on transaction data provided by the proponent from other Dunkin' Donuts locations, on an average weekday, 28 percent of the customers were revealed to be walk-ins and 72 percent of the customers utilized the drive-through window. On an average Saturday, 33 percent of the customers were revealed to be walk-ins and 67 percent utilized the drive-through window.Due to the proposed layout of the site and the site driveways, it was determined that drive-through customers would use the south site driveway to exit the site. In addition, it was assumed that customers who parked in the proposed spaces in the rear of the lot (25 percent) would also use the south site driveway to exit the site. Accordingly, the estimated exiting site traffic was assigned to the north and south site driveway. Although these assumptions were used to distribute the site traffic within the site, it should be noted that the customer traffic at the site driveways is expected to be self-regulating and vehicles within the parking area are anticipated to use the driveway with the shorter queue (north driveway versus south driveway) during peak periods when the driveways may develop longer queues. Sight Distance To identify potential safety concerns associated with site access and egress, sight distances have been evaluated at the northern and southern site driveway locations to determine if the available sight distances for vehicles exiting the site meet or exceed the minimum distances required for approaching vehicles to safely stop. The available sight distances were compared with minimum requirements, as established by the American Association of State Highway and Transportation Officials (AASHTO).s AASHTO is the national standard by which vehicle sight distance is calculated, measured, and reported. The Massachusetts Executive Office of Transportation and the Executive Office of Environmental Affairs require the use of AASHTO sight distance 8 A Policy on Geometric Design of Highways and Streets: 2004.Washington,D.C.:American Association of State Highway and Transportation Officials,2004. 12066 Tech Memo 081312.doc Page 11 TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin'Donuts—North Andover,Massachusetts standards when preparing traffic impact assessments and studies, as stated in their guidelines for traffic impact assessments. Sight distance is the length of roadway ahead that is visible to the driver. The Stopping Sight Distance (SSD) is the minimum distance required for a vehicle traveling at a certain speed to safely stop before reaching a stationary object in its path. The SSD is measured from an eye height of 3.5 feet to an object height of 2 feet above street level, equivalent to the taillight height of a passenger car. The SSD is measured along the centerline of the traveled way of the major roadway. The Intersection Sight Distance (ISD) is provided on minor street approaches to allow the drivers of stopped vehicles a sufficient view of the major roadway to decide when to enter the major roadway. By definition, the ISD is the minimum distance required for a motorist exiting a minor street to turn onto the major street, without being overtaken by an approaching vehicle reducing its speed from the design speed to 70 percent of the design speed. The ISD is measured from an eye height of 3.5 feet to an object height of 3.5 feet above street level. The use of an object height equal to the driver eye height makes ISD reciprocal (i.e., if one driver can see another vehicle, then the driver of that vehicle can also see the first vehicle). The SSD is generally more important as it represents the minimum distance required for safe stopping while the ISD is based only upon acceptable speed reductions to the approaching traffic stream. The ISD, however, must be equal to or greater than the minimum required SSD in order to provide safe operations at an intersection. In accordance with the AASHTO manual, "If the available sight distance for an entering or crossing vehicle is at least equal to the appropriate stopping sight distance for the major road, then drivers have sufficient sight distance to anticipate and avoid collisions. However, in some cases, this may require a major-road vehicle to stop or slow to accommodate the maneuver by a minor-road vehicle. To enhance traffic operations, intersection sight distances that exceed stopping sight distances are desirable along the major road." Accordingly, the ISD should be at least equal to the distance required to allow a driver approaching the minor roadway to safely stop. Assuming all the vegetation along the site frontage is removed to accommodate the driveways and site, the available SSD and ISD at the site driveway locations were measured and compared to minimum requirements as established by AASHTO. Since the distance required to stop a vehicle is dependent on the speed of that vehicle, speed studies were conducted as presented in the Vehicle Speeds section of this memorandum. Based on the posted speed limits within the study area and the observed speeds along Osgood Street, the SSD and ISD requirements at the site driveways were calculated. As shown in Table 7, the required minimum sight distances for each speed are compared to the available distances. 12066 Tech Memo 081312.doc Page 12 TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin'Donuts—North Andover,Massachusetts Table 7 SIGHT DISTANCE SUMMARY Stopping Sight Distance(feet) Intersection Sight Distance(feet) Minimum Minimum Location/Direction Measured Required a Measured Required b Desirable Osgood Street at North Site Driveway: North of Intersection 500+ 316 500+ 316 475 South of Intersection 450 305 450 305 475 Osgood Street at South Site Driveway: North of Intersection 500+ 316 500+ 316 475 South of Intersection 450 305 450 305 475 'Values based on AASHTO requirements for observed 85`b percentile speeds of 40 mph north of the site driveways(southbound) and 41 mph south of the site driveways(northbound)along Osgood Street. b Values based on AASHTO requirements for SSD. e Values based on AASHTO ISD guidelines for posted speed limit of 40 mph along Osgood Street. As indicated in Table 7, available sight distances at the site driveways exceed the minimum SSD and ISD requirements for safe operation based on the posted and observed speed limits. In order to enhance sight lines and provide desirable ISD sight lines,the overgrown vegetation on the east side of Osgood Street around a utility pole and opposite the Shell gasoline station should be trimmed back to the right-of-way line. To ensure the safe and efficient flow of traffic to and from the site, any proposed plantings, vegetation, landscaping, and signing along the site frontage should be kept low to the ground (no more than 3.0 feet above street level) or set back sufficiently from the edge of the site driveways and adjacent roadway so as not to inhibit the available sight lines. Trip Distribution The distribution of proposed new site traffic on the area roadways is based on existing traffic counts along Osgood Street and expected travel routes to the site. Accordingly, approximately 52 percent of the new site traffic is expected to and from the south on Osgood Street and 48 percent is expected to and from the north on Osgood Street. The distribution of pass-by traffic will follow the directional distribution of adjacent street traffic during the various peak hours. 12066 Tech Memo 081312.doe Page 13 TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin' Donuts—North Andover,Massachusetts Build Conditions Based on the traffic generation and distribution estimates for this development, the traffic volumes associated with the proposed Dunkin' Donuts project were assigned to the roadway network. The site-generated traffic volumes are shown on Figure 2. It should be noted that the traffic volumes associated with the existing Dunkin' Donuts located at 982 Osgood Street were not removed from the traffic-volume network as that portion of the existing building could be re- occupied with a different tenant or use. Therefore, the proposed development could have less impact on the adjacent roadway system than as analyzed if the existing Dunkin' Donuts was to be re-occupied with a use that generates less traffic. The site-generated traffic volumes were added to the 2017 No-Build traffic volumes to develop the 2017 Build traffic volumes. The 2017 Build traffic-volume networks for the weekday AM, weekday PM, and Saturday midday peak hours are graphically depicted on Figure 3. Traffic Increases The development as proposed will result in increases in traffic on study area roadways leading beyond the study area. As shown on Figure 2, traffic volume increases will be in the range of 36 to 99 vehicles during the peak hours. These increases represent, on average, 1 additional vehicle every 0.5 to 2 minutes during the peak hours. It should be noted that these traffic-volume increases could be less than as evaluated due to the lower percentage of pass-by trips used to be consistent with state guidelines. In addition, the traffic volumes associated with the existing Dunkin' Donuts located at 982 Osgood Street are already on the roadway network and are expected to shift north to the proposed site at 1018 Osgood Street. CAPACITY ANALYSIS Capacity Analysis Methodologies Level-of-service analyses were conducted at the site driveway locations under 2017 Build conditions during the weekday AM, weekday PM, and Saturday midday peak hours.The capacity analysis methodology is based on the concepts and procedures in the Highway Capacity Manual (HCM)for unsignalized intersections and is described in the Appendix of this report.9 For unsignalized intersections, the 95th percentile queue represents the length of queue of the critical minor-street movement that is not expected to be exceeded 95 percent of the time during 9 Highway Capacity Manual 2000;Transportation Research Board;Washington,D.C.;2000. 12066 Tech Memo 081312.doc Page 14 TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin'Donuts-North Andover,Massachusetts 3 SITE (D T p L New Pass—By o7 a3i 000 In 98 (32) Out 93 (32) `o Total 191 (64) ^^ o o_ �— 10(-14) t 47(18 520/.++-,, ---► (14)51 —4 (-18) OSOOOD (-3)35 --. STREET 125 133 48% WEEKDAY AM 3 SITE .� New Pass–By cn 3: 00 In37 (12) Out 37 (12) `o d Total 74 (24) z % .) 5 52 l► L 85) 19 (7)19 –} ) OSGOOD STREET 125 133 48% WEEKDAY PM SITE Q) T 6 � _' O New Pass–By 0 o In 73 (24) ^^ Out 73 (24) `o a °' a' Total 146 (48) z am co N N 7 N7 •, l• •— 9(-9) j - ,35(12) S2% 38 —► (12)38 –4 _ (-12) OSGOOD STR (–,3)26 _. EET 125 133 48% SATURDAY MIDDAY NOT TO SCALE Figure 2 GPI Greenman-Pedersen, Inc. Site-Generated Engineers, Architects, Planners, Construction Engineers & Inspectors Peak Hour Traffic Volumes TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin'Donuts-North Andover,Massachusetts m >, • o SITE � 3 o n >c U) o0 z N CO 'j L.- — 1076 65 125 133 934 — ► 1062 965 —► OSGOOp STREET 125 133 WEEKDAY J N T -r O SITE 3 00 o0 z rn o �- N •� `• • 1039 Ln Lo 125 133 .j �. i 23 1560 1034 26 1554 —4 OSGOOD STREET 125 133 WEEKDAY PM N T 6 C/) SITE •> (n 3 + i N O 0 0 z oo a7 1 .j '— 851 25 1 33 j 968 —► 839 50OSGO 953 y 0p STREET 125 133 SATURDAY MIDDAY' NOT TO SCALE Figure 3 GPIGreenman-Pedersen, Inc. 2017 Build Engineers, Architects, Planners, Construction Engineers & Inspectors Peak Hour Traffic Volumes TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin' Donuts—North Andover,Massachusetts the analysis period(typically one hour). In this case,the queue length is a function of the capacity of the movement and the movement's degree of saturation. Capacity and Queue Analysis Results The level-of-service and queue analysis results are presented in Table 8 for the 2017 Build conditions and are discussed below.All analysis worksheets are provided in the Appendix. Capacity and queue analyses were conducted at the site driveways utilizing Synchro software and the default values in the program. Due to the high volume of traffic along Osgood Street, it is expected that motorists typically accept smaller gaps in traffic during peak periods of traffic than reflected in the analysis model and, therefore, do not wait as long to exit into the main line of traffic as shown in the analysis results. Therefore, intersection operating results may be better than as presented in this memorandum. Osgood Street at North Site Driveway Under 2017 Build traffic conditions, the Osgood Street major street movements at its proposed intersection with the north site driveway are expected to operate at optimal levels (Level-of- Service [LOS] A) during the weekday AM, weekday PM, and Saturday midday peak hours. The two general purpose lanes along Osgood Street northbound adjacent to the site allow through traffic to bypass vehicles turning left into the north site driveway. The north site driveway is expected to operate with long delays (LOS F) during the weekday AM and weekday PM peak hours and at LOS D during the Saturday midday peak hour. The volume-to-capacity (v/c) ratios, however, are expected to be well below 1.00 (0.28 or less) indicating there will be ample capacity available with the proposed development in place. Based on the analyses, delays on the north site driveway are expected to be less than 1 minute and a queue of approximately 1 vehicle is anticipated during the peak hours analyzed. From this, it can be concluded that the proposed Dunkin' Donuts development is not expected to have a significant impact on the operations of Osgood Street. Osgood Street at South Site Driveway Under 2017 Build traffic conditions, the Osgood Street major street movements at its proposed intersection with the south site driveway are expected to operate at optimal levels (LOS A) during the weekday AM, weekday PM, and Saturday midday peak hours.The south site driveway is expected to operate with long delays (LOS F) during the weekday AM and weekday PM peak hours and at LOS E during the Saturday midday peak hour. The v/c ratios,however, are expected to be well below 1.00 (0.72 or less) indicating there will be ample capacity available with the proposed development in place. Based on the analyses, delays on the south site driveway are expected to be less than 1.5 minutes. In addition, vehicle queues are expected to be 12066 Tecb Memo 081312.doc Page 15 TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin' Donuts—North Andover,Massachusetts approximately 4 vehicles during the weekday AM peak hour and approximately 2 vehicles during the weekday PM and Saturday midday peak hours on the proposed south site driveway. As stated previously, the analysis results are expected to be better than as modeled if motorists accept smaller gaps in traffic along this section of Osgood Street. For example, if motorists exiting the proposed site driveway accept a critical gap value of 5.6 seconds (just 1.2 seconds less than the default value used in the analysis model) within the Osgood Street traffic stream, then the south site driveway would be expected to operate at LOS D or better during the weekday AM, weekday PM, and Saturday midday peak hours with vehicle queues of approximately 2 vehicles. The analysis worksheet incorporating the modified critical gap is provided in the Appendix. In addition, the analysis model does not account for the nearby traffic signals located on Osgood Street at Great Pond Road(Route 133)to the north and at Sutton Street to the south.These traffic signals provide gaps in the traffic stream which allow motorists more opportunity to enter and exit driveways and curb cuts along Osgood Street. From this, it can be concluded that the proposed Dunkin' Donuts development is not expected to have a significant impact on the operations of Osgood Street. 12066 Tech Memo 081312.doc Page 16 TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin' Donuts-North Andover,Massachusetts Table 8 INTERSECTION LEVEL-OF-SERVICE ANALYSIS SUMMARY 2017 Build Intersection/Peak Hour/Lane Group V/C Del. LOS Queue Osgood Street at North Site Driveway Weekday AM: Osgood Street NB LT/TH 0.13 3.7 A 11 Osgood Street NB TH 0.42 0.0 A 0 Osgood Street SB TH 0.44 0.0 A 0 Osgood Street SB THIRT 0.26 0.0 A 0 North Site Driveway EB Approach 0.28 51.1 F 26 Weekday PM. Osgood Street NB LT/TH 0.05 1.4 A 4 Osgood Street NB TH 0.66 0.0 A 0 Osgood Street SB TH 0.46 0.0 A 0 Osgood Street SB TH/RT 0.25 0.0 A 0 North Site Driveway EB Approach 0.14 58.2 F 12 Saturday Midday: Osgood Street NB LT/TH 0.08 2.4 A 7 Osgood Street NB TH 0.45 0.0 A 0 Osgood Street SB TH 0.35 0.0 A 0 Osgood Street SB TH/RT 0.21 0.0 A 0 North Site Driveway EB Approach 0.18 34.7 D 16 Osgood Street at South Site Driveway Weekday AM. Osgood Street NB TH 0.31 0.0 A 0 Osgood Street SB TH 0.34 0.0 A 0 South Site Driveway EB Approach 0.72 73.4 F 106 Weekday PM: Osgood Street NB TH 0.50 0.0 A 0 Osgood Street SB TH 0.35 0.0 A 0 South Site Driveway EB Approach 0.49 80.5 F 53 Saturday Midday: Osgood Street NB TH 0.34 0.0 A 0 Osgood Street SB TH 0.27 0.0 A 0 South Site Driveway EB Approach 0.42 36.6 E 48 a Volume-to-capacity ratio. b Average control delay. 'Level of service. d 95`b percentile queue length in feet per lane(assuming 25 feet per vehicle). 12066 Tech Memo 081312_doc Page 17 TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin' Donuts—North Andover,Massachusetts CONCLUSIONS AND RECOMMENDATIONS Existing and future conditions in the study area have been described, analyzed, and evaluated with respect to traffic operations and the impact of the proposed Dunkin' Donuts. The following presents conclusions of these efforts and recommendations. • The site currently contains a residential home and garage. As proposed, the existing buildings will be razed and a 2,250 square foot Dunkin' Donuts with a drive-through window will be constructed. The existing Dunkin' Donuts located at 982 Osgood Street, within the Shell gasoline station plaza, will be relocated to 1018 Osgood Street. • The proposed Dunkin' Donuts is projected to generate 191 new vehicle trips (98 entering and 93 exiting) during the weekday AM peak hour, 74 new vehicle trips (37 entering and 37 exiting) during the weekday PM peak hour, and 146 new vehicle trips (73 entering and 73 exiting) during the Saturday midday peak hour. This additional traffic represents an increase in the range of 36 to 99 vehicles during the peak hours. These increases represent, on average, 1 additional vehicle every 0.5 to 2 minutes during the peak hours. It should be noted that these traffic-volume increases beyond the site driveways could be less than as evaluated due to the lower percentage of pass-by trips used to be consistent with state guidelines. In addition, the traffic volumes associated with the existing Dunkin' Donuts located at 982 Osgood Street are already on the roadway and are expected to shift north to the proposed site at 1018 Osgood Street. • Since the site abuts and proposes to have access onto Osgood Street, a state-maintained roadway, the project is expected to require a State Highway Access Permit from the MassDOT District 4 office. Based on the net increases in daily traffic and in parking spaces as a result of the proposed Dunkin' Donuts project, the MEPA Transportation review thresholds for the preparation of an ENF are not expected to be exceeded. • Access to and egress from the site is currently provided via one full-access/egress driveway at the southern end of the property. As proposed, the existing driveway will be shifted slightly to the north as well as modified to an exit-only driveway. In addition, a full access/egress driveway is proposed to be constructed on the northern end of the property. It is recommended that any proposed landscaping be located sufficiently back from the driveways and roadway intersections or kept low to the ground so as not to impede the available sight distances. • Based on transaction data from other Dunkin' Donuts locations, on an average weekday, 28 percent of the customers were revealed to be walk-ins and 72 percent of the customers utilized the drive-through window. On an average Saturday, 33 percent of the customers 12066 Tech Memo 081312.doe Page 18 TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin' Donuts—North Andover,Massachusetts were revealed to be walk-ins and 67 percent utilized the drive-through window. Due to the proposed layout of the site and the site driveways, it was determined that drive-through customers would use the south site driveway to exit the site. In addition, it was assumed that customers who parked in the proposed spaces in the rear of the lot (25 percent) would also use the south site driveway to exit the site. During peak periods when the driveways may develop longer queues, however, it is expected that the site driveways will be self-regulating and vehicles within the parking area are anticipated to use the driveway with the shorter queue (north driveway versus south driveway). • The drive-through window lane is 10-feet wide and striped to provide approximately 180 feet of storage. Based on an average length of vehicle of 20 feet,the queue lane provides storage for at least 9 vehicles without impacting on-site circulation. In addition to the striped drive-through window lane, the site provides approximately 140 additional feet (7 vehicles) of storage on-site without disrupting flow on Osgood Street. Based on queue data from similar facilities, a queue of 13 vehicles (260 feet)was noted. Therefore,it is anticipated that the vehicle queue for the drive-through window can be accommodated on site. • Capacity and queue analyses were conducted at the site driveways utilizing Synchro software and the default values in the program. Due to the high volume of traffic along Osgood Street, it is expected that motorists typically accept smaller gaps in traffic during peak periods of traffic than reflected in the analysis model and,therefore, do not wait as long to exit into the main line of traffic as shown in the analysis results. Therefore, intersection operating results may be better than as modeled in this memorandum. • Under 2017 Build traffic conditions, the Osgood Street major street movements at its intersection with the north site driveway are expected to operate at optimal levels (LOS A) during the weekday AM, weekday PM, and Saturday midday peak hours. Although the north site driveway is expected to operate with long delays (LOS F) during the weekday AM and weekday PM peak hours, the v/c ratios are expected to be well below 1.00 (0.28 or less) indicating there is ample capacity available with the proposed development in place. Based on the analyses, delays on the north site driveway are expected to be less than 1 minute and a ±1 vehicle queue is anticipated during the peak hours analyzed. From this, it can be concluded that the proposed Dunkin' Donuts development is not expected to have a significant impact on the operations of Osgood Street. • Under 2017 Build traffic conditions, the Osgood Street major street movements at its intersection with the south site driveway are expected to operate at optimal levels (LOS A) during the weekday AM, weekday PM, and Saturday midday peak hours. The south site driveway is expected to operate with long delays (LOS F) during the weekday AM and weekday PM peak hours and at LOS E during the Saturday midday peak hour. The v/c ratios, however, are expected to be well below 1.00 (0.72 or less) indicating there is ample '.. 12066 Tech Memo 061312.doc Page 19 TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin' Donuts—North Andover,Massachusetts capacity available with the proposed development in place. Vehicle queues are expected to be ±4 vehicles during the weekday AM peak hour and ±2 vehicles during the weekday PM and Saturday midday peak hours on the proposed south site driveway. It should be noted that if motorists accept smaller gaps exiting into the Osgood Street traffic stream than as modeled, then the analysis results are expected to be better than as presented. In addition, the analysis model does not account for the nearby traffic signals located on Osgood Street at Great Pond Road (Route 133) to the north and at Sutton Street to the south. These traffic signals provide gaps in the traffic stream which allow motorists more opportunity to enter and exit driveways and curb cuts along Osgood Street. From this, it can be concluded that the proposed Dunkin' Donuts development is not expected to have a significant impact on the operations of Osgood Street. 12066 Tech Memo 081312.doc Page 20 TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin' Donuts—North Andover,Massachusetts APPENDIX TRAFFIC-COUNT DATA TRAFFIC-VOLUME ADJUSTMENT DATA MASSDOT CRASH RATE WORKSHEET TRIP-GENERATION DATA CAPACITY ANALYSIS METHODOLOGY CAPACITY AND QUEUE ANALYSIS WORKSHEETS TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin'Donuts—North Andover,Massachusetts TRAFFIC-COUNT DATA Page 1 City\Town:North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction,services Site Code: 12066 Start 14-Jul-12 Northbound Southbound Combined 15-Jul- Northbound Southbound Combined Time Sat A.M. P.M. A.M. P.M. A.M. P.M. Sun A.M. P.M. A.M. P.M. A.M. P.M. 12:00 27 192 2350 397 21 154 13 167 34 321 12:15 24 252 26' 50 -430 17 154 16 132 33 286, 12:30 18 187 12 30 353 29 158 15 128 44 286 12:45 16 200 8 24 372 19 141 12 145 31 286 01:00 17 189 12 182 29 371 15 166 13 158 28 324 01:15 13 7 158 20 366 15 143 10 134 25 277 01:30 10 3 160 13 10 148 80, 18 297 01:45 6 4 160 10` 6 151 280 02:00 7 3 145 10 10 212 02:15 4 208 4 168 8 6 1218> 02:30 5 176 4 162 9q338 4 3 145 7 02:45 6 168 7 135 13 9 3 158 12 310 03:00 5 167 4 186 9 353 2 113 1 130 3 243 03`.15 6 150 >5 160 11 310 5 - 134 4 154 9 288' 03:30 5 174 4 159 9 333 1 140 4 130 5 270 03:45 1 145 '1 168 2 313 3 ' 130 3 174 6 304 04:00 3 177 4 172 7 349 2 142 3 158 5 300 04:15 3 144 7 128 10 272 5 128 4 137 9 265 04:30 8 125 5 146 13 271 2 151 1 144 3 295 04:45 9 139 15 131 24 270 7 135 4 135 11 270 05:00 10 179 8 144 _ 18 323 10 133 9 148 19 281 05:15 9 144 18 143 27 287 7 119 10 155 17 274 05:30 17 143 18 159 35 302 8 122 8 176 16 298 05:45 27 168 24 153 51 321 10 129 7 134 17 263 06:00 16 141 30 156 46 297 8 114 13 134 21 248 06:15 18 133 39 132 57 265 7 97 15 121 22 218 06:30 48 134 37 130 85 264 34 101 23 118 57 219 06:45 54 122 48 143 102 265 39 91 31 127 70 218 07:00 73 119 56 153 129 272 53 102 34 107 87 209 07:15 56 106 75 1,09 131 215 56 106 46 110 102 216` 07:30 78 97 88 96 166 193 57 101 35 93 92 194 07:45 120 94 103 106 223 200 67 99 76 107 143 206 08:00 109 87 84 106 193 193 74 81 59 100 133 181 08:15 100 87 89 105 189 192 62 70 55 104 117 174' 08:30 105 91 106 103 211 194 90 63 64 93 154 156 08:45 119 65 142 90 261 155 77 75 77 84 154 159` 09:00 160 68 107 92 267 160, 97 57 79 71 176 128 09:15 117 65 121 86 238 151 96 55 83 41 179 96 09:30 140 71 134 75 274 146 102 47 111 42 213 89 09:45 147 49 155 64 302 113 107 32 116 29 223 61 10:00 164 58 152 75 316 133 143 27 130 29 273 56 10:15 156 36 163 53 319 89 107 39 135 25 242 64 10:30 191 43 194 56 385_ 99 119 30 127 20 246 50 10:45 198 38 170 37 368 75 147 20 117_ 21 264_ 41 11:00 40 27 67 20 14 34 11:15 32 41 73 17 20 37: 11:30 27 18 45 15 15 30 11:45 27 20 47 16 13 29 Total 3187 6198 3054 5913 6241 12111 2387 4909 2193 5200 4580 10109 Day Total 9385 8967 18352 7296 7393 14689 %Total 17.4% 33.8% 16.6% 32.2% 16.3% 33.4% 14.9% 35.4% Peak 11:00 01:15 11:00 12:00 11:00 01:30 11:00 02:00 11:00 01:30 11:00 01:45 Vol. 762 941 735 721 1497 1574 622 643 600 620 1222 1258 P.H.F. 0.907 0.912 0.896 0.879 0.902 0.941 0.879 0.968 0.862 0.945 0.870 0.956 � � s Page 2 City\Town:North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code: 12066 Start 16-Jul-12 Northbound Southbound Combined 17-Jul- Northbound Southbound Combined Time Mon A.M. P.M. A.M. P.M. A.M. P.M. Tue A.M. P.M. A.M. P.M. A.M. P.M. 12:00 15 188 12 198 27 386 18 207 16 191 34 398 12:15 7 202 13 185 20 387 14 199 9 188 23` 387 12:30 13 194 10 179 23 373 8 187 5 190 13 377 12:45 8 164'' 5 168 113 332 5 217 8 190 13' 407 01:00 5 194 6 179 11 373 7 192 5 200 12 392 01:15 10 144 6 164 16 308 7 201 6 983 13 384 01:30 8 171 8 153 16 324 7 179 3 178 10 357 01:45 5 155 1 167 6 322 4 187 1 150 5 337' 02:00 2 165 3 148 5 313 2 170 3 157 5 327 02:15 3 181;' 4 175 7 356 1 165 5 182 6 347) 02:30 3 187 6 180 9 367 3 164 7 164 10 328 02:45 3 189 7 172 10 361 2 179' 4 150 6 329' 03:00 2 209 4 174 6 383 3 218 2 169 5 387 03:15 3' 244; 3 185 6 429 6 210 8 196 14 406; 03:30 5 219 4 216 9 435 3 225 5 241 8 466 03:45 7 280 5 12 505 2 262 8 210 10 472 04:00 3 243 11 14 486 8 237 8 219 16 456 04:15 6 303'' 11 17 539 11 267 2010 31 508 04:30 13 284 18 31525 15 283 15 30 04:45 14 21 214 35 15 299 26 41 05:00 13 28 253 41 25 25 50 05:15 16' 41 199 57' 21 46 215 67` 05:30 38 65 210 103 29 56 191 85 544 05:45 53 317 74,: 179 127 496 49 87 188 136 500 06:00 48 278 99 160 147 438 48 263 94 175 142 438 06:15 49 237 128 147 177 384 51 249 150 144 201 393 06:30 73 221 168 146 241 367 96 237 169 131 265 368 06:45 130' 194= 187 135 317 329 116 195 181 155 297 350_ 07:00 114 127 182 153 296 280 121 202 203 158 324 360 07:15 112 13l: 219 122 331 253 125 155 235 132 360 287 07:30 124 178 103 394 281 143 133 129 424 262 07:45 187 111 109 220 165 131 117 469 248' 08:00 176 119 103_ 222 184 155 , 120 421 275 08:15 172: 117 119 236 176 109 108 217 08:30 91 240 85 176 86 248 84 170 08:45 92 248 96 454 188 75 264 83 158 09:00 70 184 67 396 137 85 229 107 192 09:15 79' 170 55 363 134 63 176 63 354 126< 09:30 155 67 179 45 334 112 138 59 166 79 304 138 09:45 151 63 156 37 307 100 152 62 164 72 316 134` 10:00 161 54 159 45 320 99 178 57 152 53 330 110 10:15 138 42 147 44 285 86 146 42 162 37 -308 79` 10:30 128 28 150 39 278 67 166 33 146 21 312 54 10:45 178 34 158 18 336 52 141 40 165 38 306 78 11:00 147 20 151 22 298 42 149 29 144 26 293 55 11:15 14.1 23 161 24 302 47 140 24 171 20 311 44 11:30 132 29 152 26 284 55 155 28 190 18 345 46 11:45 148 37 198 13 346 50 166 26 166 11 332 37 Total 3724 8007 4880 6556 8604 14563 3829 8116 5043 6822 8872 14938 Day Total 11731 11436 23167 11945 11865 23810 %Total 16.1% 34.6% 21.1% 28.3% 16.1% 34.1% 21.2% 28.7% Peak 08:30 04:45 07:30 03:45 07:45 04:45 08:30 05:00 07:30 04:15 08:15 04:30 Vol. 805 1332 1078 945 1777 2208 808 1330 1090 989 1815 2210 P.H.F. 0.949 0.943 0.994 0.972 0.974 0.974 0.886 0.901 0.896 0.926 0.943 0.946 Page 3 City\Town:North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code: 12066 Start 18-Jul-12 Northbound Southbound Combined 19-Jul- Northbound Southbound Combined Time Wed A.M. P.M. A.M. P.M. A.M. P.M. Thu A.M. P.M. A.M. P.M. A.M. P.M. 12:00 20 211 22 229 42 440 17 217 34 205 51 422 12:15 12 228 14 193 26 421 14 217 7 185 21 402 12:30 8 198 9 197 17 395 9 233 13 206 22 439 12:45 15 189' 8 196 23 385 10 193 4 220 14 413 01:00 7 216 10 207 17 423 7 201 8 215 15 416 01:15 7 182` 4 172 11 354 6 214 8 214 14 428 01:30 3 176 3 168_ 6 344 8 203 2 172 10 375 01:45 2 161 2 177 4 338 " 9 201 4 175 13 376< 02:00 6 144 2 191 8 335 4 163 1 180 5 343 02:15 1 197 8 186 9 383 2 198 4 203 6 401 02:30 6 192 _ 5 203 11 395 6 199 6 177 12 376 02:45 1 1631' 4 153 5 316 2 188 4 183 6 371 03:00 5 210 3 173 8 383 6 229 2 200 8 429 03:15 5 1228' 5 186 10 414 4 241 5 231 9 472' 03:30 2 251 5 220 7 471 2 217 7 238 9 455 03A5 7 257' 3 197 10 454` 3 266 4 222 7 488 04:00 1 290 10 229 11 519 5 295 11 249 16 544 04:15 9 .278r 14 23 509 9 285 10 217 19 502 04:30 10 277 15 25 517 10 289 15 25 544 04:45 15 283` 15 30 491 13 334 12' 25 :0 05:00 23 29 52 15 35 50 05:15 17: 50 210 67 17 46 63 05:30 31 66 207 97 36 68 187 104 05:45 60 101 154 161` 51 ' 78 211 129 559 06:00 50 255 94 182 144 437 42 321 106 211 148 532 06:15 52' 266` 120 165 172' 431 60 304 125 159 185 463` 06:30 91 232 167 153 258 385 74 260 173 146 247 406 06:45 109 185' 199 148 308 333 130 201 206 154 336 355 07:00 124 181 194 127 318 308 135 219 207 174 342 393 07:15 117 1159,' 252 118 369 277 114 165 226 1130 340 295' 07:30 141 _139 112 427 251 138 130131 441 261 07:45 166 131" 164 449 235 173 141 109 470 250 08:00 155 132 121 400 253 168 135 139 458 274 08:15 157 1321 113 245 160 140 105 245 08:30 105 253 95 200 124 238 92 216 08:45 99 239 98 197 111 253 91" 262; 09:00 104 222 90 194 84 246 98 182 09:15 Im 179 201 79 398` 158 78 190 83. 367 161` 09:30 169 57 163 58 332 115 167 81 160 56 327 137 09:45 166 65 151 61 317 126 177 70 177 59 354 129 10:00 161 42 148 58 309 100 156 53 170 57 326 110 10:15 151 ` 44 165 53 316 97 148 53 160 57 308 110' 10:30 130 43 163 32 293 75 157 34 156 31 313 65 10:45 135' 37 164 34 299 71 189 28 169 40 358 68 11:00 162 24 170 23 332 47 159 35 160 29 319 .64 11:15 149 131 179 25 328 56 154 34 182 30 336 64' 11:30 148 33 164 17 312 50 169 33 185 33 354 66 11:45 164' 18 178 8 342 26 184 32 198 15 382 47 Total 3830 8320 5069 6852 8899 15172 3931 8904 5210 7315 9141 16219 Day Total 12150 11921 24071 12835 12525 25360 %Total 15.9% 34.6% 21.1% 28.5% 15.5% 35.1% 20.5% 28.8% Peak 08:30 05:00 07:30 04:15 08:15 05:00 08:30 05:00 07:30 04:30 08:15 04:45 Vol. 860 1396 1076 930 1796 2218 812 1455 1135 1010 1777 2369 P.H.F. 0.860 0.969 0.941 0.926 0.918 0.917 0.860 0.942 0.936 0.946 0.922 0.979 Page 4 City\Town:North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code: 12066 Start 20-Jul-12 Northbound Southbound Combined 21-Jul- Northbound Southbound Combined Time Fri A.M. P.M. A.M. P.M. A.M. P.M. Sat A.M. P.M. A.M. P.M. A.M. P.M. 12:00 30 * 26 56 12:15 19 12 31 12:30 13 * 11 24 12:45 11 9 20 01:00 13 12 * 25 7 8 15 01:30 01:15 * * * 6 * 2 * 8 * * * * * * * 01:45 11 3 14 02:00 6 * 814 02:15 3 * 5 8 02:30 02:45 0 * 1 * 1 * * * *r 03:00 0 * 9 * 9 03:15 11 *, 415 03:30 6 * 12 * 18 03:45 6 5 1:1 04:00 3 * 10 * 13 04:15 10 10 * 20 * x 04:30 15 * 15 * 30 04:45 21 * 19 40 x x 05:00 12 * 30 * 42 05:15 16 33 * 49 05:30 34 * 57 * 91 * * 05:45 55 74 * 129 06:00 48 * 97 * 145 06:15 56 *' 107 * 163 06:30 75 154 * 229 06:45 117 162 * 279 07:00 116 * 184 * 300 07:15 102 *' 211 313 07:30 128 * 239 * 367 07:45 150 261 * 411 08:00 171 * 200 * 371 08:15 168 .. 08:30 08:45 09:00 * * * 09:15 176 " 353 09:30 143 138 * 281 09:45 91 0 91 10:00 10:15 10:30 10:45 11:00 * * * * * * x 11:15 , 11:30 11:45 *: Total 2520 0 3263 0 5783 0 0 0 0 0 0 0 Day Total 2520 3263 5783 0 0 0 %Total 43.6% 0.0% 56.4% 0.0% 0.0% 0.0% 0.0% 0.0% Peak 08:30 08:15 08:15 Vol. 841 956 1788 P.H.F. 0.876 0.916 0.951 ADT ADT 10,799 AADT 10,799 Page 1 City\Town:North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction.Service Site Code: 12066 Northbound Start Cars& 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Not Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Classe Total 07/17/12 00:15 00:30 00:45 ` 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:00 01:15 + + 01:30 01:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:00 02:15 02:30 02:45 * ' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:00 03:15 03:30 03:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:00 04:15 04:30 04:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 05:15 05:30 05:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:00 06:15 06:30 * ' 06:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:00 07:15 01:30 07:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 08:15 2 117 36 0 13 2 0 3 0 0 1 0 0 > 2 176 08:30 0 132 32 3 11 0 0 1 1 0 0 0 0 5 185 08:45 2 150 43 2 15 1 0 1 2 0 0 0 0 1'' 217 4 399 111 5 39 3 0 5 3 0 1 0 0 8 578 09:00 3 167 31 1 12 0 0 4 3 0 1 0 0 6 228 09:15 1 129 34 0 9 0 0 1 1 1 0 0 0 2 178 Total 8 695 176 6 60 3 0 10 7 1 2 0 0 16 984 Percent 0.B% 70.6% 17.9% 0.6% 6.1% 0.3% 0.0% 1.0% 0.7% 0.1% 0.2% 0.0% 0.0% 1.6% Grand g 695 176 6 60 3 0 10 7 1 2 0 0 16 984 Total Percent 0.8% 70.6% 17.9% 0.6% 6.1% 0.3% 0.0% 1.0% 0.7% 0.1% 0.2% 0.0% 0.0% 1.6% Page 2 City\Town:North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code:12066 Southbound Start Cars& 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Not Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi_ Multi Classe Total 07/17/12 00:15 _ 00:30 ,00:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:00 _ 01:15 01:30 01:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:00 02:30 62:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:00 03:15 03:30 03:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:00 04:15 04:30 = _ 04:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 * _ 05:30 05:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:00 06:15 06:30 _ 06:45 0 0 00 0 0 0 0 0 0 0 0 0 0 0 07:00 07:15 07:30 07:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 08:15 1 191 47 0 13 0 0 7 0 0 0 0 0 9 268 08:30 1 174 42 1 14 1 0 7 1 0 0 0 0 7 248 08:45 1 184 52 5 8 2 0 4 1 0 0 0 0- 7 264 3 549 141 6 35 3 0 18 2 0 0 0 0 23 780 09:00 2 156 44 0 11 4 0 2 3 1 0 0 0 6 229 09:15 1 114 48 2 6 0 0 1 2 0 0 0 0 2 176 Total 6 819 233 8 52 7 0 21 7 1 0 0 0 31 1185 Percent 0.5% 69.1% 19.7% 0.7% 4.4% 0.6% 0.0% 1.8% 0.6% 0.1% 0.0% 0.0% 0.0% 2.6% Grand 6 819 233 8 52 7 0 21 7 1 0 0 0 31 1185 Total Percent 0.5% 69.1% 19.7% 0.7% 4.4% 0.6% 0.0% 1.8% 0.6% 0.1% 0.0% 0.0% 0.0% 2.6% Page 2 City\Town:North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code: 12066 Northbound Start Cars& 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Not Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Classe Total 12 PM = _ 12:15 12:30 12:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:00 13:15 13:30 13:45 _ _ * _ * 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:00 14:15 14:30 14:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:00 15:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:00 16:15 16:30 16:45 5 244- 45 2 17 2 o 3 0 0 0 0- 0 16 334 5 244 45 2 17 2 0 3 0 0 0 0 0 16 334 17:00 5 246 47 0 10 1 0 7 0 1 1 0 0 20 338 17:15 5 273 56 2 6 0 0 11 0 1 0 1 0 14 369 17.30 4 313 35 0 12 0 0 7 0 1 0 0 0 14 386 17:45 7 280 41 2 15 0 0 3 0 0 1 0 0 13 362 21 1112 179 4 43 1 0 28 0 3 2 1 0 61 1455 18:00 18:15 18:30 = 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 19:00 19:15 19:30 19:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20:00 20:15 20:30 20:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21:00 21:15 * _ 21:30 21:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 22:00 22:15 _ R 22:30 22:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23:00 23:15 23:30 23:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 26 1356 224 6 60 3 0 31 0 3 2 1 0 77 1789 Percent 1.5% 75.8% 12.5% 0.3% 3.4% 0.2% 0.0% 1.7% 0.0% 0.2% 0.1% 0.1% 0.0% 4.3% Grand 26 1356 224 6 60 3 0 31 0 3 2 1 0 77 1789 Total Percent 1.5% 75.8% 12.5% 0.3% 3.4% 0.2% 0.0% 1.7% 0.0% 0.2% 0.1% 0.1% 0.0% 4.3% Page 4 City\Town:North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code: 12066 Southbound Start Cars& 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Not Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Classe Total 12 PM 12:15 12:30 12:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:00 13:15 13:30, 13:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:00 14:15 14:30 = 14:45 * * _ _ * 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1530 15:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:00 16:30 16:45 2 187 48 0 8 1<` 0 4 0 0 0 0 0 4 254 2 187 48 0 8 1 0 4 0 0 0 0 0 4 254 17:00 2 211 28 0 12 1 0 3 1 0 0 0 0 9 267 17:15 1 187 39 0 2 0 0 4 0 0 0 0 0 1 234 17:30' 0 147 35 0 3 0 0 1 0 0 0 0 0 1 187 17:45 2 162 24 0 5 0 0 1 0 0 0 0 0 3 197 5 707 126 0 22 1 0 9 1 0 0 0 0 14 885 18:00 18:30 * _ .18:45 _ _ _ _ _ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 19:00 19:15 19:30 19:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20:00 20:15 20:30 20:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21:00 * 21:15 21:30 21:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 22:00 22:15 22:30 22:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23`.00 23:15 _ 23:30 23:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 7 894 174 0 30 2 0 13 1 0 0 0 0 18 1139 Percent 0.6% 78.5% 15.3% 0.0% 2.6% 0.2% 0.0% 1.1% 0.1% 0.0% 0.0% 0.0% 0.0% 1.6% Grand 7 894 174 0 30 2 0 13 1 0 0 0 0 18 1139 Total Percent 0.6% 78.5% 15.3% 0.0% 2.6% 0.2% 0.0% 1.1% 0.1% 0.0% 0.0% 0.0% 0.0% 1.6% Page 1 City\Town:North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code: 12066 Northbound Start Cars& 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Not Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Classe Total 07/14/12 00:15 00:30 0 0 0 0 0 0 0 0 o o 0 0 0 0 0 01:00 01:15 01:30 01:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:00 02:15 02:30 02:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:00 * * * * * « 03:15 03:30 03:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:00 04:15 04:30 04:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 « * + * z 05:15 05:30 05:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:00 06:15 06:30 06:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:00 07:15 07:30 07:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 08:15 08:30 08:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:00 09:15 * + 09:30 09:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 10:15 10:30 10:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 11:15 11:30 1 151 22 0 2 0 0 2 0 1 0 0 0 3 182. 11:45 2 155 34 0 13 0 0 4 0 0 0 0 0 2 210 3 306 56 0 15 0 0 6 0 1 0 0 0 5 392 Total 3 306 56 0 15 0 0 6 0 1 0 0 0 5 392 Percent 0.8% 78.1% 14.3% 0.0% 3.8% 0.0% 0.0% 1.5% 0.0% 0.3% 0.0% 0.0% 0.0% 1.3% Page 2 r � � City\Town:North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code: 12066 Northbound Start Cars& 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Not Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Classe Total 12 PM 2 142 34 0 8 0 0 2 0 1 0 0 0 3 192 12:15 0 196 39 0 9 0 0 3 0 0 1 0 0` 4 252" 12:30 1 138 38 0 6 2 0 1 0 0 0 0 0 1 187 12:45 _ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:00 13:15 13:30 13:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:00 14:15 14:30 14:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:00 15:15 15:30 _ 15'45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:00 16:15 16:30 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 17:15 17:30 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:00 18:15 18:30 18:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 19:00 * ` 19:15 19:30 19:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20:00 20:15 20:30 20:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21:00 21:15 21:30 21:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 22:00 22:15 22:30 22:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23:00 23:15 23:30 23:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 3 476 111 0 23 2 0 6 0 1 1 0 0 8 631 Percent 0.5% 75.4% 17.6% 0.0% 3.6% 0.3% 0.0% 1.0% 0.0% 0.2% 0.2% 0.0% 0.0% 1.3% Grand 6 782 167 0 38 2 0 12 0 2 1 0 0 13 1023 Total Percent 0.6% 76.4% 16.3% 0.0% 31% 0.2% 0.0% 1.2% 0.0% 0.2% 0.1% 0.0% 0.0% 1.3% Page 3 City\Town:North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code: 12066 Southbound Start Cars& 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Not Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Classe Total 07/14/12 00:15 00:30 00:45 . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:00 01:15 01:30 01:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:00 02:15 02:30 02:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:00 _ 03:15 03:30 03:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:00 04:15 04:30 04:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 05:15 05:30 05:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:00 06:15 06:30 06:45 * _ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:00 07:15 07:30 07:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 08:15 08:30 08:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:00 09:15 09:30 09:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 10:15 10:30 10:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 11:15 11:30 1 136 29 0 4 0 0 3 0 0 0 0 0 5 178 11:45 1 167 22 0 8 3 0 1 0 0 0 0 0 3 205 2 303 51 0 12 3 0 4 0 0 0 0 0 8 383 Total 2 303 51 0 12 3 0 4 0 0 0 0 0 8 383 Percent 0.5% 79.1% 13.3% 0.0% 3.1% 0.8% 0.0% 1.0% 0.0% 0.0% 0.0% 0.0% 0.0% 2.1% Page 4 City\Town:North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code: 12066 Southbound Start Cars& 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Not Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Classe Total 12 PM 1 154 35 0 6 0 0 4 0 0 0 0 0 5 205 12:15 0 150 23 0 " 3 0 0 1 0 0 0 0 0 1 178 12:30 0 133 26 0 2 0 0 2 0 0 0 0 1 2 166 12:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:00 13:15 13:30 13:45 * ' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:00 14:15 14:30 14:45 ' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:00 15:15 15:30 15:45 0 0 0 0 0 0 0 0 0-00 0 0 0 0 16:00 16:15 16:30 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 17:15 17:30 17:45 ' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:00 18:30 * + 18:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 19:00 19:15 19:30 19:45 * ` 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20:00 _ + 20.15 20:30 20:45 + + 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21:00 21:15 21:30 21:45 ' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 22:00 22:15 22:30 + + 22:45 _ _ + 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23:00 + 23:15 + 23:30 23:45 * ' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 1 437 84 0 11 0 0 7 0 0 0 0 1 8 549 Percent 0.2% 79.6% 15.3% 0.0% 2.0% 0.0% 0.0% 1.3% 0.0% 0.0% 0.0% 0.0% 0.2% 1.5% Grand 3 740 135 0 23 3 0 11 0 0 0 0 1 16 932 Total Percent 0.3% 79.4% 14.5% 0.0% 2.5% 0.3% 0.0% 1.2% 0.0% 0.0% 0.0% 0.0% 0.1% 1.7% Page 1 City\Town: North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code: 12066 Northbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 Pace Number Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Speed in Pace 07/14/12 1 0 0 3 13 45 19 4 0 0 0 0 0 0 85 34-43 61 01:00 0 0 0 2 8 122 12 2 0 0 0 0 0 0 46 3544 32 02:00 0 0 0 0 3 10 8 1 0 0 0 0 0 0 22 36-45 16 03:00 0 0 0 2 6 4 5 0 0 0 0 0 0 0 17 31-40 10 04:00 0 0 1 0 4 12 3 3 0 0 0 0 0 0 23 33-42 16 05:00 1 0 21 9 22 18 7 3 0' 0 0 0 0 `63 35-44 37 06:00 0 0 1 9 33 43 35 13 2 0 0 0 0 0 136 34-43 77 07:00 10 1 1 13 94 138` 52 16 2 0 0 0 0 0 327 32-41 211 08:00 11 0 9 26 128 188 56 13 2 0 0 0 0 0 433 32-41 286 09:00 7 1 3 61 165 227 94 5 0 1 0 -0 0 0 564' 32-41 364 10:00 10 1 2 38 204 321 109 19 5 0 0 0 0 0 709 32-41 485 11:00 9 3 6 73 285 289' 85 12 ' 0 0 0 0 0 0 762 31-40 518 12 PM 11 6 7 39 306 355 95 11 1 0 0 0 0 0 831 32-41 589 13:00 19 0 2 52 311 371 137 15 0 0 0 0 0 0 907 32-41` 617 14:00 13 0 5 36 235 314 137 32 2 1 0 0 0 0 775 32-41 508 15:00 16 0 1 13 174 285 124 20 2 1 0 0 0 0 636 33-42 430 16:00 9 0 0 15 163 269 113 14 1 1 0 0 0 0 585 33-42 407 17:00 12 0 1 21 187 302 97 9 5 0 0 0 0 0 634 32-41 449 18:00 6 0 1 7 123 266 109 18 0 0 0 0 0 0 530 33-42 380 19:00 5 0 2 18 107 195 73 15 1 0 0 0 0 0 416 33-42 286 20:00 3 0 1 23 109 133 51 10 0 0 0 0 0 0 330 32-41 222 21:00 3 0 0 12 98 106 31 3 0 0 0 0 0 0 253 31-40 183 22:00 2 0 0 6 42 78 37 8 2 0 0 0 0 0 175 33-42 117 23:00 0 0 _0 5 23 64 27 5 2 0 0 0 0 0 126 34-43 89 Total 148 12 45 475 2830 4059 1527 255 30 4 0 0 0 0 9385 Percent 1.6% 0.1% 0.5% 5.1% 30.2% 43.2% 16.3% 2.7% 0.3% 0.0% 0.0% 0.0% 0.0% 0.0% AM Peak 08:00 11:00 08:00 11:00 11:00 10:00 10:00 10:00 10:00 09:00 11:00 Vol. 11 3 9 73 285 321 109 19 5 1 762 PM Peak 13:00 12:00 12:00 13:00 13:00 13:00 13:00 14:00 17:00 14:00 13:00 Vol. 19 6 7 52 311 371 137 32 5 1 907 Page 2 City\Town:North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code:12066 Northbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 Pace Number Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Speed in Pace 07/15/12 0 0 0 2 20. _ 39 22 3 0 0 0 0 0 0 86 34 43 60 01:00 0 0 0 0 12 21 13 0 0 0; 0 0 0 0 46 34-43 34 02:00 0 0 0 0 9 12 6 2 0 0 0 0 0 0 29 32-41 20 03:00 0 0 0 0 2 5 4 0 0 0 0 0 0 0 11 36-45 8 04:00 0 0 0 0 2 10 4 0 0 0 0 0 0 0 16 35-44 13 05:00 1 0 0 4 7 9:' 9 3 2 0 0 0 0 0 35 34-43 17 06:00 2 1 1 2 16 40 17 7 2 0 0 0 0 0 88 34-43 55 07:00 0 0 '0 11 43 99. 59 17 4 0` 0 0 0 " 0 233 34-43 152 08:00 3 3 1 14 68 140 63 10 1 0 0 0 0 0 303 33-42 203 09:00 4 1 " 0 16 97 195 80 6 1 2 -0 0 0 0 402 33-42 283' 10:00 9 5 4 21 142 239 85 11 0 0 0 0 0 0 516 32-41 352 11.00 12 2 ` 2 35 202 252= 101 11 4 0 0 1- 0 0 622 32.41 414 12 PM 6 2 4 27 196 253 101 13 4 0 0 1 0 0 607 32-41 413 13:00 6 1 1 49 212 222, 111 6 0' 0 0 0 0 0 608 32-41 399 14:00 13 1 1 28 214 266 102 14 2 2 0 0 0 0 643 32-41 436 1500 6' 1 1 18 124 252' 98 16 1 0 0 0 0 0 517 33-42 362 16:00 9 0 5 14 143 270 102 12 1 0 0 0 0 0 556 33-42 392 17:00 7 1 0 - 6 137" 228 104 19 1 0 0 0 0 0 503 33-42 348 18:00 3 0 1 19 110 172 83 14 1 0 0 0 0 0 403 33-42 270 19:00 1 0 1 14 117 203 64 7 1 0 0 0 0 0 408 32-41 299 20:00 6 0 1 18 93 124 44 3 0 0 0 0 0 0 289 32-41 198 21:00 2 0 0 7 52 94 32 3 0 0 1 0 0 0 191 32-41 137 22:00 0 0 0 4 19 63 22 6 0 2 0 0 0 0 116 34-43 84 23:00 0 0 _ 0 3 17 23 19 4 2 0 0 0 0 0 68 34-43 41 Total 90 18 23 312 2054 3231 1345 187 27 6 1 2 0 0 7296 Percent 1.2% 0.2% 0.3% _ 4.3% 28.2% _44.3% _ 18.4% 2.6% 0.4% _ 0.1% 0.0% 0.0% 0.0% _ 0.0% AM Peak 11:00 10:00 10:00 11:00 11:00 1100 11:00 07:00 07:00 09:00 11:00 11:00 Vol. 12 5 4 35 202 252 101 17 4 2 1 622 PM Peak 14:00 12:00 16:00 13:00 14:00 16:00 1100 17:00 12:00 14:00 21:00 12:00 14:00 Vol. 13 2 5 49 214 270 111 19 4 2 1 1 643 Page 3 City\Town: North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code: 12066 Northbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 Pace Number Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Speed in Pace__ 07/16/12 0 0 0 1 11 22 8 1 0 0 0 0 0 0 43 33-42 32 01:00 0, 0 1 0 7 12 8; 0 0 0 0 0 0 _0 28 34-43 20 02:00 0 0 0 2 4 3 1 1 0 0 0 0 0 0 11 29-38 7 03:00 0 0 1 0 5 5, 3 3 0 0 0 0 0 0 17 33-42 9 04:00 0 0 0 1 6 13 12 2 1 0 0 1 0 0 36 35-44 23 05:00 1 0 1 5 > 23 53 24 12 1 0 0 0 0 0 120 34-43 76 06:00 5 0 2 7 75 141 60 7 1 2 0 0 0 0 300 33-42 207 07:00 10 0 2 19 139 245; 105 17 0 0 0 0 0 0 537 33-42 365 08:00 15 1 3 45 245 315 106 15 2 0 1 0 0 0 748 32-41 507 09:00 20 3 > 6 47 215 324' 90 6 0 0 0 0 0 0 711 32-4jr 486 10:00 16 0 13 34 192 252 84 12 1 1 0 0 0 0 605 32-41 401 11:00 7 1 4 37 175 247' 81 13 3 0 0 0 0 0 568 32-41 387 12 PM 19 4 4 48 260 303 94 15 0 1 0 0 0 0 748 32-41 501 13:00 10 0 6 36 199 288 114 10 0 1 6 0 0 0 664 32-41 451 14:00 14 1 3 46 232 301 103 21 0 0 1 0 0 0 722 32-41 484 15:00 16 0 6 47 335 416% 117 14 1 0 0 0 0' 0 952 32-41 675 16:00 27 0 11 55 373 524 148 17 0 0 0 0 0 0 1155 32-41 809 17:00 64 14 64 177 507 397` 91 10 0 0 0 0 ` 0 0 1324 30-39 799 18:00 25 0 0 31 268 433 156 17 0 0 0 0 0 0 930 32-41 644 19:00 8 0 6 35 127 - 244 112 13 2 '0 0 0 <0 -0 547 33-42 361 20:00 4 0 2 8 101 197 93 14 0 0 0 0 0 0 419 33-42 293 21:00 1_ 0 0 11 75 118 67 5 2' 0 0 0 0 0 279 3342 189 22:00 0 0 0 3 38 74 36 6 1 0 0 0 0 0 158 33-42 111 23:00 2 0 0 5 32 39 24 6 1 0 0 0 0 0 109 32-41 67 Total 264 24 135 700 3644 4966 1737 237 16 5 2 1 0 0 11731 Percent 2.3% 0.2% 1.2% 6.0% 31.1% 42.3% 14.8% 2.0% 0.1% 0.0% 0.0% 0.0% 0.0% 0.0% AM Peak 09:00 09:00 10:00 09:00 08:00 09:00 08:00 07:00 11:00 06:00 08:00 04:00 08:00 Vol. 20 3 13 47 245 324 106 17 3 2 1 1 748 PM Peak 17:00 17:00 17:00 17:00 17:00 16:00 18:00 14:00 19:00 12:00 14:00 17:00 Vol. 64 14 64 177 507 524 156 21 2 1 1 1324 Page 4 w � w City\Town: North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code: 12066 Northbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 Pace Number Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Speed in Pace 07/17/12 0 0 0 2 9 17 14 1 2 0 0 0 0 0 45 35-44 29 01;00 1 0< 0 1 7 8 8 0 0 r 0 , 0 0 0 0 25 34-43 15 02:00 1 0 0 1 2 2 0 1 1 0 0 0 0 0 8 32-41 3 03;00 0 0" 0 0 3 5: 4 1 1 `< 0 0 0 0 0 14 34-43 9 04:00 2 0 0 2 10 21 8 5 0 1 0 0 0 0 49 33-42 29 05:00 3 0 0 2 32 52 28 5 2 0 0 0 0 0 124 33-42 81 06:00 5 1 0 9 60 166 55 11 3 1 0 0 0 0 311 33-42 221 07:00 12 2 2 24 131 - 256 116 16 i10 0 1 0 0 0 554 33-42 371 08:00 11 1 3 59 242 320 120 5 1 0 0 0 0 0 762 32-41 516 09:00 22 0 6 71 204 276` 104 12 1 0` 0 0 0 0 696 32-41 437 10:00 13 3 4 50 211 243 92 14 1 0 0 0 0 0 631 32-41 410 11:00 21 1'' 5 38 197 241`' 96 11 0 0 0 0 0: 0 610 32-41 394 12 PM 16 1 7 79 270 334 92 10 1 0 0 0 0 0 810 31-40 543 13:00 18 3 ' 11 53 218 314` 124 18 0 ` 0 0 0 0 0 759 32-41 489 14:00 15 2 5 28 215 292 107 14 0 0 0 0 0 0 678 32-41 462 15:00 14: 0 9 45 284 399 149 14 1' 0 0 0 0 A 915 32-41 629 16:00 27 2 4 60 331 441 183 36 1 1 0 0 0 0 1086 32-41 707 17:00 42 14 18 82 411 537 196 30 0 0 0 0 0 0 1330 32-41 852 18:00 21 0 1 37 241 428 190 23 2 1 0 0 0 0 944 33-42 637 19:00 11 0 1 18 189 264 125 12 0 0 1 0 0 0 621 32-41 422 20:00 8 0 0 31 112 197 69 6 2 0 0 0 0 0 425 32-41 288 21:00 1 0 0 12 72 127 48 8 1 0 0 0 0 0 269 33-42 189 22:00 0 0 0 8 37 81 38 7 1 0 0 0 0 0 172 34-43 119 23:00 2 0 0 6 20 49 21 7 0 1 0 1 0 0 107 34-43 69 Total 266 30 76 718 3508 5070 _ 1981 267 21 5 2 1 _ 0 0 11945 _ Percent 2.2% 0.3% _ 0.6% 6.0% 29.4% 42.4% 16.6% 2.2% 0.2% 0.0% 0.0% _ 0.0% 0.0% 0.0% _ AM Peak 09:00 10:00 09:00 09:00 08:00 08:00 08:00 07:00 06:00 04:00 07:00 08:00 Vol. 22 3 6 71 242 320 120 16 3 1 1 _ 762 PM Peak 17:00 17:00 17:00 17:00 17:00 17:00 17:00 16:00 18:00 16:00 19:00 23:00 17:00 Vol. 42 14 18 82 411 537 196 36 2 1 1 1 1330 Page 5 City\Town:North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code: 12066 Northbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 Pace Number Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Speed in Pace 07/18/12 0 0 0 3 6 29 15 2 0 0 0 0 0 0 55 35-44 41 01:00 0 1 0 1 3 9 4 1 0 0 0 0 0` 0 19 35-44 , 12 02:00 0 0 0 0 9 3 2 0 0 0 0 0 0 0 14 29-38 11 03:00 0 0' 0 0 8 5 3 3 0 0 0 0 0 0 19 30-39 12 04:00 1 0 1 1 6 11 10 2 3 0 0 0 0 0 35 36-45 19 05:00 1 0 1 4 31 59: 28 6 1 0 0 0 0 0 131 33-42 88 06:005 0 1 8 81 137 54 14 2 0 0 0 0 0 302 33-42 204 07:00 17 0 0 13 129 253, 131 14 1 0 0 0 0 0 548 33-42 370 08:00 14 3 9 48 270 313 100 17 0 0 0 0 0 0 774 32-41 523 09`.00 17 0 3 49 256 301 97 8 2' 0 0 0 0 0 733 32-41 499 10:00 10 2 3 41 183 241 81 15 1 0 0 0 0 0 577 32-41 386 11:00 8 0 : 6 43 " 208 274 70 13 1 0 0 0 0 0 623 32-41 435 12 PM 14 1 6 54 298 346 96 8 3 0 0 0 0 0 826 31-40 577 13:00 15" 0` 17 84 266 273 71 9 0 0 0 0 0 ' 0 735 31-40 485 14:00 15 1 4 58 236 279 90 13 0 0 0 0 0 0 696 31-40 463 15:00 21 7 59 316 396' 135 10 1 0 0 0 0 0 946 32-41 643 16:00 19 0 9 104 419 419 145 11 2 0 0 0 0 0 1128 31-40 757 17:00 83 29, 42 163 501 464 106 7 1- 0 0 0 0 0 1396 31-40 833 18:00 11 1 0 32 264 437 167 25 1 0 0 0 0 0 938 33-42 656 19:00 20 0 1 23 183 258 104 17 3 1 0 0 0 0 610 32-41 402 20:00 3 1 0 23 157 192 83 8 1 0 0 0 0 0 468 32-41 322 21:00 13 1 1 22 82 132 47 7 0 0 0 0 0 0 305 32-41 194 22:00 2 0 0 5 28 85 39 7 0 0 0 0 0 0 166 34-43 118 23:00 1 0 0 1 18 50 29 4 1 2 0 0 0 0 106 34-43 74 Total 290 41 111 839 3958 4966 1697 221 24 3 0 0 0 0 12150 — Percent 2.4% 0.3% 0.9% 6.9% 32.6% 40.9% 14.0% 1.8% 0.2% 0.0% 0.0% 0.0% 0.0% 0.0% AM Peak 07:00 08:00 08:00 09:00 08:00 08:00 07:00 08:00 04:00 08:00 Vol. 17 3 9 49 270 313 121 17 3 _ 774 PM Peak 17:00 17:00 17:00 17:00 17:00 17:00 18:00 18:00 12:00 23:00 17:00 Vol. 83 29 42 163 501 464 167 25 3 2 1396 Page 6 City\Town: North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code: 12066 Northbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 Pace Number Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Speed in Pace 07/19/12 0 0 0 1 9 19 17 4 0 0 0 0 0 0 50 36-45 33 01:00< 0 0 1 3 11 8 6 1 0 0 0 0 0 0 30 30-39 18 02:00 0 0 0 0 5 5 4 0 0 0 0 0 0 0 14 32-41 10 03:00 0 0 0 1 6 3 4 1 0 0 0 0 0 0 15 31-40 9 04:00 0 0 1 0 8 13 11 3 1 0 0 0 0 0 37 34-43 23 05:00 0 0 0 2 28 53 28 5 1 2 0 0 0 0 119, 33-42 81 06:00 9 0 0 15 61 152 58 10 1 0 0 0 0 0 306 33-42 207 07:00 8 1 0 28 129 271 102 18 3 0 0 0 0 0 560 33-42 384 08:00 11 0 3 54 238 314 95 10 2 0 0 0 0 0 727 32-41 501 09:00 20 3 6 59 258 298 98 14 1'` 0 0 0 0 0 757 31-40 497 10:00 14 4 7 62 215 243 95 7 3 0 0 0 0 0 650 32-41 414 11:60 13 0 9 60 204 267 103 8 2r 0 0 0 _, 0 0 666 32-41 432 12 PM 18 0 11 70 329 333 88 11 0 0 0 0 0 0 860 31-40 592 13:00 18 1- 6 92 309 289'° 88 13 3 0 0 0 0 0 819 31-40 ' 538 14:00 17 0 6 63 237 293 117 14 1 0 0 0 0 0 748 32-41 483 15:00 20 3< 9 67 310 391' 133 19 1 0 0 0 0' 0 953 32-41 634 16:00 36 2 15 120 424 429 154 21 2 0 0 0 0 0 1203 31-40 765 17`.00 56 6. 24 118 518 544+ 166 22 1 0 0 0 0 0 1455 31-40: 938 18:00 33 1 8 58 279 452 227 26 2 0 0 0 0 0 1086 33-42 693 19:00 13 2 1 30 167 280 137 22 3 0 0 0 0 0 655 33-42 428 20:00 9 0 4 39 143 210 94 8 0 3 0 0 0 0 510 32-41 330 „ 21:00 6 2 2 9 73 139 74 6 2 0 0 0 0 0 313 33-42 209 22:00 0 0 0 4 31 89 37 7 0 0 0 0 0 0 168 34-43 124 2300 0 0 0 3 27 71 30 2 1 0 0 0, 0 0 134 34-43 100 Total 301 25 113 958 4019 5166 1966 252 30 5 0 0 0 0 12835 Percent 2.3% 0.2% 0.9% 7.5% 31.3% 40.2% 15.3% 2.0% 0.2% 0.0% 0.0% 0.0% 0.0% 0.0% AM Peak 09:00 10:00 11:00 10:00 09:00 08:00 11:00 07:00 07:00 05:00 09:00 Vol 20 4 9 62 258 314 103 18 3 2 757 PM Peak 17:00 17:00 17:00 16:00 17:00 17:00 18:00 18:00 13:00 20:00 17:00 Vol. 56 6 24 120 518 544 227 26 3 3 1455 Page 7 City\Town: North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code: 12066 Northbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 Pace Number Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Speed in Pace 07/20/12 1 0 0 1 16 33 19 2 0 1 0 0 0 0 73 34-43 50 01:00 1 0 0 1 8 17 8 1 1 0 0 0 0 0 37 34-43 24 02:00 0 0 0 0 5 5 3 2 0 0 0 0 0 0 15 33-42 9 03:00 0 0 0 2 6 8 6 1 0 0 0 0 0 0 23 32-41 14 04:00 0 0 1 1 7 22 13 4 0 0 1 0 0 0 49 34-43 33 05`.00 1 0 0 5 23 55 27 4 1 0 1 0 0 0 117 34-43 80 06:00 5 0 1 8 64 133 68 15 2 0 0 0 0 0 296 34-43 197 07:00 14 1 =2 15 133 211 108 10 2 0 0 0 0 0 496 33-42 326 08:00 13 0 0 58 258 309 103 18 3 1 0 0 0 0 763 32-41 513 09:00 * * * * * * * k * * * k k * k 10:00 * * * k * * * k k k 11'00 12 PM 13:00 * * * * * * * * * k 14:00 k * * * 15:00 k * * k 16:00 k * * * * k 17:00 18:00 * * * * * * * * * * k 19:00 20.00 * * * * * k * * * * * * * * * * k 22:00 k * * * * * * * * k 23:00 * * Total 35 1 4 91 520 793 355 57 9 2 2 0 0 0 1869 Percent 1.9% 0.1% 0.2% 4.9% 27.8% 42.4% 19.0% 3.0% 0.5% 0.1% 0.1% 0.0% 0.0% 0.0% AM Peak 07:00 07:00 07:00 08:00 08:00 08:00 07:00 08:00 08:00 00:00 04:00 08:00 Vol. 14 1 2 58 258 309 108 18 3 1 1 763 PM Peak Vol Total 1394 151 507 4093 20533 28251 10608 1476 157 30 7 4 0 0 67211 Percent 2.1% 0.2% 0.8% 6.1% 30.6% 42.0% 15.8% 2.2% 0.2% 0.0% 0.0% 0.0% 0.0% 0.0% 15th Percentile: 30 MPH 50th Percentile: 36 MPH 85th Percentile: 41 MPH 95th Percentile: 44 MPH Stats 10 MPH Pace Speed: 32-41 MPH Number in Pace: 44645 Percent in Pace: 66.4% Number of Vehicles>35 MPH: 38917 Percent of Vehicles>35 MPH: 57.9% Mean Speed(Average): 36 MPH Page 1 a a • City\Town:North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code: 12066 Southbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 Pace Number Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Speed in Pace 07/14/12 0 0 1 10 21 30 6 0 1 0 0 0 0 0 69 31-40 47 01:00 0 0 0 1 10 9 6 0 0 0 0 0 0 0 26 31-40 18 02:00 0 0 0 1 4 9 3 0 1 0 0 0 0 0 18 33-42 13 03:00 0 0 0 1 4 7 1 1 0 0 0 0 0 0 14 32-41 10 04:00 0 0 0 7 7 9 8 0 0 0 0 0 0 0 31 34-43 17 05:00 2 0 0 7 14 18 22 5 0 0 0 0 0 0 68 35-44 37 06:00 1 3 1 16 40 59 26 8 0 0 0 0 0 0 154 32-41 93 07:00 9 3 3 39 100 118 42 7 1 0 0 0 0 0 322 31-40 196 08:00 3 0 5 38 152 166 52 5 0 0 0 0 0 0 421 31-40 289 09:00 9 0 5 56 152 215 73 6 1 0 0 0 0 0 517 32-41 337 10:00 13 0 17 73 251 237 81 7 0 0 0 0 0 0 679 31-40 441 11:00 10 1 18 74 285 259 82 6 0 0 0 0 0 0 735 31-40 492 12 PM 8 1 4 71 279 261 85 12 0 0 0 0 0 0 721 31-40 489 13:00 7 1 5 58 217 304 57 11 0 0 0 0 0 0 660 32-41 468 14:00 6 0 9 44 226 244 69 11 1 0 0 0 0 0 610 31-40 424 15:00 7 0 1 39 221 305 89 11, 0 0 0 0 0 0 673 32.41 480 16:00 10 0 0 42 192 235 89 8 1 0 0 0 0 0 577 32-41 389 17:00 8 0 ' 2 36 172 268101 12 0 ` 0 0 0 0 0 599 32-41 409 18:00 9 01 37 187 223 89 14 1 0 0 0 0 0 561 32-41 374 19:00 2 0' _. 3 - 40 168 ' 181 r 58 12 0' 0 0 0 0 0 464 31-40' 318 20:00 6 0 7 53 165 133 35 4 1 0 0 0 0 0 404 30-39 270 21:00 3 0 3 53 135 99 20 3 0 ' 1 = 0 0 0'' 0 317 30-39 217 22:00 1 0 5 22 85 83 22 3 0 0 0 0 0 0 221 31-40 153 2100 0 0 1 7 44 37 13 4 0 0 0 0` 0 0 106 31-40 74 Total 114 9 91 825 3131 3509 1129 150 8 1 0 0 0 0 8967 Percent 1.3% 0.1% 1.0% 9.2% 34.9% 39.1% 12.6% 1.7% 0.1% 0.0% 0.0% 0.0% 0.0% 0.0% AM Peak 10:00 06:00 11:00 11:00 11:00 11:00 11:00 06:00 00:00 11:00 Vol. 13 3 18 74 285 259 82 8 1 735 PM Peak 16:00 12:00 14:00 12:00 12:00 15:00 17:00 18:00 14:00 21:00 12:00 Vol. 10 1 9 71 279 305 101 14 1 1 721 Page 2 s ® s City\Town:North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code: 12066 Southbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 Pace Number Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Speed in Pace 07/15/12 0 0 0 3 14 22 12 4 1 0 0 0 0 0 56 33-42 35 01:00 0 0 0 2 13 10 6 1 1` 0 0 0 0 0 33 32-41 21 02:00 0 0 0 0 8 9 3 0 0 0 0 0 0 0 20 33-42 15 03:00 0 0 0 2 4 4 1 1 0 0 0 0 0 0 12 32-41 7 04:00 0 0 0 2 7 2 1 0 0 0 0 0 0 0 12 28-37 9 05:00 0 0 1 1 5 9 11 7 0 0 0 0 0 0 34 38-47 19 06:00 1 0 0 5 20 36 16 4 0 0 0 0 0 0 82 33-42 54 07:00 2 2 1 12 53 85 30 6 0 0 0 0 0 0 191 32-41 128 08:00 2 0 3 15 69 111 52 2 1 0 0 0 0 0 255 33-42 172 09:00 3 1 10 37 128 143 59 8 0 0 0 0 0 0 389 32-41 248 10:00 8 3 6 43 150 217 75 6 1 0 0 0 0 0 509 32-41 337 11:00 14 0 9 72 196 219 77 13 0 0 0 0 0 0 600 31-40 376 12 PM 8 0 0 40 209 211 91 12 0 1 0 0 0 0 572 31-40 381 13:00 8 0 6 52 200 253 77 7 2 0 0 0 0 0 605 32-41 411 14:00 8 2 4 50 215 245 73 12 1 0 0 0 0 0 610 31-40 415 15:00 9 0 7 33 171 274 81 12 1 0 0 0 0 0 588 32-41 409 16:00 5 0 3 31 161 261 103 10 0 0 0 0 0 0 574 33-42 396 17:00 9 0 7 38 _ 192 272 86 9 0 0 0 0 0 0 613 32-41 424 18:00 8 1 10 47 157 182 87 8 0 0 0 0 0 0 500 32-41 312 19:00 4 1 4 36 146 166 54 6 0 0 0 0 0 0 41.7 31-40 283 20:00 4 1 3 54 143 132 40 3 1 0 0 0 0 0 381 31-40 251 21:00 1 0 1 24 70 61 22 4 0 0 0 0 0 0 183 31-40 120 22:00 0 0 1 6 24 39 21 4 0 0 0 0 0 0 95 33-42 62 23:00 0 0 0 5 22 27 6 2 0 0 0 0 0 0 62 32-41 44 Total 94 11 76 610 2377 2990 1084 141 9 1 0 0 0 0 7393 Percent 1.3% 0.1% 1,0% 8.3% 32.2% 40.4% 14.7% 1.9% 0.1% 0.0% 0.0% 0.0% 0.0% 0.0% AM Peak 11:00 10:00 09:00 11:00 11:00 11:00 11:00 11:00 00:00 11:00 Vol. 14 3 10 72 196 219 77 13 1 600 PM Peak 15:00 14:00 18:00 20:00 14:00 15:00 16:00 12:00 13:00 12:00 17:00 Vol. 9 2 10 54 215 274 103 12 2 1 613 Page 3 City\Town:North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code: 12066 Southbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 Pace Number Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Speed in Pace 07/16/12 0 1 0 1 11 15 8 2 2 0 0 0 0 0 40 33-42 24 01:00 0 0 0 2 11 6 0 2 0 :' 0 0 0 0 0 21 30-39 16 02:00 0 0 0 1 9 6 3 0 1 0 0 0 0 0 20 30-39 14 03:00 0 0 0 2 3 8` 3 0 0 0 0 0 0 0 16 34-43 11 04:00 0 0 1 2 14 22 15 7 0 0 0 0 0 0 61 34-43 37 05:00 4 1' 1 12 52 77 4$ 13 0 0 0 0 0: 0 208 33-42 125 06:00 11 5 13 33 138 232 124 25 1 0 0 0 0 0 582 33-42 357 07:00 29 3 28 111 297 321 138 13 0 0 0 0 0 0 940 31-40 559 08:00 37 7 18 151 393 315 97 9 0 0 0 0 0 0 1027 30-39 636 09:00 9 3 18 85 216 280 63 13 2 0 0 0 0 0 689 31-40 449 10:00 11 2 5 58 178 267 82 11 0 0 0 0 0 0 614 32-41 407 11:00 7 1 6 47 210 294 89 7 1 0 0 0 0 0 662 32-41 461 12 PM 19 3 12 88 263 248 89 7 1 0 0 0 0 0 730 31-40 460 13:00 15 1 5 51 191 253 127 18 2 0 0 0 0 0 663 32-41 413 14:00 11 0 3 50 233 289 82 7 0 0 0 0 0 0 675 32-41 470 15:00 17 0 12 68 300 312 78 12 1 0 0 0 0 0 800 31-40 547 16:00 16 0 6 66 345 371 115 15 0 0 0 0 0 0 934 31-40 643 17.00 15 0 2 41 273 387 110 11 2 0 0 0 0 0 841 32-41 599 18:00 8 1 0 27 147 271 116 17 1 0 0 0 0 0 588 33-42 401 19:00 3 1 4 36 131 214 82 15 1 0 0 0 0 0 487 32-41 324 20:00 3 0 4 32 143 159 57 4 1 0 0 0 0 0 403 31-40 275 21:00 0 0 0 16 68 78 39 3 0 0 0 0 0 0 204 32-41 137 22:00 1 1 0 7 38 63 30 6 0 0 0 0 0 0 146 33-42 97 23:00 0 0 0 14 29 23 18 1 0 0 0 0 0 0 85 31-40 50 Total 216 30 138 1001 3693 4511 1613 218 16 0 0 0 0 0 11436 Percent 1.9% 0.3% 1.2% 8.8% 32.3% 39.4% 14.1% 1.9% 0.1% 0.0% 0.0% 0.0% 0.0% 0.0% AM Peak 08:00 08:00 07:00 08:00 08:00 07:00 07:00 06:00 00:00 08:00 Vol 37 7 28 151 393 321 138 25 2 1027 PM Peak 12:00 12:00 12:00 12:00 16:00 17:00 13:00 13:00 13:00 16:00 Vol. 19 3 12 88 345 387 127 18 2 934 Page 4 ® � a City\Town:North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code: 12066 Southbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 Pace Number Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Speed in Pace 07/17/12 1 0 0 6 11 9 5 3 1 2 0 0 0 0 38 30-39 19 01'00 0 0 1 1 3 7 2 1 0, 0` 0 0 0 0 15 32-41 10 02:00 0 0 0 1 4 11 3 0 0 0 0 0 0 0 19 33-42 15 03:00 0 0 0 2 10 7 '' 3 1 0 0 0 0 0 0 23 30-39 16 04:00 2 0 0 5 16 27 16 3 0 0 0 0 0 0 69 34-43 42 05:00 2 0'' 3 6 50 87 46 19 1 0 0 0 0 0 214 33-42 134 06:00 11 4 0 19 131 257 157 14 1 0 0 0 0 0 594 34-43 396 07:00 18 3 12 80 352 395 144 18 1 0 0 0 0 0 - 1023 32-41 674 08:00 31 8 16 125 350 385 88 13 1 0 0 0 0 0 10,117 31-40 654 09:00 11 3" 11 50 260 292 97 10 1 0 0 0 0 0 735 32-41 496 10:00 11 1 7 48 233 225 86 14 0 0 0 0 0 0 625 31-40 413 11:00 7 3 8 60 232 269 84 8 0' 0 0 0 0 - 0 671 31-40 453 12 PM 14 4 4 72 260 308 86 9 2 0 0 0 0 0 759 31-40 510 13: 00 11 6 8 59 272 263 79 11 2 0 0 0 0 0 711 31-40- 479 14:00 16 3 8 55 218 262 82 8 1 0 0 0 0 0 653 32-41 430 15:00 12 2 7 78 293 327 87 9 1 0 0 0 0 0 816 31-40 558 16:00 15 0 4 63 309 424 124 12 2 0 0 0 0 0 953 32-41 666 17:00 6 0 0 41 272 394 122 14 0 0 0 0 0 0 849 32-41 612 18:00 8 0 1 36 163 280 102 14 1 0 0 0 0 0 605 33-42 414 19:00 8 0 4 39 163 237 74 9 2 0 0 0 0 0 536 32-41 366 20:00 2 2 1 52 147 129 52 9 1 0 0 0 0 0 395 31-40 254 21:00 1 0 1 25 134 122 34 4 0 0 0 0 0 0 321 31-40 232 22:00 2 0 1 3 46 62 27 7 1 0 0 0 0 0 149 32-41 100 23:00" 0 0 1 6 19 30 17 1 1 0 0 0 0 0 75 33-42 48 Total 189 39 98 932 3948 4809 1617 211 20 2 0 _ 0 0 0 11865 Percent 1.6% 0.3% 0.8% 7.9% 33.3% 40.5% 13.6% 1.8% 0.2% 0.0% 0.0% 0.0% 0.0% 0.0% AM Peak 08:00 08:00 08:00 08:00 07:00 07:00 06:00 05:00 00:00 00:00 07:00 Vol. 31 8 16 125 352 395 157 19 1 2 _ 1023 PM Peak 14:00 13:00 13:00 15:00 16:00 16:00 16:00 17:00 12:00 16:00 Vol. 16 6 8 78 309 424 124 14 2 953 Page 5 City\Town: North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code: 12066 Southbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 Pace Number Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Speed in Pace 07/18/12 0 0 0 7 15 18 9 2 2 0 0 0 0 0 53 32-41 31 01:00 0 0 ' 0 0 6 8 5 0 0 0 0 0 0 0 19 33-42 14 02:00 0 0 0 1 9 5 3 1 0 0 0 0 0 0 19 30-39 13 03;00 0 0 0 0 8 7 1 0 0 0 0 0 0 0 16 32-41 13 04:00 0 0 0 5 10 20 15 4 0 0 0 0 0 0 54 35-44 33 05:00 3 0 0 13 43' 90 75 19 2 1 0 0 0 0 246 35-44 153 06:00 7 6 2 22 135 218 163 26 1 0 0 0 0 0 580 34-43 364 07:00 26 2 13 89 364 406s 158 16 1 0'. 0 0 0' 01 1015 32-41 648 08:00 31 4 25 152 328 357 92 9 0 1 0 0 0 0 999 31-40 616 09:00 18 1 > 5 82 242 294 82 13 0 0' 0 0 0 0 737 31-40 482 10:00 11 1 2 38 194 279 105 9 1 0 0 0 0 0 640 32-41 436 11:00 13 2 6 "62 227 280' °85 16 0 ''' 0` 0 0 0 0 691 32-41 ' 457 12 PM 10 8 18 78 290 319 82 9 1 0 0 0 0 0 815 31-40 547 13:00 16- 2 13 86 296 .239 66 6 0 0 0 0 0 0 724 30-39 480 14:00 13 1 4 68 285 272 86 3 1 0 0 0 0 0 733 31-40 501 15:00 14 1 4 76 239 328 101 12 1 0 0 0 0 0 776 32-41 516 16:00 17 2 12 78 328 361 98 10 2 0 0 0 0 0 908 31-40 618 17:00 13 0 0 52 296 336 110 14 1 0 0 0 0 0 822 32-41 569 18:00 7 1 1 23 210 303 95 8 0 0 0 0 0 0 648 32-41 470 19:00 4 0 3 44 141 180 79 8 2 0 0 0 0 0 461 32-41 299 20:00 2 1 3 34 173 169 40 5 0 0 0 0 0 0 427 31-40 308 21:00 1 1 3 32 101 102 40 8 0 0 0 0 0 0 288 31-40 186 22:00 1 0 0 8 54 87 20 7 0 0 0 0 0 0 177 32-41 129 23:00 0 0_ 0 4 20 28 19 2 0 0 0 0 0 0 73 33-42 48_ Total 207 33 114 1054 3954 4706 _ 1629 207 15 2 0 0 _ 0 0 11921 _ Percent 1.7% 0.3% 1.0% 8.8% 33.2% 39.5% 13.7% 1.7% 0.1% 0'061.----d-.-0010 0.0% 0.0% _0_0% AM Peak 08:00 06:00 08:00 08:00 08:00 07:00 06:00 06:00 00:00 05:00 07:00 Vol. 31 6 _ 25 _ 152 328 406 163 26 2 1 _ 1015 _ PM Peak 16:00 12:00 12:00 13:00 16:00 16:00 17:00 17:00 16:00 16:00 Vol. 17 8 18 86 328 361 110 14 2 908 Page 6 City\Town:North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code: 12066 Southbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 Pace Number Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Speed in Pace 07/19/12 3 1 0 6 19 22 5 0 1 0 1 0 0 0 58 31-40 36 01:00 0 0 0 0 7 9, 6 0 0 0 0 0 0 : 0 22 33-42 16 02:00 0 0 0 1 5 7 1 0 0 1 0 0 0 0 15 31-40 11 03:00 0 0 1 1 2 5; 8 0 0 0 1 0 0 0 18 36-45 12 04:00 0 0 0 7 8 14 18 1 0 0 0 0 0 0 48 36-45 29 05:00 1 0` 1 7 53 80' 66 18 1 0 0 0 0 0 227 34-43 140 06:00 13 11 1 30 144 252 133 24 2 0 0 0 0 0 610 33-42 382 07:00 22 6 14 108 332 399 138 14 0 0 0 0 0;' 0 1033 31-40 660 08:00 20 5 23 104 368 387 104 12 3 0 0 0 0 0 1026 31-40 677 09`.00 19 1- 15 94 250 317- 71 5 1 0 0 0 0 0 773 31-40 508 10:00 10 3 9 77 233 243 75 5 0 0 0 0 0 0 655 31-40 431 11:00 9" 4 ` 11 66 238 276-, 106 14 0 1 0 0 ' 0 0 725 32-41 468 12 PM 18 6 13 87 334 270 75 12 1 0 0 0 0 0 816 31-40 539 1100 17 2 ' 12 111 252 293` 77 11 0 0 0 1 0 0 776 31-40 493 14:00 16 1 8 81 249 267 105 16 0 0 0 0 0 0 743 31-40 468 15:00 21 4' 14 97 294 372- 78 11 0 0 0 0 0 0 891 31-40 595 16:00 11 0 4 85 369 378 113 15 0 0 0 0 0 0 975 31-40 675 17:00 15 2 17 38 273 ` 375 149_ 14 2 0 0 0 0 0 885 32-41 596 18:00 10 9 9 34 169 309 114 13 3 0 0 0 0 0 670 33-42 448 19:00 9 5 3 22 186 211` 92 16 - 0 0 0 0 0 0 544 32-41 360- 20:00 4 0 2 34 152 165 62 8 0 0 0 0 0 0 427 32-41 288 21:00 2 0 5 37 91 114 42 3 2 0 0 0 0 0 296 32-41 189 22:00 0 0 0 9 74 70 29 2 0 1 0 0 0 0 185 31-40 131 23:00 0 0 0 .5 26 48 22 6 0 0 0 0 0 0 107 33-42 72 Total 220 60 162 1141 4128 4883 1689 220 16 3 2 1 0 0 12525 Percent 1.8% 0.5% 1.3% 9.1% 33.0% 39.0% 13.5% 1.8% 0.1% 0.0% 0.0% 0.0% 0.0% 0.0% AM Peak 07:00 06:00 08:00 07:00 08:00 07:00 07:00 06:00 08:00 02:00 00:00 07:00 Vol. 22 11 23 108 368 399 138 _24 3 1 _ 1 1033 PM Peak 15:00 18:00 17:00 13:00 16:00 16:00 17:00 14:00 18:00 22:00 13:00 16:00 Vol. 21 9 17 111 369 378 149 16 3 1 1 975 Page 7 City\Town:North Andover 105 Center Street, Suite 4100 Location:Osgood Street Stoneham, MA 02180 Engineering and Construction Services Site Code: 12066 Southbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 Pace Number Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Speed in Pace 07/20/12 0 0 0 3 21 17 11 4 1 1 0 0 0 0 58 32-41 35 01:00 0 0 0 0 6 13 5 0 1 0 0 0 0 0 25 33-42 19 02:00 0 0 0 1 7 6 2 1 0 0 0 0 0 0 17 30-39 12 03:00 0 0 0 1 6 16 7 _0 0 0 0 0 0 0 30 34-43 23 04:00 0 0 0 1 18 15 19 1 0 0 0 0 0 0 54 34-43 34 05:00 2 0 5 13 44 63 49 18 0 0 -0 0 0 0 194 34-43 109 06:00 6 2 2 16 107 209 159 15 4 0 0 0 0 0 520 35-44 344 07:00 21 3, 19 83 262 347 143 17 0 0 0 0 0 0 895 32-41 558 08:00 32 2 26 92 277 378 103 12 4 0 0 0 0 0 926 32-41 585 09:00 w w w w * * * * w * w w w ....10:00 10:00 12 PM * * * w w w * w w w w w w 13:00 * * w w * * w * * w 14:00 * * * * w w w w w * w w w w e w 15:00 16:00 16:00: w * w w * w w w w w * w w w 18:00 19:00 * * w w w e w w * w w • * w w 20:00 21:00 22:00 * w w w * w w w w 23:00 * * w w * * * r w * w * « w w Total 61 7 52 210 748 1064 498 68 10 1 0 0 0 0 2719 _ Percent 2.2% 0.3% 1.9% 7.7% 27.5% 39.1% 18.3% 2.5% 0.4% 0.0% 0.0% 0.0% 0.0% 0.0% AM Peak 08:00 07:00 08:00 08:00 08:00 08:00 06:00 05:00 06:00 00:00 08:00 Vol. 32 3 26 92 277 378 159 18 4 1 926 PM Peak Vol Total 1101 189 731 5773 21979 26472 9259 1215 94 10 2 1 0 0 66826 Percent _1_.6% 0.3% 1.1% 8.6% 32.9% 39.6% 13.9% 1.8% 0.1% 0.0% 0.0% 0.0% 0.0% 0.0% 15th Percentile: 29 MPH 50th Percentile: 35 MPH 85th Percentile: 40 MPH 95th Percentile: 44 MPH Stats 10 MPH Pace Speed : 32-41 MPH Number in Pace: 43929 Percent in Pace: 65.7% Number of Vehicles>35 MPH: 35989 Percent of Vehicles>35 MPH: 53.9% Mean Speed(Average): 35 MPH TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin'Donuts—North Andover,Massachusetts TRAFFIC-VOLUME ADJUSTMENT DATA MassDOT Traffic Volumes Permanent Count Station 5127a Route 125 South of Route 28 - Andover, Massachusetts Year Jan Feb Mar Apr May June July Aug Sept Oct Nov Dec AADT 2005 14,098 13,567 14,948 15,513 15,508 16,293 14,400 15,216 15,523 15,400 15,071 15,028 15,04'7 3.31% 5.83% 1.01% -3.35% 3.38% -3.03% -1.99% -3.47% -2.70% -2.60% -1.56% -16.16% -1.78 2006 14,564 14,358 15,099 14,994 16,032 15,800 14,113 14,688 15,104 15,000 14,836 12,599 14,766 -7.76% -4.51% -1.85% -1.09°% -5.0291. -2.42% 1.60% -1.73% -0.57% -0.67% -0.79% 4.99% -1.65% 2009 1 11,428 1 12,502 1 14,278 1 14,509 1 13,736 14,681 14,800 1 13,939 1 14,846 1 14,700 14,486 1 14,580 14,040 Seasonal Adj.c 9.4% 8.5% -1.1% -2.6% -3.1% -6.2% 1.2% 0.0% -3.6% -2.8% -1.2% 3.9% 0.0% a Based upon historical data. Source: MassDOT 2009 Traffic Volumes. bAverage Annual Daily Traffic. °Seasonal adjustment to yearly average. Greenman-Pedersen,Inc. Seasonal Adjustment MASSACHUSETTS HIGHWAY DEPARTMENT-STATEWIDE TRAFFIC DATA COLLECTION 2007 WEEKDAY SEASONAL FACTORS •Note;These are weekday factors The average of the factors for the year will not equal 1,as weekend data are not considered. FACTOR GROUP JAN FES MAR APR MAY JUN JUL AUG SEP OCT NOV DEC GROUP 1 -WEST INTERSTATE 0.95 0.91 0.85 0.85 0.87 0.86 0.91 0.96 0.90 0.88 0.90 0.91 GROUP 2-RURAL MAJOR COLLECTOR(R-5) 1.11 1.07 1.07 0.98 0.92 0.88 0.88 0.86 0.89 0.93 1.01 1.04 GROUP 3A-RECREATIONAL-0-4)See below 1.26 1.20 1.18 1.04 0.96 0.86 0.78 0.79 0.93 0.99 1.07 1.12 GROUP 3B-RECREATIONAL***(5)See below 1.22 1,18 1.20 1 1.04 0.96 0.88 0.73 0.74 0.99 1.02 1.12 1,17 GROUP 4-1-495 INTERSTATE 1.05 1.03 1.03 0.95 0.93 0.87 0.86 0.83 0.89 0.93 0.93 0.96 GROUP 5-EAST INTERSTATE 1.02 0.99 0.97 0.94 0.95 0.91 0.92 0.92 0.94 0.94 0.98 0.99 _ GROUP 6-URBAN ARTERIALS.COLLECTORS&RURAL ARTERIALS R-2;R-3 1.03 0.99 0.97 0:92 0,91 0.90 0:92 0.91 0.92 0.93 0.97 0,97 + d GROUP 7-I-84 PROXIMITY STA. 17 0.84 1.15 1.17 1.08 1.10 1.02 1.01 0.96 1.06 1.06 1.11 1.15 2.6`/o �lt,ft` � tom GROUP 8-1-295 PROXIMITY STA.6590 0.95 1.01 0.96 0.92 0.89 0.88 0.91 0.86 0.91 0.93 0.95 0,92, GROUP 9-1-195 PROXIMITY STA.7 1.10 1.030.94' 0.91 0.87 0.84 0.82 0.88 0.93 1.03 0.99 RECREATIONAL:(ALL YEARS) 2007 AXLE CORRECTION FACTORS � ROUND OFF "GROUP 3A: ROAD INVENTORY AXLE 0-999.............10 1.CAPE GOD(ALL TOWNS) FUNCTIONAL CORRECTION >1,000......_...100 2.PLYMOUTH(SOUTH OF RTE 3A) CLASSIFICATION FACTOR RURAL 7014,7079,7080,7090,7091,7092,7093.7094,7095,7096,7097.7108,7178 1 0.90 3MARTHA'S VINEYARD 2 0'93 4.NANTUCKET 3 0.98 0,5,6 0.98 URBAN 1 0,96 -GROUP 3B: 2,3 0.97 5 PERMANENTS 2 8189 5 0.99 1066,1067,1083,1084,1085,1086,1087,1088,1089,1090,1091,1092, 0,6 0.99 1093,1094,1095,1096,1097,1096,1099,1100,1101,1102,1103,1104, 1105,1106,1107,1108,1113,1114,1116,2196,2197,2198 1-84 0.83 Apply 1-134 factor to stations:3290,3921,3929 Traffic Growth Rate MassDOT Historical Traffic Count Data Town of North Andover AVERAGE DAILY TRAFFIC Annual ROUTE/STREET LOCATION 2000 2001 2002 2003 2004 2005 2006 2007 2008 2009 Average ROUTE 125 AT HAVERHILL CITY LINE 24,900 30,000 14,200 1 14,800 19,800 16,200 14,400 -5.4% ROUTE 125 NORTH OF MAIN STREET 14900 1 15,700 14,300 -0.7% ROUTE 125 SOUTH OF MASS AVENUE 19,100 18,600 1 -0.9% ROUTE 125 SOUTH OF ROUTE 114 16,600 18,000 14,200 -2.5% ROUTE 133 IAT BOXFORD TOWN LINE 5,200 1 5,300 5,200 5,800 1 1 7,000 1 6,300 1 5,700 2.1% -1.5% Source: Based upon MassDOT Traffic Statistics, 2009. Per discussions with MVPC say=0.5%per year Greenman-Pedersen,Inc. TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin'Donuts—North Andover,Massachusetts MASSDOT CRASH RATE WORKSHEET fijj3,jvrDOT Hiqhwalf SEGMENT CRASH RATE WORKSHEET CITY/TOWN North Andover COUNT DATE : Jul-12 DISTRICT : 4 - SEGMENT DATA - .................................................................................................................................................................................................................... ROADWAY NAME: Osgood Street(Routes 125/133) START POINT:980 Osgood Street END POINT: 1060 Osgood Street FUNCTIONAL CLASSIFICATION OF ROADWAY: -Urban Principal Arterial ROADWAY DIAGRAM (LABEL ROADWAY AND CROSS STREETS) North 980-982 1000 1018 1060 Routes Osgood Street 125/133 1019 1005-1025 AVERAGE DAILY TRAFFIC SEGMENT LENGTH IN MILES ( L): 0.16 AVERAGE DAILY TRAFFIC VOLUME (V): 25,660 #OF AVERAGE#OF TOTAL#OF CRASHES: 25 YEARS : CRASHES PER YEAR A) : .................................................................................................................................................................................................................... CRASH RATE 56 RATE (A'1,000,000 CALCULATION : (L- V '365) Comments : Of the 25 incidents, 15 were property damage, 10 were injuries, and 0 fatalities. Project Title & Date: Proposed Dunkin' Donuts, North Andover, Massachusetts TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin'Donuts—North Andover,Massachusetts TRIP-GENERATION DATA Institute of Transportation Engineers (ITE) Land Use Code (LUC) 912- Drive-In Bank Average Vehicle Trips Ends vs: 1,000 Sq.Feet Gross Floor Area Independent Variable(X): 3.672 AVERAGE WEEKDAY DAILY T= 148.15 *(X) T= 148.15 * 3.672 T= 544.01 T= 544 vehicle trips with 50%( 272 vpd)entering and 50%( 272 vpd)exiting. WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 12.35 *M T= 12.35 * 3.672 T= 45.35 T= 45 vehicle trips with 56% ( 25 vph)entering and 44%( 20 vph)exiting. WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 25.82*(X) T= 25.82* 3.672 T= 94.81 T= 95 vehicle trips with 50% ( 48 vph)entering and 50%( 47 vph)exiting. SATURDAY DAILY T= 86.32*(X) T= 86.32* 3.672 T= 316.97 T= 318 vehicle trips with 50% ( 159 vpd)entering and 50%( 159 vpd)exiting. SATURDAY MIDDAY PEAK HOUR OF GENERATOR T= 26.53 *(X) T= 26.53 * 3.672 T= 97.42 T= 97 vehicle trips with 52% ( 50 vph)entering and 48%( 47 vph)exiting. Greenman-Pedersen,Inc. LUC 912 3.672 ksfxls Institute of Transportation Engineers (ITE) Land Use Code (LUC) 937 - Coffee/Donut Shop with Drive-Through Window Average Vehicle Trips Ends vs: 1,000 Sq.Feet Gross Floor Area Independent Variable(X): 2.300 AVERAGE WEEKDAY DAILY T= 818.58 * (X) T= 818.58 * 2.30 T= 1,882.73 T= 1,882 vehicle trips with 50%( 941 vpd)entering and 50%( 941 vpd)exiting. WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 110.75 *(X) T= 110.75 * 2.30 T= 254.73 T= 255 vehicle trips with 51%( 130 vph)entering and 49%( 125 vph)exiting. WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 42.93 *(X) T= 42.93 * 2.30 T= 98.74 T= 98 vehicle trips with 50%( 49 vph)entering and 50%( 49 vph)exiting. SATURDAY MIDDAY PEAK HOUR OF GENERATOR T= 84.52*(X-) T= 84.52* 2.30 T= 194.40 T= 194 vehicle trips with 50%( 97 vph)entering and 50%( 97 vph)exiting. Greenman-Pedersen, Inc. LUC 937-2.3 ksLxls rn Table 5.23 M Pass-By Trips and Diverted Linked Trips ® Weekday, a.m. Peak Period Land Use 934—Fast-Food Restaurant with Drive-Through Window :v 0 :3 DIVERTED ADJ,STREET SIZE to (1,000 SQ. WEEKDAY NO.OF TIME PRIMARY NON-PASS- LINKED PASS-BY PEAK HOUR 0C57 SEATS FT.GFA) LOCATION SURVEY DATE INTERVIEWS PERIOD TRIP(%) BY TRIP(%) TRIP(%) TRIP(°/n) VOLUME SOURCE 0 O a n/a <5 Chicago suburbs, IL 1987 84 7:00-9:00 a.m. — 56 — 44 n/a Kenig, O'Hara, Humes, Flock m 88 1.4 Louisville area, KY 1993 n/a 7:00-9:00 a.m. 22 — 16 62 1,407 Barton-Aschman Assoc. 0 100 3.6 Louisville, KY 1993 n/a 7:00-9:00 a.m. 47 — 21 32 437 Barton-Aschman Assoc. C, 87 4.2 New Albany, IN 1993 n/a 7:00-9:00 a.m. 23 31 46 1,049 Barton-Aschman Assoc. I — 43 43 2,903 Barton-Aschman Assoc. 150 3.0 Louisville area, KY 1993 n/a 7:00-9:00 a.m. 14 m cn n/a 3.3 varies 1996 n/a 6:00-9:00 a.m. — 32 — 68 n/a Oracle Engineering Average Pass-By Trip Percentage:49 I i i t i a j ® ,.a w n min nn n n n n n n n n n n n n n n n . n n z i 4 Table 5.24 Pass-By Trips and Diverted Linked Trips } Weekday, p.m. Peak Period 7 Land Use 934—Fast-Food Restaurant with Drive-Through Window SIZE DIVERTED ADJ.STREET (1:000 SQ, WEEKDAY NO.OF TIME PRIMARY NON-PASS- LINKED PASS-BY PEAK HOUR SEATS FT.GFA) LOCATION SURVEY DATE INTERVIEWS PERIOD TRIP(%} BY TRIP(%) TRIP(%) TRIP(%) VOLUME SOURCE n/a -2,6 Minn-St. Paul, MN 1987 50 3:00-7:00 p.m. 27 — 48 25 n/a n/a n/a <5.0 Chicago suburbs, IL 1987 80 3,00-6:00 p.m. — 62 — 38 n/a Kenig, O'Hara, Humes, Flock n/a <5.0 Chicago suburbs, IL 1987 100 3:00-6:00 p.m. 45 — 55 n/a Kenig, O'Hara, Humes, Flock n/a <5.0 Chicago suburbs, IL 1987 159 3:00-6:00 p.m, 44 -- 56 n/a Kenig, O'Hara, Humes, Flock n/a <5.0 Chicago suburbs, IL 1987 225 3:00-6:00 p.m. — 52 - 48 n/a Kenig, O'Hara, Humes, Flock n/a <5.0 Chicago suburbs, IL 1987 88 3:00-6:00 p.m. — 65 35 n/a Kenig, O'Hara, Humes, Flock n/a <5.0 Chicago suburbs, IL 1987 84 3:00-6:00 p.m. -- 56 — 44 n/a Kenig,O'Hara, Humes, Flock D 88 1.3 Louisville area, KY 1993 n/a 4:00-6:00 p.m. 22 — 10 68 2,055 Barton-Aschman Assoc. 0 120 1.9 Louisville area, KY 1993 33 4:00-6:00 p.m. 24 - 9 67 2,447 Barton-Aschman Assoc. 87 4.2 New Albany, IN 1993 n/a 4:00--6:00 p.m. 25 — 19 56 1,632 Barton-Aschman Assoc, a- 150 3.0 Louisville area, KY 1993 n/a 4:00-6:00 p.m, 31 — 38 31 4,250 Barton-Aschman Assoc. O ° n/a 3.1 Kissimmee, FL 1995 28 2:00-6:00 p.m. — 29 n/a 71 n/a TPD Inc. 2 Q n/a 3.1 Apopka, FL 1996 29 2:00-6:00 p.m. — 62 n/a 38 n/a TPD Inc. Q _ n/a 2.8 Winter Springs, FL 1995 47 2:00-6:00 p,m. — 34 — 66 n/a TPD Inc. n/a 4.3 Longwood, FL 1994 304 2:00-6:00 p.m, — 38 — 62 n/a TPD Inc. n/a 3.2 Altamonte Springs, FL 1996 202 2:00-6:00 p.m. 39 — 21 40 n/a TPD Inc. a n/a 2.9 Winter Park, FL 1996 271 2:00-6:00 p.m. 41 — 18 41 n/a TPQ Inc. m n/a 3.3 several 1996 varies 4:00-6:00 p.m. - 38 — 62 n/a Oracle Engineering *Average of several combined studies. M Average Pass-By Trip Percentage: 50 rn Institute of Transportation Engineers (ITE) Land Use Code(LUC) 210- Single-Family Detached Housing Average Vehicle Trips Ends vs: Dwelling Units Independent Variable(X): 1 AVERAGE WEEKDAY DAILY T= 9.57*(X) T= 9.57 * 1 T= 9.57 T= 10 vehicle trips with 50%( 5 vpd)entering and 50% ( 5 vpd)exiting. WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 0.750*(X) T= 0.750* 1 T= 0.75 T= 1 vehicle trips with 25%( 0 vph)entering and 75%( 1 vph)exiting. WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 1.01 * (X) T= 1.01 * 1 T= 1.01 T= 1 vehicle trips with 63%( 1 vph)entering and 37%( 0 vph)exiting. SATURDAY DAILY T= 10.08 *(X) T= 10.08 * 1 T= 10.08 T= 10 vehicle trips with 50%( 5 vpd)entering and 50%( 5 vpd)exiting. SATURDAY MIDDAY PEAK HOUR OF GENERATOR T= 0.93 *(X) T= 0.93 * 1 T= 0.93 T= 1 vehicle trips with 53%( 1 vph)entering and 47%( 0 vph)exiting. Greenman-Pedersen,Inc. LUC 210- 1 unit.xls TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin'Donuts—North Andover,Massachusetts CAPACITY ANALYSIS METHODOLOGY TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin' Donuts—North Andover,Massachusetts CAPACITY ANALYSIS METHODOLOGY A primary result of capacity analysis is the assignment of levels of service to traffic facilities under various traffic flow conditions. The capacity analysis methodology is based on the concepts and procedures in the Highway Capacity Manual (HCM)10 for unsignalized intersections. The concept of level of service (LOS) is defined as a qualitative measure describing operational conditions within a traffic stream and their perception by motorists and/or passengers. A level-of-service definition provides an index to quality of traffic flow in terms of such factors as speed, travel time, freedom to maneuver, traffic interruptions, comfort, convenience, and safety. Six levels of service are defined for each type of facility. They are given letter designations from A to F, with LOS A representing the best operating conditions and LOS F the worst. Since the level of service of a traffic facility is a function of the traffic flows placed upon it, such a facility may operate at a wide range of levels of service, depending on the time of day, day of week, or period of year. A description of the operating condition under each level of service is provided below: • LOS A describes conditions with little to no delay to motorists. • LOS B represents a desirable level with relatively low delay to motorists. • LOS C describes conditions with average delays to motorists. • LOS D describes operations where the influence of congestion becomes more noticeable. Delays are still within an acceptable range. • LOS E represents operating conditions with high delay values. This level is considered by many agencies to be the limit of acceptable delay. • LOS F is considered to be unacceptable to most drivers with high delay values that often occur, when arrival flow rates exceed the capacity of the intersection. Unsignalized Intersections Levels of service for unsignalized intersections are calculated using the operational analysis methodology of the HCM. The procedure accounts for lane configuration on both the minor and 10 Highway Capacity Manual 2000,Transportation Research Board;Washington,D.C.;2000. TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin' Donuts—North Andover,Massachusetts major street approaches, conflicting traffic stream volumes, and the type of intersection control (STOP, YIELD, or all-way STOP control). The definition of level of service for unsignalized intersections is a function of average control delay. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. The level-of-service criteria for unsignalized intersections are shown in Table A-1. Table A-1 LEVEL-OF-SERVICE CRITERIA FOR UNSUGNALIZED INTERSECTIONS Unsignalized Intersection Criteria Level of Average Control Delay Service (Seconds per Vehicle) A 510 B >10 and 515 C >15 and<_25 D >25 and<_35 E >35 and<_50 F >50 Source: Highway Capacity Manual 2000,Transportation Research Board; Washington, D.C.; 2000, Pages 17-2. For unsignalized intersections, this delay criterion may be applied in assigning level-of-service designations to individual lane groups or to individual intersection approaches. TRAFFIC IMPACT AND ACCESS STUDY Proposed Dunkin'Donuts—North Andover,Massachusetts CAPACITY AND QUEUE ANALYSIS WORKSHEETS 1: North Site Driveway & Osgood Street (Rtes 125/133) 2017 Build HCM Unsignalized Intersection Capacity Analysis Weekday AM '* '`i 4\ 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y *Tt tl Volume(veh/h) 13 14 65 915 1062 65 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.88 0.88 0.94 0.94 Hourly flow rate(vph) 14 16 74 1040 1130 69 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right tum flare(veh) Median type None None Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 1832 599 1199 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 1832 599 1199 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 76 96 87 cM capacity(veh/h) 59 444 578 Direction,Lane# EB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 30 420 693 753 446 Volume Left 14 74 0 0 0 Volume Right 16 0 0 0 69 cSH 107 578 1700 1700 1700 Volume to Capacity 0.28 0.13 0.41 0.44 0.26 Queue Length 95th(ft) 26 11 0 0 0 Control Delay(s) 51.1 3.7 0.0 0.0 0.0 Lane LOS F A Approach Delay(s) 51.1 1.4 0.0 Approach LOS F Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 71.9% ICU Level of Service C Analysis Period(min) 15 V:IMAX-2012066.00-North Andover,MA-Dunkin'DonutslAnalysis12017 Build AM.syn Synchro 7- Report GPI Page 1 1: North Site Driveway & Osgood Street (Rtes 125/133) 2017 Build HCM Unsignalized Intersection Capacity Analysis Weekday PM .- 4\ t Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +'t tT Volume(veh/h) 5 5 26 1554 1034 23 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.92 0.92 0.88 0.88 Hourly flow rate(vph) 6 6 28 1689 1175 26 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 2089 601 1201 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 2089 601 1201 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 87 99 95 cM capacity(veh/h) 43 444 577 Direction,Lane# EB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 11 591 1126 783 418 Volume Left 6 28 0 0 0 Volume Right 6 0 0 0 26 cSH 79 577 1700 1700 1700 Volume to Capacity 0.14 0.05 0.66 0.46 0.25 Queue Length 95th(ft) 12 4 0 0 0 Control Delay(s) 58.2 1.4 0.0 0.0 0.0 Lane LOS F A Approach Delay(s) 58.2 0.5 0.0 Approach LOS F Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 71.4% ICU Level of Service C Analysis Period(min) 15 V:1MAX-2012066.00-North Andover,MA-Dunkin'Donuts\Analysis12017 Build PM.syn Synchro 7- Report GPI Page 1 1: North Site Driveway & Osgood Street (Rtes 125/133) 2017 Build HCM Unsignalized Intersection Capacity Analysis Saturday Midday -1, 4 t 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y 4+ tt Volume(veh/h) 12 12 50 953 839 47 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.83 0.83 0.93 0.93 Hourly flow rate(vph) 13 13 60 1148 902 51 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 1622 476 953 vC1,stage 1 cont vol vC2,stage 2 conf vol vCu,unblocked vol 1622 476 953 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 84 98 92 cM capacity(veh/h) 86 535 717 Direction,Lane# EB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 27 443 765 601 351 Volume Left 13 60 0 0 0 Volume Right 13 0 0 0 51 cSH 148 717 1700 1700 1700 Volume to Capacity 0.18 0.08 0.45 0.35 0.21 Queue Length 95th(ft) 16 7 0 0 0 Control Delay(s) 34.7 2.4 0.0 0.0 0.0 Lane LOS D A Approach Delay(s) 34.7 0.9 0.0 Approach LOS D Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period(min) 15 V:1MAX-2012066.00-North Andover,MA-Dunkin'Donuts\Analysis12017 Build SAT.syn Synchro 7- Report GPI Page 1 1: North Site Driveway & Osgood Street (Rtes 125/133) 2017 Build - Modified Critical Gap HCM Unsignalized Intersection Capacity Analysis Weekday AM --* -t I Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y 4t +Ir Volume(veh/h) 13 14 65 915 1062 65 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.88 0.88 0.94 0.94 Hourly flow rate(vph) 14 16 74 1040 1130 69 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right tum flare(veh) Median type None None Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 1832 599 1199 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 1832 599 1199 tC,single(s) *5.6 *5.6 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 87 97 87 cM capacity(veh/h) 111 556 578 Direction,Lane# EB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 30 420 693 753 446 Volume Left 14 74 0 0 0 Volume Right 16 0 0 0 69 cSH 190 578 1700 1700 1700 Volume to Capacity 0.16 0.13 0.41 0.44 0.26 Queue Length 95th(ft) 14 11 0 0 0 Control Delay(s) 27.5 3.7 0.0 0.0 0.0 Lane LOS D A Approach Delay(s) 27.5 1.4 0.0 Approach LOS D Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 71.9% ICU Level of Service C Analysis Period(min) 15 * User Entered Value V:1MAX-2012066.00-North Andover,MA-Dunkin'Don utslAnalysislCalibrated12017 Build AM.syn Synchro 7- Report GPI Page 1 2: South Site Driveway & Osgood Street (Rtes 125/133) 2017 Build HCM Unsignalized Intersection Capacity Analysis Weekday AM --* '* t �► Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y tt tt Volume(veh/h) 46 52 0 934 1076 0 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.88 0.88 0.94 0.94 Hourly flow rate(vph) 51 58 0 1061 1145 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right tum flare(veh) Median type None None Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 1675 572 1145 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 1675 572 1145 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 41 88 100 cM capacity(veh/h) 86 463 618 Direction,Lane# EB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 109 531 531 572 572 Volume Left 51 0 0 0 0 Volume Right 58 0 0 0 0 cSH 152 1700 1700 1700 1700 Volume to Capacity 0.72 0.31 0.31 0.34 0.34 Queue Length 95th(ft) 106 0 0 0 0 Control Delay(s) 73.4 0.0 0.0 0.0 0.0 Lane LOS F Approach Delay(s) 73.4 0.0 0.0 Approach LOS F Intersection Summary Average Delay 3.5 Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period(min) 15 V:IMAX-2012066.00-North Andover,MA-Dunkin'DonutslAnalysis12017 Build AM.syn Synchro 7- Report GPI Page 2 2: South Site Driveway & Osgood Street (Rtes 125/133) 2017 Build HCM Unsignalized Intersection Capacity Analysis Weekday PM t # Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y 't t tt Volume(veh/h) 20 19 0 1560 1039 0 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.92 0.92 0.88 0.88 Hourly flow rate(vph) 22 21 0 1696 1181 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right tum flare(veh) Median type None None Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 2029 590 1181 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 2029 590 1181 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 55 95 100 cM capacity(veh/h) 50 451 599 Direction,Lane# EB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 43 848 848 590 590 Volume Left 22 0 0 0 0 Volume Right 21 0 0 0 0 cSH 88 1700 1700 1700 1700 Volume to Capacity 0.49 0.50 0.50 0.35 0.35 Queue Length 95th(ft) 53 0 0 0 0 Control Delay(s) 80.5 0.0 0.0 0.0 0.0 Lane LOS F Approach Delay(s) 80.5 0.0 0.0 Approach LOS F Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 53.1% ICU Level of Service A Analysis Period(min) 15 V:1MAX-2012066.00-North Andover,MA-Dunkin'Donuts\Analysis12017 Build PM.syn Synchro 7- Report GPI Page 2 2: South Site Driveway & Osgood Street (Rtes 125/133) 2017 Build HCM Unsignalized Intersection Capacity Analysis Saturday Midday --* *\ t Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y tt tt Volume(veh/h) 35 38 0 968 851 0 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.83 0.83 0.93 0.93 Hourly flow rate(vph) 39 42 0 1166 915 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 1498 458 915 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 1498 458 915 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 66 92 100 cM capacity(veh/h) 113 550 753 Direction,Lane# EB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 81 583 583 458 458 Volume Left 39 0 0 0 0 Volume Right 42 0 0 0 0 cSH 193 1700 1700 1700 1700 Volume to Capacity 0.42 0.34 0.34 0.27 0.27 Queue Length 95th(ft) 48 0 0 0 0 Control Delay(s) 36.6 0.0 0.0 0.0 0.0 Lane LOS E Approach Delay(s) 36.6 0.0 0.0 Approach LOS E Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 37.7% ICU Level of Service A Analysis Period(min) 15 V:\MAX-2012066.00-North Andover,MA-Dunkin'Donuts\Analysis\2017 Build SAT.syn Synchro 7- Report "! GPI Page 2 2: South Site Driveway & Osgood Street (Rtes 125/133) 2017 Build - Modified Critical Gap HCM Unsignalized Intersection Capacity Analysis Weekday AM t Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y tt tt Volume(veh/h) 46 52 0 934 1076 0 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.88 0.88 0.94 0.94 Hourly flow rate(vph) 51 58 0 1061 1145 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 1675 572 1145 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 1675 572 1145 tC,single(s) *5.6 *5.6 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 67 90 100 cM capacity(veh/h) 154 573 618 Direction,Lane# EB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 109 531 531 572 572 Volume Left 51 0 0 0 0 Volume Right 58 0 0 0 0 cSH 251 1700 1700 1700 1700 Volume to Capacity 0.43 0.31 0.31 0.34 0.34 Queue Length 95th(ft) 51 0 0 0 0 Control Delay(s) 29.9 0.0 0.0 0.0 0.0 Lane LOS D Approach Delay(s) 29.9 0.0 0.0 Approach LOS D Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period(min) 15 * User Entered Value V:IMAX-2012066.00-North Andover,MA-Dunkin'DonutslAnalysislCalibrated12017 Build AM.syn Synchro 7- Report GPI Page 2