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Consultant Review - 1077 OSGOOD STREET 11/27/2012
J I 1 pG L i 4 d { �� � ✓//'�� r/ �x_ 1'0.'4./ � F ' ,k+ �q,� �/r�' Pr pro � d ���i p'j l�• ry,��rr � / �;�� Gax �%" �" � x 4mm�mrrr/ryarui- mxnsr Irrvmev rr �r�rdr�rsx�mor„ urinruurmnnier✓ars�:u!�x�rr2 r sr"xxs r/,f�a/ZiZ„4P/G2�¢B?l�„r�Jw�P%�Q Jk r7Y� iiYlPYY�Y`2,�plY1�Y7'G IY IIYII'tiJM'llf'pl �'r^y /UfilnF/�r TRAFFIC IMPACT AND ACCESS STUDY PROPOSED BRANCH BANK NORTH ANDOVER, MA PREPARED FOR: LYNNFIELD ENGINEERING LYNNFIELD,MASSACHUSETTS NOVEMBER 279 2012 PREPARED BY: WIF owi,BAYS I D E 600 UNICORN PARK DRIVE WoBURN,MA 01801 TRAFFIC IMPACT AND ACCESS TU PROPOSED BRANCH BANK OSGOOD STREET NORTH ANDOVER, MASSACHUSETTS Prepared for: Lynnfield Engineering Co. November 27, 2012 Prepared by: Bayside Engineering 600 Unicorn Park Drive Woburn, MA 01801 TABLE OF CONTENTS Section Title Page 1 Introduction 1 2 Existing Condition 3 3 Future Conditions 12 4 Capacity Analysis 20 5 Recommendations and Conclusion 27 Appendix TABLES No. Title Page 1 Existing Weekday Traffic-Volume Summary 6 2 Existing Saturday Traffic-Volume Summary 6 3 Existing Butcher Boy Marketplace Exit Observed Delays and Queues— Shared Left/through Movements 7 4 Existing Butcher Boy Marketplace Exit Observed Delays and Queues—Shared Right-Turn Movements 7 5 Motor Vehicle Crash Data Summary 10 6 Osgood Street Vehicle Speeds 11 7 Trip Generation Summary 15 8 Proposed Trip Distribution 16 9 Traffic-Volume Increases 19 10 Level-of-Service Criteria for Unsignalized Intersections 21 11 Level-of-Service Criteria for Signalized Intersections 22 12 Signalized Level-of-Service Analysis Summary 22 13 Unsignalized Level-of-Service Analysis Summary 23 FIGURES No. Title Page 1 Site Location Map 2 2 2012 Existing Peak-Hour Traffic Volumes 8 3 2017 No-Build Peak-Hour Traffic Volumes 14 4 2017 Build Peak-Hour Traffic Volumes 18 SECTION 1: INTRODUCTION Bayside Engineering has prepared this study to assess the traffic impact and to evaluate the access requirements of the proposed branch bank to be located at 1077 Osgood Street in North Andover, Massachusetts. PROJECT DESCRIPTION The development is to be located on the east side of Osgood Street (Route 125), north of Great Pond Road (Route 133). Currently, the site consists of the Butcher Boy Marketplace, an approximately 30,495 square foot (sf) shopping center. As currently proposed, the project will consist of the addition of a free-standing, approximately 3,672 sf branch bank with three drive-through lanes (two teller lanes and one ATM lane). The existing ATM on the Butcher Boy entrance would be removed. Parking for 21 vehicles will be provided. Access to the project will be provided by way of the existing Butcher Boy Marketplace entrance and exit driveways to Osgood Street. Figure 1 shows the site location in relation to the surrounding area. STUDY METHODOLOGY This study has been prepared in three stages. The first stage involved an assessment of existing conditions within the study area and included an inventory of roadway geometries, pedestrian and bicycle facilities and public transportation services. Existing traffic counts were performed at the study area intersections. In the second stage of the study, future traffic conditions were projected and analyzed. Specific travel demand forecasts for the project were assessed along with future traffic demands due to expected traffic growth independent of the proposed project. In accordance with Massachusetts Department of Transportation (MassDOT) and Executive Office of Environmental Affairs (EEA) guidelines, the year 2017 was selected as the i Q:\12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\T1AS 112712 F.doca basis for modeling future transportation impacts of the proposed development to reflect a five-year planning horizon. The third stage of the study presents and evaluates measures to address traffic issues, if any, and necessary improvements to accommodate the development. r r 4 r ' ce*� f �� f , W Figure 1 Site Location Man SUMMARY Review of the proposed project and access plan shows that in relation to roadway capacity, traffic safety, and traffic impacts upon the surrounding roadway network, the proposed project will have minimal impact on the surrounding roadways and intersections. The existing roadway system has sufficient capacity for the proposed project. 2 QA12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx SECTION 2: EXISTING TRAFFIC CONDITIONS STUDY AREA Roadway geometry and traffic control information was collected for the following locations: • Osgood Street and Great Pond Road • Osgood Street and the Existing Butcher Boy Marketplace Entrance • Osgood Street, Commerce Way and the Existing Butcher Boy Marketplace Exit FIELD SURVEY A comprehensive field inventory of the proposed site was conducted in July 2012. The inventory included collection of existing roadway geometrics, traffic volumes, and safety data for the existing study area intersections and site access driveway locations. Traffic volumes were measured by means of automatic traffic recorder (ATR) counts and substantiated by manual turning movement counts (TMCs) conducted at the study area intersections. GEOMETRICS Primary study area roadways are described below. Roadways Osgood Street (Route 125) Osgood Street (Route 125) is a four-lane, Principal Arterial under the jurisdiction of the 3 Q:\12PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx Massachusetts Department of Transportation (MassDOT). Osgood Street traverses the study area in a general north/south direction. Additional turn lanes are provided at major intersections. Travel lanes are generally separated by a double yellow centerline. Marked shoulders are also provided. The posted speed limit on Osgood Street in the vicinity of the site is 40 miles per hour (mph). Land use along Osgood Street in the study area consists of primarily commercial uses. Intersections Osgood Street and Great Pond Road Great Pond Road intersects Osgood Street from the east to form this four-legged, signalized intersection. The driveway to Casa Mia forms the fourth leg of the intersection across from Great Pond Road. The Osgood Street approaches each consist of two lanes permitting left- or right-turn movements. The Great Pond Road approach consists of a single lane which widens at Osgood Street to provide shared left-and through movements separated from right-turn movements by a triangular shaped grassed island. During the peak hours, the Great Pond Road approach was observed to be used as two lanes for left-turns to Osgood Street southbound'. The Casa Mia driveway approach consists of a single lane permitting all movements. The intersection is controlled by a two-phase traffic signal. Land use in the area consists of the Casa Blanca restaurant, open space, the Butcher Boy Marketplace and Mad Maggie's Ice Cream stand. Osgood Street and Existing Butcher Boy Marketplace Entrance The existing Butcher Boy Marketplace Entrance intersects Osgood Street from the east to form this three-legged, unsignalized intersection. The Osgood Street northbound approach consists of two lanes permitting right-turns. The Osgood Street southbound approach consists of two lanes through lanes and an exclusive left-turn lane. The existing Butcher Boy Marketplace Entrance is one-way into the Butcher Boy Marketplace. Land use in the area consists of the Butcher Boy Marketplace and wooded land. Osgood Street, Commerce Way and the Existing Butcher Boy Marketplace Exit The existing Butcher Boy Marketplace Exit intersects Osgood Street from the east and Commerce Way intersects from the west to form this four-legged, unsignalized intersection. The Osgood Street approaches each consist of two lanes permitting left- or right-turn movements. The existing Butcher Boy Marketplace Exit is one-way exiting to Osgood Street and consists of an exclusive right-turn lane and an exclusive left-turn lane. The Commerce Way approach consists of a single lane permitting all movements. Land use in the area consists of the Butcher Boy Marketplace and Joe Fish Restaurant and commercial uses. Both the Butcher Boy Marketplace exit driveway and Commerce Way are under STOP control. I The capacity analyses for the intersection were performed assuming a single lane approach based on existing geometry. 4 Q:\12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx TRAFFIC VOLUMES Existing Traffic Volumes To establish base traffic conditions within the study area, manual turning movement and vehicle classification counts were obtained in June and July 2012. Peak-period turning movement counts were conducted during the weekday morning peak period (7:00 to 9:00 AM),weekday evening period (4:30 to 6:30 PM) and Saturday midday period (10:30 AM to 1:30 PM) at the following intersections: • Osgood Street and Great Pond Road • Osgood Street and the Existing Butcher Boy Marketplace Entrance • Osgood Street, Commerce Way and the Existing Butcher Boy Marketplace Exit Daily traffic counts were conducted on Osgood Street, north of the Butcher Boy Marketplace exit for a two day period using automatic traffic recorders (ATR). Analysis of the peak-period traffic counts indicated that the weekday morning commuter peak generally hour occurs between 7:30 and 8:30 AM and the weekday evening commuter peak hour occurs between 5:00 and 6:00 PM. The Saturday midday peak hour occurs between 11:30 AM and 12:30 PM. The traffic count worksheets are provided in the Appendix. Seasonal Adiustment The traffic-volume data gathered as part of this study was collected during the month of July 2012. Data from the MassDOT was reviewed to determine the monthly variations of the traffic volumes. The traffic data showed June and July volumes to be higher than average month conditions. Therefore, the June and July traffic volumes were used in order to provide for a conservative analysis scenario. The 2012 existing daily and peak- hour traffic volumes for average-month conditions are summarized below in Table 1. The Saturday volumes are shown in Table 2. The 2012 Existing peak hour traffic flow networks are shown graphically on Figure 2. 5 Q:\12PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx _ TABLE I EXISTING WEEKDAY TRAFFIC-VOLUME SUMMARYa Weekday Weekday Morning Peak Hour Weekday Evening Peak Hour Traffic Traffic K Directional Traffic K Directional Location Volumeb Volume` Factor Distribution' Volume Factor Distribution Osgood Street,north of Butcher Boy Marketplace 17,200 1,247 7.3 68.3%SB 1,850 10.8 62.2%NB 'Two-way traffic volume bDaily traffic expressed in vehicles per day. `Expressed in vehicles per hour. °Percent of daily traffic volumes which occurs during the peak hour. 'Percent of peak-hour volume in the predominant direction of travel NB=northbound;SB=southbound;EB=eastbound;WB=westbound. TABLE 2 EXISTING SATURDAY TRAFFIC-VOLUME SUMMARYa Saturday Saturday Midday Peak Hour Traffic Traffic K Directional Location Volumeb Volume' Factor Distribution' Osgood Street,north of Butcher Boy Marketplace 11,800 1,120 9.5 55.9%NB aTwo-way traffic volume bDaily traffic expressed in vehicles per day. `Expressed in vehicles per hour. dPercent of daily traffic volumes which occurs during the peak hour. `Percent of peak-hour volume in the predominant direction of tluvel. NB=northbound;SB=southbound;EB=eastbound;WB=westbound. Osgood Street was recorded to carry approximately 17,200 vehicles per day (vpd) during average month conditions in front of the site. During the weekday morning peak hour, approximately 1,247 vehicles per hour (vph) were recorded, and during the weekday evening peak hour, approximately 1,850 vph were recorded. Existing Intersection Operations At the Existing Butcher Boy Marketplace Exit, vehicle queues and delays for vehicles exiting the Butcher Boy Marketplace driveway were recorded. As part of this study, the delays for vehicles exiting the driveway were recorded and are summarized in Table 3 for the shared left-turn/through movements and in Table 4 for the right-turn movements. The traffic delay worksheets are provided in the Appendix. 2 The existing delays were recorded to compare-to the modeled delay as described in Section 4,Capacity Analysis. 6 QA12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx TABLE 3 EXISTING BUTCHER BOY MARKETPLACE EXIT OBSERVED DELAYS AND QUEUES —SHARED LEFT/THROUGH MOVEMENTS 95"' Average Percentile Peak Hour Minimum Peak Maximum Peak Vehicle Maximum Delay per Hour Delay per Hour Delay per Queue Queue Vehicle Vehicle Vehicle Observed Observed Time Period (sec) Observed(sec) Observed(sec) (Veh) (Veh) Weekday Morning Peak Hour 13 1 38 2 3 Weekday Evening Peak Hour 39 1 127 6 9 Saturday Midday Peak Hour 24 1 123 6 7 'Based on count data compiled on July 28 and 30,2012. TABLE 4 EXISTING BUTCHER BOY MARKETPLACE EXIT OBSERVED DELAYS AND QUEUES—RIGHT-TURN MOVEMENTS 95"' Average Percentile Peak Hour Minimum Peak Maximum Peak Vehicle Maximum Delay per Hour Delay per Hour Delay per Queue Queue Vehicle Vehicle Vehicle Observed Observed Time Period (sec) Observed(sec) Observed(sec) (Veh) (Veh) Weekday Morning Peak Hour 5 2 17 1 1 Weekday Evening Peak Hour 15 1 85 3 5 Saturday Midday Peak Hour 7 1 30 1 2 'Based on count data compiled on July 28 and 30,2012. As shown in Tables 3 and 4, the average delay ranged from 5 to 39 seconds during the respective peak hours. This data is further used to calibrate the capacity analysis methodology in Section 4.0, Capacity Analyses. 7 Q:\12PROJECTS\-1121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx Weekday Morning Peak Hour ( 7:30 - 8:30 A.M.) CASABLANCA AB- 4 JOERS11 rn NCO i m--881 -16 1 '813 44 -836 j 67 OSGOOD STREET R 401 ► (ROUTE 125)447 100 w l C4 o cn rn {' A THfSHOPSAT RM11fRBOY SITE lNARXfTPLACc' W �0 o Not To Scale Weekday Evening Peak Hour(4:30 - 5:30 P.M.) w o 3 3 7r CASABLANCA JO£FLS11 a � m N N #-4 ®-848 Ln(D 4--10 l► s 739 78 �► _690 i'105 OSGOOD STREET 7� 1053 (ROUTE 125) S (� 28 l z 1168 209 1025-► o °6, N O(0 N N N � N o THESHOPSAT ARy' BUTCH£RBOY oSITE AfMAMMOF TVA c Not To Scale a w Saturday Midday Peak Hour (11:30 - 12:30 A.M.) a CASABLANCA z JOEF/SH w n w M w n w 4100 0 x-608 �0 4_13 r aJ 708 63 �► _481 OSGOOD STREET 6-} 568-► (ROUTE 125) 30 v 700-P 212 538 rnJ N 214 t � w Co OD N CnJ O u LD o TH£SHOPSAT a r (y^ RMT11£R80I' ti o S� MARMMLACf So G o w o Not To Scale a 0 a BAYSI®E Proposed Branch Bank Figure-2 ENGINEERING North Andover, MA 2012 Existing Peak Hour 600 Unicorn Pak Drive ® Woburn. MA 01801 Phone: 781.932.3201 ® Fa>G 781.9323413 Traffic Volumes www.baysidawginowhg.com MOTOR VEHICLE CRASH DATA Motor vehicle crash data for the study area intersections and roadways were obtained from the MassDOT database for 2007 through 2009, the most recent three-year period for which data is available. The motor vehicle crash data was reviewed to determine crash trends in the study area. A summary of the data is provided in Table 5 and the crash data is included in the Appendix. 9 Q:\12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F_docx TABLE 5 MOTOR VEHICLE CRASH DATA SUMMARYa Location Osgood Street and Osgood Street,Commerce Osgood Street and Existing Butcher Boy Way and Existing Butcher Scenario Great Pond Road Marketplace Entrance Boy Marketplace Exit Year: 2007 8 2 1 2008 4 2 1 2009 4 1 0 Total 16 5 2 Average' 5.33 1.67 0.67 Crash Rate' 0.43 0.22 0.17 Significant' No No No Type: Angle 13 2 1 Rear-End 2 2 0 Head-On 1 0 0 Sideswipe 0 1 1 Run offRoad/Hit Fixed Object 0 0 0 Unknown 0 0 0 Total 16 5 2 Time of Day: Weekday(7:00 to 9:00 AM) 1 2 0 Weekday(4:00 to 6:00 PM) 5 1 0 Remainder of Day 10 2 2 Total 16 5 2 Pavement Conditions: Dry 12 3 2 Wet 3 2 0 Snow 1 0 0 0 0 0 Unknown 16 5 2 Total Severity: Property Damage Only 13 4 1 Personal Injury 3 1 1 Fatal Accident 0 0 0 Unknown 0 0 0 Total 16 5 0 'Source: MassDOT Safety Management/Traffic Operations Unit records,2007 through 2009- 'Average crashes over three-year period. 'Crash rate per million entering vehicles(mev). 'Signalized intersections are significant if rate>0.77 crashes per million vehicles,and unsignalized intersections are significant if rate>0.60 crashes per million vehicles. 10 QA12 PROJECTS\2121491-LYNNPIELD ENGINEERING Butcher Boy No AndoverUraffic�ReportsMAS 112712 Kdocx As shown in Table 5, the intersection of Osgood Street and Great Pond Road experienced the greatest number of crashes over the three year period, sixteen with a crash rate lower than the MassDOT District average. Vehicle Speeds Existing speed data for Osgood Street were also collected using the ATRs. The posted speed limit on Osgood Street in the site vicinity is 40 mph. The speed data is summarized in Table 6. TABLE 6 OSGOOD STREET VEHICLE SPEEDS Average 85th Observed Percentile Posted Speed Speed Speed Direction Limit(mph) (mph) (mph) Osgood Street Northbound 40 41 46 Osgood Street Southbound 40 44 49 'Based on speed data compiled on July 12 through 14,2012. As shown in Table 4, the average speed of vehicles travelling northbound or southbound was found to be 41 and 44 mph, respectively. The 85th percentile speed was found to be 46 mph for northbound vehicles and 49 mph for southbound vehicles. The 85th percentile speed is the speed at which sight distances are typically evaluated. PLANNED ROADWAY IMPROVEMENTS Officials for MassDOT and the Town of North Andover were contacted regarding roadway improvements planned for the study area intersections. No improvement projects were identified that would increase capacity at the study area intersections. 11 Q:\12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 E.docx SECTION 3: 2017 NO-BUILD AND BUILD 'TRAFFIC CONDITIONS To determine the impact of site-generated traffic volumes on the roadway network under future conditions, baseline traffic volumes in the study area were projected to the year 2017. Traffic volumes on the roadway network at that time, in the absence of the proposed project, would include existing traffic, new traffic due to general background traffic growth, and traffic related to specific developments by others expected to be completed by 2017. Consideration of these factors resulted in the development of 2017 No-Build traffic volumes. Anticipated site-generated traffic volumes were then superimposed upon these No-Build traffic flow networks to develop 2017 Build conditions. 2017 NO-BUILD TRAFFIC VOLUMES Traffic growth on area roadways is a function of the expected land development in the immediate area as well as the surrounding region. Several methods can be used to estimate this growth. A procedure frequently employed estimates an annual percentage increase in traffic growth and applies that percentage to all traffic volumes under study. The drawback to such a procedure is that some turning volumes may actually grow at either a higher or a lower rate at particular intersections. An alternative procedure identifies the location and type of planned development, estimates the traffic to be generated, and assigns it to the area roadway network. This produces a more realistic estimate of growth for local traffic. However, the drawback of this procedure is that the potential growth in population and development external to the study area would not be accounted for in the traffic projections. To provide a conservative analysis framework,both procedures were used. 12 Q:\12PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reporls\TIAS 112712 F.docx Background Traffic Growth Traffic-volume data compiled by MassDOT from permanent count stations and historic traffic counts in the area were reviewed in order to determine traffic growth trends. Based on a review of this data, it was determined that traffic volumes within the study area have generally decreased over the past several years. The Merrimack Valley Planning Commission was consulted and they indicated that for this area, a 0.5 percent growth rate would be appropriate. Therefore, to provide a 0.5 percent per year compounded annual background traffic growth rate was used to account for potential future traffic growth external to the study area and presently unforeseen development. Specific Development by Others Traffic volumes generated by the specific local developments by others were included in the 2017 No-Build condition. The Town of North Andover was contacted to identify specific planned developments. Based on these discussions, there are two potential projects that are currently planned or have been approved in the immediate area that could impact future traffic volumes beyond the general background traffic growth rate. These include a proposed 2,250 sf Dunkin Donuts at 1018 Osgood Street and a 25,000 sf mixed use development at 1003 Osgood Street. Site generated traffic volumes were calculated and assigned according to Institute of Transportation Engineers (ITE) recommended procedures or from the available traffic studies prepared for each development. No-Build Condition Traffic Volumes The 2017 No-Build weekday morning peak-hour traffic volumes were developed by applying a compounded 0.5 percent annual growth rate to the 2012 Existing peak-hour through movement traffic volumes and adding traffic from the identified background projects. Figure 3 shows the projected 2017 No-Build peak hour traffic volumes for the weekday morning and weekday evening peak-hour conditions. 13 Q:\12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx Weekday Morning Peak Hour ( 7:30 - 8:30 A.M.) CAS4 8LANCA4 IOEF/S11 c� m a Noo �1 a-949 rn� k-16 ®-880 44 ��04 68 OSGOOD STREET 4 452-► (ROUTE 125) 33 J 497-► 100 419-� W 295 o°Ln w 777ES770PSAT fy B!/TCXERBOY �o SITE /BAR/(E7PLAC£ �" �2 •y a Not To Scale Weekday Evening Peak Hour(4:30 - 5:30 P.M.) W Q o CASABLANCA JOEF7S11 m n rn N JON �--4 s-891 Cnn� R-10 �J I x-780 78 l► _733 a + X107 OSGOOD STREET 7 1109-► (ROUTE 125) 28 (• 1222 * 209 i 1081 C' 325 I Q �o� a Tf/ESHOPSAT a Cy BOVIIERBOY z o SITE h7AR7fETPLACE O Not To Scale 0 Saturday Midday Peak Hour (11:30 - 12:30 A.M.) Q - a 3 3 r CASABLANCA lOEF/SH W 0 w m w R moo �0 -660 �o X13 } ® � a-X89 63 �► °f�33 OSGOOD STREET ¢ 6 4 621-► (ROUTE 125) 30 I 212 591- Jrn 752 N W h J 00 Ca U o A 777ESHOPSAT BUTC IDMOY N O SITE A-14M 140E w o Not To Scale c 0 BAYSIDE Proposed Branch Bank Figure 3 C�Ty. "ENGINEERING North Andover, MA 2017 No-Build Peak Hour 600 Unicorn Pais Drive ® Woburn. MA 01801 Phone: 781.932.3201 ® F= 781.932.3413 Traffic Volumes www.boysidowginearing.com FUTURE 2017 BUILD CONDITIONS Project Description As currently proposed, the project will consist of an approximately 3,672 sf branch bank with three drive-through lanes (two tellers and one ATM). Parking for 21 vehicles will be provided. Access to the project will be provided by way of the existing entrance and exit to the Butcher Boy Marketplace. Traffic Generation Trip-generation data published by the ITE Trip Generation manua13 was reviewed. Trip generation data for Land Use Code (LUC) 912 — Drive-In Bank was used to determine the expected trip generation for the proposed project. The expected trip generation for the proposed development is summarized in Table 7 and the trip generation worksheets are included in the Appendix. TABLE 7 TRIP-GENERATION SUMMARY Proposed Bank Trips' Average Weekday Daily Traffic 544 Weekday Morning Peak Hour: Entering 25 Exiting 20 Total 45 Weekday Evening Peak Hour: Entering 48 Exiting 47 Total 95 Saturday Daily Traffic 316 Saturday Midday Peak Hour: Entering 50 Exiting 47 Total 97 'Based on ITE LUC 912, Drive-In Bank;3,672 sf. 3Trip Generation, Eighth Edition;Institute of Transportation Engineers;Washington,DC;2009. 15 QA12 PROJECTS\2121491-LPNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docs On a typical weekday, the proposed development is expected to generate 544 vehicle trips (272 vehicles entering and 272 vehicles exiting). During the weekday morning peak hour, 45 vehicle trips (25 vehicles entering and 20 vehicles exiting) are expected. During the weekday evening peak hour, 95 vehicle trips (48 vehicles entering and 47 vehicles exiting) are expected. On a Saturday, the proposed development is expected to generate 316 vehicle trips (158 vehicles entering and 158 vehicles exiting). During the Saturday midday peak hour, 97 vehicle trips (50 vehicles entering and 47 vehicles exiting) are expected. It should be noted that no credit was taken for trips generated by the existing ATM on the Butcher Boy entrance driveway or for dual purpose trips between the proposed branch bank and the existing Butcher Boy Marketplace stores. Trip Distribution The directional distribution of the vehicular traffic approaching and departing the site is a function of population densities, the location of employment, existing travel patterns, similar uses, and the efficiency of the existing roadway system. The trip distribution for the project was developed based on a review of existing trips generated by the existing Butcher Boy Market Place. Table 8 summarizes the expected trip distribution. TABLE 8 PROPOSED TRIP DISTRIBUTION Route Direction Percent of Trips Osgood Street North 29 Osgood Street South 64 Great Pond Road East 7 TOTAL 100 As shown in Table 8, approximately 29 percent of the site traffic is anticipated to arrive and depart the site by way of Osgood Street to the north, 64 percent by way of Osgood Street to the south, and 7 percent by way of Great Pond Road to the east. 16 Q:\12PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx Future'Traffic Volumes - Build Condition The site-generated traffic presented in Table 7 was distributed within the study area according to the percentages summarized in Table 8. The site generated volumes were superimposed onto the 2017 No-Build traffic volumes to represent the 2017 Build traffic- volume conditions. The anticipated 2017 Build weekday morning and weekday evening traffic volumes are graphically presented in Figure 4. These volumes were used as the basis for all analysis as well as to identify potential mitigation measures to ameliorate the project's impacts. A summary of peak-hour projected traffic-volume changes in the site vicinity are shown in Table 9. These volumes are based on the expected increases from the site traffic generation. Q:\12PROfECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx Weekday Morning Peak Hour ( 7:30 - 8:30 A.M.) I CASABLANCA +41 I Noo 4 1 x-963 x-893 51 69 OSGOOD STREET 4 452 (ROUTE 125)295 118 oov, J A 7HES110PSAT &MIERBOY o SITE A9ARKEJPLACE r"o ti W o Not To Scale s Weekday Evening Peak Hour (4:30 - 5:30 P.M.) W A O CASABLANCA z JOE£lS11 m n M N JON �4 x--924 (3)� k-10 '... i a 810 92 �► ._747 Y ,`'110 OSGOOD STREEr 3 1109—► (ROUTE 125) 28 (• 7 Z 1253 ► (� 243 1081 ► N�' �' 0 a N O 0 Sl m J a A TI ES110PSAT BOTCHERBOY o $� AMRAETPLACE o �2 A �V a Not To Scale a s Saturday Midday Peak Hour (11:30 - 12:30 A.M.) 0 � O W CASABLANCA z J0fRSH w n M w A moo �0 e—693 �o k--13 Z ,-619 48 afJ `74 78 OSGOOD STREET R m 6 621—► (ROUTE 125) 30 J I LO 784 10 247 591" J 233 -) t ° N ti J U Co o TNESHOPSAT A w BUTCHERBOY ti o $ITE MR/(ETPLACE �+Z U W Not To Scale O BAY5IDProposed Branch Bank Figure 4 ENGINEERING North Andover, MA 2017 Build Peak Hour 800 Unicorn Pais Drive ♦ Woburn, MA 01801 Phony 781.932.3201 ® Fac 781.932.3413 Traffic Volumes www.boysidawginaming.corn TABLE 9 TRAFFIC-VOLUME IlNCREASESa Volume Percent Increase Increase 2017 2017 over over Location/Peak Hour No-Build Build No-Build No-Build Osgood Street,north of Site Weekday Morning 1,369 1,379 10 0.7 Weekday Evening 1,949 1,977 28 1.4 Saturday Midday 1,225 1,254 29 2.4 Osgood Street,south of Great Pond Road Weekday Morning 2,081 2,110 29 1.4 Weekday Evening 2,583 2,648 65 2.5 Saturday Midday 1,762 1,824 62 3.5 Great Pond Road, east of Osgood Street Weekday Morning 821 824 3 0.4 Weekday Evening 772 778 6 0.8 Saturday Midday 564 570 6 1.1 aAll volumes are vehicles per hour,total of both directions. As shown in Table 9, project-related increases are in the range of 0.7 to 1.4 percent during the weekday morning peak hour and 1.4 to 2.5 percent during the weekday evening peak hour. Saturday percent increases are slightly higher, but the overall traffic volumes are lower than the respective weekday morning and evening peak hours. This is approximately equivalent to one additional vehicle per minute during the respective peak hours. 19 Q:\12 PROJECTS\2121491-LYNNF IELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx SECTION 4: CAPACITY ANALYSIS To assess intersection operations, capacity analyses were conducted for Existing, No- Build, and Build traffic-volume conditions. Capacity analyses provide an indication of how well the study area intersections serve existing and projected traffic volumes. Vehicle queue analyses provide a secondary measure of the operational characteristics of an intersection or section of roadway under study in terms of lane use and demand. METHODOLOGY Levels of Service Level of service (LOS) is a quantitative measure used to. describe the operation of an intersection or roadway segment. The level of service definition is described by the quality of traffic flow and is primarily defined in terms of traffic delays. The primary result of capacity analyses is the assignment of a level of service to traffic intersections or roadway segments under various traffic-flow conditions. Six levels of service are defined for traffic intersections and roadway segments. Levels of service range from LOS A to LOS F. LOS A represents very good operating conditions and LOS F represents very poor operating conditions. Unsignalized Intersections The level of service for an unsignalized intersection is determined by the methodology and procedures described in the 2000 Highway Capacity Manual.5 The level of service for unsignalized intersections is measured in terms of average delay for the critical movements (typically side street turning movements or mainline turning movements). The delay for the critical movements is a function of the available capacity for the 4The capacity analysis methodology is based on procedures presented in the Highway Capacity Manual;Transportation Research Board;Washington,DC;2000. 'Highway Capacity Manual;Transportation Research Board;Washington,DC;2000. 20 Q:\12PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx movement and the degree of saturation of the lane group containing the critical movement. The delay calculation includes the affects of initial deceleration delay approaching a STOP sign, stopped delay, queue move-up time, and final acceleration delay from a stopped condition. The definitions for level of service at unsignalized intersections are also provided in the 2000 Highway Capacity Manual. Table 10 summarizes the relationship between level of service and average control delay for the critical movements at unsignalized intersections. TABLE 10 LEVEL-OF-SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONSa Average Delay Resulting (seconds-per vehicle) Level of Service < 10.0 A 10.1 to 15.0 B 15.1 to 25.0 C 25.1 to 35.0 D 35.1 to 50.0 E >50.0 F 'Highway Capacity Manual; Transportation Research Board; Washington,DC;2000;page 17-2. The analytical methodologies used for the analysis of unsignalized intersections use conservative analysis parameters, such as high critical gaps. The critical gap is defined as the minimum time between successive main line vehicles for a side street vehicle to execute the appropriate turning maneuver. Actual field observations indicate that drivers on minor streets accept smaller gaps in traffic than those used in the analysis procedures and therefore experience less delay than calculated by the HCM methodology. The analysis results overstate the actual delays experienced in the field. It should be noted that the unsignalized intersections along heavily trafficked roadways operate at constrained levels and the resulting calculated results of the unsignalized intersection analyses should be considered highly conservative. Signalized Intersections Levels of service for signalized intersections are calculated using the methodology and procedures described in the 2000 Highway Capacity Manual. The methodology assesses the intersection based on type of signal operation, signal timing and phasing, progression, vehicle mix, and intersection geometrics. Level-of-service designations are based on the delay per vehicle. Table 11 summarizes the relationship between level of service and delay. The calculated delay values result in level-of-service designations which are applied to individual lane groups, to individual intersection approaches, and to the entire intersection. 21 QA12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Repor1s\T1AS 112712 F.docx TABLE 11 LEVEL-OF-SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONSa Delay per Vehicle Resulting (Seconds) Level of Service <10.0 A 10.1 to 20.0 B 20.1 to 35.0 C 35.1 to 55.0 D 55.1 to 80.0 E >80.0 F 'Highway Capacity Manual; Transportation Research Board; Washington, DQ 2000;page 16-2. ANALYSIS RESULTS Level-of-service analyses were conducted for 2012 Existing, 2017 No-Build and 2017 Build conditions for the intersections within the study area. The results of the signalized capacity analyses are summarized in Table 12 and the unsignalized analyses are in Table 13. Detailed analysis sheets are presented in the Appendix. TABLE 12 SIGNALIZED LEVEL-OF-SERVICE ANALYSIS SUMMARY Signalized Intersection/ 2012 Existing 2017 No-Build 2017 Build Peak Hour V/C' Delay LOS' V/C Delay LOS V/C Delay LOS Osgood Street and Great Pond Road Weekday Morning 0.80 19.2 B 0.85 22.2 C 0.86 22.7 C Weekday Evening 0.91 25.2 C 1.05 33.4 C 1.07 38.9 D Saturday Midday 0.58 10.8 B 0.62 11.7 B 0.64 12.0 B 'Volume-to-capacity ratio. bDelay in seconds per vehicle. `Level of service. 22 QA12 PROJECTS\2121491-LYNNFIELD ENGIlVEERING Butcher Boy No Andovcr\Traff c\Reports\T1AS 112712 F.docx Osgood Street and Great Pond Road Under 2012 Existing weekday morning conditions, this signalized intersection currently operates at level of service (LOS) B during the weekday morning peak hour, at LOS C during the weekday evening peak hour and at LOS B during the Saturday midday peak hour. Under future 2017 No-Build conditions, this intersection is projected to operate at LOS C during the weekday morning peak and weekday evening peak hours and at LOS B during the Saturday midday peak hour. Under 2017 Build conditions, with the project, the intersection is projected to operate at LOS C during the weekday morning peak hour, at LOS D during the weekday evening peak hour and at LOS B during the Saturday midday peak hour. Capacity analyses were also performed for the projected Build condition for each peak hour based on the observations of existing flow at the intersection. During each peak period observed, the Great Pond Road approach to Osgood Street was observed to be used as two lanes for left-turns to Osgood Street southbound. It is noted that the Great Pond Road approach is only striped for one lane of travel, but during peak periods, used as two. The results of these analyses indicate that under future Build conditions, the intersection will operate at LOS C or better overall during each of the peak hours. TABLE 13 UNSIGNALIZED LEVEL-OF-SERVICE ANALYSIS SUMMARY 2012 Baseline 2017 No-Build 2017 Build Critical Movement/ Peak Hour Demand' V/Cb Delay` LOS' Demand V/C Delay LOS Demand V/C Delay LOS Osgood Street and the Existing Butcher Boy Marketplace Entrance Left-turn movements into the Butcher Boy Marketplace: Weekday Morning 44 0.04 8.3 A 44 0.04 8.5 A 51 0.05 8.5 A Weekday Evening 78 0.14 11.8 B 78 0.15 12.1 B 92 0.18 12.6 B Saturday Midday 63 0.07 9.1 A 63 0.07 9.2 A 78 0.09 9.4 A Osgood Street and the Existing Butcher Boy Marketplace Exit Left-turn and through movements from the Butcher Boy Marketplace: Weekday Morning 74 0.42 35.5 E 74 0.48 43.8 E 88 0.59 52.8 F Weekday Evening 194 2.26 >50 F 194 2.57 >50 F 227 3.01 >50 F Saturday Midday 170 1.00 >50 F 170 1.06 >50 F 203 1.31 >50 F Right-turn movements from the Butcher Boy Marketplace: Weekday Morning 21 0.03 9.5 A 21 0.03 9.6 A 27 0.04 9.7 A Weekday Evening 106 0.14 10.0 B 106 0.14 10.3 B 120 0.16 10.4 B Saturday Midday 78 0.13 10.7 B 78 0.12 10.3 B 92 0.14 10.5 B 'Demand of critical movements in vehicles per hour. bVolume-to-capacity ratio. `Delay in seconds per vehicle. `'Level of service. 23 QA12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\T1AS 112712 F.docx Osgood Street and the Existing Butcher Boy Marketplace Entrance Under 2012 Existing weekday morning conditions, the critical movements (left-turn movements into the Butcher Boy Marketplace) at this unsignalized intersection currently operate at LOS A during the weekday morning peak hour, at LOS B during the weekday evening peak hour and at LOS A during the Saturday midday peak hour. Under future 2017 No-Build conditions, these movements are projected to continue to operate at LOS A during the weekday morning peak hour, at LOS B during the weekday evening peak hour and at LOS A during the Saturday midday peak hour. Under 2017 Build conditions, with the project, there is no change in the level of service. The critical movements are modeled to continue to operate at LOS A during the weekday morning peak hour, at LOS B during the weekday evening peak hour and at LOS A during the Saturday midday peak hour. Osgood Street, Commerce Way and the Existing Butcher Boy Marketplace Exit Under 2017 Build conditions, the critical movements (shared left-turn and through movements from the site driveway) are projected to operate at LOS E during the weekday morning peak hour and at LOS F during the weekday evening and Saturday midday peak hours. As shown in Table 3, actual delays for existing left turns was found to be 13 seconds during the weekday morning peak hour (LOS B operations), 39 seconds during the evening peak hour (LOS D operations) and 24 seconds during the Saturday midday peak hour (LOS C operations). Compared to the level of service results in Table 13, actual conditions are significantly better than the modeled results. Further, the signal to the south on Osgood Street at Great Pond Road provides gaps in the northbound traffic stream to facilitate movements out of the Butcher Boy exit. Under future 2017 No-Build conditions, the critical movements are projected to continue to operate at LOS E during the weekday morning peak hour and at LOS F during the weekday evening and Saturday midday peak hours. Under 2017 Build conditions, with the project, the critical movements are modeled to operate at LOS F during the weekday morning peak hour and will continue to operate at LOS F during the weekday and Saturday midday peak hours. Based on the actual measured delays during the peak hours, actual future conditions will be better than the HCM model indicates. 24 Q:\12PROJECTS\2121491-LPNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx ON SITE OPERATIONS SECONDARY BANK ACCESS An analysis was performed for the on-site intersection where the secondary bank entrance/exit would forms the fourth leg of an on-site unsignalized intersection with the Butcher Boy Marketplace entrance and the internal parking lots. For this analysis, it was assumed, as a worst case scenario, that all of the bank traffic would enter and exit from the Butcher Boy Marketplace parking fields. The analysis assumed 25 vehicles would enter the bank during the morning peak hour, 47 during the evening peak hour and 47 during the Saturday midday peak hour from the internal parking fields. Under 2017 Build conditions, with the project, the critical movements are projected to operate at LOS A during the weekday morning peak hour, at LOS B during the weekday evening peak hour and at LOS A during the Saturday midday peak hour. The analysis indicates queues of one vehicle per each approach during the peak hours. Based on the analysis performed no significant queuing of vehicles would occur along the site access road from vehicles entering/exiting the bank from the Butcher Boy Marketplace parking field. Actual traffic volumes are expected to be significantly less than the modeled condition. It is recommended that the Butcher Boy Marketplace on-site intersection include STOP signs, painted STOP bars and DO NOT ENTER signs (preventing vehicles from exiting through the Butcher Boy Marketplace Entrance driveway). Sidewalks and crosswalks are to be provided for pedestrians to access the bank on foot from the Butcher Boy Marketplace. Implementation of the proposed traffic measures will adequately control traffic flow and vehicle turning movements at the intersection. DRIVE-THROUGH QUEUING To determine if the proposed drive-through window would impact traffic flow on the site or on Osgood Street, a queuing operation analysis was performed for the proposed bank drive-through lanes. Specifically, based on the anticipated demand, and the expected service rate to provide services, the expected vehicle queue was determined. A service rate was developed based on empirical data from the proposed bank. Based on the data, the time it takes for a transaction to occur at a teller operated window is between two and four minutes. The time it takes a transaction to occur at the ATM is between 1.5 and two minutes. Demand for the teller window was based on empirical data form the bank's Westgate, Haverhill branch. During the weekday morning peak hour, an average of five teller transactions is expected and seven ATM transactions are expected. Applying an average transaction rate of three minutes per transaction to the expected trips to be generated through the teller drive-through window yields an expected average queue of one vehicle and a 95th percentile queue of three vehicles or less. Applying a transaction rate of two 25 Q:\12PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Trafflc\Reports\TIAS 112712 F.docx minutes per transaction to the expected trips to be generated through the ATM yields an expected average queue of one vehicle and a 95th percentile queue of one vehicle. During the weekday evening peak hour, an average of ten teller transactions is expected and nine ATM transactions are expected. Applying the average transaction rate of three minutes per transaction yields an expected average queue of one vehicle and a 95th percentile queue of four vehicles or less. Applying a transaction rate of two minutes per transaction to the expected trips to be generated through the ATM yields an expected average queue of one vehicle and a 95th percentile queue of two vehicles. During the Saturday midday peak hour, an average of four teller transactions is expected and thirteen ATM transactions are expected. Applying the average transaction rate of three minutes per transaction yields an expected average queue of one vehicle and a 95th percentile queue of one vehicle. Applying a transaction rate of two minutes per transaction to the expected trips to be generated through the ATM yields an expected average queue of one vehicle and a 95th percentile queue of three vehicles. Based on the Site Plan, the maximum 95th percentile queue expected would be four vehicles during the weekday evening period at the teller window, which would extend approximately 80 feet from the teller window. As shown on the site plan, storage for four vehicles is provided in both teller window drive-through lanes. This queue would not extend out the driveway to Osgood Street. 26 Q:\12PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx SECTION COMMENDATIONS AND CONCLUSION RECOMMENDATIONS The final phase of the analysis process is to identify the mitigation measures necessary to minimize the impact of the project on the transportation system. The proponent has made a commitment to implement the mitigation measures listed below. The capacity analyses performed indicate the critical movements at the Butcher Boy exit (left-turns out) are projected to operate at LOS E or LOS F during the respective peak hours. Actual delays for existing left turns was found to be 13 seconds during the weekday morning peak hour (LOS B operations), 39 seconds during the evening peak hour (LOS D operations) and 24 seconds during the Saturday midday peak hour (LOS C operations). Compared to the level of service results in Table 13, actual conditions are significantly better than the modeled HCM capacity analysis results indicate. It is recommended that the site driveway continue to be placed under STOP sign control. It is recommended that tracking lines be shown to delineate the lanes for each teller window, as well as the ATM. Further, it is recommended that the Butcher Boy on-site intersection at the end of the Butcher Boy Plaza entrance (at the northwest corner of the Butcher Boy Marketplace) include STOP signs and DO NOT ENTER signs (preventing vehicles from exiting through the Butcher Boy Entrance driveway). CONCLUSION The proposed branch bank is to be located on the east side of Osgood Street, north of Great Pond Road. Currently, the site consists of the Butcher Boy Marketplace, a 30,495 square foot (sf) shopping center. The project will consist of the addition of a free- standing, approximately 3,672 sf branch bank building with three drive-through lanes (two teller lanes and one ATM lane). On a typical weekday, the proposed branch bank is expected to generate 544 vehicle trips (272 vehicles entering and 272 vehicles exiting). During the weekday morning peak 27 Q:\12PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\T1AS 112712 F.docx hour, 45 vehicle trips (25 vehicles entering and 20 vehicles exiting) are expected. During the weekday evening peak hour, 95 vehicle trips (48 vehicles entering and 47 vehicles exiting) are expected. On a Saturday, the proposed branch bank is expected to generate 316 vehicle trips (158 vehicles entering and 158 vehicles exiting). During the Saturday midday peak hour, 97 vehicle trips (50 vehicles entering and 47 vehicles exiting) are expected. Capacity analyses were performed for each of the study area intersections for 2012 Existing, 2017 No-Build (without the branch bank) and 2017 Build conditions (with the branch bank). Based on the analyses performed, there is no significant change in level of service from No-Build to Build conditions. It is recommended that tracking lines be shown to delineate the lanes for each teller window, as well as the ATM. Further, it is recommended that the Butcher Boy on-site intersection at the end of the Butcher Boy Plaza entrance (at the northwest corner of the Butcher Boy Marketplace) include STOP signs and DO NOT ENTER signs (preventing vehicles from exiting through the Butcher Boy Entrance driveway). Review of the proposed branch bank and access plan shows that in relation to roadway capacity, traffic safety, and traffic impacts upon the surrounding roadway network, the proposed project will meet safety standards and have a minimal impact on existing traffic conditions. With the proposed access, in conjunction with the mitigation measures described above and maintaining sight distances from the driveway (clear sight lines along frontage), safe and efficient access can be provided to the clienteles of the proposed branch bank and to the motoring public in the area. Any vehicle queuing expected at the teller windows or ATM will occur on the site. 28 Q:\12PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx APPENDIX Traffic Count Data Seasonal Adjustment Worksheets Crash Worksheets Traffic Growth Data Trip Generation Worksheets Capacity Analysis Worksheets i i Traffic Count Data I Osgood Street east of Butcher Boy Plaza PRECISION City,State:North Andover,MA D A T A Client:Bayside/K.Cram 1NDUSTPJES,LLC 122978 AA Volume(Weekly) PA.BM301 U'Vry A 01503- Site Code:2121491 Off:503.4613939 Faa50 5.1234 Emait drtartq esnCgAlk.mm Start 09-Jul-12 Tue Wed Thu Fri Sat Sun Week Average Time ES WB EB WB EB WB EB WB EB WB EB WB ES WB E8 WI3 12:00 AM ' ` 36 33 36 31 66 47 47 37 01:00 ` 13 15 12 17 29 18 18 17 02:00 " 10 11 23 14 19 17 17 14 03:00 15 14 13 24 12 14 13 17 04:00 • 32 46 34 40 24 23 * 30 36 05:00 84 171 84 147 40 54 * 69 124 06:00 * 186 452 215 400 105 111 169 321 07:00 343 .721 359 631 200 236 301 529 08:00 ` 484 715 1 448 '650 274 301 402 565 09:00 445 444 476 506 359 376 427 442 10:00 ' ` 393 445 439 456 496 435 443 445 '.. 11:00 467 485 482 572 483 500<.' 477 519 12:00 PM 601 -596' 577 566 555 460 578 546 01:00 ` 553 481 559 505 624 423 579 470 02:00 562 473 620 453 462 363 548 430 '.. 03:00 824 522 968 489 445 394 746 466 '.. 04:00 ' 1035 588 1067• 545 358 348 820 494 '.. 05:00 ' 1187 579 1044 505 359 366 ` 863 483 06:00 " ' 736 411 713 426 346 315 598 384 07:00 ' ` 413 320 407 284 263 277 ' 361 294 08:00 ` ` 308 265 311 235 207 216 275 239 09:00 211 173 203 165 179 156 198 165 '.. 10:00 151 96 131 110 131 121 138 109 '... _ 11:00 ' 100 56 102 69 101 66 101 64 Lane 0 0 0 0 0 0 9189 6111 9325 7840 6137 5637 0 0 8218 7196 Day 0 0 _ 0 17300 17165 11774 0 15414 AM Peak 08:00 07:00 11:00 08:00 10:00 11:00 il 00 08:00 _ Vol. 484 721 482 650 496 500 _ 477 555 PM Peak 17:00 12:00 16:00 12:00 13:00 12:00 17:00 12:00 Vol. 1187 595 1067 566 624 460 863 540 '... Comb. 0 0 0 17300 17165 11774 0 15414 Total ADT ADT 15,413 AADT 15,413 Page 1 ra Osgood Street PRECISION east of Butcher Boy Plaza D A T A City,State:North Andover,MA INDUSTRIES,LLC Client:Bayside/K.Cram P.O.Box301 Berlin,MA 01503 122978 AA Volume Office:508.481.3999 Fm508.545.1234 Site Code:2121491 Email:datarequests @pdilic.com Start EB WB Combined 12-Jul-12 Time A.M. P.M. A.M. P.M. A.M. P.M. Thu 12:00 13 144 10 151 23 295 12:15 7 146 15 151 22 297 12:30 8 146 3 154 11 300 12:45 8 36 165 601 5 33 139 595 13 69 304 1196 01:00 5 135 7 134 12 269 01:15 2 146 3 113 5 259 01:30 2 140 2 124 4 264 01:45 4 13 132 553 3 15 110 481 7 28 242 1034 02:00 2 125 0 130 2 255 02:15 4 151 1 105 5 256 02:30 0 121 5 116 5 237 02:45 4 10 165 562 5 11 122 473 9 21 287 1035 03:00 5 154 4 117 9 271 03:15 1 162 2 142 3 304 03:30 6 235 4 131 10 366 03:45 3 15 273 824 4 14 132 522 7 29 405 1346 04:00 3 251 6 161 9 412 04:15 7 251 14 145 21 396 04:30 10 245 9 140 19 385 04:45 12 32 288 1035 17 46 142 588 29 78 430 1623 05:00 13 298 25 188 38 486 05:15 20 338 48 151 68 489 05:30 18 286 44 127 62 413 05:45 33 84 265 1187 54 171 113 579 87 255 378 1766 06:00 27 250 88 108 115 358 06:15 33 195 107 97 140 292 06:30 59 159 120 103 179 262 06:45 67 186 132 736 137 452 103 411 204 638 235 1147 07:00 69 122 156 84 225 206 07:15 88 105 151 85 239 190 07:30 75 88 211 83 286 171 07:45 111 343 98 413 203 721 68 320 314 1064 166 733 08:00 95 84 199 75 294 159 08:15 100 81 188 75 288 156 08:30 125 67 183 65 308 132 08:45 164 484 76 308 145 715 50 265 309 1199 126 573 09:00 143 66 125 52 268 118 09:15 99 56 118 40 217 96 09:30 84 62 97 49 181 111 09:45 119 445 27 211 104 444 32 173 223 889 59 384 10:00 87 53 122 24 209 77 10:15 94 39 94 33 188 72 10:30 100 31 108 17 208 48 10:45 112 393 28 151 121 445 22 96 233 838 50 247 11:00 107 29 103 17 210 46 11:15 111 19 120 15 231 34 11:30 115 27 133 18 248 45 11:45 134 467 25 100 129 485 6 56 263 952 31 156 Total 2508 6681 3552 4559 6060 11240 Percent 41.4% 59.4% 58.6% 40.6% Day Total 9189 8111 17300 Peak 08:15 04:45 07:30 04:30 07:45 04:45 Vol. 532 1210 801 621 1204 1818 P.H.F. 0.811 0.895 0.949 0.826 0.959 0.929 Page 1 2 Osgood Street PRECISION east of Butcher Boy Plaza D A T A City,State:North Andover,MA INDUSTRIES,LLC Client:Bayside/K.Cram P.O.Box 301 Berlin,MA 01503 122978 AA Volume Office:508.481.3999 Fax:508.545.1234 Site Code:2121491 Email:datarequests @pdillc.com Start EB WB Combined 13-Jul-12 Time A.M. P.M. A.M. P.M. A.M. P.M. Fri 12:00 12 137 9 168 21 305 12:15 8 150 12 143 20 293 12:30 5 130 6 134 11 264 12:45 13 38 160 577 4 31 121 566 17 69 281 1143 01:00 1 138 5 127 6 265 01:15 1 136 3 117 4 253 01:30 6 143 6 129 12 272 01:45 4 12 142 559 3 17 132 505 7 29 274 1064 02:00 6 153 2 104 8 257 02:15 8 157 4 127 12 284 02:30 6 148 6 120 12 268 02:45 3 23 162 620 2 14 102 453 5 37 264 1073 03:00 4 201 2 117 6 318 \ 03:15 1 220 6 107 7 327 03:30 4 263 8 136 12 399 03:45 4 13 284 968 8 24 129 489 12 37 413 1457 04:00 3 252 3 131 6 383 04:15 9 258 4 116 13 374 04:30 9 283 16 168 25 451 04:45 13 34 274 1067 17 40 130 545 30 74 404 1612 05:00 12 268 26 168 38 436 05:15 22 295 27 126 49 421 05:30 27 264 39 124 66 388 05:45 23 84 217 1044 55 147 87 505 78 231 304 1549 06:00 40 222 60 117 100 339 06:15 38 197 97 102 135 299 06:30 47 167 105 112 152 279 06:45 90 215 127 713 138 400 95 426 228 615 222 1139 07:00 59 111 126 89 185 200 07:15 72 118 150 68 222 186 07:30 99 99 157 62 256 161 07:45 129 359 79 407 198 631 65 284 327 990 144 691 08:00 89 93 174 59 263 152 08:15 96 65 169 64 265 129 08:30 105 82 164 69 269 151 08:45 158 448 71 311 143 650 43 235 301 1098 114 546 09:00 128 53 142 54 270 107 09:15 99 55 136 45 235 100 09:30 125 56 103 37 228 93 09:45 124 476 39 203 125 506 29 165 249 982 68 368 10:00 105 43 118 26 223 69 10:15 112 30 111 26 223 56 10:30 105 29 109 32 214 61 10:45 117 439 29 131 118 456 26 110 235 895 55 241 11:00 101 30 129 8 230 38 11:15 132 23 122 21 254 44 11:30 113 24 144 22 257 46 11:45- 136 482 25 102 177 572 18 69 313 1054 43 171 Total 2623 6702 3488 4352 6111 11054 Percent 42.9% 60.6% 57.1% 39.4% Day Total 9325 7840 17165 Peak 08:45 04:30 07:45 04:30 07:45 04:30 Vol. 510 1120 705 592 1124 1712 P.H.F. 0.807 0.949 0.890 0.881 0.859 0.949 Page 2 ra Osgood Street PRECISION east of Butcher Boy Plaza D A T A City,State:North Andover,MA INDUSTRIES,LLC Client:Bayside/K.Cram P.O.Box 301 Berlin,MA 01503 122978 AA Volume office:508.481.3999 Fax:508.545.1234 Email:datarequests@pdillc.com Site Code:2121491 Start EB W8 Combined 14-Jul-12 Time A.M. P.M. A.M. P.M. A.M. P.M. Sat 12:00 26 155 17 137 43 292 12:15 17 153 16 116 33 269 12:30 15 123 9 94 24 217 12:45 8 66 124 555 5 47 113 460 13 113 237 1015 01:00 15 138 5 103 20 241 01:15 5 159 8 99 13 258 01:30 5 165 2 104 7 269 01:45 4 29 162 624 3 18 117 423 7 47 279 1047 02:00 3 146 4 90 7 236 02:15 4 120 4 83 8 203 02:30 7 94 2 100 9 194 02:45 5 19 102 462 7 17 90 363 12 36 192 825 03:00 4 106 1 104 5 210 03:15 6 109 6 91 12 200 03:30 2 126 3 107 5 233 03:45 0 12 104 445 4 14 92 394 4 26 196 839 04:00 4 91 2 98 6 189 04:15 2 86 5 84 7 170 04:30 9 80 3 80 12 160 04:45 9 24 101 358 13 23 86 348 22 47 187 706 05:00 4 112 4 95 -8 207 05:15 11 79 14 94 25 173 05:30 12 91 17 81 29 172 05:45 13 40 77 359 19 54 96 366 32 94 173 725 06:00 4 98 13 87 17 185 06:15 19 87 30 85 49 172 06:30 34 81 32 65 66 146 06:45 48 105 80 346 36 111 78 315 84 216 158 661 07:00 42 77 40 78 82 155 07:15 45 67 50 73 95 140 07:30 47 62 60 63 107 125 07:45 66 200 57 263 86 236 63 277 152 436 120 540 08:00 57 58 52 62 109 120 08:15 57 68 78 48 135 116 08:30 68 45 76 59 144 104 08:45 92 274 36 207 95 301 47 216 187 575 83 423 09:00 84 52 73 45 157 97 09:15 83 36 87 48 170 84 09:30 84 47 100 34 184 81 09:45 108 359 44 179 116 376 29 156 224 735 73 335 10:00 104 42 102 34 206 76 10:15 124 31 103 27 227 58 10:30 133 34 121 42 254 76 10:45 135 496 24 131 109 435 18 121 244 931 42 252 11:00 123 28 111 17 234 45 11:15 109 31 127 18 236 49 11:30 121 22 114 15 235 37 11:45 130 483 20 101 148 500 16 66 278 983 36 167 Total 2107 4030 2132 3505 4239 7535 Percent 49.7% 53.5% 50.3% 46.5% Day Total 6137 5637 11774 Peak 10:15 01:15 11:00 12:00 11:00 01:00 Vol. 515 632 500 460 983 1047 P.H.F. 0.954 0.958 0.845 0.839 0.884 0.938 Page 3 Osgood Street PRECISION east of Butcher Boy Plaza D A T A City,State:North Andover, MA INDUSTRIES,LLC Client:Bayside/K.Cram P.O.Box301 Berlfn,MA 01503 122978 A Class Ofce:508AB13999 Fax:508.545.1234 Site Code:2121491 EB Email:clatarequests @pdillccom Start Cars& 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axi <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 07/12/12 0 32 3 1 0 0 0 0 0 0 0 0 0 36 01:00 0 11 2 0 0 0 0 0 0 0 0 0 0 13 02:00 0 6 3 0 1 0 0 0 0 0 0 0 0 10 03:00 0 8 5 0 0 1 0 0 0 1 0 0 0 15 04:00 1 18 12 0 1 0 0 0 0 0 0 0 0 32 05:00 0 60 19 1 2 2 0 0 0 0 0 0 0 84 06:00 3 128 42 0 6 3 0 3 1 0 0 0 0 186 07:00 6 272 44 4 11 2 0 1 2 1 0 0 0 343 08:00 7 376 72 4 15 1 0 7 2 0 0 0 0 484 09:00 3 348 62 10 8 4 0 3 6 0 1 0 0 445 10:00 9 300 58 4 12 4 0 0 5 0 0 1 0 393 11:00 6 373 55 3 10 10 0 5 4 1 0 0 0 467 12 PM 9 458 90 7 21 5 0 7 4 0 0 0 0 601 13:00 2 446 71 4 13 8 0 6 3 0 0 0 0 553 14:00 6 437 89 4 14 5' 0 2 3 0 1 0 1 562 15:00 8 645 122 4 23 7 0 10 3 1 0 1 0 824 16:00 13 816 153 9 21 5 0 13 3 2 0 0 0 1035 17:00 14 1018 118 2 15 3 0 11 3 3 0 0 0 1187 18:00 7 632 82 3 3 2 0 7 0 0 0 0 0 736 19:00 8 354 41 1 4 1 1 3 0 0 0 0 0 413 20:00 2 269 32 0 4 0 0 1 0 0 0 0 0 308 21:00 1 186 22 0 2 0 0 0 0 0 0 0 0 211 22:00 0 134 16 0 1 0 0 0 0 0 0 0 0 151 23.00 1 85 11 0 3 0 0 0 0 0 0 0 0 100 Percent 1.2% 80.7% 13.3% 0.7% 2.1% 0.7% 0.0% 0.9% 0.4% 0.1% 0.0% 0.0% 0.0% AM Peak 10:00 08:00 06:00 aqmo 08:00 11:00 08:00 09:00 03:00 09:00 10:00 08:00 Vol 9 376 72 10 15 10 7 6 1 1 1 484 PM Peak 17:00 17:00 16:00 16:00 15:00 13:00 19:00 16:00 12:00 17:00 14:00 15:00 14:00 17:00 Vol. 14 1018 153 9 23 8 1 13 4 3 1 1 1 1187 Page 1 ra Osgood Street PRECISION east of Butcher Boy Plaza D A T A City,State:North Andover,MA INDUSTRIES,LLC Client:Bayside/K.Cram P.0.8o001 Berlin,MA 01503 122978 A Class Office:508A813999 Fax:508.545.1234 EB Email:datarequests @pdillc.com Site Code:2121491 Start Cars& 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 07/13/12 0 34 4 0 0 0 0 0 0 0 0 0 0 38 01:00 0 7 5 0 0 0 0 0 0 0 0 0 0 12 02:00 0 16 5 0 2 0 0 0 0 0 0 0 0 23 03:00 0 8 3 0 1 0 0 0 1 0 0 0 0 13 04:00 2 19 11 0 1 1 0 0 0 0 0 0 0 34 05:00 1 54 20 1 5 1 0 1 1 0 0 0 0 84 06:00 1 163 41 3 3 1 0 0 2 1 0 0 0 215 07:00 11 284 46 2 13 2 0 0 1 0 0 0 0 359 08:00 2 347 72 6 11 5 1 2 2 0 0 0 0 448 09:00 6 351 84 5 17 7 0 2 3 1 0 0 0 476 10:00 4 343 59 8 15 3 0 2 5 0 0 0 0 439 11:00 4 372 69 6 16 7 1 1 3 3 0 0 0 482 12 PM 8 470 67 5 16 2 0 4 2 1 0 0 0 577 13:00 4 437 83 5 15 7 0 4 4 0 0 0 0 559 14:00 10 479 91 6 18 5 0 6 4 0 1 0 0 620 15:00 8 777 132 8 23 6 0 7 1 4 0 2 0 968 16:00 17 859 148 4 21 6 0 8 1 0 2 0 1 1067 17:00 10 887 115 3 7 1 0 14 3 0 2 0 2 1044 18:00 13 607 78 1 10 1 0 3 0 0 0 0 0 713 19:00 6 348 45 2 5 0 0 1 0 0 0 0 0 407 20:00 4 259 43 1 2 1 0 1 0 0 0 0 0 311 21:00 3 177 21 0 1 0 0 1 0 0 0 0 0 203 22:00 2 118 9 0 1 1 0 0 0 0 0 0 0 131 23:00 6 81_ 13 0 2 _0 _ 0 0 0 0 0 0 0 102 Percent 1.3% 80.4% 13.6% 0.7% 2.2% 0.6% 0.0% 0.6% 0.4% 0.1% 0.1% 0.0% 0.0% AM Peak 07:00 11:00 09:00 10:00 09:00 09:00 08:00 08:00 10:00 11:00 11:00 Vol. 11 372 84 8 17 7 1 2 5 3 482 PM Peak 16:00 17:00 16:00 15:00 15:00 13:00 17:00 13:00 15:00 16:00 15:00 17:00 16:00 Vol. 17 887 148 8 23 7 14 4 4 2 2 2 1067 Page 2 ra Osgood Street PRECISION east of Butcher Boy Plaza D A T A City,State:North Andover, MA INDUSTRIES,LLC Client:Bayside/K.Cram P.O.Box301 Berlin,MA 01503 122978 A Class Otfice'508AB1.3999 Fa)c508.545.1234 Site Code:2121491 E B Email:datarequests @pdillc.com Start Cars& 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Ax! 6 Axle >6 Axi Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 07/14/12 1 56 9 0 0 0 0 0 0 0 0 0 0 66 01:00 0 24 3 0 2 0 0 0 0 0 0 0 0 29 02:00 0 12 5 1 1 0 0 0 0 0 0 0 0 19 03:00 0 9 2 0 1 0 0 0 0 0 0 0 0 12 04:00 1 16 6 0 1 0 0 0 0 0 0 0 0 24 05:00 1 26 7 1 4 1 0 0 0 0 0 0 0 40 06:00 3 80 18 D 2 2 D 0 0 0 0 0 0 105 07:00 5 144 36 2 11 0 0 1 1 0 0 0 0 200 08:00 2 215 43 1 8 4 0 0 1 0 0 0 0 274 09:00 4 290 53 3 5 1 0 2 1 0 0 0 0 359 10:00 4 395 77 0 13 3 0 2 2 0 0 0 0 496 11:00 6 408 51 3 11 1 0 2 0 0 1 0 0 483 12 PM 5 475 67 0 7 1 0 0 0 0 0 0 0 555 13:00 11 536 66 0 7 0 0 3 1 0 0 0 0 624 14:00 3 383 63 1 5 2 0 5 0 0 0 0 0 462 15:00 5 375 52 3 9 0 0 1 0 0 0 0 0 445 16:00 11 305 38 1 3 0 0 0 0 0 0 0 0 358 17:00 7 306 39 1 6 0 0 0 0 0 0 0 0 359 18:00 3 297 45 0 1 0 0 0 0 0 0 0 0 346 19:00 7 227 27 0 2 0 0 0 0 0 0 0 0 263 20:00 5 176 23 0 2 0 0 1 0 0 0 0 0 207 21:00 4 149 24 0 2 0 0 0 0 0 0 0 0 179 22:00 1 114 14 0 2 0 0 0 0 0 0 0 0 131 23:00 1 78 21 0 1 0 0 0 0 0 0 0 0 101 Percent 1.5% 83.0% 12.9%___ 0.3% 1.7% 0.2% 0.0% 0.3% 0.1% 0.0% 0.0% 0.0% 0.0% AM Peak 11:00 11:DO 10:00 09:00 10:00 68.00 09:00 10:00 11:00 10:00 Vol. 6 _ 408 77 3 13 4 2 2 1 496 PM Peak 13:00 13:00 12:00 15:00 15:00 14:00 14:00 13:00 13:00 Vol. 11 536 67 3 9 2 5 1 624 Grand 318 20005 3277 144 503 135 3 153 78 19 8 4 4 24651 Total Percent 1.3% 81.2% 13.3% 0.6% 2.0% 0.5% 0.0% 0.6% 0.3% 0.1% 0.0% 0.0% 0.0% Page 3 rd Osgood Street PRECISION east of Butcher Boy Plaza D A T A City,State:North Andover,MA INDUSTRIES,LLC Client:Bayside/K.Cram P.0.8ox301 Berlln,MA 01503 122978 A Class Office:50BA813999 Fax508.545.1234 Site Code:2121491 WB Email:clatarequestsfpdillccom Start Cars& 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axi 6 Axle >6 Axi Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 07/12/12 0 22 9 2 0 0 0 0 0 0 0 0 0 33 01:00 0 10 3 0 2 0 0 0 0 0 0 0 0 15 02:00 0 4 5 0 2 0 0 0 0 0 0 0 0 11 03:00 0 6 5 1 1 1 0 0 0 0 0 0 0 14 04:00 1 25 12 3 4 0 0 0 1 0 0 0 0 46 05:00 2 101 35 6 19 3 0 1 3 1 0 0 0 171 06:00 10 277 93 3 49 9 0 8 1 2 0 0 0 452 07:00 9 531 112 8 40 6 0 9 1 4 0 0 1 721 08:00 2 509 127 6 51 2 0 12 3 1 1 0 1 715 09:00 3 292 98 5 30 6 0 6 4 0 0 0 0 444 10:00 5 284 105 11 29 4 0 5 2 0 0 0 0 445 11:00 3 321 107 1 39 5 0 5 3 1 0 0 0 485 12 PM 6 403 125 8 36 6 0 9 2 0 0 0 0 595 13:00 7 292 132 1 38 6 0 5 0 0 0 0 0 481 14:00 6 313 113 3 27 3 0 3 4 0 1 0 0 473 15:00 3 331 132 6 43 1 0 5 0 0 0 1 0 522 16:00 4 399 143 2 32 2 0 6 0 0 0 0 0 588 17:00 11 428 114 2 22 0 0 2 0 0 0 0 0 579 18:00 9 281 102 1 18 0 0 0 0 0 0 0 0 411 19:00 6 235 69 0 9 1 0 0 0 0 0 0 0 320 20:00 3 173 81 1 5 0 0 2 0 0 0 0 0 265 21:00 3 120 38 0 11 0 0 1 0 0 0 0 0 173 22:00 1 66 22 0 7 0 0 0 0 0 0 0 0 96 23:00 0 40 12 0 4 0 0 0 0 0 0 0 0 56 Percent 1.2% 67.4% 22.1% 0.9% 6.4% 0.7% 0.0% 1.0% 0.3% 0.1% 0.0% 0.0% 0.0% AM Peak 06:00 07:00 08:00 10:00 08:00 06:00 08:00 09:00 07:00 08:00 07:00 07:00 Vol._ 10 531 127 ---11------ 51---- 9 ------__ 12-_-----4----- 4 —.----- 1 1 721_ PM Peak 17:00 17:60 16:00 12:00 15:00 12:00 12:00 14:00 14:00 15:00 12:00 Vol. 11 428 143 8 43 6 9 4 1 1 595 Page 4 ?,was Osgood Street PRECISION east of Butcher Boy Plaza D A T A City,State:North Andover, MA INDUSTRIES,LLC Client:Bayside/K.Cram P.O.Box301 Berlin,MA 01503 122978 A Class Orflce:508A813999 Fax508.545.1234 Site Code:2121491 WB Email:datarequests @pdillc.com Start Cars& 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 07/13/12 0 19 10 1 1 0 0 0 0 0 0 0 0 31 01:00 0 15 2 0 0 0 0 0 0 0 0 0 0 17 02:00 0 7 4 0 3 0 0 0 0 0 0 0 0 14 03:00 0 16 5 0 1 2 0 0 0 0 0 0 0 24 04:00 2 24 5 3 6 0 0 0 0 0 0 0 0 40 05:00 2 86 25 7 18 5 0 2 2 0 0 0 0 147 06:00 7 259 69 8 37 9 0 4 3 3 1 0 0 400 07:00 5 448 107 3 44 4 0 11 6 3 0 0 0 631 08:00 3 437 146 6 35 6 0 11 4 1 1 0 0 650 09:00 7 309 126 12 35 5 0 9 3 0 0 0 0 506 10:00 3 306 89 6 36 4 2 6 4 0 0 0 0 456 11:00 3 362 139 11 44 6 0 3 4 0 0 0 0 572 12 PM 4 384 120 5 37 5 0 7 4 0 0 0 0 566 13:00 4 308 130 7 45 2 0 8 1 0 0 0 0 505 14:00 4 294 105 6 33 4 0 4 3 0 0 0 0 453 15:00 3 332 110 5 29 1 0 6 1 2 0 0 0 489 16:00 7 383 121 2 25 1 0 6 0 0 0 0 0 545 17:00 4 366 105 1 24 1 0 4 0 0 0 0 0 505 18:00 8 286 99 2 24 3 0 2 2 0 0 0 0 426 19:00 6 198 64 1 13 1 0 1 0 0 0 0 0 284 20:00 3 155 68 0 8 0 0 1 0 0 0 0 0 235 21:00 1 114 46 1 2 0 0 1 0 0 0 0 0 165 22:00 0 79 28 1 2 0 0 0 0 0 0 0 0 110 23:00 448 16 0 1 0 __ 0--- 0 __ 0 _ 0 0 _ 0 __ 0 _ 69_ Percent 1.0% 66.8% 22.2% 1.1% 6.4% 0.8% _ 0.0% 1.1% 0.5% 0.1% 0.0% 0.0% 0.0% AM Peak 06:00 0700 08:00 09:00 07:00 06:00 10:00 07:00 07:00 06:00 06:00 08:00 Vol. 7 448 146 12 44 9 2 11 6 3 1 650 PM Peak 18:00 12:00 13:00 13:00 13:00 12:00 13:00 12:00 15:00 12:00 Vol. 8 384 130 7 45 5 8 4 2 566 Page 5 Osgood Street PRECISION east of Butcher Boy Plaza D A T A City,State:North Andover,MA INDUSTRIES,LLC Client:Bayside/K.Cram P.O.Box301 Berlin,MA 01503 122978 A Class Office:508.4813999 Faz:508.545.1234 Site Code:2121491 VVB Email:datarequests@pdilic.com Start Cars& 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 07/14/12 0 30 15 1 1 0 0 0 0 0 0 0 0 47 01:00 0 12 2 0 4 0 0 0 0 0 0 0 0 18 02:00 1 11 3 0 2 0 0 0 0 0 0 0 0 17 03:00 0 7 4 1 1 1 0 0 0 0 0 0 0 14 04:00 0 17 3 0 3 0 0 0 0 0 0 0 0 23 05:00 1 35 9 1 6 0 0 0 1 1 0 0 0 54 06:00 1 68 28 3 10 1 0 0 0 0 0 0 0 111 07:00 3 155 51 1 21 1 0 2 1 1 0 0 0 236 08:00 1 201 67 0 25 1 0 4 2 0 0 0 0 301 09:00 2 254 89 0 25 1 0 5 0 0 0 0 0 376 10:00 4 286 107 4 28 1 0 2 2 1 0 0 0 435 11:00 4 352 109 0 29 1 0 3 1 0 1 0 0 500 12 PM 2 333 97 0 20 1 0 6 0 1 0 0 0 460 13:00 5 304 91 1 15 0 0 6 1 0 0 0 0 423 14:00 5 253 81 2 15 0 0 6 0 0 1 0 0 363 15:00 8 274 94 1 16 0 0 1 0 0 0 0 0 394 16:00 0 257 72 1 16 0 0 2 0 0 0 0 0 348 17:00 9 264 73 1 18 0 0 1 0 0 0 0 0 366 18:00 3 226 71 1 12 0 0 2 0 0 0 0 0 315 19:00 5 197 67 0 7 0 0 1 0 0 0 0 0 277 20:00 6 146 55 0 7 0 0 0 0 0 0 0 0 216 21:00 1 110 39 0 5 0 0 1 0 0 .0 0 0 156 22:00 4 88 23 0 6 0 0 0 0 0 0 0 0 121 23:00 3 _ 39 20 0 _ 3 0 0 _ 1 0 0 0 0 0 66 Percent 1.2% 69.6% 22.5% 0.3% 5.2% 0.1% 0.0% 0.8% 0.1% 0.1% 00% 0.0% 0.0% AM Peak 10:00 11:00 11:00 10:00 11:00 03:00 09:00 08:00 05:00 11:00 11:00 Vol. 4 352 109 4 _ 29 1 5 2 ___ 1 __ 1 PM Peak 17:00 12:00 12:00 14:00 12:00 12:00 12:00 13:00 12:00 14:00 12:00 Vol. 9 333 97 2 20 1 6 1 1 1 460 Grand 242 14619 4803 176 1316 122 2 208 69 22 6 1 2 21588 Total Percent 1.1% 67.7% 22.2% 0.8% 6.1% 0.6% 0.0% 1.0% 0.3% 0.1% 0.0% 0.0% 0.0% Page 6 ra Osgood Street PRECISION east of Butcher Boy Plaza D A T A City,State: North Andover, MA INDUSTRIES,LLC Client:Bayside/K.Cram P.O.Box301 Berlin,MA 01503 122978 AA Speed Ofce:SOBA813999 Pax:508.545.1234 EB Email:datarequests @pdilic.com Site Code:2121491 Start 1 15 20 25 30 35 40 45 50 55 60 65 70 Total 85th Ave Time 14 19 24 29 34 39 44 49 54 59 64 69 9999 %ile Seed 07/12/1 2 0 0 0 3 11 3 13 5 1 0 0 0 0 36 44 38 01:00 0 0 0 0 3 4 1 4 1 0 0 0 0 13 47 40 02:00 0 0 0 0 2 4 1 1 2 0 0 0 0 10 38 41 03:00 0 0 0 0 3 3 5 3 1 0 0 0 0 15 45 41 04:00 0 0 1 0 3 6 12 5 3 2 0 0 0 32 49 42 05:00 0 0 0 1 1 20 33 23 6 0 0 0 0 84 47 43 06:00 0 0 0 2 11 40 86 37 9 1 0 0 0 186 46 42 07:00 1 0 0 6 15 72 154 77 16 2 0 0 0 343 46 42 08:00 0 0 1 9 39 107 195 109 20 2 1 0 1 484 46 41 09:00 0 0 1 7 43 112 189 84 9 0 0 0 0 445 45 41 10:00 0 0 4 12 39 112 157 62 7 0 0 0 0 393 45 40 11:00 0 0 0 10 37 134 204 78 4 0 0 0 0 467 45 40 12 PM 0 0 0 7 52 145 241 130 25 1 0 0 0 601 46 41 13:00 0 0 0 13 45 147 233 93 21 1 0 0 0 553 45 41 14:00 0 1 0 15 60 146 227 99 12 2 0 0 0 562 45 40 15:00 0 0 0 10 58 194 365 165 28 3 1 0 0 824 46 41 16:00 2 0 0 11 71 257 475 197 21 1 0 0 0 1035 45 41 17:00 1 0 1 17 107 274 504 238 39 4 1 1 0 1187 46 41 18:00 0 0 1 8 56 140 296 182 48 5 0 0 0 736 47 42 19:00 0 0 0 7 47 107 150 88 12 2 0 0 0 413 46 41 20:00 0 0 1 8 38 90 110 46 13 2 0 0 0 308 45 40 21:00 0 0 0 13 41 72 59 20 5 1 0 0 0 211 43 38 22:00 0 0 0 7 18 53 46 21 6 0 0 0 0 151 45 39 23:00 0 0 0 1 16_ 21 37 19 4 0 1 1 0 100 46 41 % 0.0% 0.0% 0.1% 1.8% 8.9% 24.6% 41.3% 19.4% 3.4% 0.3% 0.0% 0.0% 0.0% _ Peak AM 07:00 10:00 10:00 09:00 11:00 11:00 08:00 08:00 04:00 08:00 08:00 08:00 Vol. 1 4 12 43 134 204 109 20 2 1 1 484 Peak 16:00 14:00 17:00 17:00 17:00 17:00 17:00 17:00 18:00 18:00 15:00 17:00 17:00 Vol. 2 1 1 17 107 274 504 238 48 5 1 1 1187 Total 4 1 10 167 816 2263 3793 1786 313 29 4 2 1 9189 1088 Pecent 15th Percentile: 34 MPH 50th Percentile: 40 MPH 85th Percentile: 46 MPH 95th Percentile: 49 MPH Stats 10 MPH Pace Speed: 37-46 MPH Number in Pace: 5864 Percent in Pace: 63.8% Number of Vehicles>45 MPH: 1856 Percent of Vehicles>45 MPH: 20.2% Mean Speed(Average): 41 MPH Page 1 1 N/S: Osgood Street(Route 125) PRECISION File Name : 122978 A E/W: Great Pond Rd (Rte 133)/Casa Blanca D A T A Site Code : 2121491 > > P.0,Bo1x030l Berlln,MA01503 City State:North Andover MA Start Date : 6/28/201: Office:508.4813999 F=508.545.1234 : Client:Bayside Engineering/ K. Cram Email:datarequests @pdillc.com Page No 1 Groups Printed-Cars Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Sheet(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time Ri ht Thru Left U-Tom Ri ht Thrn Left U-Turn Ri ht Thm Left U-Tom Ri ht Thm Left U-Turn Int.Total 07:00 AM 0 175 9 0 8 0 49 0 49 67 1 0 0 0 0 0 358 07:15 AM 0 175 5 0 7 0 66 0 39 99 0 0 0 0 0 0 391 07:30 AM 0 233 6 0 11 0 78 0 47 95 0 0 0 0 0 0 470 07:45 AM 0 214 9 0 13 0 107 0 57 110 0 0 0 0 0 0 510 Total 0 797 29 0 39 0 300 0 192 371 1 0 0 0 0 0 1729 08:00 AM 0 191 11 0 11 0 84 0 45 105 1 0 0 0 0 0 448 08:15 AM 0 178 12 0 14 0 88 0 64 118 1 0 0 0 0 0 475 08:30 AM 0 146 15 0 27 1 96 0 68 118 1 0 1 0 0 0 473 08:45 AM 0 174 19 0 27 0 105 0 81 149 0 0 1 0 0 0 556 Total 0 689 57 0 79 1 373 0 258 490 3 0 2 0 0 0 1952 Grand Total I 0 1486 86 O I 118 1 673 0 I 450 861 4 0 I 2 0 0 01 3681 Apprch% 0 94.5 5.5 0 14.9 0.1 85 0 34.2 65.5 0.3 0 100 0 0 0 Total% 0 40.4 2.3 0 3.2 0 18.3 0 12.2 23.4 0.1 0 0.1 0 0 0 Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Sheet(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time I Right I Thru I Left I u-Tort, A .Tots Right I Thru I Left I U-TLm I App.Total Right I Thru I Left I U-Tura I APP.Tofal I Right I Thru I Left 1 u-Turn App.Twj I Int.Total Peak How Analysis From 07:00 AM to 08:45 AM-Peak I of I Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 0 191 11 0 202 11 0 84 0 95 1 45 ]05 1 0 151 0 0 0 0 0 448 08:15 AM 0 178 12 0 190 14 0 88 0 102 64 118 1 0 183 0 0 0 0 0 475 08:30 AM 0 146 15 0 161 27 1 96 0 124 68 118 I 0 187 1 0 0 0 1 473 08:45 AM 0 174 19 0 193 27 0 105 0 132 81 149 0 0 230 1 0 0 0 1 556 Total Volume 0 689 57 0 746 79 1 373 0 453 258 490 3 0 751 2 0 0 0 2 1952 %A .Total 0 92.4 7.6 0 17.4 0.2 82.3 0 34.4 65.2 0.4 0 100 0 0 0 PHF .000 .902 .750 .000 .923 .731 .250 .888 .000 .858 .796 .822 .750 .000 .816 .500 .000 .000 .000 .500 .878 N/S: Osgood Street(Route 125) PRECISION File Name : 122978 A E/W: Great Pond Rd (Rte 133)/Casa Blanca D A T A Site Code : 2121491 ��,,{{��C1 INDUSTRIES,LLC City, State: North Andover,1V1 P.O.Box301 Berlin,MA 01503 Start Date : 6/28/201; Office:508.481.3999 Fax:508545.1234 Page No : Client: Bayside Engineering/ K. Cram Email:datarequests @pdilic.com 1 Groups Printed-Heavy Vehicles Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time Ri ht Thm Left U-Tum Right Thru Left I U-Turn Right Thm Left I U-Turn I Ri ht Thm F Left U-Tum Int.Total 07:00 AM 0 7 1 0 0 0 2 0 3 5 0 0 0 0 0 0 ]8 07:15 AM 0 4 2 0 0 0 5 0 3 4 0 0 0 0 0 0 18 07:30 AM 0 8 2 0 3 0 2 0 2 3 0 0 0 0 0 0 20 07:45 AM 0 8 ] 0 0 0 6 0 5 4 0 0 0 0 0 0 24 Total 0 27 6 0 3 0 15 0 13 16 0 0 0 0 0 0 80 08:00 AM 0 3 3 0 1 0 9 0 5 2 1 0 0 0 0 0 24 08:15 AM 0 7 3 0 1 0 2 0 2 7 0 0 0 0 0 0 22 08:30 AM 0 7 3 0 2 0 2 0 3 9 0 0 0 0 0 0 26 08:45 AM 1 7 1 0 1 0 3 0 4 8 0 0 0 0 0 0 25 Total 1 24 10 0 5 0 16 0 14 26 1 0 0 0 0 0 97 Grand Total I 1 51 16 0 I 8 0 31 01 27 42 1 01 0 0 0 01 177 Apprch% 1.5 75 23.5 0 20.5 0 79.5 0 38.6 60 1.4 0 0 0 0 0 Total% 0.6 28.8 9 0 4.5 0 17.5 0 15.3 23.7 0.6 0 0 0 0 0 Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time I Right I Thru Left I U-T.. I A .Tow I Right I Thru I Left I U-Tum I App.raw Right I Thru I Left I U-Tum Ap,.Tow Right I Thru I Left I u-Tum a .Tow Int.Total leak Hour Analysis From 07:00 AM to 08:45 AM-Peak I of I Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 0 3 3 0 6 1 0 9 0 10 5 2 1 0 8 0 0 0 0 0 24 08:15 AM 0 7 3 0 10 1 0 2 0 3 2 7 0 0 9 0 0 0 0 0 22 08:30 AM 0 7 3 0 10 2 0 2 0 4 3 9 0 0 12 0 0 0 0 0 26 08:45 AM 1 7 1 0 9 1 0 3 0 4 4 8 0 0 12 0 0 0 0 0 25 Total Volume 1 24 10 0 35 5 0 16 0 21 14 26 1 0 41 0 0 0 0 0 97 %App.Total 2.9 68.6 28.6 0 23.8 0 76.2 0 34.1 63.4 2.4 0 0 0 0 0 PHF .250 .857 .833 .000 .875 .625 .000 .444 .000 .525 1 .700 .722 .250 .000 .854 1 .000 .000 .000 .000 .000 .933 N/S: Osgood Street (Route 125) PRECISION File Name : 122978 A P3 E/W: Great Pond Rd (Rte 133)/Casa Blanca D A T A Site Code : 2121491 City, State: North Andover MA OX301 BRlin,MAC `,> > P.O.Box3018er1(n,MA01503 Start Date : 6/28/201; Client:Bayside Engineering/K. Cram OffiEmaLdatereques tsa@pdilalc.comZ34 Page No : 1 Groups Printed-Peds and Bicycles Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time Pi ht Thru Left Peds Right Thru ft Peds ffi ht Thru Left Peds Ri ht Thru LeR Peds Int.Total 07:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 07:15 AM 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 4 07:30 AM 0 6 0 0 0 0 3 0 1 2 0 0 0 0 0 0 12 07:45 AM 0 2 0 0 0 0 1 0 0 3 0 0 0 0 0 0 6 Total 0 9 0 0 0 0 6 0 3 5 0 0 0 0 0 0 23 08:00 AM 0 1 0 0 1 0 0 0 I 1 0 0 0 0 0 1 5 08:15 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 08:30 AM 0 1 0 0 0 0 1 0 0 1 0 0 0 0 0 0 3 08:45 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 Total 0 3 0 0 1 0 2 0 1 2 0 0 0 0 0 1 10 Grand Total I 0 12 0 0 I 1 0 8 01 4 7 0 0 I 0 0 0 1 I 33 Appreh% IJ 0 100 0 0 11.1 0 88.9 0 36.4 63.6 0 0 0 0 0 100 Total% 0 36.4 0 0 3 0 24.2 0 12.1 21.2 0 0 0 0 0 3 Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time I Ri ht Thru Left I Peds I App.TWA Right Thru I Left I Peds App.Tor,l I Right Thru I Le fl I Peds A .Toni Right I Thru Left I Peds Ap,Tom Int.Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak I of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 0 0 0 0 0 0 0 2 0 2 2 0 0 0 2 0 0 0 0 0 4 07:30 AM 0 6 0 0 6 0 0 3 0 3 1 2 0 0 3 0 0 0 0 0 12 07:45 AM 0 2 0 0 2 0 0 1 0 1 0 3 0 0 3 0 0 0 0 0 6 08:00 AM 0 1 0 0 1 1 0 0 0 1 1 1 0 0 2 0 0 0 1 1 5 Total Volume 0 9 0 0 9 1 0 6 0 7 4 6 0 0 10 0 0 0 1 1 27 %App,Total 0 100 0 0 14.3 0 85.7 0 40 60 0 0 0 0 0 100 P: 000 .375 .000 .000 .375 1 .250 .000 .500 .000 .583 .500 .500 .000 .000 .833 1 .000 .000 .000 .250 .250 1 .563 N/S: Osgood Street (Route 125) PRECISION File Name : 122978 A E/W: Great Pond Rd (Rte 133)/Casa Blanca DDuARIETILA Site Code : 2121491 City, State:North Andover,1v1C) P.O.Box301 Berlin,MA 01503 Start Date : 6/28/201, Office:508.4813999 Fax:508.545.1234 Page No : 1 Client: Bayside Engineering/ K. Cram a Email:datarequests @pdillc.com g Osgood Stre et(Route 125) Cheat Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time Right Thru LeR u•Tum a .Tom Right Thru Left U-Tum App.Tom Right Thru Left U-Tum A .Tow Ri ht Thru Left U•Tum A .Tom I1.Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of I Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 0 194 14 0 208 12 0 93 0 105 50 107 2 0 159 0 0 0 0 0 472 08:15 AM 0 185 15 0 200 I 15 0 90 0 105 66 125 1 0 192 0 0 0 0 0 497 08:30 AM 0 153 18 0 171 29 1 98 0 128 71 127 1 0 199 1 0 0 0 1 499 08:45 AM 1 181 20 0 202 28 0 108 0 136 85 157 0 0 242 1 0 0 0 1 581 Total Volume 1 713 67 0 781 84 1 389 0 474 272 516 4 0 792 2 0 0 0 2 2049 %App.Total 0.1 91.3 8.6 0 17.7 0.2 82.1 0 34.3 65.2 0.5 0 100 0 0 0 PHF .250 .919 .838 .000 .939 .724 .250 .900 .000 .871 .800 .822 .500 .000 .818 .500 .000 .000 .000 .500 .882 Cars 0 689 57 0 746 79 1 373 0 453 258 490 3 0 751 2 0 0 0 2 1952 %Cars 0 96.6 85.1 0 95.5 94.0 100 95.9 0 95.6 94.9 95.0 75.0 0 94.8 100 0 0 0 100 95.3 Heavy Vehicles 1 24 10 0 35 5 0 16 0 21 14 26 1 0 41 0 0 0 0 0 97 %ewvy Vdkli, 100 3.4 14.9 0 4.5 6.0 0 4.1 0 4.4 5.1 5.0 25.0 0 5.2 0 0 0 0 0 4.7 Osgood Street(Route 125) Out In Total 569 746 1315 31 35 66 600 8 1381 0 689 57 0 1 24 10 0 11 7131 671 0 Right Thru Left U-Tum Peak Hour Data V1 N a� 0 0 0 .Z1 (D M vs T o m F� J K A w w mo 0 o North t° "''-o m s a N O F� Peak Hour Begins at 08:00 A ca N J N N O Cars co Heavy Vehicles u m0 000E C WE, w +i T r Left Thru Right U-Tum 3 490 256 0 26 14 0 4 516 2721 0 1064 751 1815 40 41 81 1104 7921 896 Out In Total N/S: Osgood Street (Route 125) PRECISION File Name : 122978 At E/W: Great Pond Rd (Rte 133)/Casa Blanca D A T A Site Code : 2121491 City, tate: North Andover MA ox3015T rlin,MLC tY > P.O,Box301 Betlin,MA 01503 Start Date : 6/28/2012 Client:Ba side En�-tneerie /K. Cram OffiEmail:.4B,.3999 Fax:508'c.co 234 Bay side g Email:datareques[s @pdillccom Page No 1 Groups Printed-Hew Vehicles Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time Ri ht Thm Left U-Tum Right Thm Left U-Tum Right Thru Left U-Tum Right Thru Left U-Tum Int.Total 04:00 PM 0 0 0 0 2 0 4 0 3 15 0 0 0 0 0 0 24 04:15 PM 0 4 0 0 1 0 2 0 2 10 0 0 0 0 0 0 19 04:30 PM 0 3 0 0 2 0 2 0 2 6 0 0 0 0 0 0 I S 04:45 PM 0 1 0 0 1 0 1 0 3 4 0 0 0 0 0 0 10 Total 0 8 0 0 6 0 9 0 10 35 0 0 0 0 0 0 68 05:00 PM 0 1 2 0 2 0 I 0 2 2 0 0 0 0 0 0 10 05:15 PM 0 0 0 0 0 0 2 0 1 3 0 0 0 0 0 0 6 05:30 PM 0 3 0 0 1 0 0 0 0 1 0 0 0 0 0 0 5 05:45 PM 0 0 0 0 3 0 0 0 1 4 0 0 0 0 0 0 8 Total 0 4 2 0 6 0 3 0 4 10 0 0 0 0 0 0 29 Grand Total 0 12 2 0 12 0 12 0 14 45 0 0 0 0 0 0 97 Apprch% I 0 85.7 14.3 0 I 50 0 50 0 I 23.7 76.3 0 0 0 0 0 0 Total% 0 12.4 2.1 0 12.4 0 12.4 0 14.4 46.4 0 0 I 0 0 0 0 I Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time I Right I Thru I Left I u-Tum I App.Tom Right Thru Left u-Tum I App.Tam I 'Right Th. Left I U-Tum App.Tm,i Right Thru Left u-Tura A .Twxt Inc.Total Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak I of I Peak Hour for Entire Intersection Begins at 04:00 PM 04.00 PM 0 0 0 0 0 2 0 4 0 6 3 15 0 0 IS 0 0 0 0 0 24 04.15 PM 0 4 0 0 4 1 0 2 0 3 2 10 0 0 12 0 0 0 0 0 19 04:30 PM 0 3 0 0 3 2 0 2 0 4 2 6 0 0 8 0 0 0 0 0 15 04:45 PM 0 1 0 0 1 1 0 1 0 2 3 4 0 0 7 0 0 0 0 0 10 Total Volume 0 8 0 0 8 6 0 9 0 15 10 35 0 0 45 0 0 0 0 0 68 %App.Total 0 100 0 0 40 0 60 0 22.2 77.8 0 0 0 0 0 0 ''.. PHF .000 .500 .000 .000 .500 .750 .000 .563 .000 .625 .833 .583 .000 .000 .625 .000 .000 .000 .000 .000 .708 rd N/S: Osgood Street (Route 125) PRECISION File Name : 122978 At E/W: Great Pond Rd (Rte 133)/Casa Blanca D A T A Site Code : 2121491 INDUSTRIES,LLC City, State: North Andover,MA RO.Box301 Berlin,MA 01503 Start Date : 6/28/2012 Office:508.4813999 Fax:508345.1234 Page No : 1 Client: Bayside Engineering/ K. Cram Email:datarequests @pdillccom Grown Printed-Peds and Bicycles Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time Right Thru Left Peds Right I Thru Left I Peds Right I s Right I nru Left I Peds Int.Total 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 2 0 0 3 0 0 0 0 0 0 5 04:30 PM 0 2 1 0 0 0 1 0 1 3 0 0 0 0 0 0 8 04:45 PM 1 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0 0 4 Total 0 4 1 0 0 0 3 0 1 8 0 0 0 0 0 0 17 05:00 PM 0 3 0 0 1 0 0 0 2 1 0 0 0 0 0 0 7 05:15 PM 0 1 1 0 1 0 0 0 2 2 0 0 0 0 0 0 7 05:30 PM 0 0 0 0 0 0 2 0 1 2 0 0 0 0 0 0 5 05:45 PM 0 2 0 1 1 0 1 0 2 4 0 0 0 0 0 0 11 Total 0 6 1 1 3 0 3 0 7 9 0 0 0 0 0 0 30 Grand Total 0 10 2 1 3 0 6 0 8 17 0 0 0 0 0 0 47 Apprch% 0 76.9 15.4 7.7 33.3 0 66.7 0 I 32 68 0 0 I 0 0 0 0 Total% I 0 21.3 4.3 2.1 I 6.4 0 12.8 0 17 36.2 0 0 0 0 0 0 Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time Ri ht Thru Left Peds A .Totm Right Thru I Right I Thru I Left I Peds App.Total Ri ht Thm Left I Peds A .ram Int.Total leak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of I Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 3 0 0 3 1 0 0 0 1 2 1 0 0 3 0 0 0 0 0 7 05:15 PM 0 1 1 0 2 1 0 0 0 1 2 2 0 0 4 0 0 0 0 0 7 05:30 PM 0 0 0 0 0 0 0 2 0 2 1 2 0 0 3 0 0 0 0 0 5 05:45 PM 0 2 0 1 3 1 0 1 0 2 2 4 0 0 6 0 0 0 0 0 11 Total Volume 0 6 1 1 8 3 0 3 0 6 7 9 0 0 16 0 0 0 0 0 30 %App.Total 0 75 12.5 12.5 50 0 50 0 43.8 56.2 0 0 0 0 0 0 PHF 1 .000 .500 .250 .250 .667 1 .750 .000 .375 .000 .750 1 .875 .563 .000 .000 .667 1 .000 .000 .000 .000 .000 .682 All 0 N/S: Osgood Street(Route 125) PRECISION File Name : 122978 Al E/W: Great Pond Rd (Rte 133)/Casa Blanca DouA RI ES A Site Code :2121491 City, State: North Andover, P.O.Box301 Berlin,MA 01503 Start Date : 6/28/201, Office:508.481,3999 Fax:508545.1234 Client: Bayside Engineering/ K. Cram Email:datarequests @pdillc.com Page No 1 Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From We Start Time I Right I Thru I Left I u-Tum I App.Total I Right Thru Left I u-Tum I A .Total I Ri ht Thm I Left I U-T.. I a .T°m Ri ht Thru I Left I u-T.. A-T.,j mt.Tmel Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 174 15 0 189 30 0 80 0 110 75 254 1 0 330 1 0 1 0 2 631 04:45 PM 2 183 33 0 218 20 0 63 0 83 91 296 4 0 391 0 0 1 0 1 693 05:00 PM 1 206 29 0 236 22 0 45 0 67 67 292 2 0 361 0 0 0 0 0 664 05:15 PM 1 176 28 0 205 20 0 41 0 61 73 326 0 0 399 6 0 0 0 6 671 Total Volume 4 739 105 0 848 92 0 229 0 321 306 1168 7 0 1481 7 0 2 0 9 2659 A .Total 0.5 87.1 12.4 0 28.7 0 71.3 0 20.7 78.9 0.5 0 77.8 0 22.2 0 PHF .500 .897 .795 .000 .898 .767 .000 .716 .000 .730 .841 .896 .438 .000 .928 .292 .000 .500 .000 .375 .959 Cars 4 734 103 0 841 87 0 223 0 310 298 1153 7 0 1458 7 0 2 0 9 2618 %Cars 100 99.3 98.1 0 99.2 94.6 0 97.4 0 96.6 97.4 98.7 100 0 98.4 100 0 100 0 100 98.5 Heavy Vehicles 0 5 2 0 7 5 0 6 0 11 8 15 0 0 23 0 0 0 0 0 41 '.. %Heavy Vehicles 0 0.7 1.9 0 0.8 5.4 0 2.6 0 3.4 2.6 1.3 0 0 1.6 0 0 0 0 0 1.5 Osgood Street(Route 125) Out In Total 1242 841 2083 20 7 27 1262 1 iOl 4 734 103 0 0 5 2 0 4 739 105 0 Right Thru Left U-Turn Peak Hour Data W N O N N y TI L-tp' N F J I J A j O 0 0 o North o rn ' ? a W a mom Z--4 H Peak Hour Begins at 04:30 P ~-c o o O X v t`o r �o m r Cars CL m o �� �.HeayyVehicles o W o RO� 000 C � U � w � 000 w I Left Thru Ri ht U-Turn 7 1153 298 0 0 15 8 0 7 1168 306 0 964 1458 2422 11 23 34 975 1481 2456 Out In Total N/S: Osgood Street (Route 125) PRECISION File Name : 122978 AAl E/W: Great Pond Rd (Rte 133)/Casa Blanca D T A Site Code : 2121491 AA INDUS TRIES,LLC Start Date : 6/30/2012 City, State:North Andover,MA P.O.Box301 Berlin,MA 01503 Oflice:508.4813999 Fax:508.545.1234 Page No 1 Client: Bayside Engineering/K. Cram Email:datarequests @pdillc.com Groups Printed-Cars- eavy Vehicles Osgood Sheet(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time Right Thru Left U-Tum Ri ht Thru Left U-Tum Ri ht Thru Left U-Tum Ri ht Thru Left U-Turn Int.Total 10:30 AM 1 135 14 0 19 0 38 0 42 152 0 0 0 0 0 0 401 10:45 AM 0 139 17 0 19 0 41 0 33 182 1 0 0 0 0 0 432 Total 1 274 31 0 38 0 79 0 75 334 1 0 0 0 0 0 833 11:00 AM 1 159 11 0 16 0 38 0 44 163 1 0 0 0 1 0 434 11:15 AM 1 139 12 0 16 0 43 0 42 165 0 0 0 0 1 0 419 11:30 AM 0 142 25 0 18 1 35 0 52 184 1 0 0 0 0 0 458 11:45 AM 0 133 14 0 13 0 37 0 51 180 3 0 0 0 0 0 431 Total 2 573 62 0 63 1 153 0 189 692 5 0 0 0 2 0 1742 12:00 PM 0 117 13 0 19 0 45 0 56 168 2 0 3 0 0 0 423 12:15 PM 0 146 18 0 30 0 42 0 55 168 0 0 1 0 0 0 460 12:30 PM 0 140 13 0 17 0 35 0 48 181 1 0 4 0 0 0 439 12:45 PM 1 142 14 0 14 0 45 0 51 155 0 0 0 0 0 0 422 Total 1 545 58 0 80 0 167 0 210 672 3 0 8 0 0 0 1744 01:00 PM 1 121 14 0 19 0 47 0 37 164 1 0 0 0 0 0 404 01:15 PM 3 121 19 0 13 0 35 0 35 182 0 0 3 0 0 0 411 Grand Total 8 1634 184 0 213 1 481 0 546 2044 10 0 11 0 2 0 5134 Apprch% 0.4 89.5 10.1 0 30.6 0.1 69.2 0 21 78.6 0.4 0 84.6 0 15.4 0 Total% 0.2 31.8 3.6 0 4.1 0 9.4 0 10.6 39.8 0.2 0 0.2 0 0 0 Cars 8 1613 177 0 200 1 472 0 541 2005 10 0 11 0 2 0 5040 Cars 100 98.7 96.2 0 93.9 100 98.1 0 99.1 98.1 100 0 100 0 100 0 98.2 Heavy Vehicles 0 21 7 0 13 0 9 0 5 39 0 0 0 0 0 0 94 %Heavy Vehicles 0 1.3 3.8 0 6.1 0 1.9 0 0.9 1.9 0 0 0 0 0 0 1.8 Great Pond Road ���Osgood�Street �125) ��Casa Blanca Restaurant Osgood Street(Route 125) ( From West From Notch From EStart Time Ri ht Thru Left U-Tum A .Taal Ri ht Thru Left ru Left U•Tum App.Tom In Total reak Hour Analysis From 10:30 AM to 01:15 PM-Peak I of 1 Peak Hour for Entire Intersection Begins at 11:30 AM 11:30 AM 0 142 25 0 167 18 1 35 0 54 52 184 1 0 237 0 0 0 0 0 458 11:45 AM 0 133 14 0 147 13 0 37 0 50 51 180 3 0 234 0 0 0 0 0 431 12:00 PM 0 117 13 0 130 19 0 45 0 64 56 168 2 0 226 3 0 0 0 3 423 12:15 PM 0 146 18 0 164 30 0 42 0 72 55 168 0 0 223 1 0 0 0 1 460 Total Volume 0 538 70 0 608 80 1 159 0 240 214 700 6 0 920 4 0 0 0 4 1772 1.App.Total 0 88.5 11.5 0 33.3 0.4 66.2 0 23.3 76.1 0.7 0 100 0 0 0 PHF .000 .921 .700 .000 .910 .667 .250 .883 .000 .833 .955 .951 .500 .000 .970 .333 .000 .000 .000 .333 .963 Cars 0 534 67 0 601 71 1 155 0 227 213 690 6 0 909 4 0 0 0 4 1741 %Cars 0 99.3 95.7 0 98.8 88.8 100 97.5 0 94.6 99.5 98.6 100 0 98.8 100 0 0 0 100 98.3 ieavy Vehicles 0 4 3 0 7 9 0 4 0 13 ,1 10 0 0 11 0 0 0 0 0 31 %Hea,yVehmtu 0 0.7 4.3 0 1.2 11.3 0 2.5 0 5.4 0.5 1.4 0 0 1.2 0 0 0 0 0 1.7 N/S: Osgood Street(Route 125) PRErG CISION File Name : 122978 B E: Butcher Boy Plaza Entrance^� D A T A Site Code : 2121491 City, State: North Andover, MA Pp sox301 B ,�,MA 01503 Start Date : 6/28/201 Client:Ba side Enp-jneerie /K. Cram Office: Fax:5ullc.co 234 Bay side g Emall:datarequests @pdilk.com Page NO 1 Grou s Printed-Cars-Heavy Vehicles Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North I From East From South Start Time --. I Left U-Tum I Right I Left I U-Turn I Right I Thru I U-Tum I Int.Total 07:00 AM 187 6 0 0 0 0 10 71 0 274 07:15 AM 191 5 0 0 0 0 19 94 0 309 07:30 AM 242 15 0 0 0 0 16 97 0 370 07:45 AM 235 9 0 0 0 0 18 108 0 370 Total 855 35 0 0 0 0 63 370 0 1323 08:00 AM 205 10 0 0 0 0 30 91 0 336 08:15 AM 199 10 0 0 0 0 36 105 0 350 08:30 AM 173 6 0 0 0 0 29 127 0 335 08:45 AM 198 7 0 0 0 0 31 152 0 388 Total 775 33 0 0 0 0 126 475 0 1409 Grand Total 1630 68 0 0 0 0 189 845 0 2732 Apprch% 96 4 0 0 0 0 18.3 81.7 0 Total% 59.7 2.5 0 0 0 0 6.9 30.9 0 Cars 1566 66 0 0 0 0 180 808 0 2620 %Cars 96.1 97.1 0 0 0 0 95.2 95.6 0 95.9 Heavy Vehicles 64 2 0 0 0 0 9 37 0 112 %Heavy Vehicles 3.9 2.9 0 0 0 0 4.8 4.4 0 4.1 Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru I Left I U-Tum I App.Total Right I Left I U-Turn I Ann-Total Ri ht I Thru I U-Turn I App.Total I ]nt.Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of I Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 242 15 0 257 0 0 0 0 16 97 0 113 370 07:45 AM 235 9 0 244 0 0 0 0 18 108 0 126 370 08:00 AM 205 10 0 215 0 0 0 0 30 91 0 121 336 08:15 AM 1 199 10 0 209 0 0 0 0 36 105 0 141 350 Total Volume 881 44 0 925 0 0 0 0 100 401 0 501 1426 %App.Total 95.2 4.8 0 0 0 0 20 80 0 PHF .910 .733 .000 .900 1 .000 .000 .000 .000 .694 .928 .000 .888 .964 Cars 848 43 0 891 0 0 0 0 99 380 0 479 1370 %Cars 96.3 97.7 0 96.3 0 0 0 0 99.0 94.8 0 95.6 96.1 Heavy Vehicles 33 1 0 34 0 0 0 0 1 21 0 22 56 %Heavy Vehicles 3.7 2.3 0 3.7 0 0 0 0 1.0 5.2 0 4.4 3.9 r-1110% I N/S: Osgood Street (Route 125) PRECISION File Name : 122978B E:Butcher Bo Plaza Entrance D A T A Site Code : 2121491 Y INDUSTRIES,LLC City, State: North Andover,MA P.O.Box301 Berlin,MA 01503 Start Date : 6/28/201; Office:508.481.3999 Fax:508.545.1234 Page No : 1 Client: Bayside Engineering/K. Cram Email:datarequests @pdillc.com g Groups Printed-Cars Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru Left U-Turn Right Left U-Turn Ri ht 1 Thrn U-Turn Int Total 07:00 AM 180 6 0 0 0 0 9 68 0 263 07:15 AM 184 4 0 0 0 0 18 90 0 296 07:30 AM 235 14 0 0 0 0 16 91 0 356 07:45 AM 225 9 0 0 0 0 18 104 0 356 Total 824 33 0 0 0 0 61 353 0 1271 08:00 AM 199 10 0 0 0 0 30 87 0 326 08:15 AM 189 10 0 0 0 0 35 98 0 332 08:30 AM 164 6 0 0 0 0 27 123 0 320 08:45 AM 190 7 0 0 0 0 27 147 0 371 Total 742 33 0 0 0 0 119 455 0 1349 Grand Total 1566 66 0 0 0 0 180 808 O I 2620 Apprch% 96 4 0 0 0 0 I 18.2 81.8 0 Total% 59.8 2.5 0 I 0 0 0 6.9 30.8 0 Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru Lefr U-Tum A .Total Ri ht Left U-Turn App.Total Right Thm U-Tum -A .Total Int.Total 'eak Hour Analysis From 07:00 AM to 08:45 AM-Peak I of 1 teak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 235 14 0 249 0 0 0 0 16 91 0 107 356 07:45 AM 225 9 0 234 0 0 0 0 18 104 0 122 356 08:00 AM 199 10 0 209 0 0 0 0 30 87 0 117 326 08:15 AM 189 10 0 199 0 0 0 0 35 98 0 133 332 Total Volume 848 43 0 891 0 0 0 0 99 380 0 479 1370 %App.Total 95.2 4.8 0 0 0 0 20.7 79.3 0 PHF .902 .768 .000 .895 .000 .000 .000 .000 .707 .913 .000 .900 .962 N/S: Osgood Street (Route 125) PRECISION File Name : 122978 B E: Butcher Boy Plaza Entrance D A T A Site Code : 2121491 City, tate: North Andover MA WDUSTRlin,MAC tY P.O.Box 301 Berlin,A4A 01503 Start Date : 6/28/201; Client:Bayside Engineering/K. Cram OffiEma Ldatarequest @pdillllc.com234 Page No 1 Groups Printed-Heavy Vehicles Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thrn Left U-Turn Right Left U-Turn Right Thm U-Tum Int.Total 07:00 AM 7 0 0 0 0 0 1 3 0 11 07:15 AM 7 1 0 0 0 0 1 4 0 13 07:30 AM 7 1 0 0 0 0 0 6 0 14 07:45 AM 10 0 0 0 0 0 0 4 0 14 Total 31 2 0 0 0 0 2 17 0 52 08:00 AM 1 6 0 0 0 0 0 0 4 0 10 08.15 AM 10 0 0 0 0 0 1 7 0 18 08:30 AM 9 0 0 0 0 0 2 4 0 15 08:45 AM 8 0 0 0 0 0 4 5 0 17 Total 33 0 0 0 0 0 7 20 0 60 Grand Total I 64 2 O I 0 0 01 9 37 0 112 Apprch% 97 3 0 0 0 0 19.6 80.4 0 I Total% 57.1 1.8 0 0 0 0 8 33 0 Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru Lefr U-Tum A .Total Ri ht Left U-Turn App.Total Ri ht Thm U-Turn I App.Total Int.Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 6 0 0 6 0 0 0 0 0 4 0 4 10 08:15 AM 10 0 0 10 0 0 0 0 1 7 0 8 18 08:30 AM 9 0 0 9 0 0 0 0 2 4 0 6 15 08:45 AM 8 0 0 8 0 0 0 0 4 5 0 9 17 Total Volume 33 0 0 33 0 0 0 0 7 20 0 27 60 %App.Total 100 0 0 0 0 0 25.9 74.1 0 PHF .825 .000 .000 .825 1 .000 .000 .000 .000 .438 .714 .000 .750 .833 Odi- N/S: Osgood Street (Route 125) PRECISION File Name : 122978 B E:Butcher Bo y Plaza Entrance D A T A Site Code : 2121491 7,,fp 11 INDU57RIES,LLC Start Date City, State: North Andover,1V1 P.O.Box301 Berlin,MA 01503 : 6/28/201 Office:508.4813999 Fax508.545.1234 Page No : 1 Client: Bayside Engineering/ K. Cram Email:datarequests@polllc.com a g Groups Printed-Peds and Bicycles Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru Left Peds Right Left Peds Right Thru Peds Int.Total 07:00 AM 1 0 0 0 0 0 0 0 0 1 07:15 AM 0 0 0 0 0 0 0 0 0 0 07:30 AM 6 0 0 0 0 0 0 2 0 8 07:45 AM 2 0 0 0 0 0 0 3 0 5 Total 9 0 0 0 0 0 0 5 0 14 08:00 AM 2 0 0 0 0 0 0 2 0 4 08:15 AM 1 0 0 0 0 0 0 0 0 1 08:30 AM 1 0 0 0 0 0 0 1 0 2 08:45 AM 0 0 0 0 0 0 0 0 0 0 Total 4 0 0 0 0 0 0 3 0 7 Grand Total 13 0 0 0 0 0 0 8 0 21 Apprch% 100 0 0 0 0 0 0 100 0 Total% 61.9 0 0 I 0 0 0 I 0 38.1 0 Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru Left Peds App.Total Right Left Peds App.Total Right Thru Peds A P.Total Int.Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 6 0 0 6 0 0 0 0 0 2 0 2 8 07:45 AM 2 0 0 2 0 0 0 0 0 3 0 3 5 08:00 AM 2 0 0 2 0 0 0 0 0 2 0 2 4 08:15 AM 1 0 0 1 0 0 0 0 0 0 0 0 1 Total Volume 11 0 0 11 0 0 0 0 0 7 0 7 18 %App.Total 100 0 0 0 0 0 0 100 0 PHF 458 .000 .000 .458 .000 .000 .000 .000 .000 .583 .000 .583 .563 N/S: Osgood Street (Route 125) PRECISION File Name : 122978 B E: Butcher Boy Plaza Entrance DouARI EST,LA Site Code : 2121491 City, State: North Andover, MA P.O.Box301 SedIn,MA 01503 Start Date : 6/28/201: Client:Bayside Engineering/K. Cram OffEma Ldattaeques s @pdillic.com234 Page No : 1 Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru Left I U-Turn I APR.Total I Right I Left I U-Turn App.Total I Right Thru U-Tum App.Total I Int.Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 242 15 0 257 0 0 0 0 16 97 0 113 370 07:45 AM 235 9 0 244 0 0 0 0 18 108 0 126 370 08:00 AM 205 10 0 215 0 0 0 0 30 91 0 121 336 08:15 AM 1 199 10 0 209 0 0 0 0 36 105 0 141 350 Total Volume 1 881 44 0 925 0 0 0 0 100 401 0 501 1426 %App.Total 95.2 4.8 0 0 0 0 20 80 0 PHF 1 .910 .733 .000 .900 .000 .000 .000 .000 .694 .928 .000 7479f:::1:370 964 Cars 848 43 0 891 0 0 0 0 99 380 0 %Cars 96.3 97.7 0 96.3 0 0 0 0 99.0 94.8 0 96.1 Heavy Vehicles 33 1 0 34 0 0 0 0 1 21 0 56 %Heavy Vehicles 3.7 2.3 0 3.7 0 0 0 0 1.0 5.2 0 4.4 3.9 Osgood Street(Route 125) Out In Total 360 t44n 21 55 401 6 84833 881 Thru Left U-Tum 1 L+ Peak Hour Data 1 00 North N O N �-o 0 0 ep Peak Hour Begins at 07:30 A 0 �x Cars o00 0o N Hea Vehicles rr 0 X00 oiu ?d� N—� T V5O 1 331 22 2 Out In Total 0griol,d Street(Rollte 195) N/S: Osgood Street(Route 125) PRECISION File Name : 122978 B E: Butcher Bo Plaza Entrance D A T A Site Code : 2121491 Y INDUSTRIES,LLC City, State:North Andover,MA P.O.Box 301 Berlin,MA 01503 Start Date : 6/28/201, Office:508.481.3999 17=508.545.1234 Pa e No : 1 Client: Bayside Engineering/ K. Cram Email:datarequestS @pdilic.com g Grou s Printed-Cars-Heavy Vehicles Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru Left U-Turn Right I Left U-Turn Right I um Int.Total 04:00 PM 202 17 1 0 0 0 40 238 0 498 04:15 PM 188 14 1 0 0 0 52 180 0 435 04:30 PM 192 16 0 0 0 0 51 232 0 491 04:45 PM 213 22 1 0 0 0 54 263 0 553 Total 795 69 3 0 0 0 197 913 0 1977 05:00 PM 242 21 0 0 0 0 60 256 0 579 05:15 PM 201 18 0 0 0 0 44 303 0 566 05:30 PM 171 14 0 0 0 0 39 265 0 489 05:45 PM 162 10 0 0 0 0 49 280 0 501 Total 776 63 0 0 0 0 192 1104 0 2135 Grand Total 1571 132 3 0 0 0 389 2017 0 4112 Apprch% 92.1 7.7 0.2 0 0 0 16.2 83.8 0 Total% 38.2 3.2 0.1 0 0 0 9.5 49.1 0 Cars 1553 132 3 0 0 0 388 1958 0 4034 %Cars 98.9 100 100 0 0 0 99.7 97.1 0 98.1 Heavy Vehicles 18 0 0 0 0 0 1 59 0 78 %Heavy Vehicles 1.1 0 0 0 0 0 0.3 2.9 0 1.9 Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru I Left I U-Tum App.Total Right I Left U-Turn App.Total Right Thru I U-Turn T Am).Total Int.Total 'eak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 'eak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 192 16 0 208 0 0 0 0 51 232 0 283 491 04:45 PM 213 22 1 236 0 0 0 0 54 263 0 317 553 05:00 PM 242 21 0 263 0 0 0 0 60 256 0 316 579 05:15 PM 201 18 0 219 0 0 0 0 44 303 0 347 566 Total Volume 848 77 1 926 0 0 0 0 209 1054 0 1263 2189 %App.Total 91.6 8.3 0.1 0 0 0 16.5 83.5 0 PHF .876 .875 .250 .880 .000 .000 .000 .000 .871 .870 .000 .910 .945 Cars 840 77 1 918 0 0 0 0 209 1033 0 1242 2160 %Cars 99.1 100 100 99.1 0 0 0 0 100 98.0 0 98.3 98.7 Heavy Vehicles 8 0 0 8 0 0 0 0 0 21 0 21 29 %Heavy Vehicles 0.9 0 0 0.9 0 0 0 0 0 2.0 0 1.7 1.3 Ai N/S: Osgood Street (Route 125) PRECISION File Name : 122978 B] E: Butcher Boy Plaza Entrance D A T A Site Code : 2121491 City, tate: North Andover MA ox30) BRlln,MAC tY P.O.Box301 Berlin,MA 01503 Start Date : 6/28/201: Office:508.481.3999 Fax:508S45.1234 Client:Bayside Engineering/K. Cram Email:datarequests @polllc.com Page No 1 Grou s Printed-Cars Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time I Thm Left U-Turn Right Left U-Turn Right Thru U-Turn Int.Total 04:00 PM 201 17 1 0 0 0 40 221 0 480 04:15 PM 183 14 1 0 0 0 51 170 0 419 04:30 PM 189 16 0 0 0 0 51 224 0 480 04:45 PM 211 22 1 0 0 0 54 257 0 545 Total 784 69 3 0 0 0 196 872 0 1924 05:00 PM 239 21 0 0 0 0 60 252 0 572 05:15 PM 201 18 0 0 0 0 44 300 0 563 05:30 PM 168 14 0 0 0 0 39 262 0 483 05:45 PM 161 10 0 0 0 0 49 272 0 492 Total 769 63 0 0 0 0 192 1086 0 2110 Grand Total 1553 132 3 0 0 0 l 388 1958 0 4034 Apprch% I 92 7.8 0.2 I 0 0 0 I 16.5 83.5 0 Total% 38.5 3.3 0.1 0 0 0 9.6 48.5 0 Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru Left I U-Tum App.Total Right Left U-Tum -App.Total Right I Thru U-Turn F App.Total I Int.Total Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 211 22 1 234 0 0 0 0 54 257 0 311 545 05:00 PM 239 21 0 260 0 0 0 0 60 252 0 312 572 05:15 PM 201 18 0 219 0 0 0 0 44 300 0 344 563 05:30 PM 1 168 14 0 182 0 0 0 0 39 262 0 301 483 Total Volume 819 75 1 895 0 0 0 0 197 1071 0 1268 2163 %App.Total 91.5 8.4 0.1 0 0 0 15.5 84.5 0 PHF .857 .852 .250 .861 1 .000 .000 .000 .000 .821 .893 .000 .922 .945 N/S: Osgood Street (Route 125) PRECISION File Name : 122978 BI E: Butcher Bo Plaza Entrance D A T A Site Code : 2121491 Boy INDUSTRIES,LLC City, State: North Andover,MA P.O.Box301 Berlin,MA 01503 Start Date : 6/28/201: O(fice:508.4813999 Fax:508.545.1234 Page No : 1 Client: Bayside Engineering/ K. Cram imail:datarequests@pdilic.com Groups Printed-Heavy Vehicles Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru Left U-Tum Ri ht Left U-Turn Right Thru U-Turn Int.Total 04:00 PM 1 0 0 0 0 0 0 17 0 18 04:15 PM 5 0 0 0 0 0 1 10 0 1 04:30 PM 3 0 0 0 0 0 0 8 0 11 1 04:45 PM 2 0 0 0 0 0 0 6 0 8 Total 11 0 0 0 0 0 1 41 0 53 05:00 PM 3 0 0 0 0 0 0 4 0 7 05:15 PM 0 0 0 0 0 0 0 3 0 3 05:30 PM 3 0 0 0 0 0 0 3 0 6 05:45 PM 1 0 0 0 0 0 0 8 0 9 Total 7 0 0 0 0 0 0 18 0 25 Grand Total 18 0 0 0 0 0 1 59 0 78 Apprch% 100 0 0 0 0 0 1.7 98.3 O 23 Total /o 23.1 1 0 0 0 0 0 1.3 75.6 0 Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru I Left I U-Tum I otal ffi ht Lefr U-Tum App.Total Right Thru I U-Turn I App.Total I Int.Total leak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 1 0 0 1 0 0 0 0 0 17 0 11 18 04:15 PM 5 0 0 5 0 0 0 0 1 10 0 11 16 04:30 PM 3 0 0 3 0 0 0 0 0 8 0 8 11 04:45 PM 2 0 0 2 0 0 0 0 0 6 0 6 8 Total Volume 11 0 0 11 0 0 0 0 1 41 0 42 53 %App.Total 100 0 0 0 0 0 2.4 97.6 0 PHF .550 .000 .000 .550 .000 .000 .000 .000 .250 .603 .000 .618 .736 Ai N/S: Osgood Street(Route 125) PRECISION File Name : 122978 BB: E: Butcher Boy Plaza Entrance D A T A Site Code : 2121491 City, ate: North Andover MA WDUST rlin,MLC t3' P.O.Box301 Berlin,MA 01503 Start Date : 6/30/2012 �ffiL z34 Client: Ba side Engineering/K. Cram Email: Page No : 1 Grou s Printed-Cars-Heavy Vehicles Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time -h- Left U-Tum Right Left U-Turn Ri ht Thru U-Turn Int.Total 10:30 AM 148 27 0 0 0 0 48 123 0 346 10:45 AM 155 16 0 0 0 0 53 145 0 369 Total 303 43 0 0 0 0 101 268 0 715 11:00 AM 171 15 0 0 0 0 57 123 0 366 11:15 AM I 156 20 0 0 0 0 54 129 0 359 I1:30 AM 167 12 0 0 0 0 48 154 0 381 11:45 AM 147 15 0 0 0 0 34 160 0 356 Total 641 62 0 0 0 0 193 566 0 1462 12:00 PM 128 17 0 0 1 0 46 140 0 332 12:15 PM 167 17 0 0 0 0 42 154 0 380 12:30 PM 152 17 0 0 0 0 55 143 0 367 12:45 PM 157 13 0 0 0 0 52 123 0 345 Total 604 64 0 0 1 0 195 560 0 1424 01:00 PM 137 16 0 0 0 0 58 124 0 335 0115 PM 143 18 0 0 0 0 52 142 0 355 Grand Total 1828 203 0 0 1 0 599 1660 0 4291 Apprch% 90 10 0 0 100 0 26.5 73.5 0 Total% 42.6 4.7 0 0 0 0 14 38.7 0 Cars 1796 202 0 0 1 0 595 1617 0 4211 %Cars 98.2 99.5 0 0 100 0 99.3 97.4 0 98.1 Heavy Vehicles 32 1 0 0 0 0 4 43 0 80 %Heavy Vehicles 1.8 0.5 0 0 0 0 0.7 2.6 0 1.9 Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru I Left I U-Turn App.Total Right I Left I U-Turn A .Total Ri ht Thru I U-Turn I App.Total In Total Peak Hour Analysis From 10:30 AM to 01:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 10:45 AM 10:45 AM 155 16 0 171 0 0 0 0 53 145 0 198 369 11:00 AM 171 15 0 186 0 0 0 0 57 123 0 180 366 11:15 AM 156 20 0 176 0 0 0 0 54 129 0 183 359 11:30 AM 167 12 0 179 0 0 0 0 48 154 0 202 381 Total Volume 649 63 0 712 0 0 0 0 212 551 0 763 1475 %A .Total 91.2 8.8 0 0 0 0 27.8 72.2 0 PHF .949 .788 .000 .957 .000 .000 .000 .000 .930 .894 .000 .944 .968 Cars 637 63 0 700 0 0 0 0 211 542 0 753 1453 %Cars 98.2 100 0 98.3 0 0 0 0 99.5 98.4 0 98.7 98.5 Heavy Vehicles 12 0 0 12 0 0 0 0 1 9 0 10 22 %Heavy Vehicles 1.8 0 0 1.7 0 0 0 0 0.5 1.6 0 1.3 1.5 N/S: Osgood Street (Route 125) PRECISIO2 N File Name : 122978 BB] E:Butcher Bo Plaza Entrance D A T A Site Code : 2121491 Boy INDUSTRIES,LLC Start Date : 6/30/2012 City, State: North Andover,MA P,0.Box301 Berlin,MA 01503 office:508.481.3999 Fax:508.545.1234 Page No : 1 Client: Bayside Engineering/ K. Cram Email:datarequests@pdillc.com Groups Printed-Cars Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru Left U-Turn Ri ht Left U-Tum Rig ht Thm U-Turn Int.338 10:30 AM 147 27 0 0 0 0 48 116 0 10:45 AM 153 16 0 0 0 0 53 144 0 366 Total 300 43 0 0 0 0 101 260 0 704 11:00 AM 168 15 0 0 0 0 56 120 0 359 11:15 AM 152 20 0 0 0 0 54 127 0 353 11:30 AM 164 12 0 0 0 0 48 151 0 375 11:45 AM 145 15 0 0 0 0 33 158 0 351 Total 629 62 0 0 0 0 191 556 0 1438 12:00 PM 127 17 0 0 1 0 46 137 0 328 12:15 PM 165 17 0 0 0 0 42 146 0 370 12:30 PM 146 17 0 0 0 0 53 141 0 357 12:45 PM 152 13 0 0 0 0 52 120 0 337 Total 590 64 0 0 1 0 193 544 0 1392 01:00 PM 134 15 0 0 0 0 58 120 0 327 01:15 PM 143 18 0 0 0 0 52 137 0 350 Grand Total 1796 202 0 0 1 0 595 1617 0 4211 Apprch% 89.9 10.1 0 0 100 0 26.9 73.1 0 Total% 42.7 4.8 0 0 0 0 14.1 38.4 0 Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru Left U-Tum A .Total Right Left U-Turn A .Total Right Thru U-Tum App.Total Int.Total Peak Hour Analysis From 10:30 AM to 0 1:15 PM-Peak I of 1 Peak Hour for Entire Intersection Begins at 10:45 AM 10:45 AM 153 16 0 169 0 0 0 0 53 144 0 197 366 11:00 AM 168 15 0 183 0 0 0 0 56 120 0 176 359 11:15 AM 152 20 0 172 0 0 0 0 54 127 0 181 353 11:30 AM 164 12 0 176 0 0 0 0 48 151 0 199 375 Total Volume 637 63 0 700 0 0 0 0 211 542 0 753 1453 %App.Total 91 9 0 0 0 0 28 72 0 PHF .948 .788 .000 .956 .000 .000 .000 .000 .942 .897 .000 .946 .969 N/S: Osgood Street(Route 125) PRru ECISION File Name : 122978 C E/W: Butcher Boy Plaza Exit/Commerce Way DousAisi T c Site Code : 2121491 City, State:North Andover,MA P.O.Box301 Berlin,AM 01503 Start Date : 6/28/201. Client: Ba side En eerie K. Cram O�EmaLdattarequests@ d[licco5nt234 Y � g/ Pd Page No : 1 Groups Printed-Cars Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Ri ht Thru Left U-Tum Right Thru Left U-Turn Ri ht Thru Left U-Turn Ri ht Thnt Left U-Turn In Total 07:00 AM 5 :215 71 0 0 2 0 12 0 0 56 13 0 1 0 0 0 260 07:15 AM 5 72 0 0 2 0 16 0 0 84 5 0 4 0 0 0 288 07:30 AM 3 20 0 0 1 0 21 0 0 84 8 0 5 0 0 0 342 07:45 AM 5 0 0 4 0 16 0 0 93 7 0 2 0 1 0 343 Total 18 778 0 0 9 0 65 0 0 317 33 0 12 0 1 0 1233 08:00 AM 6 190 0 0 8 1 16 0 0 80 10 0 3 0 0 0 314 08:15 AM 0 177 0 0 8 0 19 0 0 93 5 0 5 0 2 0 309 08:30 AM 7 143 0 0 7 0 21 0 0 112 5 0 3 0 3 0 301 08:45 AM 4 167 0 0 4 0 22 0 0 139 8 0 8 0 1 0 353 Total 17 677 0 0 27 1 78 0 0 424 28 0 19 0 6 0 1277 Grand Total I 35 1455 0 0 I 36 1 143 0 0 741 61 0 31 0 7 0 2510 Appreh% 2.3 97.7 0 0 20 0.6 79.4 0 0 92.4 7.6 0 81.6 0 18.4 0 Total% 1.4 58 0 0 1.4 0 5.7 0 0 29.5 2.4 0 I 1.2 0 0.3 0 I Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Right Thru Left v-T.. A .7om Ri ht Thru Left U-Tum p .Totm Ri ht Thtu Lefi v-Tum p .Tram Ri ht Thru Left udLm A .rwa [nt.Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak I of I Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 3 220 0 0 223 1 0 21 0 22 0 84 8 0 92 5 0 0 0 5 342 07:45 AM 5 215 0 0 220 4 0 16 0 20 0 93 7 0 100 2 0 1 0 3 343 08:00 AM 6 190 0 0 196 8 1 16 0 25 0 80 10 0 90 3 0 0 0 3 314 08:15 AM 0 177 0 0 177 8 0 19 0 27 0 93 5 0 98 5 0 2 0 7 309 Total volume 14 802 0 0 816 21 1 72 0 94 0 350 30;�� 15 0 3 0 18 1308 A .Total 1.7 98.3 0 0 22.3 1.1 76.6 0 0 92.1 7.9 83.3 0 16.7 0 PHF .583 .911 .000 .000 .915 .656 .250 .857 .000 .870 .000 .941 .750 ;;380 50 .750 .000 .375 .000 .643 .953 S3 N/S: Osgood Street (Route 125) PRECISION File Name : 122978 C E/W: Butcher Boy Plaza Exit/Commerce Way D�uAR1T A Site Code :2121491 City, State: North Andover,MA P.O.Box301 Beriln,MA 01503 Start Date : 6/28/201: Office:508.481.3999 Fax:508.545.1234 Page No : 1 Client: Bayside Engineering/ K. Cram Email:datarequests @pdillc.com a g Grou S Printed-Heavy Vehicles Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time I Ri ht Thru Left I U-Turn Right I Thru Left I U-Turn Right I Thru I Left I U-Turn Right T n--ir—u—F Left I U-Turn Ink Total 07:00 AM 1 7 0 0 0 0 0 0 0 3 0 0 0 0 1 0 12 07:15 AM 0 5 0 0 0 0 2 0 0 4 0 0 0 0 1 0 12 07:30 AM 0 8 0 0 0 0 0 0 0 6 0 0 0 0 0 0 14 07:45 AM 1 7 0 0 0 0 1 0 0 3 1 0 0 0 1 0 14 Total 2 27 0 0 0 0 3 0 0 16 1 0 0 0 3 0 52 08:00 AM 0 7 0 0 0 0 0 0 0 3 1 0 0 0 1 0 12 08:15 AM 1 9 0 0 0 0 0 0 0 6 1 0 1 0 1 0 19 08:30 AM 0 8 0 0 0 0 1 0 0 9 I 0 1 0 0 0 20 08:45 AM 0 5 0 0 0 1 2 0 0 3 1 0 1 0 1 0 14 Total 1 29 0 0 0 1 3 0 0 21 4 0 3 0 3 0 65 Grand Total I 3 56 0 0 I 0 1 6 0 I 0 37 5 0 I 3 0 6 0 I 117 66 Apprch% 5.1 94.9 0 0 0 14.3 85.7 0 0 88.1 11.9 0 33.3 0 .7 0 Total% 2.6 47.9 0 0 0 0.9 5.1 0 0 31.6 4.3 0 2.6 0 5.1 0 Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Right Thru Left i u-Tum I A .Tom Right Thru I Left I u-Tom I App.Total Right I Thru I Left I U-Tom App.Total Ri ht I Thru I Left I U-Tum A .Told mt.Tota1 Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of I Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 1 7 0 0 8 0 0 1 0 1 0 3 1 0 4 0 0 1 0 1 1 14 08:00 AM 0 7 0 0 7 0 0 0 0 0 0 3 1 0 4 0 0 1 0 1 12 08:15 AM 1 9 0 0 10 0 0 0 0 0 0 6 1 0 7 1 0 1 0 2 19 08:30 AM 0 8 0 0 8 0 0 1 0 1 0 9 1 0 10 1 0 0 0 1 20 Total Volume 2 31 0 0 33 0 0 2 0 2 0 21 4 0 25 2 0 3 0 5 65 %App.Total 6.1 93.9 0 0 0 0 100 0 0 84 16 0 40 0 60 0 PHF .500 .861 .000 .000 .825 .000 .000 .500 .000 .500 1 .000 .583 1.00 .000 .625 .500 .000 .750 .000 .625 .813 N/S: Osgood Street(Route 125) PRECISION File Name : 122978 C E/W: Butcher Boy Plaza Exit/Commerce Way D A T A Site Code : 2121491 City, tate: North Andover MA ox301 BRlin,MAC tY > P.O.Box 301 Berlin,MA 01503 Start Date : 6/28/201 Office:508.481.3999 Fax:508.545,1234 Page No : Client: Bayside Engineering/K. Cram Email;datarequests @pdillc.com 1 Groups Printed-Peds and Bicycles Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time I Right Thru I Left I Peds I Right Thru Left Peds Ri ht Thru I Left Peds Ri ht Thru Left I Peds Int.Total 07:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 07:15, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 6 0 0 0 0 0 0 0 2 0 0 0 0 0 0 8 07:45 AM 0 2 0 0 0 0 0 0 0 3 0 0 0 0 0 0 5 Total 0 9 0 0 0 0 0 0 0 5 0 0 0 0 0 0 14 08:00 AM 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0 0 3 08:15 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 08:30 AM 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 2 08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 3 0 0 0 0 0 0 0 3 0 0 0 0 0 0 6 Grand Total 0 12 0 0 0 0 0 0 0 8 0 0 0 0 0 01 20 Apprch% 0 100 0 0 0 0 0 0 0 100 0 0 0 0 0 0 Total% I 0 60 0 0 I 0 0 0 0 I 0 40 0 0 I 0 0 0 0 Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time I Right I Thru I Lefr I Peds I App.T-1 I Right I Thru I Left I Peds I App.TW.1 I Right I Thru I Left I Peds I APP.Tory I Right I Thru T Left I Peds Ap,.Tar Int.Toai Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 6 0 0 6 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 8 07:45 AM 0 2 0 0 2 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 5 08:00 AM 0 1 0 0 1 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 3 08:15 AM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Total Volume 0 10 0 0 10 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 17 %App.Total 0 100 0 0 0 0 0 0 0 100 0 0 0 0 0 0 PHF .000 .417 .000 .000 A17 .000 .000 .000 .000 .000 .000 .583 .000 .000 .583 1 .000 .000 .000 .000 .000 .531 ?vms N/S: Osgood Street (Route 125) PRECISION File Name : 122978 C E/W: Butcher Boy Plaza ExiitrrCi/Commerce Way �ouARlT c Site Code : 2121491 1V1 City, State: North Andover, P.O.Box301 Beilln,MA 01503 Start Date : 6/28/201: Offic e:508,481.3999 Fax508S45.1234 Page No : 1 Client: Bayside Engineering/ K. Cram Email:datarequests @polllc.com Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time I Right I Thru I Left U-Tum A .Tom I Right Thru I Left I U-Tum App.Tom I Right I Thru I Left I U-T.. Ap,Tom Right Thru Left I U-Tum A .T«v mt.Tota1 Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak I of I Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 3 228 0 0 231 1 0 21 0 22 0 90 8 0 98 5 0 0 0 5 356 07:45 AM 6 222 0 0 228 4 0 ]7 0 21 0 96 8 0 104 2 0 2 0 4 357 08:00 AM 6 197 0 0 203 8 1 16 0 25 0 83 11 0 94 3 0 1 0 4 326 08:15 AM 1 186 0 0 187 8 0 19 0 27 0 99 6 0 105 6 0 3 0 9 328 Total Volume 16 833 0 0 849 21 1 73 0 95 0 368 33 0 401 16 0 6 0 22 1367 %App. tal 1.9 98.1 0 0 22.1 1.1 76.8 0 0 91.8 8.2 0 72.7 0 27.3 0 PHF .667 .913 .000 .000 .919 .656 .250 .869 .000 .880 .000 .929 .750 .000 .955 .667 .000 .500 .000 .611 .957 Cars 14 802 0 0 816 21 1 72 0 94 0 350 30 0 380 15 0 3 0 18 1308 %Cars 87.5 96.3 0 0 96.1 100 100 98.6 0 98.9 0 95.1 90.9 0 94.8 93.8 0 50.0 0 81.8 95.7 Heavy Vehicle 2 31 0 0 33 0 0 1 0 1 0 18 3 0 21 1 0 3 0 4 59 %Wavy Vehicl: 12.5 3.7 0 0 3.9 0 0 1.4 0 1.1 0 4.9 9.1 0 5.2 6.3 0 50.0 0 18.2 4.3 Osgood Street(Route 125) Out In Total 374 816 1190 21 33 54 395 8 F 1 14 802 0 0 2 31 0 0 161 8331 01 0 Right Thu Left U-Turn Peak Hour Data m o 0 0 2 North s MOEN Peak Hour Begins at 07:30 A g o 0 m 3� E r Cars t' E o E Heavy Vehicles C w N ��n,O � �l x � 000 4� T r Left Thru Ri ht U-Turn 30 350 01 0 3 18 01 0 33 368 ol 0 889 380 1269 33 1 5 922 401 1323 Out In Total N/S: Osgood Street(Route 125) PRECISION File Name : 122978 C, E/W:Butcher Boy Plaza Exit/Commerce Way D A T A Site Code : 2121491 > P.O.BoN0301SBerll nSMA 01503 City, State: North Andover MA Start Date :.6/28/201. Office: .4E1.3999 Pax;50 1234 Client: Ba Y side Engineering/K. Cram Emil:datarequests @pdillc.co m Page No : 1 Grou s Printed-Cars-Heavv Vehicles Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time I Right I Thm I Left I U-Turn I Fight I T!ru T Left I U-Turn Right Tb--,7 Left I U-Turn Right Thm I Left I U-Turn I Int.Total 04:00 PM 4 180 0 0 17 0 30 0 0 228 7 0 8 0 4 0 478 04:15 PM 3 160 0 0 17 0 32 0 0 178 5 0 12 0 6 0 413 04:30 PM 5 143 0 0 23 1 53 0 0 224 8 0 13 0 8 0 478 04:45 PM 3 167 0 0 21 1 54 0 0 255 7 1 15 0 5 0 529 Total 15 650 0 0 78 2 169 0 0 885 27 1 48 0 23 0 1898 05:00 PM 3 194 0 0 28 0 52 0 0 252 5 0 11 0 6 0 551 05:15 PM 3 164 0 0 31 0 41 0 0 288 10 0 9 0 8 0 554 05:30 PM 1 133 0 0 26 2 44 0 0 264 6 0 10 0 0 0 486 05:45 PM 2 129 0 0 22 0 37 0 0 272 9 0 5 0 1 0 477 Total 9 620 0 0 107 2 174 0 0 1076 30 0 35 0 15 0 2068 Grand Total 24 1270 0 0 185 4 343 0 0 1961 57 1 83 0 38 0 3966 Apprch% 1.9 98.1 0 0 34.8 0.8 64.5 0 0 97.1 2.8 0 68.6 0 31.4 0 Total% 0.6 32 0 0 4.7 0.1 8.6 0 0 49.4 1.4 0 2.1 0 1 0 Cars 23 1253 0 0 185 4 342 0 0 1905 57 1 82 0 36 0 3888 %Cars 95.8 98.7 0 0 100 100 99.7 0 0 97.1 100 100 98.8 0 94.7 0 98 Heavy Vehicles 1 17 0 0 0 0 1 0 0 56 0 0 1 0 2 0 78 %Heavy Vehicles 4.2 1.3 0 0 0 0 0.3 0 0 2.9 0 0 1.2 0 5.3 0 2 Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Right Thru Left U-Turn App.T-1 Right Th. Left U-Turn A,,.T°mt Right Thru LeR U-7urn A .: Right I Thru I Left I u-Turn A .Total 1nt.Total Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak l of I Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 3 167 0 0 170 21 1 54 0 76 0 255 7 1 263 15 0 5 0 20 529 05:00 PM 3 194 0 0 197 28 0 52 0 80 0 252 5 0 257 11 0 6 0 17 551 05:15 PM 3 164 0 0 167 31 0 41 0 72 0 288 10 0 298 9 0 8 0 17 554 05:30 PM 1 133 0 0 134 26 2 44 0 72 0 264 6 0 270 10 0 0 0 10 486 Total Volume 10 658 0 0 668 106 3 191 0 300 0 1059 28 1 1088 45 0 19 0 64 2120 A .Total 1.5 98.5 0 0 35.3 1 63.7 0 0 97.3 2.6 0.1 70.3 0 29.7 0 _ PHF .833 .848 .000 .000 .848 .855 .375 .884 .000 .938 .000 .919 .700 .250 .913 .750 .000 .594 .000 .800 r129I Cars 10 651 0 0 661 106 3 191 0 300 0 1044 28 1 1073 44 0 19 0 63 %Cars 100 98.9 0 0 99.0 100 100 100 0 100 0 98.6 100 100 98.6 97.8 0 100 0 98.4 Heavy Vehieles 0 7 0 0 7 0 0 0 0 0 0 15 0 0 15 1 0 0 0 1 tineary Vehicles 0 1.1 0 0 1.0 0 0 0 0 0 0 1.4 0 0 1.4 2.2 0 0 0 1.6 N/S: Osgood Street (Route 125) PRECISION File Name 122978 Ci E/W: Butcher Bo Plaza Exit/Commerce Way D A T A Site Code : 2121491 Boy INDUSTRIES,LLC City, State: North Andover, MA P.O.Box301 Berlin,MA 01503 Start Date : 6/28/201. Office:508.481.3999 Fax:508.545.1234 Page No : 1 Client: Bayside Engineering/ K. Cram Email:datarequests @polllc.com g Grou s Printed-Cars Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Right Thru Left U-Tum Right li m Left U-Tum Right Thru Left U-Tum Right Thm Left U-Turn Int.Total 04:00 PM 4 178 0 0 17 0 30 0 0 212 7 0 8 0 3 0 459 04:15 PM 3 155 0 0 17 0 32 0 0 168 5 0 12 0 5 0 397 04:30 PM 4 141 0 0 23 1 52 0 0 216 8 0 13 0 8 0 466 04:45 PM 3 165 0 0 21 1 54 0 0 250 7 1 15 0 5 0 522 Total 14 639 0 0 78 2 168 0 0 846 27 1 48 0 21 0 1844 05:00 PM 3 192 0 0 28 0 52 0 0 248 5 0 10 0 6 0 544 05:15 PM 3 164 0 0 31 0 41 0 0 285 10 0 9 0 8 0 551 05:30 PM 1 130 0 0 26 2 44 0 0 261 6 0 10 0 0 0 480 05:45 PM 2 128 0 0 22 0 37 0 0 265 9 0 5 0 1 0 469 Total 9 614 0 0 107 2 174 0 0 1059 30 0 34 0 15 0 2044 Grand Total 23 1253 0 0 185 4 342 0 0 1905 57 I I 82 0 36 0 I 3888 Apprch% 1.8 98.2 0 0 I 34.8 0.8 64.4 0 I 0 97 2.9 0.1 69.5 0 30.5 0 Total% I 0.6 32.2 0 0 4.8 0.1 8.8 0 0 49 1.5 0 2.1 0 0.9 0 Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Ri ht Thm Left u-Tum a .Tout Ri ht Thru Left U-Tum A .Tau Ri ht Thru Left U-Tum a .Tom Ri ht Thm Left u-Tum A .T.W Int.Tolal leak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 leak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 3 165 0 0 168 21 1 54 0 76 0 250 7 1 258 15 0 5 0 20 522 05:00 PM 3 192 0 0 195 28 0 52 0 80 0 248 5 0 253 10 0 6 0 16 544 05:15 PM 3 164 0 0 167 31 0 41 0 72 0 285 10 0 295 9 0 8 0 17 551 05:30 PM 1 130 0 0 131 26 2 44 0 72 0 261 6 0 267 10 0 0 0 10 480 Total Volume 10 651 0 0 661 106 3 191 0 300 0 1044 28 1 1073 44 0 19 0 63 2097 %A .Total 1.5 98.5 0 0 35.3 1 63.7 0 0 97.3 2.6 0.1 69.8 0 30.2 0 PHF .833 .848 .000 .000 .847 .855 .375 .884 .000 .938 .000 .916 .700 .250 .909 .733 .000 .594 .000 .788 .951 N/S: Osgood Street (Route 125) PRECISION File Name : 122978 C( E/W: Butcher Boy Plaza Exit/Commerce Way IN , City, A Site Code : 2121491 City, State: North Andover, MA 80.110001 Berlin,MA 01503 Start Date : 6/28/201; Office:508.481.3999 fax:508545.1234 Page No : Client:Bayside Engineering/K. Cram Email:datarequests @pdillc.com 1 Groups Printed-Heaw Vehicles Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East I From South From West Start Time Right I Thru Left U-Tum Right Thru I Left I U-Turn I Right I Thm Left U-Tum Ri ht Thru I Left I U-Turn I Int.Total 04:00 PM 0 2 0 0 0 0 0 0 0 16 0 0 0 0 I 0 19 04:15 PM 0 5 0 0 0 0 0 0 0 10 0 0 0 0 1 0 16 04:30 PM 1 2 0 0 0 0 1 0 0 8 0 0 0 0 0 0 12 04:45 PM 0 2 0 0 0 0 0 0 0 5 0 0 0 0 0 0 7 Total 1 11 0 0 0 0 1 0 0 39 0 0 0 0 2 01 54 05:00 PM 0 2 0 0 0 0 0 0 0 4 0 0 1 0 0 0 7 05:15 PM 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 3 05:30 PM 0 3 0 0 0 0 0 0 0 3 0 0 0 0 0 0 6 05:45 PM 0 1 0 0 0 0 0 0 1 0 7 0 0 0 0 0 0 8 Total 0 6 0 0 0 0 0 0 0 17 0 0 1 0 0 0 24 Grand Total 1 17 0 0 I 0 0 1 01 0 56 0 O I 1 0 2 0 78 Apprch% 5.6 94.4 0 0 0 0 100 0 0 100 0 0 33.3 0 66.7 0 I Total% 1.3 21.8 0 0 0 0 1.3 0 0 71.8 0 0 1.3 0 2.6 0 Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Ri ht Thru LeR U-7Um A .Tout Right Thru Left U-Tam A .Total Right Thru Left U-Tum A .Tau Ri ht Thru Left I U-Tum App.Total 1nt.Total '.. Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak I of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 2 0 0 2 0 0 0 0 0 0 16 0 0 16 0 0 1 0 1 19 04:15 PM 0 5 0 0 5 0 0 0 0 0 0 10 0 0 10 0 0 1 0 1 16 04:30 PM 1 2 0 0 3 0 0 1 0 1 0 8 0 0 8 0 0 0 0 0 12 04:45 PM 0 2 0 0 2 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 7 Total Volume 1 11 0 0 12 0 0 1 0 1 0 39 0 0 39 0 0 2 0 2 54 %App.Total 8.3 91.7 0 0 0 0 100 0 0 100 0 0 0 0 100 0 PHF .250 .550 .000 .000 .600 .000 .000 .250 .000 .250 1 .000 .609 .000 .000 .609 .000 .000 .500 .000 .500 .711 ?wS N/S: Osgood Street (Route 125) PRECISION File Name : 122978 C( E/W: Butcher Boy Plaza Exit/Commerce Way D ARIT A Site Code : 2121491 City, State: North Andover, MA P.O.Box301 Berlin,MA 01503 Start Date : 6/28/201: Office:508.481.3999 Fax:08.545.1234 Page No : 1 Client: Bayside Engineering/ K. Cram Email:datarequests@ dillc.com Groups Printed-Peds and Bicycles Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time I Right Thru I Left I Right I Thru Left I Peds Right I iir'uj Left I Peds Right Thru Lefr Peds Int.Total 04:00 PM 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 04:15 PM 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 3 04:30 PM 0 2 0 0 0 0 0 0 0 3 0 0 1 0 0 0 6 04:45 PM 0 1 0 0 0 0 0 0 0 2 0 0 1 0 0 0 4 Total 0 3 0 2 0 0 0 0 0 8 0 0 2 0 0 0 1 15 05:00 PM 0 3 0 0 0 0 0 0 0 2 0 0 0 0 0 0 5 05:15 PM 0 2 0 0 0 0 0 1 0 3 0 0 0 0 0 0 6 05:30 PM 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 3 05:45 PM 0 2 0 0 0 0 0 0 0 5 0 0 0 0 0 1 8 Total 0 7 0 0 0 0 0 1 0 13 0 0 0 0 0 1 22 Grand Total 0 10 0 2 0 0 0 1 0 21 0 0 2 0 0 1 37 Apprch% 0 83.3 0 16.7 0 0 0 100 0 100 0 0 66.7 0 0 33.3 Total% I 0 27 0 5.4 I 0 0 0 2.7 I 0 56.8 0 0 5.4 0 0 2.7 Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North I From East From South From West Start Time I Right I Thru I Left I Peds App.Tol,l I Right Thru I Left I Peds I ApE.Tort Right I Thru I Left I Peds a .mist Right I Thru I Left I Peds A .Taal Im.Total leak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM ko 3 0 0 3 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 5 05:15 PM 2 0 0 2 0 0 0 1 1 0 3 0 0 3 0 0 0 0 0 6 05:30 PM 0 0 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 3 05:45 PM 2 0 0 2 0 0 0 0 0 0 5 0 0 5 0 0 0 1 1 8 Total Volume 7 0 0 7 0 0 0 1 1 0 13 0 0 13 0 0 0 1 1 22 A .Total 100 0 0 1 0 0 0 100 0 100 0 0 0 0 0 100 PHF .000 .583 .000 .000 .583 1 .000 .000 .000 .250 .250 1 .000 .650 .000 .000 .650 1 .000 .000 .000 .250 .250 .688 On N/S: Osgood Street (Route 125) PRECISION File Name : 122978 C( E/W: Butcher Boy Plaza Exit/Commerce Way DouA Ts,L A Site Code : 2121491 City, State: North Andover,MA P.O.Box301 Berlln,MA 01503 Start Date : 6/28/201,' Office:508.481.3999 fax:508.545.1234 Page No : 1 Client:Bayside Engineering/K. Cram Email:datarequests @polllc.com g Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East I From South From West Start Time I Right I Thru I Left App.T.W I Right I Thru Lefr I u-T— I App.T.W I Right I Thru I Left I u-'tom, App.T.I.J Ri ht I Thru I Left I u-T.. App.Taal Im.Toa1 Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 3 167 0 0 170 21 1 54 0 76 0 255 7 1 263 15 0 5 0 20 529 05:00 PM 3 194 0 0 197 28 0 52 0 80 0 252 5 0 257 11 0 6 0 17 551 05:15 PM 3 164 0 0 167 31 0 41 0 72 0 288 10 0 298 9 0 8 0 17 554 05:30 PM 1 133 0 0 134 26 2 44 0 72 1 0 264 6 0 270 10 0 0 0 10 486 Total Volume 10 658 0 0 668 106 3 191 0 300 0 1059 28 1 1088 45 0 19 0 64 2120 %App.Total 1.5 98.5 0 0 35.3 1 63.7 0 0 97.3 2.6 0.1 70.3 0 29.7 0 PHF .833 .848 .000 .000 .848 1 .855 .375 .884 .000 .938 .000 .919 .700 .250 .913 .750 .000 .594 .000 .800 .957 Cars 10 651 0 0 661 106 3 191 0 300 0 1044 28 1 1073 44 0 19 0 63 2097 %Cars 100 98.9 0 0 99.0 100 100 100 0 100 0 98.6 100 100 98.6 97.8 0 100 0 98.4 98.9 Heavy vehicles 0 7 0 0 7 0 0 0 0 0 0 15 0 0 15 1 0 0 0 1 23 Heary Vehicles 0 1.1 0 0 1.0 0 0 0 0 0 0 1.4 0 0 1.4 2.2 0 0 0 1.6 1.1 Osgood Street(Route 125) Out In Total 1169 661 1 1830 15 7 22 1184 66.8 L 18521 10 651 0 0 0 7 0 0 10 658 01 0 Right Thru Left U-Turn Peak Hour Data r o 0 o0o North 000 2 S M L �c o 2 o H Peak Hour Begins at 04:45 P c w o w o `m w wgo E v Cars r o 0 0° T m 0 0 E Heavy Vehicles �» O d U0v v o0o E C �–Im 17 C o 0 0»' I 41 T F+ Left Thru Ricjht U-Turn 28 1044 0 1 0 15 0 0 28 1059 0 1 886 1073 1959 8 5 23 894 1 1088 982 Out In Total r00611% I ems N/S: Osgood Street(Route 125) PRECISION File Name : 122978 CC E/W: Butcher Boy Plaza Exit/Commerce Way DouARlES,ILA Site Code : 2121491 City, State: North Andover,MA P.O.Box3ol Berlin,MA 01503 Start Date : 6/30/2012 Office:508.4813999 Fax:508.545.1234 Page No : 1 Client: Bayside Engineering/ K. Cram Emall:datarequests @pdillc.com g Groups Printed-Cars-Hea Vehicles Osgood Street(Route 125) Bucther Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Right I Thru Left U-Turn Right I ThuT Left U-Turn Right I Thm Left U-Tum Right I Thm I Left U-Tum Int.Total 10:30 AM 4 125 0 0 22 2 42 0 0 117 5 0 8 0 1 0 326 10:45 AM 4 116 0 0 18 1 44 0 0 135 8 2 8 0 6 0 342 Total 8 241 0 0 40 3 86 0 0 252 13 2 16 0 7 0 668 11:00 AM 2 124 0 0 20 2 42 0 0 110 10 0 20 0 2 0 332 11:15 AM 5 118 0 0 21 1 51 0 0 124 7 0 9 0 4 0 340 11:30 AM 1 117 0 0 23 0 50 0 0 149 5 0 6 0 5 0 356 11:45 AM 4 122 0 0 17 2 36 0 0 151 8 0 6 0 3 0 349 Total 12 481 0 0 81 5 179 0 0 534 30 0 41 0 14 0 1377 12:00 PM 5 92 0 0 16 2 38 0 0 133 8 0 11 0 0 0 305 12:15 PM 3 143 0 0 22 3 39 0 0 144 9 0 4 0 2 0 369 12:30 PM 1 99 0 0 17 1 54 0 0 132 12 0 12 0 2 0 330 12:45 PM 3 121 0 0 18 0 42 0 0 111 10 0 8 0 2 1 316 Total 12 455 0 0 73 6 173 0 0 520 39 0 35 0 6 1 1320 01:00 PM 3 107 0 0 17 3 34 0 0 115 8 0 12 0 3 0 302 01:15 PM 4 96 0 0 21 1 55 0 0 133 7 0 7 0 0 0 324 Grand Total 39 1380 0 0 232 18 527 0 0 1554 97 2 111 0 30 1 3991 Apprch% 2.7 97.3 0 0 29.9 2.3 67.8 0 0 94 5.9 0.1 78.2 0 21.1 0.7 Total% 1 34.6 0 0 5.8 0.5 13.2 0 0 38.9 2.4 0.1 2.8 0 0.8 0 Cars 37 1353 0 0 227 18 526 0 0 1509 97 2 110 0 30 1 3910 %Cars 94.9 98 0 0 97.8 100 99.8 0 0 97.1 100 100 99.1 0 100 100 98 Heavy Vehicles 2 27 0 0 5 0 1 0 0 45 0 0 1 0 0 0 81 %Heavy Vehicles 5.1 2 0 0 2.2 0 0.2 0 0 2.9 0 0 0.9 0 0 0 2 I Osgood Street(Route 125) Bucther Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Right Thm Left I U-Tum App.Total Right I Thru I Left I U-Tum App.ToW I Right I Thm I Left I u-Tum A .Trail I Right I Thm I Left I U-Tum App.Tail lnt.Total ?cak Hour Analysis From 10:30 AM to 0 1:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:30 AM 11:30 AM k2.7 117 0 0 118 23 0 50 0 73 0 149 5 0 154 6 0 5 0 11 356 11:45 AM 122 0 0 126 17 2 36 0 55 0 151 8 0 159 6 0 3 0 9 349 12:00 PM 92 0 0 97 16 2 38 0 56 0 133 8 0 141 11 0 0 0 11 305 12:15 PM 143 0 0 146 22 3 39 0 64 0 144 9 0 153 4 0 2 0 6 369 Total Volume 474 0 0 487 78 7 163 0 248 0 577 30 0 607 27 0 10 0 37 1379 %u App.Total 97.3 0 0 31.5 2.8 65.7 0 0 95.1 4.9 0 73 0 27 0 PHF .650 .829 .000 .000 .834 .848 .583 .815 .000 .849 .000 .955 .833 .000 .954 .614 .000 .500 .000 .841 .934 Cars 13 468 0 0 481 76 7 163 0 246 0 558 30 0 588 27 0 10 0 37 1352 %Cars 100 98.7 0 0 98.8 97.4 100 100 0 99.2 0 96.7 100 0 96.9 100 0 100 0 100 98.0 Heavy Vehicles 0 6 0 0 6 2 0 0 0 2 0 19 0 0 19 0 0 0 0 0 27 er.Hee y Vehkin 0 1.3 0 0 1.2 2.6 0 0 0 0.8 0 3.3 0 0 3.1 0 0 0 0 0 2.0 roll* N/S: Osgood Street (Route 125) PRECISION File Name : 122978 CC( E/W: Butcher Boy Plaza Exit/Commerce Way D A T A Site Code : 2121491 City, tate: North Andover MA WDUSTRlin,MAC tY P.O.Box301 Berl(n,MA 01503 Start Date : 6/30/2012 Office:508.4813999 Fax:508.545.1234 Page No : 1 Client: Bayside Engineering/K. Cram Email:datarequests @pdillc.com Groups Printed-Cars Osgood Street(Route 125) Buether Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Ri ht Thm Left U-Turn Right Thm Left U-Turn Right Thru Left U-Tum Ri ht Thru Left U-Tum InL Total 10:30 AM 3 124 0 0 22 2 42 0 0 110 5 0 8 0 1 0 31.7 10:45 AM 4 114 0 0 17 1 44 0 0 134 8 2 8 0 6 0 338 Total 7 238 0 0 39 3 86 0 0 244 13 2 16 0 7 0 655 11:00 AM 2 122 0 0 20 2 42 0 0 107 10 0 19 0 2 0 326 11:15 AM 5 115 0 0 21 1 50 0 0 122 7 0 9 0 4 0 334 11:30 AM 1 114 0 0 23 0 50 0 0 144 5 0 6 0 5 0 348 11:45 AM 4 120 0 0 16 2 36 0 0 148 8 0 6 0 3 0 343 Total 12 471 0 0 80 5 178 0 0 521 30 0 40 0 14 0 1351 12:00 PM 5 91 0 0 11 2 38 0 0 130 8 0 11 0 0 0 300 12:15 PM 3 143 0 0 22 3 39 0 0 136 9 0 4 0 2 0 361 12:30 PM 1 93 0 0 17 1 54 0 0 131 12 0 12 0 2 0 323 12:45 PM 2 1 307 17 0 0 16 0 42 0 0 109 10 0 8 0 2 1 Total 11 444 0 0 70 6 173 0 0 506 39 0 35 0 6 1 1291 01:00 PM 3 104 0 0 17 3 34 0 0 110 8 0 12 0 3 0 294 01:15 PM 4 96 0 0 21 1 55 0 0 128 7 0 7 0 0 0 319 Grand Total 37 1353 0 0 227 18 526 0 0 1509 97 2 110 0 30 1 3910 Apprch% 2.7 97.3 0 0 29.4 2.3 68.2 0 0 93.8 6 0.1 78 0 21.3 0.7 Total% 1 0.9 34.6 0 0 5.8 0.5 13.5 0 0 38.6 2.5 0.1 2.8 0 0.8 0 Osgood Street(Route 125) Bucther Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Right Thru Lefr u-Tam a .Tatat I Right I Thru I Left u-Tum App.Tow Ri ht Thm Left I u-Tum App.Telal I Right I Thru Left u-Tum App.ToW 1nt.Total Peak Hour Analysis From 10:30 AM to 01:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:30 AM 11:30 AM 1 114 0 0 115 23 0 50 0 73 0 144 5 0 149 L73 0 5 0 J37 348 11:45 AM 4 120 0 0 124 16 2 36 0 54 0 148 8 0 156 0 3 0 343 12:00 PM 5 91 0 0 96 15 2 38 0 55 0 130 8 0 138 0 0 0 300 12:15 PM 3 143 0 0 146 22 3 39 0 64 0 136 9 0 145 0 2 0 361 Total Volume 13 468 0 0 481 76 7 163 0 246 0 558 30 0 588 0 10 0 1352 %App.Total 2.7 97.3 0 0 30.9 2.8 66.3 0 0 94.9 5.1 0 0 27 0 PHF .650 .818 .000 .000 .824 .826 .583 .815 .000 .842 1 .000 .943 .833 .000 .942 .614 .000 .500 .000 .841 .936 N/S: Osgood Street (Route 125) PRECISION File Name : 122978 CCl E/W: Butcher Boy Plaza Exit/Commerce Way �puARi s A Site Code : 2121491 City, State: North Andover,MA P.O.Box301 Berlin,MA 01503 Start Date : 6/30/2012 Office:508.481.3999 Fax:508.545.1234 Client: Bayside Engineering/K. Cram Email:datarequests @pdillc.com Page No : 1 Grou s Printed-Heaw Vehicles Osgood Street(Route 125) Buether Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Right Thm Left U-Turn Ri ht Thru I Left U.Tum Right Thru Left I U-Tian Ri ht Thru Left U-Turn Int.Total 10:30 AM I 1 0 0 0 0 0 0 0 7 0 0 0 0 0 0 9 10:45 AM 0 2 0 0 1 0 0 0 0 1 0 0 0 0 0 0 4 Total 1 3 0 0 1 0 0 0 0 8 0 0 0 0 0 0 13 11:00 AM 0 2 0 0 0 0 0 0 0 3 0 0 1 0 0 0 6 11:15 AM 0 3 0 0 0 0 1 0 0 2 0 0 0 0 0 0 6 11:30 AM 0 3 0 0 0 0 0 0 0 5 0 0 0 0 0 0 8 11:45 AM 0 2 0 0 I 0 0 0 0 3 0 0 0 0 0 0 6 Total 0 10 0 0 1 0 1 0 0 13 0 0 1 0 0 0 26 12:00 PM 0 1 0 0 1 0 0 0 0 3 0 0 0 0 0 0 5 12:15 PM 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 8 12:30 PM 0 6 0 0 0 0 0 0 0 1 0 0 0 0 0 0 7 12:45 PM 1 4 0 0 2 0 0 0 0 2 0 0 0 0 0 0 9 Total 1 II 0 0 3 0 0 0 0 14 0 0 0 0 0 0 29 01:00 PM 0 3 0 0 0 0 0 0 0 5 0 0 0 0 0 0 8 01:15 PM 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 5 Grand Total 2 27 0 0 5 0 1 0 0 45 0 0 1 0 0 0 81 Apprch% 6.9 93.1 0 0 83.3 0 16.7 0 0 100 0 0 100 0 0 0 Total% 1 2.5 33.3 0 0 1 6.2 0 1.2 0 0 55.6 0 0 1.2 0 0 0 I Osgood Street(Route 125) Buether Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time I Right I Thru I Left I U-Tam App.T-1 I Right Thru I Left I U-Tam App.T.10 Right I Thru I Left I U-T.. A .T-J Right I Thru I Left I u-Tam App.TOA 1nt.Total Peak Hour Analysis From 10:30 AM to 01:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:15 PM 12:15 PM 0 0 0 0 0 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 8 12:30 PM 0 6 0 0 6 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 7 12:45 PM 1 4 0 0 5 2 0 0 0 2 0 2 0 0 2 0 0 0 0 0 9 01:00 PM 0 3 0 0 3 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 8 Total Volume 1 13 0 0 14 2 0 0 0 2 0 16 0 0 16 0 0 0 0 0 32 Yo A .Total 7.1 92.9 0 0 100 0 0 0 0 100 0 0 0 0 0 0 PHF .250 .542 .000 .000 .583 .250 .000 .000 .000 .250 .000 .500 .000 .000 .500 .000 .000 .000 .000 .000 .889 ra N/S: Osgood Street (Route 125) PRECISION File Name : 122978 CC( E/W: Butcher Boy Plaza Exit/Commerce Way D A T A Site Code : 2121491 INDUSTRIES,LLC City, State: North Andover, MA P.O.Box301 Berlin,MA 01503 Start Date : 6/30/2012 y Engineering/ Office: atareg99 Eax:50t1.545.1234 Page No : 1 Client:Ba side En eerie /K. Cram Email:datarequests @pdillc.com Groups Printed-Peds and Bicycles Osgood Street(Route 125) Bucther Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Right I Thru I Left Peds Ri t Thru Left I Peds Right I Thm Left Peds Right Thru Left I Peds Int.Total 10:30 AM 0 2 0 0 0 0 0 0 0 7 0 0 0 0 0 0 9 10:45 AM 0 1 0 0 0 0 0 0 0 1 0 1 0 0 0 0 3 Total 0 3 0 0 0 0 0 0 0 8 0 1 0 0 0 0 12 11:00 AM 0 1 0 2 0 0 0 0 0 2 0 0 0 0 0 0 5 11:15 AM 0 2 0 2 0 0 0 0 0 1 0 0 0 0 0 0 5 11:30 AM 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 3 11:45 AM 0 3 0 0 0 0 0 0 0 3 0 0 0 0 0 0 6 Total 0 6 0 4 0 0 0 0 0 9 0 0 0 0 0 0 19 12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 PM 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 2 12:30 PM 0 4 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 5 12:45 PM 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0 0 4 Total 0 7 0 0 0 0 0 0 0 4 0 0 0 0 0 0 11 01:00 PM 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0 0 4 01:15 PM 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0 0 4 Grand Total 0 20 0 4 0 0 0 0 0 25 0 1 0 0 0 0 50 Apprch% 0 83.3 0 16.7 0 0 0 0 0 96.2 0 3.8 0 0 0 0 Total% 0 40 0 8 0 0 0 0 0 50 0 2 0 0 0 0 Osgood Street(Route 125) Bucther Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North I From East From South From West Start Time I Right I Thm I Left I Peds ARR.Total I Right Thm Left Peds App.Tmat Right I Thru Left Peds Ap2.ToW Right I Thru Left Peds A .T-1 1nt.Tota1 Peak Hour Analysis From 10:30 AM to 01:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 10:30 AM 10:30 AM 0 2 0 0 2 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 9 10:45 AM 0 I 0 0 1 0 0 0 0 0 0 1 0 1 2 :00 AM 0 0 0 0 0 3 11 0 1 0 2 3 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 5 11:15 AM 0 2 0 2 4 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 5 Total Volume 0 6 0 4 10 0 0 0 0 0 0 11 0 1 12 0 0 0 0 0 22 %App.Total 0 60 0 40 0 0 0 0 0 91.7 0 8.3 0 0 0 0 ''.. PHF .000 .750 .000 .500 .625 .000 .000 .000 .000 .000 .000 .393 .000 .250 .429 1 .000 .000 .000 .000 .000 1 .611 ra N/S: Osgood Street (Route 125) PRECISION File Name : 122978 CC( E/W: Butcher Boy Plaza Exit/Commerce Way D A T A Site Code : 2121491 INDUSTRIES,LLC City, State: North Andover, MA P.O.Box301 Berlin,MA 01503 Start Date : 6/30/2012 Office:508.481.3999 Fax:508.545.1234 Page No : 1 Client: Bayside Engineering/ K. Cram Email:data requests @pdillc.com a g Osgood Street(Route 125) Bucther Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North I From Fast From South From West Start Ti. 11 Right I Thru I Left I u-Twn I App.TOW I Right Thru I Leff I u-Tum A .T-1 Right Thru Left I u-Tum App.Trd Ri ht Thru I Left I u-T„m Twil .Total Peak Hour Analysis From 10:30 AM to 01:15 PM-Peak 1 oft Peak Hour for Entire Intersection Begins at 11:30 AM 11:30 AM 1 117 0 0 118 23 0 50 0 73 0 149 5 0 154 6 0 5 0 11 356 11:45 AM 4 122 0 0 126 17 2 36 0 55 0 151 8 0 159 6 0 3 0 9 349 12:00 PM 5 92 0 0 97 16 2 38 0 56 0 133 8 0 141 11 0 0 0 11 305 12:15 PM 3 143 0 0 146 22 3 39 0 64 0 144 9 0 153 4 0 2 0 6 369 Total Volume 13 474 0 0 487 78 7 163 0 248 0 577 30 0 607 27 0 10 0 37 1379 %App.Total 2.7 97.3 0 0 31.5 2.8 65.7 0 0 95.1 4.9 0 73 0 27 0 PHF .650 .829 .000 .000 .834 .848 .583 .815 .000 .849 .000 .955 .833 .000 .954 .614 .000 .500 .000 .841 .934 Cars 13 468 0 0 481 76 7 163 0 246 0 558 30 0 588 27 0 10 0 37 1352 %Cars 100 98.7 0 0 98.8 97.4 100 100 0 99.2 0 96.7 100 0 96.9 100 0 100 0 100 98.0 Heavy Vehicles 0 6 0 0 6 2 0 0 0 2 0 19 0 0 19 0 0 0 0 0 27 %HwvyWbkk: 0 1.3 0 0 1.2 2.6 0 0 0 0.8 0 3.3 0 0 3.1 0 0 0 0 0 2.0 Osgood Street(Route 125) Out In Total 644 481 1125 21 6 27 665 8 1 5 13 468 0 0 0 6 0 0 131 4741 01 0 Right Thru Left U-Tum Peak Hour Data o r o 0 0 Q)-- ♦ � O w F— J I .�•ovo w C L r.K 0 0 0 2 North -i o 0 0 s v c Cl) M F- Peak Hour Begins at 11:30 A C J O V m ` E a o t Cars m _v E o 0 0 �� Hea Vehicles ° ° m UOur V7 000 = �C W O W NO x 41 T r4 Left Thru Ri ht U-Turn 30 558 0 0 0 19 0 0 30 577 0 0 658 586 1246 6 19 25 664 607 1 1271 Out In Total Butcher Boy Plaza Exit Driveway(Right I Left Lanes) Queue/Delay Study City,State:North Andover,MA Date:Thursday 612 812 01 2 Time:7:00am-9:00am PD]File#122978 Client:Bayslde Engineering/K.Cram Client 2121491 Butcher Boy Plaza Exit Left Lane Butcher Boy Plaza Exit Right Lane Delay Queue Exiting Vehicla# Entered Queue Left Queue Delay Quaua Fxif(ng Vchicte# entered Queue Left Queue in sec. Length Tom In sac, Lsngth Tum 1 7:03:10 AM 7:03:34 AM 00:24 1 Left Tom 1 7:09:23 AM 7:09:25 AM 00:02 1 Right Tom Total Count 2 7:04:15 AM 7:04:28 AM 00:13 1 Left Tom 2 7:11:36 AM 7:11:49 AM 00:13 1 Right Tom 3 7:05:28 AM 7:05:33 AM DO:05 1 Left Tom 3 7:13:08 AM 7:13:17 AM 00:09 1 Left Tom Left Lane 4 7:05:49 AM 7:05:58 AM 00:09 1 Left Tom '" 4 7:17:51 AM 7:17:58 AM 00:07 1 Left Tom Exiting 5 7:07:45 AM 7:07:48 AM 00:03 1 Left Tom 5 7:27:01 AM 7:27:14 AM 00:13 1 Right Tom Totals 6 7:08:15 AM 7:08:18 AM 00:03 1 Left Tom 6 7:28:54 AM 7:28:59 AM. 00:05 1 Right Tom. 7 7:09:43 AM 7:09:48 AM 00:05 1 Left Tom 7 7:41:27 AM 7:41;44 AM 00:17 1 RightTum Total Vehicles 148 8 7:10:33 AM 7:11:07 AM DO:34 1 Left Tom 8, 7:46:33 AM: 7:46:39 AM 00:06 1 .Right T06 Ave Stopped Time 00:14 9 7:12:14 AM 7:12:19 AM 00:05 1 Left Tom 9 752:35 AM 7:52:38 AM 00:03 1 RightTum Max Stopped Tim. 00:56 10 7:12:36 AM 7:13:00 AM 00:22 1 Left Tom 10 7:52:52 AM 7:52:64 AM 00:02 '1 RightTum Average Queue 1.24 11 7:13:37 AM 7:13:39 AM 00:02 1 Left Tom 11 7:54:41 AM. 7:54:44 AM 00:03 '1 .RightTum, Max Queue 4 12 7:15:04 AM 7:15:07 AM 00:03 1 Left Tom 12 7:57:23 AM. 7:67:27 AM 00:04 1 RightTum Total Delay 0:33:25 13 7:15:27 AM 7:15:31 AM 00:04 1 Left Tom 13 8:03:45 AM 8:03:66-AM 60:10 1 RightTum 14 7:18:29 AM 7:18:33 AM D0:04 1 Left Tom 14. 8:04:37 AM 6:04:39 AM 00:02 1 RightTum 15 7:19:23 AM 7:19:27 AM 00:04 1 Left Tom 15: 08:10 AM 8:08:12.AM 00:02 1 RightTum Right Lane 16 7:19:30 AM 7:19:32 AM 00:02 1 Left Tom 16. 6:08:43 AM 8:08:45 AM 00:02. 1 Right Tum. Exiting 17 7:20:13 AM 7:20:17 AM 00:04 1 Left Tom 17 11:10:50AM 8 10:53AM 00:03 1 RightTum Totals 18 7:20:44 AM 7:20:48 AM 00:04 1 Left Tom 18 8:11:25 AM 8:1126 AM .00:03 1 Right Tom 19 7:22:33 AM 7:22:48 AM 00:15 1 Left Tom 19 8:13:33 AM' 8:13:35AM 00:02 1 RightTum Total Vehicles 42 20 7:22:41 AM 7:22:55 AM 00:14 2 Left Tom 20 8:14:15 AM 8:14:18 AM 00:03 1 Right Tom Ave Stopped Time 00:05 21 7:23:51 AM 7:24:04 AM 00:13 1 Left Tom 21 8:16M AM 8:16:05 AM 00;02 1 flight Tom Max Stopped Time 00:25 22 7:25:28 AM 7:25:64 AM 00:26 1 Left Tom 22' 8:18:58 AM 8:19:OOAM 00:02. 1 RightTum Average Queue 1.00 23 7:25:34 AM 7:26:15 AM 00:41 2 LeftTum 23 8:19:03.AM "8:19:05AM 00:02- 1 RightTum Max Queue 1 24 7:26:43 AM 7:27:13 AM 00:30 1 Left Tom 24 8:19:35 AM 8:4937 AM 00:02 1- RightTum. Total Delay 0:03:40 25 7:27:29 AM 7:27:31 AM 00:02 1 Left Turn -25 8:21:23 AM 8:21:39M. 00:16, 1 -RightTum 26 7:27:37 AM 7:27:39 AM 00:02 1 Left Tom 26 8:22:29 AM 8122:35 AM 00:06 1 RightTum 27 7:28:01 AM 7:28:17 AM 00:16 1 Left Tom 27 8:25:01 AM 8:25:09 AM 00:66 1 RightTum 28 7:28:12 AM 7:28:20 AM 00:08 2 Left Tom 28 827:50 AM 8:27:52 AM 00:02 1 RightTum 29 7:29:45 AM 7:30:09 AM 00:24 1 Left Tom 26 8:33:54 AM 8:33:57 AM 00103 1 Right Tom 30 7:30:50 AM 7:31:02 AM: .00:03. 1 'Left Turn: 30 8:35:55 AM 8:36:01 AM 00:06 1 Right Tom Peak Hour Count 31 7:31:20 AM 7:31:45 AM 00:25 1 Left Tom 31 8:36:32 AM 8:36:36 AM 00:04 1 Right Tom 32 7:31:35 AM 7:32:05 AM .00:30 2 Left Turn 32 8:38:25 AM 8:38:27 AM DO:02 1 Right Tom Left Lane 33 7:31:58AM 7:32:12 AM 00:14 2 Left Tom 33 8:39:34 AM 8:39:35 AM 00:01 1 RightTum Exiting 34 7:32:55 AM' 7:33:14 AM. 00:19 1 LeftTum 34 8:41:59 AM 8:42:10AM 00:11 1 RightTum Totals 35 7:34:13 AM 7:34:16 AM: 00:03 1 Left Tom 35 8:42:40 AM 8:42:42 AM 00:02 1 Right Tom 36 7:34:33 AM 7:34:51 AM 00:18 1 Left Tom 36 8:46:18 AM 8:46:22 AM 00:04 1 Left Tom Total Vehicles 75 37 7:36:01 AM 7:36:32 AM 00:31 1 Left Tom 37 8:48:39 AM 8:48:43 AM 00:04 1 RightTum Ave Stopped Time 00:13 38. 7:36:05 AM 7:36:41 AM 00:36 2 Left Tum 38 8:48:47 AM 8:48:48 AM 00:01 1 Right Tom MaX Stopped Time 00:38 .39 7:37:12,AM 7:37:40 AM. 00:28 1 Left Turn 39 8:50:64 AM 8:50:57 AM 00:03 1 RightTum Average Queue 1.23 40 7:3722 AM. 7:37:55 AM -00:33 2 Left Tom 40 8:5527 AM 8:55:28 AM 00:01 1 RightTum Max Queue 3 41 7:37:34 AM 7:38:02 AM 00:28 3 Left Tom 41 8:58:14 AM 8:58:39 AM 00:25 1 Thru Total Delay 0:16:41 42 7:38:54 AM 7:38:56 AM DO:02 1 Left Tom 42 8:59:49 AM 8:59:51 AM 00:02 A Right Tum 43 7:40;07 AM 7:40:21 AM 00:14 1 Left Tom 44. 7:41:03 AM 7:41:13 AM 00:10 1 Left Turn Right Lane 45 7:42:02 AM 7:42:04 AM DO:02 1 Left Tom Exiling 46 7[42:22 AM. 7:42:26 AM 00:04 1 Left Tom Totals 47 7:42:42 AM 7:42:48 AM 00:06 1 Left Tom 48 7A3:16 AM 7:43:17 AM 00:01 1 Left Tom Total Vehicles 22 49 7:43:23 AM. 7:43:30 AM: "00:07 1 Left Tom Ave Stopped Time 00:05 50 7:44:28 AM. 7:45:05AM: X00:38 '1 left Tum Max Stopped Time 00:17 51 7:45:13 AM 7:45:16 AM 00:03 1 Left Tom Average Queue 1.00 52 7:45:25 AM 7:45:36AM 00:11 1 Left Tom Max Queue 1 53 7:47:52 AM 7:48:01 AM 00:09 1 Left Tom Total Delay 0:01:42 54 7:48:10 AM 7:48:13 AM 00:03 1 Left Tom 55 X7:48:26 AM 7:48:46AM 00:20 1 -Left Turn 56 7:49:29 AM 7:49:43 AM' 00:14 1 Left Tom 57 7:50:10AM. 7;5022 AM 00:12 1 Left Tom 68. 7:50:34 AM 7:50:46 AM 00:12 1 Left Tom 59 7:51:01 AM 751;33AM -00:32 1 Left Turn 60 7:51:30 AM 7:51:37 AM -.00:07 2 Left Tom 61 7:53:11 AM 7:53:15 AM -00:04 '1 'Left Tum. 62: 7:53:34 AM 7:53:42 AM -.00:08 1- Left Tom 63 7:54:03,AM 7;54:0.6 AM 00;03 1 .LeftTum 64: 7;54:26 AM 7:54:56 AM 00:31, 1 sLeft Turn' 65� 7:54MAM 7:55:01 AM 00:02. 1 Left Tom 66 7;56:45 AM: 7:56:53AM -00:08' 1 Left Torn 67 8:00:01 AM. 8:06:04 AM: -00:03 1 ,LeftTum 68 8:00AO AM- 8:00:45 AM 00:35. 1 'Left Turn 69 8:00:19AM 8:00:54 AM ..00:35. 2 'Left Tom .. 70 8:00:27 AM .8:00:57 AM 00:30. 3' LeftTum' -71 8:01:36.AM 8:01:36AM 00;02- 1 Left Tom 72 8:02:18AM 8:02:29 AM 00:11 1 Left Tom 73 8:04:10-AM 8:04:13 AM. 00:03 1 LeftTum' 74 .8-,05:38 AM- "8:06.41'AM .00:03. 1 LeftTum: .. .... . . 75 8:05:52.AM 8;06:02 AM 00:10 -1: Left Tom 76. 8:06:17 AM 8:06:25 AM 00:08 1' left Tum 77. 6:06:38 AM 8:06:55 AM 00:17 1 .Left Turn 76 :8WABAM. 8:07:26AM 00:02 -1 Thou' 79 8:08:00AM 8:08;05 AM -00:05- 1 Left Tom 80 8:0804 AM 8:08:23AM: 00:19 2- Left Tom 81 8:09:57 AM 8:10:14 AM 1 '.LeftTum 62 .13:26 AM 8:1328AM 00:02. 1' LeftTum 63 6:13:38 AM 8.:13:40 AM- 00:02 1 Left Tom -84: 8:15:46 AM. 8:15:49AM.. 00:03. 1. Left Tom 85` 8:15:53 AM: 8:15:59AM .00M 1 LeftTum. 66 8:16:11 AM 8:16:22 AM 00:11 1 Left-Turn 87 8:16,29 AM 8:16:46 AM 00:17. 1 LeftTum 88 8:17:60 AM 8:18:00 AM 00.10 1. Left Tom fig 8:19:29 AM 8:19:33 AM 00:04. 1 Left Tom 90 8:19:44 AM 8i20:09AM.. :00:25 11 LeftTum 9t 6.`19;54 AM 6:20:12 AM 60:1Q 2 Left Turn 92 8:26:06 AM 820'16 AM 00:10 3 Left Turn 03' 06;35 8:21:67 AM. -00:32 1. heft Tom. 94 81.21;01 AM 83 91:24 AM 00.123 2. Left To 1 Butcher Boy Plaza Exit Driveway(Right I Left Lanes) Queue/Delay Study City,State:North Andover,MA Date:Thursday 612812012 Time:7:00am•9:00am POI Flle#122978 Client:Bayside Engineering/K.Cram Client M 2121491 Butcher Boy Plaza Exit Left Lane Butcher Boy Plaza Exit Right Lane Vehicle Entered Queue Left Queue Delay Queue Ezlting Vehicle# Entered Queue Left queue Delay Queue Exiting In sec. Length Turn in sec. Length Turn 95 821:17'AM 8:21:49 AM 00:32 -2 'Left Tom 96. 82131 AM _821:57 AM 00:26 2 Right Turn, 97 8:22:19.AM: 8:2221 AM 06:02 1 Left Turn '98 8:22:24 AM 822:34 AM .00:10 1 Left Turn. 99 8:22:56 AM 8:23:01 AV 00:05: '1' left Turn, 10.6 !625153 AM 826:00AM. 00:07. 1' Left Turn 101- 8:27:21 AM -8:27:23 AM 00:02 1 Left Turn 102 8:26:03AM- 828:07 AM 00:04 1 Left Turn 103 8:28:19 AM 82821 AM -00:02 1. Left Tam' 104 :8:20:52.AM 8:30:09 AM. 00:17' 1 Left Turn 105 8:30:24 AM 8:30:38 AM 00:14 1 Left Turn 106 8:31:26 AM 8:31:30 AM D0:04 1 Left Turn 107 8:32:00 AM 8:32:03 AM 00:03 1 Left Turn 108 8:32:04 AM 8:32:09 AM 00:05 1 Left Turn 109 8:32:06 AM 8:32:13 AM 00:07 2 Left Turn 110 8:32:51 AM 8:33:12 AM 00:21 1 Left Turn 111 8:33:18 AM 8:33:21 AM 00:03 1 Left Turn 112 8:33:23 AM 8:33:27 AM 00:04 1 Left Turn 113 8:33:52 AM 8:34:21 AM 00:29 1 Left Turn 114 8:33:58 AM 6:34:27 AM 00:29 2 Left Turn 115 8:34:03 AM 8:34:30 AM 00:27 3 Left Turn 116 8:34:08 AM 8:34:35 AM 00:27 4 Left Turn 117 8:34:56 AM 8:35:15 AM 00:19 1 Left Turn 118 8:37:03 AM 8:37:06 AM 00:03 1 Left Turn 119 8:39:47 AM 8:40:07 AM 00:20 1 Left Turn 120 8:40:16 AM 8:40:17 AM 00:01 1 Left Turn 121 8:40:53 AM 8:40:58 AM 00:05 1 Left Turn 122 8:41:37 AM 8:41:44 AM 00:07 1 Left Turn 123 8:41:49 AM 8:42:19 AM 00:30 1 Left Turn 124 8:44:20 AM 8:44:30 AM 00:10 1 Left Turn 125 8:44:33 AM 8:44:36 AM 00:03 1 Left Turn 126 8:45:58 AM 8:46:01 AM 00:03 1 Left Turn 127 8:46:25 AM 8:46:27 AM 00:02 1 Left Turn 128 8:46:32 AM 8:46:53 AM 00:21 1 Left Turn 129 8:47:02 AM 8:47:06 AM 00:04 1 Left Turn 130 8:47:45 AM 8:48:12 AM 00:27 1 Left Tum 131 6:49:46 AM 8:49:55 AM 00:09 1 Left Turn 132 8:50:26 AM 8:50:27 AM 00:01 1 Left Turn 133 8:50:49AM 8:50:56 AM 00:07 1 Left Turn 134 8:51:27 AM 8:51:30 AM 00:03 1 Left Turn 135 8:51:34 AM 8:51:42 AM 00:08 1 Left Turn 136 8:52:02 AM 8:52:05 AM 00:03 1 Left Turn 137 8:52:13 AM 8:52:52 AM 00:39 1 Left Turn 138 8:52:40AM 8:52:59 AM 00:19 2 Left Turn 139 8:54:21 AM 8:54:26 AM 00:05 1 Left Turn 140 8:54:35 AM 8:55:02 AM 00:27 1 Left Turn 141 8:55:43 AM 8:55:59 AM 00:16 1 Left Turn 142 8:55:48 AM 8:56:07 AM 00:19 2 Left Turn 143 8:55:51 AM 8:56:12 AM 0021 3 Left Turn 144 8:57:45 AM 8:58:40 AM 00:55 1 Left Tum 145 8:57:49 AM 8:58:45 AM 00:56 2 Lefi Tum 146 8:58:22 AM 8:58:50 AM 00:28 3 Left Turn 147 8:59:45 AM 8:59:54 AM 00:09 1 Left Turn 148 8:59:47 AM 8:59:57 AM 00:10 2 Left Turn 2 Butcher Boy Plaza Exit Driveway(Right/Left Lanes) Queue/Delay Study City,State:North Andover,MA Date:Thursday 6/28/2012 Time:4:00pm-6:00pm PD]Pile#122978 Client:Bayside Engineering/K.Cram Client 2121491 Butcher Boy Plaza Exit Left Lane Butcher Boy Plaza Exit Right Lane Vehielep Entered queue Left queua Delay queue Exiting Vahicleq Entarad queue Left queue Delay Queue ing Exit In sec. Length Tom in sec. Length Turn 1 4:00:14 PM 4:00:19 PM 00:05 1 Left Turn 1 4:00:28 PM 4:00:33 PM 00:05 1 Right Turn Total Count 2 4:00:22 PM 4:00:36 PM 00:14 1 Left Tom 2 4:01:12 PM 4:01:28 PM 00:16 1 Right Turn 3 4:00:41 PM 4:00:44 PM 00:03 1 Left Turn 3 4:02:21 PM 4:02:26 PM 00:05 1 Right Turn Left Lane 4 4:00:55 PM 4:01:26 PM 00:31 1 Left Turn 4 4:02:30 PM 4:02:56 PM 00:26 1 Right Turn Exiting 5 4:01:32 PM 4:01:36 PM 00:04 1 Left Tom 5 4:02:35 PM 4:03:02 PM 00:27 2 Right Turn Totals 6 4:01:47 PM 4:01:54 PM 00:07 1 Left Turn 6 4:0322 PM 4:03:39 PM 00:17 1 Right Turn 7 4:03:18 PM 4:03:45 PM 00:27 1 Left Tom 7 4:03:54 PM 4:03:56 PM 00:02 1 Right Turn Total Vehicles 341 8 4:03:34 PM 4:03:49 PM 00:15 2 Left Tom 8 4:04:48 PM 4:04:59 PM 00:11 1 Right Turn Ave Stopped Time 00:31 9 4:04:20 PM 4:04:33 PM 00:13 1 Left Turn 9 4:04:51 PM 4:05:03 PM 00:12 2 Right Turn Max Stopped Time 02:07 10 4:04:44 PM 4:04:55 PM 00:11 1 Left Tom 10 4:06:15 PM 4:0624 PM 00:09 1 Right Turn Average Queue 2.40 11 4:04:52 PM 4:05:07 PM 00:15 2 Left Turn 11 4:08:34 PM 4:08:41 PM 00:07 1 Right Turn Max Queue 9 12 4:05:16 PM 4:05:45 PM 00:29 1 Left Tom 12 4:06:59 PM 4:09:04 PM 00:05 1 Right Turn Total Delay 2:56:14 13 4:05:23 PM 4:05:46 PM 00:25 2 Left Turn 13 4:10:14 PM 4:10:38 PM 00:24 1 Right Turn 14 4:0526 PM 4:05:55 PM 00:29 3 Left Tom 14 4:10:48 PM 4:10:64 PM 00:06 1 Right Turn 15 4:05:40 PM 4:06:04 PM 00:24 4 Left Turn 15 4:11:04 PM 4:11:28 PM 00:24 1 Right Turn Right Lane 16 4:05:42 PM 4:06:17 PM 00:35 5 Left Turn 16 4:13:16 PM 4:1321 PM 00:05 1 Right Turn Exiting 17 4:06:02 PM 4:06:43 PM 00:41 3 Left Turn 17 4:14:07 PM 4:14:13 PM 00:06 1 Right Turn Totals 18 4:06:11 PM 4:06:58 PM 00:47 3 Left Turn 18 4:15:09 PM 4:15:14 PM 00:05 1 Right Turn 19 4:08:26 PM 4:08:39 PM 00:13 1 Left Turn 19 4:15:29 PM 4:15:39 PM 00:10 1 Right Turn Total Vehicles 180 20 4:08:48 PM 4:08:53 PM 00:05 1 Left Turn 20 4:15:54 PM 4:16:03 PM 00:09 1 Right Turn Ave Stopped Time 00:14 21 4:08:50 PM 4:09:06 PM 00:16 2 Left Turn 21 4:16:39 PM 4:16:41 PM 00:02 1 Right Turn Max Stopped Time 0125 22 4:09:48 PM 4:10:07 PM 00:19 1 Left Turn 22 4:17:42 PM 4:17:46 PM 00:04 1 Right Turn Average Queue 1.32 23 4:10:57 PM 4:11:29 PM 00:32 1 Left Turn 23 4:17:48 PM 4:17:60 PM 00:02 1 Right Turn Max Queue 5 24 4:11:26 PM 4:11:47 PM 00:21 2 Left Turn 24 4:19:11 PM 4:19:33 PM 00:22 1 Right Turn Total Delay 0:41:49 25 4:12:10 PM 4:12:23 PM 00:13 1 Left Turn 25 4:20:10 PM 4:20:14 PM 00:04 1 Right Turn 26 4:12:15 PM 4:12:59 PM 00:44 2 Left Turn 26 4:20:36 PM 4:20:51 PM 00:15 1 Right Turn 27 4:13:00 PM 4:13:10 PM 00:10 1 Left Turn 27 4:21:03 PM 4:21:06 PM 00:03 1 Right Tom 28 4:13:23 PM 4:13:31 PM 00:08 1 Left Turn 28 4:21:30 PM 4:21:42 PM 00:12 1 Right Turn Peak Hour Count 29 4:13:26 PM 4:13:34 PM 00:08 2 Left Turn 29 4:22:13 PM 4:22:18 PM 00:05 1 Right Tom 30 4:14:49 PM 4:15:11 PM 00:22 1 Left Turn 30 4:23:04 PM 4:23:10 PM 00:06 1 Right Turn Left Lane 31 4:15:31 PM 4:15:41 PM 00:10 1 Left Turn 31 4:27:46 PM 4:28:09 PM 00:23 1 Left Turn Exiting 32 4:15:47 PM 4:16:05 PM 00:18 1 Left Turn 32 4:28:18 PM 4:28:21 PM 00:03 1 Right Turn Totals 33 4:15:50 PM 4:16:09 PM 00:19 2 Left Turn 33 4:28:40 PM 4:28:46 PM 00:06 1 Right Turn 34 4:16:53 PM 4:17:23 PM 00:30 1 Left Turn 34 4:29:28 PM 4:29:41 PM 00:13 1 Right Turn Total Vehicles 203 35 4:17:52 PM 4:18:19 PM 0027 1 Left Turn 4:31:14 PM 4:3124 PM 00:10 1 Right Tum Ave Stopped Time 00:39 36 4:17:55 PM 4:18:30 PM 00:35 2 Left Turn 35 4:31:19 PM. 4:31:32 PM- 00:13 2 Thru: Max Stopped Time 02:07 37 4:18:50 PM 4:18:53 PM 00:03 1 Left Turn 37 4:31:21 PM 4:32:12.PM 00:51 3 Right-Turn Average Queue 2.77 38 4:19:24 PM 4:19:28 PM 00:04 1 Left Turn 38 4:32:08 PM, 4:33:07 PM. 00:59 2 Right Turn Max Queue 9 39 4:20:19 PM 4:20:58 PM DO:39 1 Left Turn 39 4:32:43 PM 4:33:23PM 00:40 2 Right Tum Total Delay 2:03:10 40 4:20:43 PM 4:21:00 PM 00:17 2 Left Turn 40 4:33114 PM 4:33:46 PM 00:32 2 Right Turn 41 4:21:54 PM 4:22:10 PM 00:16 1 Left Tom 41 4:38:33 PM 4:39:46 PM 00:13 2 Right Turn 42 4:21:58 PM 4:22:24 PM 0026 2 Left Turn 42 4:33:35 PM 423:51 PM 00:16 3 Right Tum Right Lane 43 4:22:58 PM 4:23:11 PM 00:13 1 Left Turn 43 4:34:30 PM 4:34:32 PM 00:02 1 Right Turn Exiting 44 4:23:23 PM 423:28 PM 00:05 1 Left Turn 44 4:35:28 PM 4:35:32 PM 00:04 1 Right Turn Totals 45 4:24:36 PM 4:24:40 PM 00:04 1 Left Turn 45 4:36:51 PM 4:36:56 PM 00:05 1 Right Turn 46 4:24:41 PM 4:24:52 PM 00:11 1 Left Turn 46 4:37:11 PM 4:37:39 PM 00;28 1 Right Turn Total Vehicles 98 47 4:24:45 PM 4:25:20 PM 00:35 2 Left Turn 47 4:38:16 PM 4:38:39 PM 00:23 1 Right Turn Ave Stopped Time 00:15 48 4:25:00 PM 4:25:25 PM 00:25 2 Left Turn 48 4:40:43 PM 4:4OA6 PM 00:03 1 Right Turn Max Stopped Time 01:25 49 4:25:03 PM 4:25:39 PM 00:36 3 Left Turn 49 4:40.'54 PM 4:40:59 PM :00:05' T Right Tum Average Queue 1.42 50 4:25:32 PM 4:26:04 PM 00:32 2 Left Turn 50 4:41:02 PM 4:41:04TIA -00:02- 1' Right,Turn Max Queue 5 .. turn 51 4:26:12 PM 4:26:23 PM 00:17 1 Left Turn 51 4:41:08 PM 4:41:10 PM .00:02 1 Right Tum Total Delay 0:24:39 52 4:26:30 PM 4:26:34 PM 00:04 1 Left Turn 52. 4:41:32 PM 4:41:34 PM -00:02. 1 Right Turn 53 4:26:58 PM 4:27:11 PM 00:73 1 Left Turn 53 4:41:38 PM 4:42:30 PM 00:52 1 Right Turn 54 4:27:13 PM 4:27:21 PM 00:08 1 Left Turn 54 4:42:43 PM 4142:44 PM -00:01 1. Right Turn. . 55 4:27:41 PM 4:27:49 PM 00:08 1 Lek Turn 55 4:44:12 PM 4:44:39_ . .PM 00:27 1 RlghtTum 56 4:27:55 PM 4:28:10 PM 00:15 1 Left Tom 56 404:14 PM 4:44:49 PM 00:35 2 Right Turn 57 4:27:58 PM 4:28:13 PM 00:15 2 Left Turn 57 4:44:24 PM 4:44:52 PM .00:28 3 Flight Turn 58 4:28:01 PM 4:28:23 PM 00:22 3 Left Turn 58 4:45:48 PM 4:45:52 PM 00:04 1 Right Turn 59 4:29:15 PM 4:29:54 PM 00:39 1 Left Tum 59 4:47:15 PM 4:47:1.7.PM 00:02 1 Right.Tum 60 429:18 PM 4:29:58 PM 00:40 2 Left Turn 60 4:48:12 PM 4:48:14 PM 00:02 '1 Right Turn 61 4:29:52 PM 4:30:03 PM 00:11 3 Left Turn 61 .4;48:29 PM 4:48:32 PM' ;00;03 '1- Right Tum 62 4:30:14 PM 4:30118 Phi. 00:04 1 Left Turn 62 4:48:52 PM 4:46:57 PM '00;05. 1 Right Turn 63 4:30:22 PM 4:30:48 PM 00;26 1 left Turn 63 4:49:08 PM -4149:11 PM 00:03: 1 Flight 64. 4:31:06.PM 4:31:34 PM 00:28 '7 Left Tum 64 4:4925PM 4:49:31.PM: :00:06: 1 .Right Turn _._.. .. _ .. --_.. .,. . . ... . . ... . .... 65 '43138 PM :4:32:05 PM .:00:27 P Left Turn 65' 4:50:00 PM �:4:50:09'RM' 00:09- 1 Thru' 66. 4:31:44 PM. :4:32:14 PM 00;30 2 Left Turn 65 4:50:13PM 4:50:20 PM' 00:07 4: RlghtTum :67 4:32;16-PM 4:32;17 PM' 00:01 1 Left Turn 67 451:33 PM 4;5139'.PM. 00:06`: 1 Left Turn, 68 4:32:40 PM 4:33:06 PM 00:26. 1 Left Tum 68 4:51:36 PM 4:51:46 PM 00:10 2- ,Right Tum '.. 69 4:33:09 PM 4:33:12 PM. '00:03 1 Left Turn '69. 4:52:07 PM- ;4:52:24.PM'. 00:17 1- RlghtTum. 70. 4:33:39 PM. .4:33:58 PM 06:19 1 Left Turn. 70 4:52:20 PM X4:52:26 PM .00:06 2 Right Turn 71 4:33:56 PM' -4:34:16 PM .00:26 2 Left Turn 71 4:52:57 RM 4:53:24,PM: 00:27. '1 Right Tum' 72 4:34:19.PM 4:3424 PM 00:05 1 Left Turn 72 .4:54:00 PM. 4:64:20 PM 00:20 1 Right Turn !. 73 4:35:02 PM. 4:35:08 PM -DOM 1 Left Tum 73 4:5404 PM .4:54:24 PM 00:20 2: Right Tum 74 4:35:05 PM 4:35:11 PM .00:06- 2' Left*= 74 4:54:40 PM 4:54 41 PM .00.01: 1 Right Tum.- '.. 75 4:35:22 PM. 4:3,5:24 PM 00:02 1 `Left Turn. 75 4:57:40 PM! 4:57.44 PM_: 00:04- 1 Right Tum '.. 76 4:35:34 PM 4:35:39 PM OD:05. 1 Left Turn 76, 4:66:45 PM -0:5868 PM 00:13 1. Right Tum' 77. 4:35:37 PM 4:35:53PM .00:16 2 _Left Turn 77' 4:5921 PM' 4;59:26 PM 00:05 1 Right Tum' 78. 4:35:43 PM, 4:35:09 PM 00:26 2 Left Tum. 78' 5:00:53 PM 5:00:57 PM '00:04- 1 Right Tum'. 79 4:30;03 PM 4:3628 PM _.00:25, 2 Left Turn 79 S:OOMTM 6:01M PM 00:02 1 Right Tum. 80 436:37 PM: 4:36:39 PM 00:02 1 Left Tum 80 591:13 PMT '5:01:16 PM OD:03 1.. Right Tum. 61. 4136:48 PM. r4:36,l57PM: '00:09 .1 Left Turn 81 5:0138 OM :5:02:38 EM: 00:40: 7: Flight turn 87 4:37:04 PM 4:37,17 PM 60:13 1. Left Turn 82 5:02:10 PM '5:02AO PM 00:30 2 Right Turn '.. .. . . 83 4;37.'Q7 PM 4:37;45PM .00:36 2 Left Turn 83 5:02:13 PM 5:02:44PM 00:31- 3 RlghtTum. 84. 4:37:14.PMT 4:37.45PM 00:31 3 Left Tum 64 502:26 PM 5;02;46-PM. 00:20. 4 Right Turn. 85 '4:37;35 PM, .4:37:40 PM'. .00:13 3 Left Turn; 85 -5:02:32 PM. :5;03:57PM 01:25, 5 :Right-Turn_ 86 4:37:52 PM 4:37:53 PM 00:01 1 Left Tum 86 `5:02:56PM 5:04.05 PM 01.:09' '2 Right Turn 67 4:37:58 PM. 4:38:01 PM 00:03 1 Leif Tum 87 5:03:12 PM :5:04:27 P.M 01:15. 3 Right.Tum 86 4:38:04 PM 4:38:07 PM' 0003 1 Left Tum 88 5:06:D4 PM' '5:06:10 PM 00:06.' 1 Right Turn 69 4:36:13PM 4;38:36.PM .00:25 1 Left Tum 89 5:0723PM :5:07:26 PM. !00:03 1 RlghtTum 90 -438:47PM 4:38:59 PM :00:12 1 Left Tum' 90 5:08:17 PM 5:08:19 PM 00:02 9 Right Turn 91 4:39:03 PM 4:39:10 PM 00:07 1 Left Turn 91 5:179:51.PM .5:09:57 PM _00:061, 1 Right.-Turn 92 4:39:07 PM 4:39,14 PM 00:07: 2 Left Turn 92 5:1022 PM. 610:25 PM 00:03 1' RlghtTum- 93 4:39:16 PM' 4:39:42 PM 0026 1 Left Turn 93 5i11i02PM 571:077PM. 00:05 1 Right7um, 84 4:39:29.PM' 439:52 PM 00:23 2 Left Turn 04 5:11:16 PM 5:11:27PM 00:11 1 Right Sum ' 1 Butcher Boy Plaza Exit Driveway(Right/Left Lanes) Queue/Delay Study City,State:North Andover,MA Date:Thursday 612 812 01 2 Time:4:00pm-6:00pm PDI File#122978 Client:Bayside Engineering/K.Cram Client M 2121491 Butcher Boy Plaza Exit Left Lane Butcher Boy Plaza Exit Right Lane Vehicle# Entered Queue Left Queue Delay Queue Exiting Vehicle# Entered queue Left Queue Ds ley Queue Exiling In sec. Length Tum in see. Length Turn 95 4:39:31 PM; 4:39:56 PM 00:25 `3' Left Turn 95 5:1120 PM -5:11:29 PM: 00:09 2- Right Turn- 96 4:39:50 PM 4:40:09 PM 00:19 3 -Left Turn 96 5;11:53 PM. 5:12:03 PM 00:10- _1 .Right Tum 97 4:40:03 PM .4:40:17 PM 00:14 2 -LeftTum. 97- 5:11:59 PM r 5:12:40 PM 00:41 2 Right Ty 98 4:40:20 4:4029 PM. 00:03 1 Left Turn 98 5:12:39 PM_. 5:12:47.PM 00:08; 2. RightTum_ -99 4:40:37 PM 4:40:48 PM. 00:11 1 .Left Turn 99 5:12:42 PM 5:12:49 PM .00:07 2 Right Turn 100 4:40:41 PM 4.40:58 PM. 007. 2 Left.Turn t00 5:12:55 P.M: 5:13:06'PM 00:11 1. RightTum, 101 4:41:14 PM ,4:41:18 PM 00:04' 1 Left Turn 101 5:13:33PM: 5:13:34 PM 00:01; 9 -Right Turn .102 4:41:22,PM 4:4125 PM .00:03 1 Left Turn 102 5:13:59PM 5:14:04:f M. 00:05 1 RightTum 103 4:41:48 PM 4:42:28 PM 00:40 1 Left Turn 103 :5:14:19 PM, 5:14:44 PM.: 00:25 1 Right Turn 104 4;41:54 PM 4:42:38 PM. .00:44' 2 Left Turn 104' '5:14:31 PM 5:14:50:PM 00:19 2 RlghtTurn 105 4:42:18 PM 4:42:46 PM' 00:28 3 Left Turn 105 5:14:56 PM 5:95:00 PM: 60:04- 1 RightTum .106 44220 PM 4:43:20 PM. 01:00. '4 LeftTum. 106.. ,5.15:11,PM' 5:15;24;PM, 00:13. 1 Right Turn 107' 4:42A9.PM 4A3:25PM. 00:36: 2 Left Turn 107 5:t5:14PM 5:16:28 PM 06:14 2 Flight Turn 108 4:42:53 PM 4:43:36 PM' 00:43 3 Left Turn ,108 5:1527 PM 5.15:42:PM. .0015, 2: RightTum_. 109 4:42:67 PM 4:43:44 PM. O6A7 4 Right Turn -109 5:15:37PM- 5:15:45 PM 00;08_: 2 -RightTum 110 .4:43:08 PM 4:43:49 PM 00:41'. 5 .LeftTum- 110. 5:16:42PM 5:16:59.PM-: 00:17 1, Right Turn 111: :4:43:32.PM 4:43:56 PM :00:24 4 'LeftTum 111 s.17'.06 PM 5:17:29 PM' .00:23 1 -RightTum 112- 4:43:58 PM 41.44:48 PM 00:50 1. Left Turn. .112 5:18:21 PM 5:18:26,PM1 00;05 1 ;Right Turn 113 4:44:18 PM 4:44:54 PM 00:36 2 Left Turn 113. 5:10:37 PM 5:18:38 PM' 00:01 1. Right Turn .. 'It4. 4:44;59 PM '4:45x7 PM�� .00:18 -1 LeftTum' 114 3:18:46 PM 518'48°PM' 00:02 1 Right turn 115. 4:45:19 PM 4:45:25 PM 00:06. 1 Left Turn .115 5:19:14 PM 5:19:18 PM .00:04 .1 RightTum 116 4:45:50 PM 4:45;54 PM 00:04 1: LeftTum 118. .5.19:17PM 5x9:29:PM: :00:12 2„ .RghtTum. 117 .4:46:17 PM' 4:46:47 PM 00:30- 1 Left Turn 117 5:19:43 PM 5:19:45 PM. 00:02. 1. .Right Turn .118 4:46:22 PM 4:46:50 PM 00:28 2 Left Turn 118 5:19:55 PM_ 5.19:58 PM.' -00:09. 1 .RghtTum 119 :4:46:25 PM -4:46:53 PM I 00:28 3 Left Turn 119: 520:39 PM. 5:20:42 PM; 00:03 '1Right Tum' 120 '4:46;58 PM 4:47:02 PM -00:04 1 Left Turn' 120 521;04 PM 5:211:38 P,M. 00:3.4 1 RghtTum- 121 4:47:01 PM 4.47:06 PM 00:05 2 Left Turn 121 522:00 PM 5:22:05 PM. 00:05 1 Right Turn 122 4:47:08 PM 4:47:10 PM�'.00:02 1- Left Turn' .122 5:22:04 PM 5:22:09 PM 00:05 2 RghtTum: 123' 4:47:26 PM: 4:47:53 PM. 00:27: 1 Left Tum. 123 5:22:15 PM 5:22:48 PM :00:33 1 Right Turn 124 4;47;49 PM` 4:48;08PM ':00:19 2 Left Turn 124: 522:24 PM. 522:SVPM 00:27 .2 Right Turn' 125 4:48:02 PM• 4:48:15 PM 00:13 2 Left Tom 125 52320 PMT 5:23;25 PM 00:05 1 .RightTum: 126 4:48:24 PM 4:49:13PM 00#49 1 Left Turn. 126 .52427 PM 5:24:41 PM '00:14' .1 Right Tum;. 127 4:46:27 PM '4:49:16PM 00:49- 2 Left Turn 127 5:24:40.PM 5:24:45 PM 00:05 2' RghtTum 128 4:48:34:PM. .4:49:27 PW 00:53 3 Left Turn` 126 525:40 PM' 525:44:PM. 00:04 1 RightTum, 129 4:48:44 PM: 4:49:33 PM. KAI) 4 Left Turn 129. 5;26:04 PM 5:26:08 PM. .00:04 1 RightTum. .130 4:48:58 PM 4:49:35 PM 00:37 5 Left Turn 930 52823 PM 5:28A6.PM 00;23 1 RightTum 131 4:49:00 PM 4:49:39 PM 00:39 6 LeftTum 131' 5:28:26 PM 5:26:57.PM 00:31 2 Right Turn .132 4:49;02 PM 4:49:54 PM 00:52 7 Left Turn -132. 5;29:33 PM. 5:29A2 PM 00:09. 1 Right Tum 133 4:49:37 PM 4:50:18 PM 00:41 3 Lott Tum 133 5:30:06 PM 5:30:02 PM 00:02 1 Right Turn 134 4:49:43 PM 4:5026 PM: 00:43 3 Left Turn 134 5:30:03 PM 5:30:39 PM 00:36 1 Right Turn 135 4:50:29 PM 4:51:22 PM 01:01 2 Left Turn 135 5:30:06 PM 5:30:44 PM 00:38 2 Right Turn 136 4:50:42 PM 4:5228 PM 01:46 2 .Left Turn 136 5:31:58 PM 5:32:25 PM 00:27 1 Right Turn 137 4:51:53 PM 4:52:39 PM 00:46 2 Left Tom 137 5:32:39 PM 5:32:49 PM 00:10 1 Right Turn 138 4:52:10 PM 4:52:44 PM 00:34 3 Left Turn 138 5:32:56 PM 5:33:00 PM 00:02 1 Right Turn ' 139 4:52:16 PM 4:53:34 PM 01:18 4 Left Turn 139 5:33:27 PM 6:33:31 PM 00:04 1 Right Turn 140 4:52:31 PM 4:53:38 PM 01:07 4 Left Turn 140 5:34:09 PM 5:3425 PM 00:16 1 Right Turn 141 4:52:50 PM 4:53:42 PM 00:52 3 Left Turn 141 5:35:01 PM 5:35:03 PM 00:02 1 Right Turn 142 .4:52:52 PM 4:53:46 PM .00:56 4 left Turn 142 5:35:05 PM 5:35:08 PM 00:03 1 Right Turn 143 4:53:19 PM 4:54:25 PM 01:06 5 'LeftTum 143 5:36:02 PM 5:36:03 PM 00:01 1 Left Turn 144. 4:53:21 PM 4:54:33 PM :01:12 6. -Left'T�rn 144 5:36:23 PM 5:36:58 PM 00:35 1 Right Turn 145 453:30PM 4:54:37 PM 01:07 7 Left Turn 145 5:37:44 PM 5:37:55 PM 00:11 1 Right Turn -146 4:53:32 PM 4:54:48 PMT 01:16 8 .Left Turn 146 5:38:34 PM 5:39:06 PM 00:32 1 Right Turn 147 453:44 PM 4:64:54 PM 01:10 6 Left.Turn 147 5:38:53 PM 5:39:09 PM 00:16 2 Right Turn 148 4;64:12 PM 4:55:28 PM 01:16 6 Left Turn 148 5:38:54 PM 5:39:11 PM 00:17 3 Right Turn 149 4:54:14 PM 4:55:42 PM 01:28 7 Left Turn 149 5:39:37 PM 5:39:48 PM 00:11 1 Right Turn 150. 4:54:55 PM 4:55:49 PM 00:54 3 Left Turn 160 5:39:40 PM 5:39:58 PM 00:18 2 Right Turn 151 4:54:58 PM 4:56:32 PM 01:34 4 Left Turn 151 5:39:42 PM 5:40:01 PM 00:19 3 Right Turn 152 4:55:24 PM 4:56:38 PM 01:14 5 'Left Turn 152 5:40:11 PM 5:40:15 PM 00:04 1 Right Turn -153. 4:55:34 PM .4:56:42 PM 01:08 5 Left Tum 153 5:42:09 PM 5:42:16 PM 00:07 1 Right Turn 154 4:55:37 PM 4:57:37PM '02:00 6 left Turn: 154 5:42:21 PM 5:4226 PM 00:05 1 Right Turn 155 4i56:18 PM .4:57:53 PM :01:35 5 Left Turn 155 5:42:28 PM 5:42:57 PM 00:29 1 Right Turn 156 .4:57:03 PM -4:58:08 PM :01:03: 3 Left Turn 156 5:42:55 PM 5:43:12 PM 00:17 2 Right Turn 157 4:5727 PM `4:58:09 PM 00:42 4 LeftTurir 157 5:43:36 PM 5:43:41 PM 00:05 1 Right Turn 158' 4:57:30.PM 4.58:10M '.00:44 5 Left Turn: 158 5:43:39 PM 5:43:43 PM 00:04 2 Right Turn 459 4[58`.04PM '4:58:17 PM '00:13: 4 Left Tum 159 5:44:13 PM 5:44:25 PM 00:12 1 Right Turn 160 41:58:12:PM- 4:58:48 PM .00136 3' :Left Tum 160 5:46:09 PM 5:46:29 PM 00:20 1 Right Turn 161 4:58:31 PM- 4:59:09 PM .:00:38` 2 Left Turn. 161 5:46:31 PM 5:46:32 PM 00:01 1 Right Turn 162 4M:33 PM 4:39:14 PM -00;41 3: Left Turn 162 5:46:43 PM 5:46:44 PM 00:01 1 Right Turn 163 4:58:50 PM .4:59:18 PM 00:28 13 Left Turn 163 5:47:43 PM 5:47:45 PM 00:02 1 Right Turn .164 458:59 PM -4:59:29 PM, .00:3D 4 '.Left Turn 164 5:48:13 PM 5:48:46 PM 00:33 1 Right Turn 165 4:59:03 PM 4:59:32 PM 00:29 15 Left Turn 165 5:48:27 PM 5:48:50 PM 00:23 2 Right Turn 166 4:59:45.PM. 5:00:00 PM .00:15 1 .Left Tum 166 5:48:40 PM 5:48:56 PM 00:16 3 Right Turn 167 5:00:01 PIA 5:00:07 PM. 00:06 -1 Left Turn, 167 5:49:16 PM 5:49:36 PM 00:20 1 Right Turn 168. 5:06:37.PM 5:00:46PM '00:09 1 Left Turn 168 5:49:21 PM 5:49:39 PM 00:18 2 Right Turn 169 .5:00:40 PM 5:00:15OPM 00:10 2 'Leff Turn 169 5:49:57 PM 5:50:00 PM 00:03 1 RightTum 170 :5101;42 PM. 5:01.46 PM, 00:04. 1 ieRTum 170 5:50:43 PM 5:50:59 PM 00:16 1 Right Tom 171. 5:02:48 PM 5:02:50 PM 00:02: 1 Left Tum 171 5:51:19 PM 5:5124 PM 00:05 1 RightTum _. 172, 5;03107 PM 5:0356 PM. .00:49 1 '.Left Tum 172 5:53:17 PM 5:53:23 PM 00:06 7 Right Turn 173 5:03:16 PM 5:04:D9 PM 00:53 2 Left Turn 173 5:53:55 PM 5:54:03 PM 00:08 1 Right Turn 174 5:03:17:PM 5:0422PM 01;05 3 'Lefl Tum 174 5:64:58 PM 5:55:02 PM 00:04 1 Right Turn 175 .:5:03:28 PM :5:04:28 PM 01100: 4 Left Tum 175 5:55:08 PM 5:65:16 PM 00:08 1 Right Turn 178- 5:63i44PM -5:04:33 PM- .00:49 5- LeftTum 176 5:56:43 PM 5:57:12 PM 00:29 1 Right Turn 177 5:04:17 PM 5:05:20 PM 01;03 4 Left Turn 177 5:56:66 PM 5:57:21 PM 00:25 2 Right Turn 178 505:23 PM 5:0526 PM. 0003 1 .Left Turn 178 5:57:41 PM 5:58:20 PM 00:39 1 Right Tum 179 5:05:32 P.M .5:06;08 PM 00:36! 1 Left Turn 179 5:58:29 PM 5:66:30 PM 00:01 1 Right Turn 180 5.06:36 PM 5:06;.12 PM. 00:36 2 .heft Tum. 180 5:59:08 PM 5:59:26 PM 00:18 1 Right Turn 181 5:05:39 PM 5:06:17PM 00:38 3 Lett Tum: 162. 5:05:50'PM 5:0620 PM 00:30 4 Left Tom' 183 5;06:22 PM 5:06:25 PM -00:04: 1 Left Turn 184 .5:06;31 PM 5:07:06 PM .00:35 1 Left Tom 165 5:06:47 PM 5:07-17 PM' 00:30 2 Left.Turn 106 5:07:20PM' 507;21 PM. 00:01 1 Left,Turn 187 5:07:28 PM 5:08:32 PM :01:04 1 Left Turn 166 5:073!.PM 5:08:38 PM 01:07 2 left Tum 2 Butcher Boy Plaza Exit Driveway(Right/Left Lanes) QueuelDelay Study City,State:North Andover,MA Date:Thursday 612812012 Time:4:00pm-6:00pm PD]File#122978 Client:Bayside Engineering/K.Cram Client M 2121491 Butcher Boy Plaza Exit Left Lane Butcher Boy Plaza Exit Right Lane Delay Queue Exiting Delay Queue Exiting Vehicle# Entered Queue Left Queue Vehicle# Entered Queue Left Queue In sec. Length Turn In sac. Length Tum 189. 5:07:46 PM 5:08:53 PM 01:07 - 3: LeftTum 190 5:07:53 PM -5:09:00 PM. 01:07 4 Left Tum. 191 5:08:29.PM: -5:09:05 PM' D0:36 5 LOT= 192 5:06:36 PM' 5:0 m 9:56 PM. 01:20- 5. Left ! 5:08:43 PM. .5:1026 PM 01:43- 5 Left Turn 194 3:09:14.PM 5:10:32 PM. '01:18 3i Left Turn: 195 5:09:16 PM 8:10:36 PM 01:20 4 Left Turn .196.' 5;09;18 PM 5:10:40 PM. 01;22 5 Left turn 197. 5:09:21 PM 5:10:46 PM 01:25 6 Left Turn ;198 3:09;23 PM 3:11:25PM.. 02:02: 7 LeftTum 199 5:09:24 PM 5:11:31 PM 02:07 8 Left Tum .. 200 5:09:44 PM: ,5:11:.34 PM: 01:50.; 9 Left Turn 201: 5:10:39 PM .5:11:38 PM 00:59- 6 -Left Turn 202 5;10:45,PM 5:12:04 PM. 07:19 6 Left Turn 203. 5:10:51 PM: 5:12:15 PM, 01:24 6. Left Turn .204 5:10:54PM. 6:1221 PMT 01:27 7 Left turn 205. 5:10:59 PM 5:12:25 PM'-'6:26- 8 'Left Tum 266 PM: 6:1229 PM. 00:46 5 Left Turn 207" 5:11:45.PM 5:12:33 PM, 00:48 6. Left Turn 208 ':512:00 PM 5:12:50 PM .00:50 7 Left Turn 209 5:12:08 PM 5:13:14 PM 01:06. 7 Left Turn 210 5:72:45 PM -5:1326 PM.. 00:41 3 Left Tum- 211. 5:13:03 PM. 5:13:30 PM 00:27 3 Left Turn 212: PM 3:13:36 PM 0023 4 Left Turn 213 5:13:10 PM 5:13:41 PM' -00;22 4 Left Turn 274 514:09 PM 5:14:36 PM. 00:27 1 Left Turn 215 5:74i55PM -5:14.58 PM 00:63. 1 Left Turn 216 5:15:68 PM 5:1523 PM 00:15 1 Left Turn. 217 :5:95:26.PM 5:15:29 PM. 00:03 1 Left Turn .218 5:15:47 PM 5:15:50 PM 60:03, 1 Left Turn. 219- 5:16:15 PM' 5:16:20 PM O. . :65 1 Left Turn 220 5:18:25 PM 5:1628 PM: 00:03. 1 :Left Turn 221 5:16:44.PM 5:17:34 PM 00:50 1 Left Turn 222 5:16:48 PM 5:17:40PM: .00:54 2 `Leff Turd 223' 5:17:33 PM 6:18:30PM 00:57. 3 LeftTum 224 5:18:28 PM 5:18:42 PM., 0014 2 Left Turn 225 5:18:37 PM 6:18:49 PM 00:12 2 Left Turn 226 5:18:57 PM 5:19:36 PM 00:39 1 Left Turn 227 5:19.22.PM 5:19:40 PM 00:18 2 Left Turn 228 5:19:23 PM 5:19:46 PM 00:23- 3 Left Turn 229 5:19:39 PM 5:19:48 PM 00:09 3 Left Turn '.230 5:19:40 PM 5:19:51 PM 00:11 3 Left Turn 231 5:20:18 PM 5:20:30 PM 00:12 1 Left Turn 232 5:20:26 PM 5:20:34 PM 00:08 2 Left Turn 233 5:20:38 PM 5:20:48 PM 00:10 1 Left Tum 234 5:20:46 PM 5:20:53 PM. 00:07. 2 Left Turn 235. 5:21:52 PM 5:21:57 PM 00:05 1 Left Turn 236 5:21:58 PM _5:22:10 PM 00:12 1. LeftTum: 237 522:20 PM 5:22:49 PM:' 00:29 1 Left Turn .238 5:22:32.PM, 5:22:55 PM 00:23 2 Left Turn. 239 5:23:06 PM 5:23:02 PM 00:02 1 Left Turn .240. 5:23:23 PM 5:23:33 PM .00.10 1 Left Turn 241 5:23:30 PM 5:23:42 PM .00:12 2 Left Turn 242 5:23131 PM .5:23:46 PM .00;17, 3 Left Turn. 243 5:23:53 PM 5:23:56 PM 00:03 1 -Left Turn 244- .5:24:15 PM '5:24:43 PM' an 1 Left Turn 245 5:24:17 PM 5:24:47 PM 00:30 2 'LeftTum 246 514:19 PM 5:24:50 PM 00:31 3 Loft Turn 247 5:24:22.PM 5:24:54 PM:. 00:32 4 Left Turn 246 5:28:11 PM .5:26:42 PM 06:31 1- Left Turn 249.. 5:26:12 PM .5:28:44 PM- 00:32 2 Left Turn' 350 5:26:17.PM 528:50 PM' 00:33 3 'LeflTurn- 251 5:26:19 PM 5:27:61 PM. -00:42. 4- Left Turn. 252 5:26:41:PM 527:08 PM 00:21 '5 .LeftTum. 253 527:99 PM 5:27:44 PM 0025 1. Left Turn 254 5:27;31,PM 52T.48 PM b0i11 Z: Left Turn 255 5:27:62 PM 5:27[54 PM 00:62 -1 Left Tum 256 S,27i59PM 528:09 PM :00:10' 1 Left turn .257 5:28:01 PM, 520:46 PM 00:45 2 Left Turn: 258. -5i28:38PM 529r00PM 00:22 2 Left Tum 259 5:2e:41 PM 6:29:04 PM 00:23 3 Left Turn .260 5:28:43 PM 5:29:59 PM 01:16. 4 Left Turn M PM: 5:30:45 PM' 01:51 4 Left Turn 262 5:29:02 PM 5:30:47PM 01:45 4 Left Turn 263 5:29:41 PM 5:30:50 PM .01:09 4 Left Turn 264: 6:b:215. .PM 5:31:37 PM 01:52 :5 Left'Turn . . 265 5:30:09 PM 5:31:41 PM 0132 5 Left Turn 266 5:30:10 PM 5:31:47 PM 01:37 6 Left Turn 267 5:3023 PM 5:31:52 PM 01:29 7 Thru 268 5:31:25 PM 5:32:02 PM 00:37 5 Left Turn 269 5:31:56 PM 5:32:21 PM 00:25 2 Left Turn 270 5:32:32 PM 5:32:44 PM 00:12 1 Left Turn 271 5:32:36 PM 5:32:46 PM 00:10 2 Left Turn 272 5:32:52 PM 5:32:55 PM 00:03 1 Left Turn 273 5:34:03 PM 5:34:24 PM 00:21 1 Left Turn 274 5:34:07 PM 5:34:39 PM 00:32 2 Left Turn 275 5:34:18 PM 5:34:45 PM 0027 3 Left Turn 276 5:34:22 PM 5:34:50 PM 00:28 4 Left Turn 277 5:35:10 PM 5:35:12 PM 00:02 1 Left Turn 278 5:35:48 PM 5:35:57 PM 00:09 1 Left Turn 279 5:37:17 PM 5:37:19 PM 00:02 1 Left Turn 280 5:37:30 PM 5:37:59 PM 0029 1 Left Turn 281 5:38:31 PM 5:39:05 PM 00:34 1 Left Turn 282 5:38:49 PM 5:39:13 PM 00:24 2 Thru 3 Butcher Boy Plaza Exit Driveway(Right/Left Lanes) Queue/Delay Study City,State:North Andover,MA Date:Thursday 612812012 Time:4:00pm-6:00pm PDI File#122978 Client:Bayside Engineeringf K.Cram Client M 2121491 Butcher Boy Plaza Exit Left Lane Butcher Boy Plaza Exit Right Lane Vehicle# Entered Queue Left Queue Delay Queue Exiting Vshicle# Entered Queua Left Queue Delay Queue Exiting in sec. Length Tum In sae. Length Turn 283 5:38:56 PM 5:39:19 PM 00:23 3 Left Turn 284 5:39:00 PM 5:40:03 PM 01:03 4 Left Tum 285 5:39:02 PM 5:40:09 PM 01:07 5 Left Turn 286 5:39:18 PM 5:40:14 PM 00:56 4 Left Turn 287 5:39:44 PM 5:40:21 PM 00:37 4 Left Turn 288 5:39:46 PM 5:40:58 PM 01:12 5 Left Turn 289 5:40:27 PM 5:41:02 PM 00:35 2 Left Turn 290 5:40:37 PM 5:41:09 PM 00:32 3 Left Turn 291 5:41:17 PM 5:41:23 PM 00:06 1 Left Turn 292 5:41:27 PM 5:41:33 PM 00:06 1 Left Turn 293 5:41:35 PM 5:42:10 PM 00:35 1 Left Turn 294 5:41:47 PM 5:42:13 PM 0026 2 Left Turn 295 5:42:39 PM 5:43:14 PM 00:35 1 Left Turn 296 5:42:46 PM 5:43:21 PM 00:35 2 Left Turn 297 5:42:50 PM 5:43:25 PM 00:35 3 Left Turn 298 5:43:07 PM 5:43:30 PM 0023 4 Left Turn 299 5:43:15 PM 5:43:35 PM 00:20 4 Left Turn 300 5:43:20 PM 5:43:44 PM 00:24 5 Left Turn 301 5:43:46 PM 5:44:23 PM 00:37 1 Left Turn 302 5:44:28 PM 5:44:30 PM 00:02 1 Left Tom 303 5:44:33 PM 5:44:37 PM 00:04 1 Left Tom 304 5:44:38 PM 5:44:41 PM 00:03 1 Left Turn 305 5:44:47 PM 5:44:52 PM 00:05 1 Left Turn 306 5:44:54 PM 5:45:13 PM D0:19 1 Left Turn '.. 307 5:45:10 PM 5:45:21 PM 00:11 2 Left Turn 308 5:45:18 PM 5:45:25 PM 00:07 2 Left Turn '.. 309 5:45:43 PM 5:45:44 PM 00:01 1 Left Turn '.. 310 5:45:49 PM 5:45:60 PM 00:01 1 Left Turn 311 5:45:53 PM 5:46:34 PM 00:41 1 Left Turn '.. 312 5:45:66 PM 5:46:38 PM 00:42 2 Left Turn 313 5:46:00 PM 5:46:45 PM 00:45 3 Left Turn 314 5:46:02 PM 5:46:49 PM 00:47 4 Left Turn '.. 315 5:46:54 PM 5:46:57 PM 00:03 1 Left Turn 316 5:47:29 PM 5:47:46 PM 00:17 1 Left Turn 317 5:48:10 PM 5:48:49 PM 00:39 1 Left Turn '.. 318 5:48:23 PM 5:48:58 PM 00:35 2 Left Turn 319 5:48:53 PM 5:49:01 PM 00:06 2 Left Turn '.. 320 5:49:06 PM 5:49:35 PM 00:29 1 Left Turn 321 5:49:27 PM 5:49:38 PM 00:11 2 Left Tum 322 5:49:45 PM 5:50:04 PM 00:19 1 Left Turn 323 5:49:48 PM 5:50:07 PM 00:19 2 Left Turn 324 5:51:02 PM 5:51:09 PM 00:07 1 Left Turn 325 5:51:21 PM 5:52:02 PM 00:41 1 Left Turn 326 5:51:31 PM 5:52:06 PM 00:35 2 Left Turn 327 5:53:03 PM 5:53:20 PM 00:17 1 Left Turn 328 5:53:10 PM 5:53:26 PM 00:16 2 Left Turn 329 5:53:17 PM 5:53:30 PM 00:13 3 Left Turn '.. 330 5:53:36 PM 5:54:05 PM 00:29 1 Left Turn 331 5:53:39 PM 5:54:14 PM 00:35 2 Left Turn '.. 332 5:53:43 PM 5:54:19 PM 00:36 3 Left Turn 333 5:53:45 PM 5:54:23 PM 00:36 4 Left Turn '.. 334 5:54:31 PM 5:54:34 PM 00:03 1 Left Turn '.. 335 5:55:27 PM 5:55:29 PM 00:02 1 Left Turn 336 5:57:16 Phi 5:57:23 PM 00:07 1 Left Turn '.. 337 5:57:20 PM 5:57:26 PM 00:06 2 Left Turn 338 5:57:43 PM 5:58:31 PM 00:48 1 Left Turn 339 5:57:47 PM 5:58:33 PM 00:46 2 Left Turn 340 5:58:23 PM 5:58:36 PM 00:15 3 Left Turn 341 5:59:00 PM 5:59:29 PM 00:29 1 Left Turn 4 Butcher Boy Plaza Exit Driveway(Right I Left Lanes) QueuelDelay Study City,State:North Andover,MA Date:Saturday 613012012 Time:10:30am•1:30pm PD]File#122978 Client:Bayside Engineering/K.Cram Client#: 2121491 Butcher Boy Plaza Exit Left Lane Butcher Boy Plaza Exit Right Lane Vehicle# Entered Queue Left Queue Delay Queue Exiting Vehicle 91 Entered Queue Left Queue Delay. Queuo Exiting In ace. Length Tum In sec. Length Tum 1 10:30:11 AM 10:30:35 AM 00:24 1 Left Tum 1 10:30:18 AM 10:30:20 AM 00:02 1 Right Tum Total Count 2 10:30:14 AM 10:30:42 AM 00:28 2 Left Tum 2 10:32:16 AM 10:32:17 AM 00:01 1 Right Tum 3 10:31:46 AM 10:31:56 AM 00:10 1 Left Tum 3 10:33:01 AM 10:33:17 AM 00:16 1 Right Tum Left Lane 4 10:32:22 AM 10:32:23 AM 00:01 1 Left Tum 4 10:34:06 AM 10:34:09 AM 00:03 1 Right Tum Exiling 5 10:32:32 AM 10:32:35 AM 00:03 1 Left Tum 5 10:34:48 AM 10:34:52 AM 00:04 1 Right Tum Totals 6 10:32:34 AM 10:33:25 AM 00:51 2 Left Tum 6 10:35:45 AM 10:35:47 AM 00:02 1 Right Tum 7 10:32:38 AM 10:33:30 AM 00:52 2 Left Tum 7 10:36:03 AM 10:36:14 AM 00:11 1 Thru Total Vehicles 533 8 10:32:49 AM 10:33:42 AM 00:53 3 Left Tum 8 10:36:25 AM 10:36:35 AM 00:10 1 Right Tum Ave Stopped Time 00:19 9 10:33:02 AM 10:33:51 AM 00:49 4 Left Tum 9 10:36:55 AM 10:36:57 AM 00:02 1 Left Tum Max Stopped Time 02:03 10 10:33:22 AM 10:34:11 AM 00:49 5 Left Tum 10 10:37:07 AM 10:37:10 AM 00:03 1 Right Tum Average Queue 1.97 11 10:33:37 AM 10:34:16 AM 00:39 4 Left Tum 11. 10:37:12 AM 10:37:14 AM 00:02 1 Right Tum Max Queue 7 12 10:33:39 AM 10:34:22 AM 00:43 5 Left Tum 12 10:38:04 AM 10:38:06 AM 00:02 1 Right Tum Total Delay 2:47:02 13 10:33:39 AM 10:34:28 AM 00:49 6 Left Tum 13 10:39:33 AM 10:39:44 AM 00:11 1 Right Tum 14 10:33:41 AM 10:34:34 AM 00:53 7 Left Tum 14 10:39:40 AM 10:39:45 AM 00:05 2 Right Tum 15 10:34:14 AM 10:34:59 AM 00:45 5 Left Tum 15 10:40:24 AM 10:40:57 AM 00:33 1 Right Tum Right Lane 16 10:34:19 AM 10:35:05 AM 00:46 5 Left Tum 16 10:41:49 AM 10:41:51 AM 00:02 1 Right Tum Exiting 17 10:34:45 AM 10:35:13 AM 00:28 3 Left Tum 17 10:42:40 AM 10:42:45AM 00:05 1 Right Tum Totals 18 10:35:14 AM 10:35:16 AM 00:02 1 Left Tum 18 10:42:50 AM 10:42:55 AM 00:05 1 Right Tum 19 10:35:27 AM 10:35:34 AM 00:07 1 Left Tum 19 10:43:38 AM 10:43:41 AM 00:03 1 Right Tum Total Vehicles 248 20 10:35:35 AM 10:36:08 AM 00:33 1 Left Tum 20 10:43:44 AM 10:43:46 AM 00:02 1 Right Tum Ave Stopped Time 00:07 21 10:35:52 AM 10:36:13 AM 00:21 2 Left Tum 21 10:44:05 AM 10:44:19 AM 00:14 1 Thm Max Stopped Time 00:46 22 10:35:57 AM 10:36:18 AM 00:21 3 Left Tum 22 10:4422 AM 10:44:24 AM 00:02 1 Right Tum Average Queue 1.08 23 10:36:49 AM 10:36:56 AM 00:07 1 Left Tum 23 10:44:35 AM 10:44:37 AM 00:02 1 Right Tum Max Queue 3 24 10:37:05 AM 10:37:09 AM 00:04 1 Left Tum 24 10:44:45 AM 10:44:49 AM 00:04 1 Right Tum Total Delay 0:27:13 25 10:37:35 AM 10:37:37 AM 00:02 1 Left Tum 25 10:45:40 AM 10:45:44 AM 00:04 1 Right Tum 26 10:38:08 AM 10:38:46 AM 00:38 1 Left Tum 26 10:45:59 AM 10:46:01 AM 00:02 1 Right Tum 27 10:38:31 AM 10:39:12 AM 00:41 2 Left Tum 27 10:46:15 AM 10:46:16 AM 00:01 1 Right Tum Peak Hour Count 28 10:38:34 AM 10:39:47 AM 01:13 3 Left Tum 28 10:48:30 AM 10:48:31 AM 00:01 1 Right Tum 29 10:38:36 AM 10:39:57 AM 01:21 4 Left Tum 29 10:49:12 AM 10:49:22 AM 00:10 1 Right Tum Left Lane 30 10:38:48 AM 10:40:02 AM 01:14 4 Left Tum 30 10:50:30 AM 10:50:31 AM 00:01 1 Right Tum Exiting 31 10:38:52 AM 10:40:05 AM 01:13 5 Left Tum 31 10:51:37 AM 10:51:45 AM OD:08 1 Right Tum Totals 32 10:39:01 AM 10:40:08 AM 01:07 6 Left Tum 32 10:52:22 AM 10:52:23 AM 00:01 1 Right Tum Total Vehicles 172 33 10:40:00 AM 10:40:12 AM 00:12 4 Left Tum 33 10:53:34 AM 10:6420 AM 00:46 1 Left Tum Ave Stopped Time DO:24 34 10:41:41 AM 10:41:47 AM DO:06 1 Left Tum 34 10:53:39 AM 10:54:22 AM 00:43 2 Right Tum Max Stopped Time 02:03 35 10:42:19 AM 10:42:21 AM 00:02 1 Left Tum 35 10:64:08 AM 10:54:27 AM 00:19 3 Right Tum Average Queue 2.33 36 10:42:25 AM 10:42:28 AM 00:03 1 Left Tum 36 10:57:00 AM 10:57:06 AM 00:06 1 Right Tum Max Queue 7 37 10:42:31 AM 10:42:43 AM 00:12 1 Left Tum 37 10:57:40 AM 10:57:42 AM 00:02 1 Right Tum Total Delay 1:09:58 38 10:42:47 AM 10:43:01 AM 00:14 1 Left Tum 38 10:59:00 AM 10:59:05 AM 00:05 1 Right Tum 39 10:42:58 AM 10:43:03 AM 00:05 2 Left Tum 39 10:59:07 AM 10:59:14 AM 00:07 1 Right Tum 40 10:43:57 AM 10:44:07 AM DO:10 1 Left Tum 40 10:59:10 AM 10:59:23 AM 00:13 2 Right Tum Right Lane 41 10:44:30 AM 10:44:53 AM 00:23 1 Left Tum 41 10:59:38 AM 10:59:42 AM 00:04 1 Right Tum Exiting 42 10:46:08 AM 10:46:10 AM 00:02 1 Left Tum 42 10:59:40 AM 10:59:44 AM 00:04 2 Left Tum Totals 43 10:47AI AM 10:47:53AM 00:12 1 Left Tum 43 10:59:46 AM 10:59:49AM 00:03 1 Left Tum 44 10:47:51 AM 10:47:58 AM 00:07 2 Left Turn 44 11:00:18 AM 11:00:26 AM 00:08 1 Right Tum Total Vehicles 85 45 10:47:56 AM 10:48:04 AM 00:08 2 Left Tum 45 11:00:35 AM 11:00:39 AM 00:04 1 Right Tum Ave Stopped Time 00:07 46 10:48:00 AM 10:48:08 AM 00:08 2 Left Tum 46 11:01:26 AM 11:01:28 AM 00:02 1 Right Tum Max Stopped Time 00:30 47 10:46:46 AM 10:49:18 AM 00:32 1 Left Turn 47 11:02:18 AM 11:02:19 AM 00:01 1 Right Tum Average Queue 1.06 48 10:49:17 AM 10:49:31 AM 00:14 2 Left Tum 48 11:02:35 AM 11:02:37 AM 00:02 1 Right Tum Max Queue 2 49 10:49:24 AM 10:49:35 AM 00:11 2 Left Tum 49 11:02:48 AM 11:02:49 AM 00:01 1 Right Tum Total Delay 0:09:54 50 10:49:43 AM 10:49:45 AM 00:02 1 Left Tum 50 11:04:31 AM 11:04:42 AM 00:11 1 Right Tum 51 10:49:58 AM 10:50:09 AM 00:11 1 Left Tum 51 11:04:39 AM 11:04:49 AM 00:10 2 Right Tum 52 10:50:04 AM 10:50:15 AM 00:11 2 Left Tum 52 11:06:09 AM 11:06:10 AM 00:01 1 Right Tum 53 10:50:26 AM 10:50:27 AM 00:01 1 Left Tum 53 11:06:12 AM 11:06:14 AM 00:02 1 Right Tum 54 10:5028 AM 10:50:29 AM 00:01 1 Left Turn 54 11:06:43 AM 11:06:44 AM 00:01 1 Right Tum 55 10:50:45 AM 10:50:49AM 00:04 1 Left Tum 55 11:06:55 AM 11:06:57 AM 00:02 1 Right Tum 56 10:50:53 AM 10:50:59 AM 00:06 1 Left Turn 56 11:06:59 AM 11:07:00 AM 00:01 1 Right Tum 57 10:50:56 AM 10:51:12 AM 00:16 2 Left Tum 57 11:07:02 AM 11:07:03 AM 00:01 1 Right Tum 58 10:51:15 AM 10:51:16 AM 00:01 1 Left Tum 58 11:08:14 AM 11:08:29 AM 00:15 1 Right Tum 59 10:51:18 AM 10:51:27 AM 00:09 1 Left Tum 59 11:10:49 AM 11:10:53 AM 00:04 1 Right Tum 60 10:51:24 AM 10:51:35 AM 00:11 2 Left Tum 60 11:12:33AM 11:12:36AM 00:03 1 Right Tum 61 10:51:50 AM 10:51:56 AM 00:06 1 Left Tum 61 11:12:38 AM 11:12:40 AM 00:02 1 Right Tum 62 10:52:41 AM 10:52:47 AM 00:06 1 Left Tum 62 11:13:04 AM 11:13:06 AM 00:02 1 Right Tum 63 10:52:42 AM 10:53:03 AM 00:21 2 Left Tum 63 11:13:32AM 11:13:34 AM 00:02 1 Right Tum 64 10:52:43 AM 10:53:13 AM 00:30 3 Left Tum 64 11:14:33 AM 11:14:40 AM 00:07 1 Right Tum 65 10:53:16 AM 10:53:22 AM 00:06 1 Left Tum 65 11:14:48 AM 11:15:01 AM 00:13 1 Left Tum 66 10:53:29 AM 10:53:32 AM 00:03 1 Left Tum 66 11:14:57 AM 11:15:10 AM 00:13 2 Right Tum 67 10:54:03 AM 10:64:18 AM 00:15 1 Left Tum 67 11:15:49AM 11:16:18AM 00:29 1 Right Tum 68 10:54:13 AM 10:54:24 AM 00:11 2 Left Tum 68 11:16:10AM 11:16:23AM 00:13 2 Right Tum 69 10:55:02 AM 10:55:20 AM 00:18 1 Left Tum 69 11:16:35 AM 11:16:36 AM 00:01 1 Right Tum 70 10:55:06 AM 10:55:24 AM 00:18 2 Left Tum 70 11:18:39 AM 11:18:41 AM 00:02 1 Right Tum 71 10:55:21 AM 10:55:30 AM 00:09 2 Left Tum 71 11:18:43AM 11:18:47AM 00:04 1 Right Tum 72 10:56:00 AM 10:56:05 AM 00:05 1 Left Tum 72 11:19:36 AM 11:19:38 AM 00:02 1 Right Tum 73 10:56:09 AM 10:56:22 AM 00:13 1 Left Tum 73 11:21:38 AM 11:21:40 AM 00:02 1 Right Tum 74 10:56:13 AM 10:56:25 AM 00:12 2 Left Tum 74 11:21:43 AM 11:21:50 AM 00:07 1 Right Tum 75 10:56:17 AM 10:5629 AM 00:12 3 Left Tum 75 11:22:23 AM 11:22:27 AM 00:04 1 Right Tum 76 10:56:20 AM 10:56:35 AM 00:15 4 Left Tum 76 11:23:26 AM 11:23:33 AM 00:07 1 Right Tum 77 10:57:64 AM 10:58:04 AM 00:10 1 Left Tum 77 11:24:40 AM 11:24:45 AM 00:05 1 Right Tum 78 10:58:32 AM 10:68:40 AM 00:08 1 Left Tum 78 11:25:10 AM 1125:26 AM 00:16 1 Left Tum 79 10:58:43 AM 10:59:16 AM 00:33 1 Left Tum 79 11:25:54 AM 11:25:57 AM 00:03 1 Right Tum 80 10:59:21 AM 10:59:32 AM 00:11 1 Left Tum 80 1126:00 AM 11:26:01 AM 00:01 1 Right Tum 81 10:59:48 AM 10:59:50 AM 00:02 1 Left Tum 81 1126:41 AM 11:26:47 AM 00:06 1 Right Tum 82 11:00:15 AM 11:00:28 AM 00:13 1 Left Tum 82 11:26:59 AM 11:27:01 AM 00:02 1 Right Tum 83 11:00:31 AM 11:00:41 AM 00:10 1 Left Tum 83 11:27:52 AM 11:27:53 AM 00:01 1 Right Tum 84 11:00:33 AM 11:00:44 AM 00:11 2 Left Tum 84 11:28:12 AM 11:28:14 AM 00:02 1 Thru 85 11:00:37 AM 11:00:50 AM 00:13 3 Left Tum 85 11:28:15 AM 11:28:16 AM 00:01 1 Right Tum 86 11:00:46 AM 11:01:00 AM 00:14 2 Left Tum 86 11:28:24 AM 1128:25 AM 00:01 1 Right Tum 87 11:01:20 AM 11:01:24 AM 00:04 1 Left Tum 87 1128:28 AM 11:28:30 AM 00:02 1 Right Tum 88 11:01:54 AM 11:01:55 AM 00:01 1 Left Tum 88 11i30AD AM 11:30:11 AM 00:61 1 Right Tum 89 11:02:05 AM 11:02:06 AM 00:01 1 Left Tum 89 11:31:26 AM '11:3128 AM 00:02 1 Right Tum 90 11:02:23 AM 11:02:38 AM 00:15 1 Left Tum 90 11:32:07 AM 11:39MAM OOA4: 1 Right Tum 91 11:0323 AM 11:03:36 AM 00:13 1 Left Tum 91 m, .. 11:32:0 AM 11:32:29 AM X00:15 1 -Right Tu 92 11:04:41 AM 11:04:51 AM 00:10 1 Left Tum 92 11:32:39 AM. 11:32A3 AM -00:04 1- Right Tum. 93 11:04:48 AM 11:04:58 AM 00:10 2 Left Tum 93 11:33:27 AM 1 V33!30 AM 00:03, '.1 1 Right Tum 94 11:05:07 AM 11:05:22 AM 00:15 1 Left Tum 94 1133:57 AM 11:34:01 AM 00;04 1 Right Tum 1 Butcher Boy Plaza Exit Driveway(Right/Left Lanes) Queue/Delay Study City,State:North Andover,MA Date:Saturday 6130 12012 Time:10:30em-1:30pm PDI Filet/122978 Client:Beyside Engineering/K.Cram Client d: 2121491 Butcher Boy Plaza Exit Left Lane Butcher Boy Plaza Exit Right Lane Vehicle0 Entered Queue Left Queue Delay queue Exiling Vehicle Entered Queue Left Queue Daley Queue Fxidng In sec. Length Turn in sec. Length Turn 95 11:05:46 AM 11:06:39 AM 00:53 1 Left Turn 95 11:33:59 AM- 11:34:03 AM .00:04'- 2 Right Turn .. M 10.02. .. _. 96 11:05:50 AM 11:06:45 AM 00:55 2 Left Turn 96: 11:34:53 AM 11:34:55 AM 00:02 ,.�1 Right Turn. 97 11:05:52 AM 11:06:50 AM 00:58 3 Left Turn 97 11;33:07 AM 11:35:09 AM 00:02: 1' Right Tum 98 11:05:55 AM 11:07:04 AM 01:09 4 Left Turn 98, 11:35:17 AM 11:35:19 AM "00:02 1 .Right Turn' 99 11:06:21 AM 11:07:12 AM 00:51 5 Left Turn 99. :11:35:23 AM 11:35:29 AM 1: Right Turn, .. '1 0000 0 OA .. 100 11:06:22 AM 11:07:42 AM 01:20 6 Left Turn '100 11;36:08 AM 1136;j0 AM: :00:02. 'A "Right Tum; 101 11:06:22 AM 11:07:46 AM 01:24 7 Left Turn 101 11:36:19 AM 111:36:21 AM 00:02- t Right Turn 102 11:06:48 AM 11:07:50 AM 01:02 6 Left Turn 102: 11;3623 AM 11:36:25AM 00:02'. 1 Right Turn" 103 11:07:07 AM 11:07:58 AM 00:51 5 Left Turn 103 11:36:31 AM 11:36:33 AM 00:02 1. Right Turn 104 11:07:09 AM 11:08:00 AM 00:51 6 Left Turn 104 -11:39:01 AM- 1139:03 AM DOM 1' .Right Tum 105 11:07:41 AM 11:08:04 AM 00:23 6 Left Turn 105:" 11:39:06 AM:- 11:39:30 AM 00:24 1 Right Turn 106 11:08:16 AM 11:08:26 AM 00:10 1 Left Turn 106; 11:39:34 AM_ 11.39:44 AM! 00:10: '1 Right Tum 107 11:08:43 AM 11:08:49 AM 00:06 1 Left Turn 107 11:39:46 AM :11:39:49 AM 00:03 1 Right Turn,: 108 11:08:47 AM 11:08:53 AM 00:06 2 Left Turn 106 11:41:31;AM. 11:41:39 AM. .00:08 1 Right Tum 109 11:09:03 AM 11:09:10 AM 00:07 1 Right Turn 109 11:42:38 AM 11 A2:99 AM 00:01 9. Right Tum 110 11:09:31 AM 11:09:36 AM 00:05 1 Left Turn 110- 11:42:52 AM 11:42:58 AM: :00:06,: :1 Right Tum 111 11:09:40 AM 11:09:43 AM 00:03 1 Left Turn 111. 11:44:00 AM. 11:44:05 AM: 06:65. 1 Right Turn 112 11:09:54 AM 11:09:56 AM 00:02 1 Left Turn 112. 11:4424 AM -.11:44135 AM 00:11 1 Right turn" 113 11:10:13 AM 11:10:32 AM 00:19 1 Left Turn 113" 11:44:47 AM :11 44:52 AM. "00:05 1 Right Tum- 114 11:10:45AM 11:10:51 AM 00:06 1 Left Turn 114 .11:45:44 AM. 11.46:00 AM: 00:16 1 RlghtTum 115 11:10:63 AM 11:10:59 AM 00:06 1 Left Turn .115! 11:46:48 AM 11:47:08 AM 00:20 1 Right Tum 116 11:10:57 AM 11:11:02 AM 00:05 2 Left Turn 116 11:47:13 AM 11:47:17 AM 00:02. 1 Right Turn 11:11:01 AM 11:11:36 AM 00:35 2 Left Turn 417 11:47:21 AM '11:47:24 AM 00:03 1 Right Turn 118 11:11:40 AM 11:11:49 AM 00:09 1 Left Turn 116 11:48:64 AM- :11:49:24 AM OD:30 1 Right Tum 119 11:11:45 AM 11:11:53 AM 00:08 2 Left Turn 119 11:49:33AM 11:49:35 AM.: 00:02- 1 Right Tum 120 11:11:58AM 11:12:19AM 00:21 1 Left Turn UO 11:49:56 AM" 91:56:21,W 00:25. 1 Right Turn 121 11:12:09 AM 11:12:23 AM 00:14 2 Left Turn 121 11:50A5 AM: 11:50:46 AM 0 0:01 1 Right Turn 122 11:13:31 AM 11:13:33AM DO:02 1 Left Turn 122, 11:51:13AM 11:51:22AM 00:09 1 'Right Turn 123 11:13:40 AM 11:13:43 AM 00:03 1 Left Turn 123 11`.52:53 AM 11:52:57 AM 00:04 1 Right Tuin 124 11:14:01 AM 11:14:06AM 00:05 1 Left Turn 124, 1153:D5AM. 11:53:08 AM "00:03" 1 Right-Turn: 125 11:14:63AM 11:15:00AM 00:07 1 Left Turn 125 -11M:25AM: 11:53i35AM 00:10 1 RlghtTum" Turn 11:15:39AM 11:16:21 AM 00:42 1 Left Tu 126: 11;53:45 AM, -11:5346.AM 00:01 1 ,Right Tum " 127 11:16:23AM 11:16:29AM 00:06 1 Left Turn 127 91`.55:52.AM: 11:56:01 AM .00:09 1 Right Turn 128 11:16:59 AM 11:17:02 AM 00:03 1 Left Turn 128 11,•56:47 AM'. 11:66:59 AM 00:12 1 Right Tum 129 11:17:16 AM 11:17:22 AM 00:06 1 Left Tum 129 11:57:48 AM 11:58:01 AM :00:13 1 Thru 130 11:17:18AM 11:17:38 AM 00:20 2 Left Turn 130 11:57:56 AM 11:58:10AM 00:14 2 "Right Turn 131 11:17:27AM 11:17:40AM 00:13 2 Left Turn .131 11:59:47AM 11:59:57 AM: 00:10. 1 Right Turn 132 11:17:32AM 11:17:45AM 00:13 3 Left Turn 132: 12:00:51 PM. 12:00:53 PM. 00:02- 1 .Left Tam 0000 . 133 11:17:51 AM 11:17:54AM 00:03 1 Left Turn 133'. 12:01:66 PM '12:01:13PM: 00:07 1 Right Tum 134 11:18:01 AM 11:18:11 AM 00:10 1 Left Turn 134 12:04:51 PM 12:04:65PM" 00:04 1 Right 135 11:18:12 AM 11:18:14 AM 00:02 1 Left Turn 135 12:05:26 PM 12:05:28 PM -00:02 1 Right Turn 136 11:18:17AM 11:18:23AM 00:06 1 Left Turn 136 12:05:45 PM .12:06:08 PM 00:23 1 Right Turn 137 11:18:20 AM 11:18:38 AM 00:18 2 Left Turn 137 12:06:22 PM. 12:06:23 PM 00:01 1 Right Turn 138 11:18:26 AM 11:19:01 AM 00:35 2 Left Turn 138 12:06:41 PM 92:06:44,PM- 00:03 1 Right Turn 139 11:18:29AM 11:19:14AM 00:45 3 Left Turn 139 12:07:11 PM 12:07:12 PM 00:01 1 Right Turn 140 11:18:45AM 11:19:18 AM 00:33 3 Left Tum 140 12:0725 PM 12:07:28 PM 00:03 1 Right Turn 141 11:19:05AM 11:19:23AM 00:18 3 Left Tum 141 12:0822 PM 12:08:25 PM 00:03 1 Right Turn 142 11:19:28AM 11:19:31 AM 00:03 1 Left Turn 142. 12:09:48 PM 12:09:52 PM DO:04 1 Right Turn 143 11:19:50AM 11:19:52AM 00:02 1 Left Turn 143 12:10:04 PM 12:10:26 PM '06:22 :1 Thru; 144 11:20:57 AM 11:20:57AM 00:00 1 Left Turn 144: 12:11:15 PM :12:11:20 PM- `00:05 1. .Right Tum. 145 11:21:05AM 11:21:20AM 00:15 1 Left Turn 145 12:11:27 PM :12:11:29 PM. 00:02 1 Right Turn 146 11:21:22 AM 11:21:30 AM 00:08 1 Left Turn 146 12;12:35 PM :12:12:38 PM 00:03 1 Right Turn 147 11:21:31 AM 11:21:34 AM 00:03 1 Left Turn 147 12:13:35 PM "12:13:53 PM 00:18 1 Right Turn 148 11:21:36 AM 11:21:44 AM 00:08 1 Left Turn 148 12:13:58 PM 12:14:02PM 00:04. 1 Right Turn 149 11:21:49 AM 11:22:02 AM 00:13 1 Left Turn 149 12:14:15 PM 12:14:18 PM 00:03: 1: Right Turn 150 11:23:17 AM 11:23:38 AM 00:21 1 Left Turn 150 12:1725 PM 12:17:34 PM .00:09. 1 Right Turn 151 11:23:21 AM 11:23:43 AM 00:22 2 Left Turn 151 12117:41 PM 12:17:42 PM. 00:01 1 :Right Turn 152 11:23:23 AM 11:23:45 AM 00:22 3 Left Turn 152 12:19:02 PM, 12:19:09.PM "60:0L 1 "Right Turn 153 11:23,42 AM 11:23:51 AM 00:09 3 Left Turn 163 12:19:24 PM 12:19:25 PM 00:01 '1 -Right Turn 154 11:23:49 AM 11:23:55 AM 00:06 2 Left Turn 154 1220.02 PM- 12:20:05 PM 00:03 r1 :Right Turn 155 11:24:00 AM 11:24:03 AM 00:03 1 Left Turn 155 12:20:25"PM 12:20:26 PM 00:01 1- "Right Turn 156 11:24:10AM 11:24:12 AM 00:02 1 Left Turn 156 :122040 PM:,-12:20:46:PM: 00:06: 1 Right Turn 157 11:24:17 AM 11:24:32 AM 00:15 1 Left Turn 157 12:21:09 PM-:122111 PM 00:02-. 1 -Right Turn 158 11:24:35 AM 11:24:41 AM 00:06 1 Left Turn 158 1222:12 PM -12:22 .3 PM 00:01 .1- Right Turn 159 11:24:44 AM 11:24:49 AM 00:05 1 Left Turn .159 12:22:34 PM: 12:22:36 PM". 00:02 ;1 Right Tum' 160 11:25:16 AM 11:25:37 AM 00:21 1 Left Turn 160 12:2255 PM 12:23:15 PM" `00:26 1. RlghtTum 161 11:25:40 AM 11:25:43 AM 00:03 1 Left Turn 161- :1223:05 PM 9123:18 PM, :00:13 2 Right Turn 162 11:26:15 AM 11:26:34 AM 00:19 1 Left Turn 162 12:25:60 PMT 12;25:09 PM' -60:09.. 1- RlghtTum 163 11:26:55 AM 11:26:56 AM 00:01 1 Left Turn 163 12:25:02 PM '1225:17PM.: 00:15: 2" Right Turn 164 11:2722 AM 11:27:30 AM 00:08 1 Lett Turn 164 922529 PM 1225:31 PM: 00:02: 1` Right Tum; '.. 165 11:27:33 AM 11:27:35 AM 00:02 1 Left Turn 165 12:26.23 PM 12:26:30 PM: :00:07" 1 Right Turn 166 11:27:48 AM 11:27:49 AM 00:01 1 Left Turn 166 1226:44 PM 12:26:56 PM 00;12 I 1 Right Tum. 167 11:28:19 AM 11:28:21 AM 00:02 1 Left Turn 167 12:27:37 PM 92:2739 PM 00:02 1' Right Turn 168 11:28:37 AM 11:28:53 AM 00:16 1 Left Turn 168 1227:56 PM '12 28:02 PM 00:06 1. Right-rum 169 11:28:42 AM 11:28:55 AM 00:13 2 Left Turn 169 12'28:26 Plot `1228:27 PM 00:01 1 Right Turn 170 11:28:56 AM 11:29:00 AM 00:04 1 Left Turn 170 1228:30 PM '1228:34 PM 00:04. 1 Right Turn 171 11:29:14 AM 11:29:39 AM 00:25 1 Left Turn 171- 1228:67 PM 12:29:21 PM -00:24 1' Left Tyro 172 11:29:17 AM 11:29:42 AM 00:25 2 Left Turn 172 1229:13 PM 122933 PMT .60:20 2: Right Turn, 173 11:29:29 AM 11:29:54 AM DO:25 3 Left Turn 173 12:30:10 PM 12:30:13 PM 00:03 1 Right Turn 174 11:29:48 AM 11:29:59 AM 00:11 2 Left Turn 174 12:31:23 PM 12:31:38 PM 00:15 1 Right Turn 175, 1;1:30:18 AM :11:30:36 AM' 00:18 1 Left Turn 175 12:33:02 PM 12:33:07 PM 00:05 1 Right Turn '.. 176 11.30:50 AM. M30:51 AM '00:01 1 Left Turn. 176 12:34:18 PM 12:34:21 PM 00:03 1 Right Turn 177 11:30:55AM. 11:30:57 AM 00:02: 1 Left Tum' 177 12:3524 PM 12:3527 PM 00:03 1 Right Turn 178 71:31;10 AM .11:3 1:12 AM 0;02 1 left'rum. 178 12:35:52 PM 12:35:54 PM 00:02 1 Right Turn 179 11:32:02 AM -:11:32:30 AM 60:28 1 Left Tum 179 12:35:58 PM 12:36:02 PM 00:04 1 Right Turn 180 14:32;10 AM 11:32:34 AM :00:24, 2 Left Turn 180 12:37:08 PM 12:37:11 PM 00:03 1 Right Turn 181 11:32:16-AM 11`.32:38 AM 00:22: 3 .Left Turn 181 12:38:03 PM 12:38:08 PM 00:05 1 Right Turn 162 11:32:18 AM 11:3242 AM' 00:24 4- Left Turn 182 12:38:15 PM 12:38:15 PM 00:00 1 Right Turn '.. 183. 11:33:13 AM 11:33:45 AM "00:32 1 Left Turn 183 12:38:49 PM 12:38:52 PM 00:03 1 Right Turn 1134 11:33:21 AM, 11:33:52 AM _.00:31 2 Left Turn 184 12:41:46 PM 12:41:58 PM 00:10 1 Right Turn 185 11:311 AM 11:34:04 AM 061 3 Left Turn 185 12:42:14 PM 12:42:15 PM 00:01 1 Right Turn 166' 11:33:36.AM 11:34:08 AM .00:32 4 Left Turn 186 12:43:33 PM 12:43:35 PM 00:02 1 Right Turn 187 11:33:37AM 11:34:12 AM' 00:35 5 left Turn 187 12:44:07 PM 12:44:12 PM 00:05 1 Right Turn 06 1:3 4 .. 1000 1000. .. Left- 11:33:64 AM 11;34:16 AM. 00:22 4 Lefl Tum 188 12:44:46 PM 12:44:53 PM 00:07 1 Right Turn 2 Butcher Boy Plaza Exit Driveway(Right/Left Lanes) Queue/Delay Study City,State:North Andover,MA Date:Saturday 6130/1012 Tlme:10:30am-1:30pm PDI File#122978 Client:Bayslde Engineering/K.Cram Client 2121491 Butcher Boy Plaza Exit Left Lane Butcher Boy Plaza Exit Right Lane Vehicle# Entered Queue Left Queue Delay Q..ueT --Iun-q-j Vehicle# Entered Queue Left Queue Delay Queue Exiting In sec. Length Tum In sec. Length Tum 189 11:34:07 AM"-11:34-.22 AM 00:15° 4 Left Tum 189 12:45:00 PM 12:45:02 PM 00:02 1 Right Turn 190- 11:34:40 AM 11:34:51 AM 00:11 1 Left Tum 190 12:45:17 PM 12:45:19 PM 00:02 1 Right Tum 191 11:35:00 AM 11:35:03 AM 00:03 1 Left Turn 191 12:45:50 PM 12:45:53 PM 00:03 1 Right Tum 192 '11;35:27 AMA 11:35.53 AM 00:26. 1 .Left Tum 192 12:48:37 PM 12:48:42 PM 00:05 1 Right Tum 93 1 :11:35:55 AM 11:35:57 AM 00:02: 1 Left Tum 193 12:48:46 PM 12:48:53 PM 00:07 1 Right Tum 194 ,11:3&28 AM `11:36:43 AM 00:15:. 1 Left.Tum 194 12:48:52 PM 12:49:01 PM 00:09 2 Right Tum 195 11;36:34 AM- -11`.36:53 AM. 00:19. 2 Left Tum 195 12:49:48 PM 12:50:19 PM 00:31 1 Right Tum 196 11:3M41 AM. .11:36:56 AM 00:15 3 Left Tum 196 12:50:07 PM 12:50:22 PM 00:15 2 Right Tum 197 11:37:07 AM. 11:37:12 AM 00:05 1 Left Tum 197 12:50:45 PM 12:50:47 PM 00:02 1 Right Tum 198 1137:27 AM 11:37:28 AM 00:01 .1 Left Turn 198 12:50:52 PM 12:50:56 PM 00:04 1 Right Tum 199 `11;37:29 AMA 11:37:32 AM 00:03. 1 Left Turn 199 12:51:46 PM 12:51:59 PM 00:13 1 Right Tum 200 11:37:34 AM 11:38:12 AM 00:38 1 tefi:Tum: 200 12:52:37 PM 12:52:58 PM 00:21 1 Right Tum 201 11:38:15 AM 11:38:19 AM 00:04 1 Left Tum 201 12:54:13 PM 12:54:19 PM 00:06 1 Right Tum -202 1.11:38:51 AM -11:38:52 AM. 00:01 1 Left Tum 202 12:56:08 PM 12:56:11 PM 00:03 1 Right Tum 203 11:38:55 AM 11:38:58 AM' 00:03 1 Left Turn 203 12:56:32 PM 12:56:34 PM 00:02 1 Right Tum .204 11;39:13 AM. 1t39:25AM. 00:12 1� left Tum 204 12:57:18 PM 12:57:31 PM 00:13 1 Right Tum 205 11;4020AM 1 11:40;40 AM 00:20 1 Left Tum 205 12:57:52 PM 12:57:55 PM 00:03 1 Right Tum 206 11:40:42 AM 11:40:46 AM :00:04 1 Left Tum' 206 12:58:02 PM 12:58:08 PM 00:06 1 Right Tum 207,. 11:41:10 AM 11:41:20 AMA 00:10 1 Left Tum 207 12:58:53 PM 12:58:54 PM 00:01 1 Right Tum 208 :11:41:46 AM: 11.42:18 AM 00:38 1 Left Tum 208 1:00:16 PM 1:00:18 PM 00:02 1 Right Tum 209 11:41;49 AM 11:42:40 AM 00:51 2. Left Tum 209 1:01:06 PM 1:01:08 PM 00:02 1 Right Tum 210 11:42:07AM 11:42:44 AM '00:37: 3 Left Turn 210 1:02:32 PM 1:02:46 PM 00:14 1 Right Tum 211• 1111[42M.AM- :11`.42:48 AM' 60:37- 4 Left Tom 211 1:04:13 PM 1:04:36 PM 00:23 1 Right Tum .212 11:42:12 A.M 11:42:56 AM.- 00:44 .5 Left Tum: 212 1:05:35 PM 1:05:36 PM 00:01 1 Right Tum 213 11:42:14 AM 11:43:05 AM: 00:51 6 Left Tum 213 1:06:35 PM 1:06:37 PM 00:02 1 Right Tum 214 11:42:23AM: 11:43:16AM 00:53 .6 Left Tum 214 1:06:54 PM 1:07:03 PM 00:09 1 Thru 215 11:42:25 AM 11.43.23 AM. 00:58 7 Left Tum 215 1:07:07 I'M 1:07:13 PM 00:06 1 Thru .216. 11:42:44 AM 11:4329 AM .00:45. 6. .Left Turn 216 1:07:40 PM 1:08:05 PM 00:25 1 Right Tum 217 11:43:01 AM 11:43:31 AM, 00:30 5 Left Tum 217 1:08:26 PM 1:08:40 PM 00:14 1 Thru 216. 11;43:03 AM, 11:43:34 AM 00:31. 6 Leff Tum 218 1:09:08 PM 1:09:10 PM 00:02 1 Right Tum 219 11:43:09 AM' 11:43:37 AM :00:28 6 Left Tum 219 1:09:31 PM 1:09:37 PM 00:06 1 Right Tum 220 11:43:14 AM 11:43:42 AM: .00:28 7- (Left Tum 220 1:09:46 PM 1:09:47 PM 00:01 1 Right Tum 221 11:43:24 AM -11:43:48 AM, 00:24 6 Left Tum 221 1:10:47 PM 1:10:56 PM 00:09 1 Right Tum .222. 11:43126 AM' 11:43:50 AM 00:24 7. LOT= 222 1:11:11 PM 1:11:15PM 00:04 1 Right Tum 223' 11:43:38 AM 11:43:56 AM= 00:18- 4 Left Tum 223 1:11:38 PM 1:11:41 PM 00:03 1 Right Tum 224 11:43:43 AM- 11:44:03 AM. 00:20 4 Left Tum 224 1:11:51 PM 1:12:06 PM 00:15 1 Right Tum 225 11:43:47 AM 11:44:37 AM. 00:50 5 Left Tum 225 1:13:12 PM 1:13:29 PM 00:17 1 Right Tum 226 11:44:26 AM 11.44-.39AM :00:13 2 Left.Turn 226 1:13:37 PM 1:13:40 PM 00:03 1 Right Tum 227. 11:44:28 AM 11:44:51 AM 00:23 3 left Tum 227 1:14:17 PM 1:14:20 PM 00:03 1 Right Tum 228 11:44:30 AM 11:44:55 AM 00:25 4 Left Tum 228 1:15:32 PM 1:15:36 PM 00:04 1 Right Turn 229 11:44:32 AM 11:45:07 AM 00:35 5. Left Tum 229 1:15:40 PM 1:15:42 PM 00:02 1 Right Tum 230 11:45:02 AM 11:45:15 AM 00:13 2 Left Turn 230 1:16:24 PM 1:16:26 PM 00:02 1 Right Tum 231 11:45:14 AM 11:4527 AM 00:13 2 Left Turn 231 1:16:31 PM 1:16:35 PM 00:04 1 Right Tum 232 11:45:59 AM 11:46:07 AM 00:08 1 Left Tum 232 1:17:11 PM 1:17:29 PM 00:18 1 Right Turn 233 1846:05 AM 11:46:10AM 00:05 2 Left Turn 233 1:17:20 PM 1:17:32 PM 00:12 2 Right Tum 234 11:46:08 AM 11:46:14 AM 00:06 2 Left Tum 234 1:18:49 PM 1:18:51 PM 00:02 1 Right Tum 235 11:46:16 AM 11:4621 AM 00:05 1 Left Tum 235 1:21:32 PM 1:21:36 PM 00:04 1 Right Tum 236 11:46:20 AM 11:4623AM .00:03 2 Left Tum 236 1:21:58 PM 1:22:01 PM 00:03 1 Right Tum 237 11:47:22 AM 11:47:25 AM 00:03 1 Left Tum 237 1:21:59 PM 1:22:03 PM 00:04 2 Right Tum 23B 11:47:33 AM. 11:47.38 AM 00:05 1 LOT= 238 1:22:28 PM 1:22:31 PM 00:03 1 Right Tum 239 11:47:52 AM 11:48:20 AM 00:28 1 Left Tum- 239 1:23:40 PM 123:41 PM 00:01 1 Right Tum 240 11:47:55 AM 11:48:22 AM 00:27 2 Left Tum. 240 1:24:29 PM 1:24:30 PM 00:01 1 Right Tum 241 11:48:42 AM 11:48:46 AM 00:04 1 Left Tum 241 1:25:38 PM 1:25:39 PM 00:01 1 Right Tum 242 11:48:57 AM 11:4923 AMA 00:26 1 Left Turn 242 1:26:22 PM 1:26:23 PM 00:01 1 Right Tum 243. 11:49:01 AM 11:49:26 AM- 00:25'. 2 Left Tum 243 1:26:42 PM 1:26:43 PM 00:01 1 Right Tum 244 11:49:04 AM 11:49:31 AM 00:27 3 Left Tum 244 1:28:25 PM 1:28:27 PM 00:02 1 Right Tum 245 11:50:14 AM 11:50:19 AM 00:05 1 Left Tum 245 1:28:29 PM 1:28:32 PM 00:03 1 Right Tum 246 -11:50:19 AM 11:50:23 AM 00:04 1 Left Tum 246 1:29:19 PM 1:29:36 PM 00:17 1 Right Tum 247 11:50:28 AM 11:50:37 AM 00:09 1 Left ium 247 1:29:25 PM 1:29:40 PM 00:15 2 Right Tum 248 11:50:52 AM 11:50:58 AM .00:06 1 Left Turn 248 1:29:32 PM 1:29:46 PM 00:14 3 Right Tum 249 11:51:OOAM 11:51:31 AM- 00:31 1 Left Tum 250 11:51:17 AM 1151:37AM 00:20 -2� Left Tum 251 11:53:14AM: 11:53:22 AM 00:08' '1 Left Tum 252 111:53:27 AM 11:53:41 AM :00:14 1 Left Tum 253 11:53:39 AM 11:54:36AM: 00:57: 2- Left Tum' 254 11:5420AM '11.54:41 AM. :0021. 2. 'Left Tum 255 11:54:38 AM 11`.54:51 AM, 00:13 2 Left Turn 256 11:5448 AM 11:55:32 AM 00:44.. 2 Left Tum 267 11:54:57AM 41:55:48AM. :00:51. -2 'Left Tum 256 11:55:01 AM 11:56:08 AM 01:07' 3 Left Tum 259 11:55;03 AM 11:56:31 AM 01:28 ft. 4 Le ium 260. 11:55:06 AM .11:57:09 AM M03 5 Left Tom 261 11:55:43 AM :11:57:17 AM 61:34 5 Left Tum 262. 11:55:45AM 11:57:24 AM ;01;39 6 Left Tum 263. 11:56:46 AM. -11:58:04 AM 01:19: 4 Left Tum 264 11:57:45AM 11x8:33 AM' -00:48 '2 Left Turn: 265 11:58:31AM �11:5917AM OOA6: :2 Left Tu'm 266. 11:59:06AM 11:59:32 AM: 00:26 2- .Left Tum 267'. 11:59:27;AM- 12:00:15PM. 00:48- 2 Left Turn 268:: 12:00:11 PM 12:0014 PM 00:13. 2 Left Tum 269 12:00:21:PM 12:00:34PM 00:13. 2' Left Tum 270 12:00:30PM 12:02:30PM .02:00.. 2: Left Tum 271- 12;02:28 PM 12:02.-59 PM -00:31: 2 Left Tum .272' 12;62:36,.M 12;03:16 PM 00:38; 2 -Left Tum 273 12:02:57 PM 12:0324 PM- -00;27 3 Left Tum, 274, 12 03:03 PM 12:0329 PM 00:26. $ Left Tum 275 12:0321 PM` 12:N:21,PM 01:00' 3 Left Tum 276 12:04116,PM 12.0428PM 00:12 2 Left Tum 277 12;04:24 PM 12:04:54 PM' 00:30 2- WIT= .278 12:04;47 PM 12:05:07 PM 6010. 2. Left Sum 279 42;04,50 PM 12:0574 PM. 00:24 3 Left Tum 2 280 12i06:04.PM 120523 PM.. 00:10 3 :LeftTurn. 261 12:05:20.PM 12:06:06 PM 00:46 2 Left Turn 282, 1206:38:PM 12:06:40 PM 01;02 2 -Left turn :. ' 3 Butcher Boy Plaza Exit Driveway(Right/Left Lanes) Queue/Delay Study City,State:North Andover,MA Date:Saturday 6/3 012 01 2 Tlme:10:30am-1:30pm PDI Pile#122978 Client:Bayside Engineering(K.Cram Client 2121491 Butcher Boy Plaza Exit Left Lane Butcher Boy Plaza Exit Right Lane Vehicle# Entered Queue Left Queue Delay Queue Fxitmg Vehicle# Entered Queue Left Queue Delay Queue Exiling In sac. Length Tom In sec. Length Turn 283 12:06:38 PM 12:07;05 PM" DO27 2- LeftTum 284 12:06:46PM .12:07,34 PM 00:48 2 .LeftTum- 285 12:07:27 PM 12':08:09 PM. 00:42 2 Left Turn 286 12:06:02 PM 12:08:34 PM. 00:32 2 Left Turn 287, .12:08:10 PM 12:08:40 PM 00:30 2 Left Turn 268 12:08:14PM: -12:06A4 PM 00:30 3 LeftTum: 289 12:08:15 PM: 12:08:48 PM 00:33 -0 Left Turn 290` '12:08:17 PM :12:08:52PM :00:35- 5 Left Turn 291 12:08:29 PM 12:09:15 PM. 00:46, 6 Left Tum 292 12:08:30 PM 12:09:24 PMT- 00:64 7 Left Turn 293 12:08:54 PM 12:09:31 PM 00:37: 3 Left Tom '. 294 -12:11:09 PM: ,12:11:18 PM .60:09 1 Left Tum' 295 12:11:31 PM' 12:11:38 PM' 00:07 1 LeftTum .296 12:11:34 PDd' 12:11:41 PM .00:07- 2 Left Turn 297- 12:11:36 PM- 12:114.48 PM 00:12 3 Left Turn 298 12:12:10 PM. 12:12:15 PM' 00:05 1 Left Turn 299 :-12:12:12.PM 1212:20 IPM 00:08 2 Left Tom . 300 12:12:21-PM' 12:12:24 PM. 00:03 1. Left Turn -301' 12:12:49 PM- 12:12:57 PM 00:08 1 Left Turn 302. 12:14:64 PM .12:14:06 PM' 06:04. 1 Left Turn 363 12:14:10 PM 12:14:12 PM' 00:02 -1 Left Tom 304. 12:14:30M' 12:144.37 PM: 00:03 1 Left Turn 305 12:14:58 PM -12:15:02 PM 00:04 :1 Thla: -306 12:15:04 PM: 12:15:05 PM .00:01 1 Left Tum. 307 12:15:08,PM.. 12:15:11,PM 00:03' 1- Left Turn .308 .12:15:20 PM -12:15:28 PM .DOM 1 'Left Turn , 309 12:16:24 PM: -12:16:27 PM -00:03 1 Thru -' 310 12:16:26 PM 12:16:30PM.' '00:04 2 Left Tum. 311 42:16:32 PM, 12:16:41 PM 00:09 1 Left Turn 312:. 12:1635 PM 12:16:53 PMT .00:18 2 Left Tum. 313. 12:17:07 PM 12;17:09 PM 00:02 1 Left Turn 314: 12:17:28 PM: 12:17:43 PM: 00:16.. 1- Left Turn ' 315 1217:61 PM 12:18:09 PM: 00:18 1. left Tom 316 12:18:18 PM 1219:10PM' 00:52 1 Left Turn 317 12:18:44 PM 12:19:16 PM 06:32 2 Left Turn 318 12:18:49.PM: .12:1923PM- 00:34 3 Left Turn 319 12:18`.59 PM 12:19:26 PM 00:27 4 Left Turn 320 -12,19:36 PM 1219:45 PM 00:09 1 Left Turn '.. 321- 12:19:53 PM 12:20:18 PM 00:25 1 Left Turn '.. 322 12:20:14 PM 12:20:21 PM 00:07 2 Left Turn 323. 1220:15 PM 12:20:28 PM 00:13 3 Thru '.. 324 12:20:38 PM 12:20:42 PM 00:04 1 Left Turn '... 325 12:22:03 PM 12:22:05 PM 00:02 1 Left Turn '... 326 12:22:53 PM 12:23:12 PM 00:19 1 Left Tom 327 12:23:00 PM 1223:16 PM 00:16 2 Left Turn - 328 12:23:22 PM 122328 PM 00:06 1 Left Turn 329 12:23:26 PM 1223:32 PM 00:06 2 Left Turn '.. 330 12:23:27 PM 1223:49 PM: 00:22 3 Left Turn 331 12:23:29 PM. 12:23:52 PM :00:23 3 LeftTum" 332. 12:24:01 PM :12:24:11 PM. 00:10 1 Left Turn' 333 12:24AS PM 12:25118 PM 00:33 1 Left Turn 334 12:25:57 PM .1226:05 PM. .00:08 1 Left Turn 335 12:26:01 PM 12:26:28 PM 00:27 2 Left Turn 336 12:26:08 PM 1226:32 PM 00:24` 2 Left Tom .337 12:26:12 PM' 12:26:38 PM: 00:26 3 Left Tum 338 12:26:24 PM 1227:14 PM '00:50 4 Left Turn ' '.. 339 1226:48:PM. 12:27:18 PM' 00:30 2 Left Turn '.. 380- 12:26:49 PM 12:2723 PM 00:34 3 LeftTum '.. 341 12:26:50 PM- 12:27:33 PM 00:43 4 LeftTum -342 .12:27:45 PM 12:28:03 PM 00:18 1 Left Turn 343 12:26:48 PM '12:28:51 PM 00:03 1' Left Tom 344- 12-.2923 PM 1219:29 PM .00:06 1 Left Tom 345 12:29:36 PM. 12:29:39 PM 00:03 1 LeftTum. 348 :12:29:42 PM 12:29:48PM :00:06.. 1 Left Tum' '... 347 12:30:09 PM 12:30:28 PM 00:19 1 Left Turn 348 12:30:30 PM 12:30:32 PM 00:02 1 Left Turn 349 12:30:48 PM 12:30:50 PM 00:02 1 Left Turn 350 12:31:17 PM 12:31:40 PM 00:23 1 Left Turn 351 12:32:04 PM 12:32:07 PM 00:03 1 Left Turn 352 12:32:10 PM 12:32:17 PM 00:07 1 Left Turn 353 12:32:16 PM 12:32:35 PM 00:19 2 Left Turn 354 12:32:21 PM 12:32:39 PM 00:18 2 Left Turn 355 12:32:39 PM 12:32:45 PM 00:06 1 Left Turn 356 12:32:52 PM 12:32:54 PM 00:02 1 Left Turn 357 12:33:11 PM 12:33:16 PM 00:05 1 Left Tom 358 12:33:14 PM 12:33:17 PM 00:03 2 Thru 359 12:33:19 PM 12:33:26 PM 00:07 1 Left Turn 360 12:33:21 PM 12:33:28 PM 00:07 2 Left Turn 361 12:33:33 PM 12:33:36 PM 00:03 1 Left Turn 362 12:33:36 PM 12:33:39 PM 00:03 1 Left Turn 363 12:33:41 PM 12:33:46 PM 00:05 1 Left Turn 364 12:33:43 PM 12:33:51 PM 00:08 2 Left Turn '.. 365 12:33:49 PM 12:34:09 PM 00:20 2 Left Tom 366 12:33:51 PM 12:34:17 PM 00:26 2 Left Turn 367 12:33:52 PM 12:34:24 PM 00:32 3 Left Turn 368 12:33:54 PM 12:3427 PM 00:33 4 Left Turn '.. 369 12:33:57 PM 12:34:31 PM 00:34 5 Left Turn '.. 370 12:34:05 PM 12:34:34 PM 00:29 6 Thru 371 12:35:14 PM 12:35:20 PM DOM 1 Left Turn '.. 372 12:36:08 PM 12:36:10 PM 00:02 1 Left Turn 373 12:36:12 PM 12:36:22 PM 00:10 1 Left Turn 374 12:36:47 PM 12:37:02 PM 00:15 1 Left Turn 375 12:37:23 PM 12:37:26 PM 00:03 1 Left Turn 376 12:37:29 PM 12:37:31 PM 00:02 1 Left Turn 4 Butcher Boy Plaza Exit Driveway(Right/Left Lanes) Queue/Delay Study City,Stale:North Andover,MA Date:Saturday 6/30/2012 Time:10:30am-1:30pm PD]Flle#122978 Client:Bayside Engineering/K.Cram Client#: 2121491 Butcher Boy Plaza Exit Left Lane Butcher Boy Plaza Exit Right Lane Vehicle# Entered Queue Left Queue Deiey Queue Exiting Vehicle# Entered Queue Left Queue Delay Queue Exiting in sec. Length .Turn In sec. Length Turn 377 12:37:53 PM 12:38:04 PM 00:11 1 Left Turn 378 12:37:58 PM 12:38:11 PM 00:13 2 Left Turn 379 12:38:39 PM 12:38:45 PM 00:06 1 Left Turn 380 12:38:43 PM 12:39:17 PM 00:34 2 Left Turn 381 12:38:56 PM 12:39:22 PM 00:26 2 Left Turn 382 12:39:02 PM 12:39:28 PM 00:26 3 Left Tum 383 12:40:50 PM 12:40:68 PM 00:08 1 Left Turn 384 12:41:21 PM 12:41:26 PM 00:05 1 Left Turn 385 12:41:26 PM 12:41:35 PM 00:09 1 Left Turn 386 12:41:33 PM 12:41:47 PM 00:14 2 Left Turn 387 12:41:38 PM 12:41:39 PM 00:01 2 Left Turn 388 12:41:42 PM 12:42:03 PM 00:21 3 Left Turn 389 12:41:45 PM 12:42:18 PM 00:33 4 Left Turn 390 12:42:12 PM 12:42:35 PM 00:23 2 Left Turn 391 12:42:38 PM 12:42:40 PM 00:02 1 Left Tom 392 12:42:43 PM 12:42:56 PM 00:13 1 Left Turn 393 12:42:58 PM 12:43:02 PM 00:04 1 Left Turn 394 12:43:04 PM 12:43:24 PM 00:20 1 Left Turn 395 12:43:16 PM 12:43:27 PM 00:11 2 Left Turn 396 12:43:17 PM 12:43:36 PM 00:19 3 Left Turn 397 12:43:18 PM 12:43:39 PM 00:21 4 Left Turn 398 12:43:42 PM 12:43:45 PM 00:03 1 Left Turn 399 12:44:14 PM 12:44:16 PM 00:02 1 Left Turn 400 12:44:33 PM 12:44:35 PM 00:02 1 Left Turn 401 12:44:37 PM 12:44:40 PM 00:03 1 Left Turn 402 12:44:42 PM 12:44:53 PM 00:11 1 Left Turn 403 12:46:18 PM 12:4624 PM 00:06 1 Left Turn 404 12:46:26 PM 12:46:31 PM 00:05 1 Left Turn 405 12:46:34 PM 12:46:38 PM 00:04 1 Left Turn 406 12:46:37 PM 12:46:41 PM 00:04 2 Left Turn 407 12:46:42 PM 12:46:44 PM 00:02 1 Left Turn 408 12:46:45 PM 12:46:48 PM 00:03 1 Left Turn 409 12:46:47 PM 12:46:53 PM 00:06 2 Left Turn 410 12:46:51 PM 12:47:20 PM 00:29 2 Left Turn 411 12:47:45 PM 12:47:46 PM 00:01 1 Left Turn 412 12:47:49 PM 12:47:50 PM 00:01 1 Left Turn 413 12:48:09 PM 12:48:12 PM 00:03 1 Left Turn 414 12:48:18 PM 12:48:25 PM 00:07 1 Left Turn 415 12:48:40 PM 12:49:07 PM 00:27 1 Left Turn 416 12:49:21 PM 12:49:26 PM 00:05 1 Left Turn 417 12:49:22 PM 12:49:32 PM 00:10 2 Left Turn 418 12:49:24 PM 12:49:38 PM 00:14 3 Left Turn 419 12:49:37 PM 12:49:42 PM 00:05 2 Left Turn 420 12:49:45 PM 12:50:16 PM 00:31 1 Left Turn 421 12:51:02 PM 12:51:26 PM 00:24 1 Left Turn 422 12:51:05 PM 12:51:26 PM 00:21 2 Left Turn 423 12:51:41 PM 12:52:01 PM 00:20 1 Left Turn 424 12:51:43 PM 12:52:18 PM 00:35 2 Left Tom 425 12:52:07 PM 12:52:30 PM 00:23 2 Left Turn 426 12:52:09 PM 12:52:32 PM 00:23 3 Left Turn 427 12:52:47 PM 12:53:13 PM 00:26 1 Left Turn 428 12:53:02 PM 12:53:16 PM 00:14 2 Left Turn 429 12:53:04 PM 12:53:20 PM 00:16 3 Left Turn 430 12:53:10 PM 12:53:25 PM 00:15 4 Left Turn 431 12:53:29 PM 12:53:34 PM 00:05 1 Left Turn 432 12:56:16 PM 12:56:27 PM 00:11 1 Left Turn 433 12:56:58 PM 12:57:02 PM 00:04 1 Left Turn 434 12:57:00 PM 12:57:07 PM 00:07 2 Left Turn 435 12:57:09 PM 12:57:10 PM 00:01 1 Left Turn 436 12:57:27 PM 12:57:32 PM 00:05 1 Left Turn 437 12:57:44 PM 12:57:47 PM 00:03 1 Left Turn 438 12:57:45 PM 12:58:06 PM 00:21 2 Left Turn 439 12:57:50 PM 12:58:11 PM 00:21 2 Left Turn 440 12:58:14 PM 12:58:19 PM 00:05 1 Left Turn 441 12:58:17 PM 12:58:41 PM 00:24 2 Left Turn 442 12:58:33 PM 12:68:45 PM 00:12 2 Left Turn 443 12:58:35 PM 12:58:50 PM 00:15 3 Left Turn 444 12:58:57 PM 12:56:59 PM 00:02 1 Left Turn 445 12:59:17 PM 12:59:20 PM 00:03 1 Left Turn 446 1:00:13 PM 1:00:14 PM 00:01 1 Left Turn 447 1:00:32 PM 1:00:34 PM 00:02 1 Left Turn 448 1:00:53 PM 1:01:00 PM 00:07 1 Left Tum 449 1:01:02 PM 1:01:04 PM 00:02 1 Left Turn 450 1:02:20 PM 1:02:48 PM 00:28 1 Left Turn 451 1:03:55 PM 1:04:05 PM 00:10 1 Left Turn 452 1:04:02 PM 1:04:07 PM 00:05 2 Left Turn 453 1:04:09 PM 1:04:11 PM 00:02 1 Left Turn 454 1:05:11 PM 1:05:14 PM 00:03 1 Left Turn 455 1:05:52 PM 1:05:55 PM 00:03 1 Left Turn 456 1:06:13 PM 1:06:28 PM 00:15 1 Left Turn 457 1:06:40 PM 1:06:56 PM 00:16 1 Left Turn 458 1:06:59 PM 1:07:04 PM 00:05 1 Left Turn '.. 459 1:07:27 PM 1:07:31 PM 00:04 1 Left Turn 460 1:07:34 PM 1:07:49 PM 00:15 1 Left Turn 461 1:07:47 PM 1:07:59 PM 00:12 2 Left Turn '.. 462 1:08:09 PM 1:08:12 PM 00:03 1 Left Turn 463 1:08:13 PM 1:08:16 PM 00:03 1 Left Turn 464 1:08:17 PM 1:08:21 PM 00:04 1 Left Turn 465 1:08:51 PM 1:08:52 PM 00:01 1 Left Turn 466 1:09:17 PM 1:09:25 PM 00:08 1 Left Turn 467 1:09:27 PM 1:09:41 PM 00:14 1 Left Turn 468 1:09:57 PM 1:10:01 PM 00:04 1 Left Turn 469 1:10:03 PM 1:10:06 PM 00:03 1 Left Turn 470 1:10:29 PM 1:10:42 PM 00:13 1 Left Turn ' 5 Butcher Boy Plaza Exit Driveway(Right/Left Lanes) Clueue/Delay Study City,State:North Andover,MA Date:Saturday 613 012 01 2 Time:10:30am-1:30pm PDI File#122978 Client:Bayside Engineering/K.Cram Client 2121491 Butcher Boy Plaza Exit Left Lane Butcher Boy Plaza Exit Right Lane Vehlcle# Entered queue Left Quauo Daley Qusue Exiling V-717. Entered Queue Left Qusue Delay Qoeua Exiting in soc. Length I Turn in sec. Length Tom 471 1:10:45 PM 1:10:56 PM 00:11 1 Left Turn 472 1:10:59 PM 1:11:09 PM 00:10 1 Left Turn 473 1:11:32 PM 1:11:45 PM 00:13 1 Left Turn 474 1:11:34 PM 1:11:47 PM 00:13 2 Left Turn 475 1:12:09 PM 1:12:13 PM 00:04 1 Left Turn 476 1:12:23 PM 1:12:28 PM 00:05 1 Left Turn 477 1:12:58 PM 1:13:31 PM 00:33 1 Left Turn 478 1:14:23 PM 1:1425 PM 00:02 1 Left Turn 479 1:14:49 PM 1:14:55 PM 00:06 1 Left Turn 480 1:15:22 PM 1:15:36 PM 00:14 1 Thm 481 1:16:18 PM 1:16:25 PM 00:07 1 Left Turn 482 1:16:46 PM 1:16:48 PM 00:02 1 Left Turn 483 1:16:64 PM 1:16:57 PM 00:03 1 Left Turn 484 1:16:58 PM 1:17:02 PM 00:04 1 Left Turn 485 1:17:05 PM 1:17:33 PM 0026 1 Left Turn 486 1:17:18 PM 1:17:35 PM 00:17 2 Left Turn 487 1:18:17 PM 1:18:21 PM 00:04 1 Left Turn 488 1:18:23 PM 1:18:30 PM 00:07 1 Left Turn 489 1:19:00 PM 1:19:06 PM 00:06 1 Left Turn 490 1:19:03 PM 1:19:13 PM 00:10 2 Left Turn 491 1:19:21 PM 1:19:34 PM 00:13 1 Left Turn 492 1:19:31 PM 1:19:43 PM 00:12 2 Left Turn 493 1:19:58 PM 1:19:58 PM 00:00 1 Left Turn 494 1:20:50 PM 1:20:57 PM 00:07 1 Left Turn 495 1:20:52 PM 1:21:39 PM 00:47 2 Left Turn 496 1:20:56 PM 1:21:41 PM 00:45 3 Left Turn - 497 1:21:11 PM 1:21:45 PM 00:34 3 Left Turn 498 1:21:35 PM 1:21 All PM 00:14 4 Left Turn 499 1:21:37 PM 1:22:05 PM 00:28 5 Left Turn 500 1:21:38 PM 1:22:09 PM 00:31 6 Left Turn 501 1:22:33 PM 1:22:35 PM 00:02 1 Left Turn 502 1:22:42 PM 1:22:52 PM D0:10 1 Left Turn - 503 122:46 PM 1:23:45 PM 00:59 2 Left Turn 504 1:22:58 PM 1:23:48 PM 00:50 2 Left Turn 505 123:00 PM 1:24:03 PM 01:03 3 Left Turn 506 1:23:09 PM 1:24:06 PM 00:57 4 Left Turn 507 1:23:44 PM 1:24:09 PM 00:25 5 Left Turn 508 1:23:51 PM 1:24:15 PM 00:24 4 Left Turn 509 1:23:53 PM 1:24:18 PM 00:25 5 Left Turn 510 1:24:26 PM 124:41 PM 00:15 1 Left Turn 511 1:24:34 PM 1:24:59 PM 00:25 2 Left Turn 512 1:24:35 PM 1:25:03 PM 00:28 3 Left Turn 513 1:24:36 PM 1:25:15 PM 00:39 4 Left Turn 514 1:24:57 PM 1:25:21 PM 00:24 4 Left Turn 515 1:25:29 PM 1:25:32 PM 00:03 1 Left Tum 516 1:25:34 PM 1:25:43 PM 00:09 1 Left Turn 517 1:25:44 PM 1:25:55 PM 00:11 1 Left Turn 518 1:25:49 PM 1:26:19 PM 00:30 2 Left Turn 519 1:25:51 PM 1:26:27 PM 00:36 3 Left Turn 520 125:52 PM 1:26:30 PM 00:38 4 Left Tum 521 1:26:31 PM 1:26:35 PM 00:04 1 Left Turn 522 1:27:05 PM 1:27:16 PM 00:11 1 Left Turn 523 1:27:33 PM 1:27:38 PM 00:05 1 Left Turn 524 1:27:59 PM 128:05 PM 00:06 1 Left Turn 525 1:28:18 PM 1:28:23 PM 00:05 1 Left Turn 526 1:28:35 PM 128:39 PM 00:04 1 Lek Tum 527 1:28:37 PM 1:28:42 PM 00:05 2 Left Turn 528 1:28:49 PM 1:29:04 PM 00:15 1 Left Turn 529 1:28:51 PM 1:29:07 PM 00:16 2 Left Turn 530 1:28:54 PM 1:29:20 PM 00:26 3 Left Turn 531 1:28:56 PM 1:29:34 PM 00:38 4 Left Turn 532 1:29:11 PM 1:29:42 PM 00:31 3 Left Turn 533 1:29:29 PM 1:29:44 PM 00:15 3 Left Turn 6 Seasonal Adjustment Worksheets Fcuu3i u3 c0 u7 ui O V- � O r O ° 0 in 0) O 0) 0) � ® 0) 0) O ® O O � O O :1 O N O 0) Lo M m O V- M U 0) O) O 01 03 0) 01 O 0) 0) 1 10 ® O' �' O O O O t O O ° q �. 0) O M M M N CV (0 r ao uj ao 0) o? 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NM W�d'�NM O W W OOCDO(�Cn'ci'Mtn W W OIOO MOCONO W LL(O M N M Q LL i >LL r O Ch O M >LL 0 r W N M CO CD COO LO LO t2 M M Cl) M O o UJ t, O M O M CA tt tt r Z ui Z a Q �ZN�O�W�r�r O Z p�p���n O o 0 0 o O o e o 0 r 0) o° o° (D° (D (n Me pe de NZoc oo rno Moo )nZoa o0 0o aoo 0 Z c d'pr(q 0Q a0 QN`�CO`�NCO QOCD COr00rtl0�Y'd' QON0 It Nrtt0 t` O m c N Z M W ( r d' Z no M ID ' CO ' M Z"7(O O ' N ' O O in CID to ID LO M Cl) M M V' r N (D 0 CA 7 N n m N f" 04 r N N N �6 0 0 0 0 �0 0 0 0 �0 0 0 0 0 �0 0 0 0 0 W o N n O m }� m a 0 °cQQ w G 00 o w� N W N CV d It U 1 ti o N d G Z d o rd r r r •� Ld N N N O C O � ri O M d U A r O 0 N O " rd ro U CU N N m �+ WCV M C A dP ti � W� r r N Ln N o >1 N �4 4J D R, U Q coo co rn y C' C <Cli CO Ci o U LO r r j O da 41 •H N 3 Z J O o M c, N d� N N N W m t Z 0 O N 0 N o Q 3 O O N m m z co o O Z)c!, M (O o CO O V V r r r O 0 z Lq C ti o U') (D Cl) V r r r Z o_ co ~ N M ui F- QC; Mc uo•� co �' Lci vt d U. r r r 0 H N 2i C O N N Lc) W I— m r-o M N LL U(,oM LO 0 cl ❑ r Z Q N Z Z )oMo O �t N fA �o o 0 Crash Worksheets �' " m� m� � mi g � i i �€ Bj8 t t if fill if f 21 'E 521 5: �Zs Is 511. E. C11 a i b. Z o CL ral co c4 12 19 Is p nl ;j A R R A $ $ m $ $ s x w w B w N r e H r E @E t��urc G�rc t+a t�rc - o$ ° Am d 3 3 3 3 a n > EEi ESg >s >s >6 >s P� z ,i &e i� zB Ses Se's $e'a Sit g °eo e% �$I "es "ns >ET EE AEI >`E E 5E €' co N E? E E° E° EL Ep N E° EE m m fp Fa r�. F o >'SI d M o � gy •O b gg€ - Y 0 z a Ix _ _- e O b O M Z «° « « « « w m « g « « « « C E « & 8 S « S 8 o o B 5 � fa € `, a y €=grg€igg rc r 8 €=so as �s=l F � P � P RN w o 4 _ 0 ZO ,N ffi � o g � Q� ffi ffi ffi ffi NOSSAW/wry CRASH RATE WORKSHEET CITY/TOWN : N. Andover, MA COUNT DATE : June/July 2012 MHD USE ONLY DISTRICT : 5 UNSIGNALIZED : SIGNALIZED : Source#� INTERSECTION DATA ................................................................. ............................ .......................................................................................................................................... MAJOR STREET : Osgood Street ST# MINOR STREET(S) : Great Pond Road ST# ST# ST# l� ST# INTERSECTION North INTERSECTION DIAGRAM REF# (Label Approaches) Peak Hour Volumes APPROACH : 1 2 3 4 5 Total Entering DIRECTION : EB WB NB SB Vehicles VOLUMES (PM) : 9 321 1,481 848 2,659 "K" FACTOR : 0.078 APPROACH ADT : 34,090 ADT=TOTAL VOU"K"FACT, TOTAL#OF 16 #OF AVERAGE#OF 5.33 ACCIDENTS : YEARS : 3 ACCIDENTS (A) : ....................................................................................................................................... CRASH RATE CALCULATION : (A*1,000,000 EEI ) RATE _ (ADT*365) Comments : ANS11611wry CRASH 'TE WORKSHEET CITY/TOWN : N. Andover, MA COUNT DATE : June/July 2012 MHO USE ONLY DISTRICT: 5 UNSIGNALIZED : SIGNALIZED : Source#� INTERSECTION DATA — ....................................................................................................................................................................................................................................... . MAJOR STREET : Osgood Street ST# MINOR STREET(S) : Butcher Boy Entrance ST# ST# D ST# D ST# O INTERSECTION North INTERSECTION DIAGRAM REF# (Label Approaches) Peak Hour Volumes APPROACH : 1 2 3 4 5 Total Entering DIRECTION : EB WB NB SB Vehicles VOLUMES (PM) : 0 0 1,362 926 2,288 "K " FACTOR : 0.078 APPROACH ADT : 29,333 ADT=TOTAL VOU"K"FACT. TOTAL#OF #OF AVERAGE#OF ACCIDENTS : 7 YEARS : 3 ACCIDENTS (A) : 2.33 ........................................................................................................................................................................................................................................ CRASH RATE CALCULATION : 0.22 RATE _ (A•1,000,000) (ADT 365) Comments : NNS111111wry CRASH RATE WORKSHEET CITY/TOWN : N. Andover, MA COUNT DATE : June/July 2012 MHO USEQNLY DISTRICT : 5 UNSIGNALIZED : L__-J SIGNALIZED : Source#� -- INTERSECTION DATA ................................................................................................................................................................................................... MAJOR STREET : Osgood Street ST# MINOR STREETS) : Butcher Boy Exit/Commerce Way ST# ST# ST# ST# INTERSECTION North INTERSECTION DIAGRAM REF# (Label Approaches) Peak Hour Volumes APPROACH : 1 2 3 4 5 Total Entering DIRECTION : EB WB NB SB Vehicles VOLUMES (PM) : 64 300 1,053 700 2,117 "K" FACTOR : 0.078 APPROACH ADT : 27,141 ADT=TOTAL VOU"K"FACT. TOTAL#OF #OF AVERAGE#OF 1.67 ACCIDENTS : 5 YEARS : 3 ACCIDENTS(A) : .............................................................................................................................................. CRASH RATE CALCULATION : 0.17 RATE _ (A*1,000,000) (ADT`365) Comments : Traffic Growth Data dM' W CO-Vd;' Q r d N'td NMN ' p }O M LO N M O c (o N W N ' M W N O }COD (WD (WD M M }M M M M }� M M r r r r r r Cl) Q 8 C)< O Q W Q UOo(OoOo M UnoW��oO W����M°V\-r C°C�.)N W ONd'Op'T Nd'a0 W(O,(0 W MN't W pco 0) 00 M O d �rNt' QO O to h W N N W c0 co CD 6) .N- L7(O (p LO (O O M M M M O cN- Cl)_ 04 0O .M- h N C14 7 ti O d'\�\°(O >d'\°N\°�\°O >M�Mo No Oo M >����r�N�O 0 W o C:,o Mo 00o po Cho p W° O W M N° (o° M° (O° r O N O Op(V(O p O 00(V W�i (h O N O M O co M M'�M z r r O O Cl)�' cq Z(o (n <r Z Di 00 r Z r d co Oi v r 00 Co LO (o W (O (O W M Cl) Cl) M C-4 M M N C4 N N N C\l F-N tn o O O 0 MO (A ~M � 00o(O ~(O°Lc) Cl)o NN° (O U'j O � M p o N N O W O NW O O M r M N 006 M O 7 O M (V (o (O (o Co It (D n r M co d <Y [t M 7 d M N a M M lL W (A r °0 LL�\°'t 0) P,N IL CO ro No OOo00 n Noro00 LOo O CL o o W° co V O CA O r (n d' W(O Cl)M C�00 (O M W �(f ��N M O W Cj Ce °J W O W con W O N (D N Cp co(O�CA r QQ' - N N W W O O W O co M W F. n. n rM- o d' d' co M -It Cl) -tt r C J O CWh C7W�a �f�o C7 ���Mo Ococ 00(no r OWo no Ito ro(n Q n° N° M° M �Np W° W �MN�N�V'(O�N Dm to �-(MV00 N0) �M(V COM�(O� Q(O> (O�O�(D QO n n ' N Q� r N W O Q W W 0�0 d' M M d' r Cl) Cl) r r r Q Z ZJ W d' 000 Nor JWO�N JMo Mo(Oo Mo O JMo no Oo Wo(O CV o ro Oo mot° M rc)00'co(D O CD t W r-c-NN MOtD d' (OMM Cl)O -)m�W�cN! -)N 'd_ r "Z -7 M N (O W O W (P N ' Cl) W N Z ONO t- W N M Cl) Cl) Cl) r r Cl) r N � M � M 0 O � O N ca O Z \°(0 C') D�(D Z \°r\°N\O ZOpo Oo(Oo�-o�- ZMo.Mo(Oo'�7'o M Z MOW COpN(D r0(N �Oi-M(pMp0 co DODO rN NNON Z)c)d'(O 0)NMO NO V M 00 n Co LO r Or n Q d' 'ct ' Cl) Cl) cam- (Y) r It CY) aN- M m Cl) a j } O ro � oo O W �- O i W � �Q N o N o OD o't C >Q U) 0) ON O CO r -W 04 00 0^(7 d O� (i�, O O Co Co O) "1 O LI ��Y M � co W co Z (0 O ( D) p A V CD t n W W Z M V M Cl) � � Cl) cM- Cl) C\l N N r r Q � ' (M W N Cl) O �No Oo(Oo(D u'�Oo 0o No(fl �d'o CDo�o No(A wNo ro Mo V)'.Z�i' V mod,n° V'C.7 NO(O�O Oast CV�-CV Lr) W CLto 0NO(o�-(OOn W O- t W O(ANMON W LL Q c i K? (O N h =Q W W (n N F®Q CD O W Cn �°Q tt M (A r (O co CO to M M M F- CA 00 CA W r W W W to aD W N N O CC) (o CD (D (o Cl) M M M U. M M Cl) M M LL d' N N M Cl) O p p Z = _ O v Z O o 0 o O o 0 0 �O�M�W�r wC)ro Mo Oo(O Z w— Mo ro Oo to to Q W Nto C°\i)OCO MC°,�.)� LLIQdM.°��(V�pCMV Z Q W LnWNNMOM W Qv(Dr�W OON(O p) r W W O W CO (P O N ' �N (0) ' r O ' W N M O 00 O 1 (O 00 00 M CD' 00 r M M (o 0) O (o W CD co (D co l0 d' Cl) co Cl) CF) N M r r r r r N r r uj r Z O ' Om�o�o(�Do�oM Z W M (ODC°\V Nom W W W OCNOm��dTM(O W WOi00d'(~OCNDNO WLL IQ MMNNco Q LL� r M�O >LL— W M O M �!LL(.0 r W N Cl) (9 co R C) 00 F M m M O co ) o M O M 0 v v r co co (n LO o Z N 04 Z O O a a 0 ? N M N N r W ZC-4 War\�- ,°Z W\W\ro r NZoo oo Oo Mo O (OOZOo Oo W o W o O r O° O° O° co° CD Q(`�° (o° d'� QOCD(D c-W�W d'd' QONO't 04 'd'O Z�°?�O-. (C!V'NCOW Z 7N i COIN O Z �O M (O (O (O Z'7 CO O N O O O r O m P N 00 r r d 0 v' N (p O M (U N r (O Co W Lo (o M M M M H N M M M N f:. N N N N �m r w rn Wm m r W rn (n m r W rn �0 0 o 0 0 > o 0 o O >-0 0 0 o o }o o O o o N OD W n korn ko O <� oQ o� w WN.o W OocoIq in N (V d U) W11 U 41 >.-o(o co (d Z R - 0O Cl) 00 a q cn d �f o r r r •,{ m 41 v 41 4J C) 0 C) 0 b zt a 0 0 N o a co ro ro V o N co " O n Ln >- y ° Q s4 41 O rn a u Q coo c) � q eo QNMCO co G a' Lu LO r �2 O O Q J-, O J •14 41 '.. ti as 1\ O �O N� O N N U) O r •r1 N o N �O co N rn co C7 ca d jD N M W (�O O (o u> a Q lz O O O } ti Q o m M c) 2 2 L o n V U) co Cl) r r Z O � V uia� 0 o W 1- Q�n c L LL r r r O 2 F Qd m c O N N :1 �2 r w F- M r—CO N OLl-co M � O C r C\ Z Ln Q N r z 00 o O �O M Ln V r r r O o O Trip Generation Worksheets Proposed Drive-In Bank, North Andover, MA Land Use Code(LUC)912 -Drive-in Bank Source: Institute of Transportation Engineers (ITE)- 8th Edition Average Vehicle Trips Ends vs: 1,000 Sq. Feet Gross Floor Area Independent Variable(X): 3.672 ksf AVERAGE WEEKDAY DAILY T= 148.15 * (X) No Formula,7 Studies 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 * (X) No Formula,26 Studies 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) No Formula,71 Studies 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) No Formula, 5 Studies T= 86.32 * 3.672 T= 316.97 T= 316 vehicle trips with 50% ( 158 vpd) entering and 50%( 158 vpd)exiting. SATURDAY MIDDAY PEAK HOUR OF GENERATOR(No Data) T= 26.53 * (X) No Formula, 39 Studies T= 26.53 * 3.672 T= 97.42 T= 97 vehicle trips with 52%( 50 vph) entering and 48%( 47 vph)exiting. 912-SF 3: Casa Blanca Driveway& Osgood Street 2012 Existing AM Peak Hour Volume L"ane`Group „' : ; EBL EBT EBR WBL :WBT 'WBR NBL . ':NBT NW Volume(vph) 0 0 2 376 0 54 4 447 0 67 813 1 Confi Peds. (#/hr) Confl.Bikes(#/hr) Peak'Hour Factor 0.92 0:92 0:50 0.87 0.87 0.87 0.82, 0.82 0.82 0.94 0.94 0.94 Growth Factor 100% 10.0% 100% 100% 100% 100% 100% 100% 100%° 100%° 100% 100% Heavy Vehicles(%-) 2% 2% 0016 4% 0%0 6% 25% 5% 5% 13°I° 4 1 '- _- Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic(%) 0% 0% 0% 0% Adj.Flow(vph) 0 0 4 432 0 62 5 545 0 71 865' 1 Shared Lane Traffic(%) Lane Group Flow(i+ph) 0 4 0 0 49.4 0 0 550 0 0 937 0 w , �ntersection;Summary '` ay Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2012ax.syn Synchro 7- Report Page 2 3: Casa Blanca Driveway& Osgood Street 2012 Existing AM Peak Hour Queues ane'Group. EBT Lane Group Flow(vph) 4 494 550 937 v/c Ratio 0A1: 0.86 0.39 0:77 Control Delay 0.0 36.6 13.1 19.9 Queue Delay 0.0 0:0 0.0 0.0 Total Delay 0.0 36.6 13.1 19.9 Queue Length 50th(#t) 0' 167 75 157 Queue Length 95th(ft) 0 #365 96 222 Internal Link Dist(ft) 102 1003 768 147 Turn Bay Length(ft) Base Capacity.(Vph) 733 629 1859 1633 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn' 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio ov 0.7-6 0.30 0.57 # 95th percentile volume exceeds capacity,queue maybe longer. Queue shown is maximum after two cycles. QAProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12012ax.syn Synchro 7- Report Page 3 3: Casa Blanca Driveway& Osgood Street 2012 Existing AM Peak Hour HCM Signalized Intersection Capacity Analysis Movement r'<EBL EBT . rEBR . 'WBL ''WBT ` :WBR . .;:.NBL Lane Configurations c � Volune,(vph) 0 0 2 376 0 54 4 447 0 67 813 1 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane,Width 12` 12 12 16 16 16' 12 12 12 11 i'1 11. Total Lost time(s) 6.0 6.0 6.0 6.0 Lane utiii Factor 1.00 1.00 0.95 .0.95. Frt 0.86 0.98 1.00 1.00 Fit Protected 1:00 0,96 1.00 1:00 Satd.Flow(prot) 1644 1945 3431 3312 Flt Permitted 1.00 0.75 0.95 0.86 Satd.Flow(perm) 1644 1523 3247 2854 Peak-hour.factor,PHF 0_.92 0.92 0.50 0.87 0.87 .0.87 0.82 0.82 0.82 0.94 0.94 0.94 Adj.Flow(vph) 0 0 4 432 0 62 5 545 0 71 865 1 RTOR Reduction(vph) 0 2 0-. 0 7 .0 O. 0: 0 0 0; 6 Lane Group Flow(vph) 0 2 0 0 487 0 0 550 0 0 937 0 Heavy Vehicles(%) 2% 26/o 0% 4% 0% 6 25 5% 5% 15% 4%. 100% Turn Type Perm Perm Perm Perm Protected .Phases 4 8 2' 6 Permitted Phases 4 8 2 6 Actuated Green,G(s) 23:4 23.4 .26.9 26.9. Effective Green,g(s) 23.4 23.4 26.9 26.9 Actuatedg/C Ratio 0.38 0.38 0.43 0.43 Clearance Time(s) 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 _ 3.0 3.0 Lane Grp Cap(vph) 617 572 1402 1232 v/s Ratio Prot 0.00 v/s Ratio Perm c0.32 0.17 c0.33 A Ratio 0.00 0.85 0.39 6.76 Uniform Delay,d1 12.2 17.9 12.1 15.0 Progression Factor 1.00 1.00 1.00 1.D0 Incremental Delay,d2 0.0 11.7 0.2 2.8 Delay(s) 12.2 29.5 12_.3 17.8 Level of Service B C B B Approach Delay(s) 12.2 29.5 123 17.8 Approach LOS B C B B HCM Average Control Delay 19.2 HCM Level of Service B HCM Volume to Capacity ratio 0.80 Actuated Cycle Length(s) 62.3 Sum of lost time(s) 12.0 Intersection Capacity Utilization 8216/. ICU Level of Service F Analysis Period(min) 15 c 'Cdcai Lane Group 0:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2012ax.syn Synchro 7- Report Page 4 3: Casa Blanca Driveway& Osgood Street 2012 Existing AM Peak Hour Timing Report, Sorted By Phase Phi se'Number�� � ��.2 -„ �`r 4 "'Y' � Movement NBTL EBTL SBTL WBTL Lead/Lag` Lead-Lag Optimize Recall Mode Miin Min Min M,in Maximum Split(s) 41 31 41 31 Maximum Split(0/p) 56:9% 43.1% 56.9% 43.1% Minimum Split(s) 35 10 35 10 Yellow Time(s) 4 4 4 4 All-Red Time(s) 2 2 2 2 Minimum Initial(s) 4 4 4 4 Vehicle Extension(s) 3 3 3 3 Minimum Gap(s) 3 S 33 3 Time Before Reduce(s) 0 0 0 0 Time To Reduce(s) 0 0 0 0' Walk Time(s) Flash Don't Walk(s) Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes. Yes Yes Start Time(s) 0 41 0 41 End Time(s) 41 0 41 0 Yield/Force Off(s) 35 66 35 66 Yield/Force Off 170(s) 35 66 35' 66 Local Start Time(s) 0 41 0 41 Local Yield(s) 35 66 35 66 Local Yield 170(s) 35 66 35 66 Intersection Summary Cycle Length 72 Control Typed Semi Act-Uncoord Natural Cycle 65 Splits and Phases: 3:Casa Blanca Driveway&Osgood Street 02 —4- $„oal4i 4T,' l o6 es Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2012ax.syn Synchro 7- Report Page 5 6: BB Entrance & Osgood Street 2012 Existing AM Peak Hour Lanes and Geometrics WBL WBR. °.NBT NBR i' SBL, ` 813T Lane Configurations �, Ideal-Flow Nphpl) 1900 1900 1900 1900 1900 1900- Lane Width(ft) 12 12 12 12 12 12 Grade(%) 0% 00/. 061. Storage Length(ft) 0 0 0 300 Storage Lanes 0 0' 0 1 Taper Length(ft) 25 25 25 25 Lane tltil.Factor i.00 1.00 0.95 0.95 1.00 0.95_ Ped Bike Factor Fri: 0.970 Flt Protected 0.950 Satd. Flow,(prot) 0 0 3360 0 1770 3.4.71_ Flt Permitted 0.950 Satd.flow(perm) 0 0 3360 0 1776' 3471 Link Speed(mph) 30 30 30 Link Distance(ft) 300 227 383 Travel Time(s) 6.8 5.2 8.7 hnterse`it,fon,'Summary Area Type: Other Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2012ax.syn Synchro 7- Report Page 6 6: BB Entrance & Osgood Street 2012 Existing AM Peak Hour Volume Lane Group WBL �WBR Volume(vph) 0 0 401 100 44 881 Confl.'Peds.(Whr) Confl.Bikes(#/hr) Peak.Hour Factor 0.92 0.92 0.89 089 0.90 0.90 Growth Factor 100% 100% 100% 100%° 100% 100% avyVehicles(%) 0% 0% He 5% 1%° 2% 46/0 Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (.0r) Mid-Block Traffic(%) 0% 0% 0% Adj.Flow(vph) 0 0 451 112 49 979 Shared Lane Traffic(%) Lane Group Flow.(vph) 0' 0 563 0 49 979 Inter secton:Siimhary a Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12012ax.syn Synchro 7- Report Page 7 6: BB Entrance & Osgood Street 2012 Existing AM Peak Hour HCM Unsignalized Intersection Capacity Analysis Movement.., Lane Configurations r I tt Volume.(veh/h)' 0 .0 401 100' 44 881 Sign Control Stop Free Free Grade_ 0% 0% 0% Peak Hour Factor 0.92 0.92 0.89 0.89 0.90 0.90 Hourly flow rate'(vph) 0 0 451 1-12 49 979 Pedestrians Lane Width(ft)` Walking Speed(ft/s) Percent'Blockage' Right turn flare(veh) Median type; None None Median storage veh) Upstream signal(ft) 227 pX,platoon unblocked 0.91 0.91 0.91 VC,conflicting volume 1094 '281 563 vC1,stage 1 conf vol vC2,stage 2 coiif viol vCu, unblocked vol 903 9 318 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF'(s) 3.5 3.3 2.2 p0 queue free% 100 100 96 cM capacity(veh/h) 244 979 1126 Direction;Lane# NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 300 263 49 489 489 Volume Left 0 0 49 0 0 Volume Right 0 112 0 0 0 cSH 1700 1700 1126 1700 1700 Volume to Capacity 0.18 0.15 0.04 0.29 0.29 Queue Length 95th(ft) 0 0 3 0 0 Contrd Delay(s) 0.0' 0.0 8.3 0.-0 0.0. Lane LOS A Approach Delay(s) 0:0 0:4 Approach LOS intersection`5ummary ' ,, ^' ', , Average Delay 0.3 Intersection,CapacityUtiilization 27.7% ICU Level of Service A Analysis Period(min) 15 Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2012ax.syn Synchro 7- Report Page 8 8: Commerce Way& Osgood Street 2012 Existing AM Peak Hour Lanes and Geometrics Larie'GroOp .';' EBL :EBT ..t .EBR . ;WBL ='WBT - >WBR •`�i NBL NBT;i;, NBR; SBL', .. S4T ., SBR Lane Configurations r +Tt tT,) ideal Flow(Jphpl) 1900 1900 1960 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 13 13 13 13 12 12 12 12 12 12 12 12 Grade No) 0% 0% 061. 0% Storage Length(ft) 0 0 0 0 0 0 0 0 Storaoe Lanes 0 0 0. 1 0 0 0' 0 Taper Length(ft) 25 25 25 25 25 25 25 25 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1:00 0.95 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor Frt 0.903 0.850 0_.997 Fit Protected 0.986 0.953 0.996 Satd.Flow Q 0 1793 1615 0 8414: 0 3455 0 Flt Permitted 0.986 0.953 0.996 Satd.Flow(perm) Ot 1481 0` 0 1793 1615 0 3414 0 0; 3455; 0 Link Speed(mph) 30 30 40 40 Link Distance(ft) 360 315 383 811 Travel Time(s) 8.2 7.2 6.5 13.8 4nte"rsectior Summary Area Type: Other Q:\Projects\12 PROJECTST121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\TrafficlCA\2012ax.syn Synchro 7- Report Page 9 8: Commerce Way& Osgood Street 2012 Existing AM Peak Hour Volume Lane Group. EBL EBT' .=,EBR ,::,WBL ,;.WBT. ;WBR: NBL, tNBT <'`'NBR S8L. SBT.' ".SBR Volume(vph) 6 0 16 73 1 21 33 368 0 0 836 16 Confl.Peds.(#lhr); Confl.Bikes(#/hr) Peak Hour Factor 0.61 0.61 0:61 0.88 0.88 0.88 0.95- 0.95 0.95 0.92 0.92 0.92 Growth Factor 100% 100% 100% 100% 100%° 100% 100%° 100% 100% 100% 100% 100%° Heavy Vehicles,(%) 18% 18% 18% % 1% 0% 9% 5% 0%. 0% 4% 13% Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#mr) Mid-Block Traffic(%) 0% 0% 0% 0% Adj.Flow(vph) 10 0 26 83` 1 24 35 387 :0' 0 909 17 Shared Lane Traffic(%) Lane Group Flow(vph) 0 36 .0 0 84 24 0 422 0 0 926, 0 q T Ln'tersection.SUnimary, r �. .r. . Q:IProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA12012ax.syn Synchro 7- Report Page 10 8: Commerce Way& Osgood Street 2012 Existing AM Peak Hour HCM Unsignalized Intersection Capacity Analysis Movement . EBL EBT 18R , .?WBL ,WBT .::WBR NBL' ' NBT; .'NBR ` . SBL: ` ,SBT>. ,,;SBR Lane Configurations *T* 4 +Tt ` ' Volume(veh/h) 6 0 16 73 1 21 33 368 0 0 836 16 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.61 0.61 0.61 0.88 0.88 0.88 0.95 0.95 0.95 0.92 0.92 0.92 Hourly flowrate;(vph) 10 0 26 83 1 24 35 387 0; 0 909 17 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage; Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 610 pX,platoon unblocked vC,conflicting volume 1205 1374 463 937 1383 194 92.6 387 vC1,stage 1 conf vol yC2,stage 2 conf Vol vCu,unblocked vol 1205 1374 463 937 1383 194 926 387 tC,single,(s_) 7.9 6.9 7.3 7.5 6.5 6.9 4.3 4:1 tC,2 stage(s) tF(s) 3.7 4.2 3.5 3.5 4.0 3.3 2:3 22 p0 queue free 91 100 95 59 99 97 95 100 cm capacity(veh/h) 114 119 504 201 137 821 692 1182 Direction,Lane# EB 1 WB 1 WB 2 NB 1 N82 SB 1 SB 2 Volume Total 36 84 24 164 258 606 320 Volume Left 10 83 0 35 0 0 0 Volume Right 26 0 24 0 0 0 17 cSH 260 200 821 692 1700 1700 1700 Volume to Capacity 0.14 0.42 0:03 0.05 0.15 0.36 0.19 Queue Length 95th(ft) 12 48 2 4 0 0 0 Control Delay(s) 21.6 35.5 9.5 2.7 0.0 0.0 0.0 Lane LOS C E A A Approach Delay(s) 21;0 29.7. 1.0 OA Approach LOS C D �nte'rsecfion Silminary Average Delay 3.0 intersection Capacity Utilization 53.0% ICU Level of Service A. Analysis Period(min) 15 Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andoveffraffic\CA\2012ax.syn Synchro 7- Report Page 11 3: Casa Blanca Driveway & Osgood Street 2017 No-Build AM Peak Hour Lanes and Geometrics LaneGroup.. . i;'t ° `EBLi EBT. EBR,...:WBL WBT WBR NBL NBT;; NBR;' SBL ", SBT,` :SBR Lane Configurations , , Ideal Flow(vphpl) 1900 1900 1900 1900 1,900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 12 16 16 16 12 12 12 11 11 11 Grade{%) 0% 0% 0% 0% Storage Length(ft) 0 0 0 0 0 0 0 0 Storage Lanes` 0 0 0 0 0 0 0 0 Taper Length(ft) 25 25 25 25 25 25 25 25 Lane lltil.Factor; 1.00 1.00 1.00 1:00 1.00 1.00 0:95 0.95 1.00` 0.95 0:95 0.95 _.. Ped Bike Factor 1=rf 0.865 0.984 Fit Protected 0.958 0.996 Satd.Flow(prot)' 0 1644 0 0 1947 0 0 3433 0 0 3314` 0 Flt Permitted 0.749 0.946 0.852 Satd.Flow(perm) 0 1.644 0 0 1622 0 0 3247 0 0 2885 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) .84 10' Link Speed(mph) 30 30 40 40 Link Distance(ft): 1.82- 1083' 848 227 Travel Time(s) 4.1 24.6 14.5 3.9 #ntersecton Suii�mary Area Type: Other Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017anb.syn Synchro 7- Report Page 1 3: Casa Blanca Driveway& Osgood Street 2017 No-Build AM Peak Hour Volume Lane'Qroup EBL EBT;, EBR '::WBL WBT WBR NBL';'.',NBT, NBR; ..SBL' SBTrj ,,:SBR Volume(vph) 0 0 2 403 0 55 4 497 0 68 880 1 Confl.Peds..(#/hr) Confl.Bikes(#/hr) Peak Hour Factor 0.92 0.92 0.50. 0.87 0.87, 0:87 0.82 0.82 0.82 0.94 0.94 0.94 Growth Factor 100% 100% 100% 100%° 100% 100% 100% 100% 100% 100%° 100% 100% Heavy Vehicles(%) 2% 2% 0% 4°f 0% 6% 25% 5% 5% 15% 4%° 100% Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking. (#/hr) Mid-Block Traffic(%) 0% 0% 0% 0% Adj.Ftow(vph) 0 0 4 463 0 63 5 606 0 72 936 1 Shared Lane Traffic(%) Lane Group Fiow{vph) 0 4 0 0 526 0 0 611 0 0 1009 - 0 Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017anb.syn Synchro 7- Report Page 2 3: Casa Blanca Driveway & Osgood Street 2017 No-Build AM Peak Hour Queues Larie.Gioup .. ;';•< EBT•' WBT. �NBT :•;SBT :°' •.' . Lane Group Flow(vph) 4 526 611 1009 v/c Ratio 0.01 0.91 0.43 0:81 Control Delay 0.0 43.8 13.6 21.8 Queue Delay 0.0 0.0 0.0 0.0.. Total Delay 0.0 43.8 13.6 21.8 Queue Length 50th (ft) 0 198 85 177` Queue Length 95th (ft) 0 #400 108 249 lnter0- Link Dist(ft) 102 1003 768 147 Turn Bay Length(ft) Base Capacity(.vph) 674 5.82 1720 1.502 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0` 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0:01 0.90 0.36 0.67' lntersection.Summary,,. r, # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. QAProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA12017anb.syn Synchro 7- Report Page 3 3: Casa Blanca Driveway& Osgood Street 2017 No-Build AM Peak Hour HCM Signalized Intersection Capacity Analysis - ° Movement:-'. ••::EBL.. EBT "EBR`, WBL ��' WBT. WBR ,NBL"' NBT`�� NBR ': . SBL, SBT�. PSBR Lane Configurations 4* Volume(vph) 6 0 2 403 0 55 4 497 0 68 880 1 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lan e* 12 12 12 16 16 16' 12 12 12 11 11 11. Total Lost time(s) 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 :95. 0 0.95 Frt 0.86 0.98 1.00 1.00 Fit Protected 1.00 0:96 1.00 1.60 Satd.Flow(prot) 1644 1947 3431 3315 Flt Permitted 1.00 0.75` 0.95 0.85 Satd Flow(perm) 1644 1522 3249 2835 Peak-hour factor,PHF 0.92 0.92 0.50 0.87 0.81 0.87 0.82. 0.82 0.82. 0.94 0.94 0.94 Adj. Flow(vph) 0 0 4 463 0 63 5 606 0 72 936 1 RTOR Reduction(vph)• 0 2 0' 0 6 0 0 0- 0 0` 0 0 Lane Group Flow(vph) 0 2 0 0 520 0 0 611 0 0 1009 0 Hea+ry Vehicles(%) 2% 2% 0% 4% 06% 6% 95% . 5016 5% 15% 4 100% Turn Type Perm Perm Perm Perm Protected Phases- 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green,G(s); 25:1' 25.1 29.3 29.3 Effective Green,g(s) 25.1 25.1 29.3 29.3 Actuated g/C Ratio 0.38 0.38 0.44 0.44: Clearance Time(s) 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 8.0 3.0 3.0. Lane Grp Cap(vph) 621 575 1434 1251 v/s Ratio Prot 0:00 v/s Ratio Perm c0.34 0.19 c0.36 v/c Ratio 0.00 0.90 0.43 0.81 Uniform Delay,d1 12.9 19.5 12.8 16.1 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 17.6 0.2 3.9 Delay(s) 12.9 37;1 13.6 20,0 Level of Service B D B B Approach Dejay(s) 12:9' 371 13.0 20.6 Approach LOS B D B B Irtersecfiora.Sumri'iary ',< *• ° t HCM Average Control Delay 22.2 HCM Level of Service C HCM Volume-46 Capacity.ratio 0.85 Actuated Cycle Length(s) 66.4 Sum of lost time(s) 12.0 Intersection Capacity Utilization 87.5 ICU Level of Service E Analysis Period(min) 15 C Critical Lane Group Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017anb.syn Synchro 7- Report Page 4 3: Casa Blanca Driveway& Osgood Street 2017 No-Build AM Peak Hour Timing Repart, darted �y Phase Movement NBTL EBTL SBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode Min Min Min Min Maximum Split(s) 41 31 41 31 Maximum Split(%) 56.9% 43.1% 56.9% 43.1% Minimum Split(s) 35 10 35 10 Yellow Time(s) 4 4 4 4 All-Red Time(s) 2 2 2 2 Minimum Initial(s) 4 4 4 4 Vehicle Extension(s) 3 3 3 3 Minimum Gap(s) 3 3 3 3 Time Before Reduce(s) 0 0 0 0 Time To Reduce(s)' 0 0` 0 0 Walk Time(s) Flash D6nt Walk,_(s) Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time(s) 0 41 0 41 End Time(s) 41 0 41 0. Yield/Force Off(s) 35 66 35 66 Yield/Force Off 170(s) 35 66 35 66 Local Start Time(s) 0 41 0 41 Local Yield(s) 35 66 35 66 Local Yield 170(s) 35 66 35 66 Intersection Summary Cycle Length 72 Control TYpe Semi Act-Uncoord Natural Cycle 65 Splits and Phases: 3;Casa Blanca Driveway&Osgood Street o2 i o4 41 o6 08 d„A4dsr.� f 0:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017anb.syn Synehro 7- Report Page 5 6: BB Entrance & Osgood Street 2017 No-Build AM Peak Hour Lanes and Geometrics Lane Configurations Ideal flow(vphpi) 1900 1900 1900 1900; 1900 1900_ Lane Width(ft) 12 12 12 12 12 12 Grade(0/.-) 0% 0%0 0% Storage Length(ft) 0 0 0 300 Storage Lanes 0 0 0 1 Taper Length(ft) 25 25 25 25 Lane tJtii.Factor 1.00 1.00 0.95 0.95 1.00 0.95 Ped Bike Factor Fit 0.973: Fit Protected 0.950 Satd.Flow(prot) 0 0 3368 0 1770 3.471 Flt Permitted 0.950 Satd.Flow(perm) 0 0 3368 6 1770 8471 Link Speed(mph) 30 30 30 Link Distance(ft) 300 227 383. Travel Time(s) 6.8 5.2 8.7 Intersection Summary "" Area Type: Other Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoverlTraffic\CA\2017anb.syn Synchro 7- Report Page 6 6: BB Entrance & Osgood Street 2017 No-Build AM Peak Hour Volume ` - " Lane Group WBL WBR NBT+.''NBR .,. SBL Volume(vph) 0 0 452 100 44 949 Confl.Peds.(#Mr)' Confl. Bikes(#/hr) Pea k`Hour Fac#or 0.92 02 0.89 0.89 0.90 0.90 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles(%)_ 0% 0% 50/0 1°/a 2%°., 4% Bus Blockages(#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic(%) 0% 0% 0% Adj.Flow(vph) 0 0 508 112 49 1054 Shared Lane Traffic(%) Lane Group Floe✓(vph). 0 0 620 0 49 1054 pntersection Summary, QAProjects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017anb.syn Synchro 7- Report Page 7 6: BB Entrance & Osgood Street 2017 No-Build AM Peak Hour HCM Unsignalized Intersection Capacity Analysis Movement �' �WBL �WBRi�NBT. `NBR �SBL SBT� Lane Configurations I tt Volume.(veh/h) 0 0 452 100 44 949 Sign Control Stop Free Free Grade 000 0% 06/. Peak Hour Factor 0.92 0.92 0.89 0.89 0.90 0.90 Hourly flow rate(vph) A 0 508' 112 49 1054' Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 227` pX,platoon unblocked 0.89 0.89 0.89 vC,conflicting volume_ 1189 310 620; vC1,stage 1 conf vol VC2 stage 2 conf vol vCu,unblocked vol 974 0 337 tC,single(s) 6.8 6.9 41 tC,2 stage(s) tF(s) 3.5 3.3 22 p0 queue free% 100 100 96 cM capacity(veh/h) 216 975 1089 Direction,Lane# NB 1 NB 2 SB 1 S132 SB 3 Volume Total 339 282 49 527 527 Volume Left 0 0 49 0 0 Volume Right 0 112 0 0 0 cSH 1700 1700 1089 1700 1700 Volume to Capacity 0.20 0.17 0.04 0.31 0.31 Queue Length 95th(ft) 0 0 4 0 0 Control Delay(s) 0.0 010 8.5 0.0 0.0 Lane LOS A Approach Delay(s) 0.0 -0.4 Approach LOS Intersection Summary Average Delay 02 Intersection Capacity Utilization 29.61% ICU Level of Service A Analysis Period(min) 15 Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traff1c\CA\2017anb.syn Synchro 7- Report Page 8 8: Commerce Way& Osgood Street 2017 No-Build AM Peak Hour Lanes and Geometrics Lane'Group EBL. . EBT ' 'fBR , ':'WBL WBT, WBR NBL ':;, NBT,,,:; ,NBR` : SBL' , SBT`=: S8R Lane Configurations 4 4 if 0 Ideal Flow(vphpl) 1900 1900 1900 1900. 1900 ''1900 1900 19001 1.900 1900 1900 1900 Lane Width(ft) 13 13 13 13 12 12 12 12 12 12 12 12 Grade(%) 0% 0°o 0% 0% Storage Length(ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 1 0' 0 0 0 Taper Length(ft) 25 25 25 25 25 25 25 25 Lane Util.Factor 1:00 1.00 1.00 1.06 1.00 1.06 0.95 6.95, 1:00 1.00 0.95 0.95 Ped Bike Factor F& 6.903 0.850 0.997 Flt Protected 0.986 0.953 0.996 Satd.Flow(prot)° 0 1481 0 0 1793 1615 0 3.415 0 0 3456; 0 Flt Permitted 0.986 0.953 0.996 Satd.96w.(perm) 0 1481 0 0 1793. 1613 0 3415 0' 0; 3456 0 Link Speed(mph) 30 30 40 40 Link Distance(ft) 360` 315 383 811 Travel Time(s) 8.2 7.2 6.5 13.8 Vi Intersection Summary Area Type: Other 0:IProjects112 PROJECTST121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA12017anb.syn Synchro 7- Report Page 9 8: Commerce Way& Osgood Street 2017 No-Build AM Peak Hour Volume Lane Group EBL EBT- EBR ' WBL WBT. NBL . NBR SBL, SBT{ ,• BR NBT Volume(vph) 6 0 16 73 1 21 33 419 0 0 904 16 Corifl;Peds.(#/hr) Confl.Bikes(#/hr) Peak Hour Facto_r 0.61 0.61 0.61 0.88 0.88 0:88' 0.95 095 0.95 0.92 0.92 0.92 Growth Factor 100% 100% 100%° 100% 100% 100%° 100% 100%° 100% 100% 100%° 100% Heavy Vehicles(°lo) 18% 18% 18% 1% 1% 0%0 9% 5% 601. 0°I° 4% 13% Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (9/hr) Mid-Block Traffic(%) 0% 0% 0% 0% Adj.Flow(vph) 10 0 26 83 1 24, 35 441 0 0 ` 983 17 Shared Lane Traffic(%) Lane Group Flow(vph) 0 36 0 0 84 24 0' 476 0 0 1000 0 Intersection Summary '' � ''�t ` art QAProjects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017anb.syn Synchro 7- Report Page 10 8: Commerce Way & Osgood Street 2017 No-Build AM Peak Hour HCM Unsignalized Intersection Capacity Analysis iNoyement, "`EBL EBT EBR • ''WBL WBT. . WBR . NBL.>' •NBT NBR Y .•"SBL:" " SBT'`. SBR Lane Configurations cry Volume(vehlh) 6 6 16 73 1 21 33- 419 0 0 904 16 Sign Control Stop Stop Free Free Grade 00/0 0% 0% 0% Peak Hour Factor 0.61 0.61 0.61 0.88 0.88 0.88 0.95 0.95 0.95 0.92 0.92 0.92 Hourly_flowrate(vph) 10` 0 26 83 1 24 35 441 0- 0 983 17 Pedestrians Lane Width(#f) Walking Speed(fYs) Percent Blockage. Right turn flare(veh) Median type None None Median storage veh) Upstream signal(f#) 610' pX,platoon unblocked 0.99 0.99 0.99 0.99 0.99 0.99 4 conflicting yolurne 1306 1502 500 1028 1511 221 1000 441 vC1,stage 1 conf vol vC2,stage 2 conf vo( vCu,unblocked vol 1293 1491 500 1014 1500 200 1000 422 tot single•(s). 7.9 6.9 7.3 . 7.5 6.5; 6.9 4.3 4.1. tC,2 stage(s) tF(6) 3.7 4 2' 3,5 3.5 ,4.0 3.3 2.3 22 p0 queue free 90 100 94 53 99 97 95 100 cM capacity(veh/h) 96 99 476 175 115 808 647 1139 Direction,Lane# EB 1 WB 1 WB 2 NB 1 NB 2. 613 1 8132 Volume Total 36 84 24 182 294 655 $45 Volume Left 10 83 0 35 0 0 0 Volume Right 26 0 24 6 0 0 17 cSH 229 174 808 647 1700 1700 1700 Volume to Capacity 0.16 0.48 0.03 0.05 0.1.7 0:39 0.20: Queue Length 95th(ft) 14 58 2 4 0 0 0 Control-Delay(s) 23.6 43:8 9.6 2.6 0.0 0.0 0.0 Lane LOS C E A A Approach Delay(s) 23:6 36.3 1.0 -0,0 Approach LOS C E Average Delay 3.2 Intersection_Capacity Utilization 54.26/. 'ICU Level of Service A Analysis Period(min) 15 Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017anb.syn Synchro 7- Report Page 11 3: Casa Blanca Driveway& Osgood Street 2017 Build AM Peak Hour Lanes and Geometrics Larie'Group EBL `'EST -`EBR WBL WBT.: R. NBL ', NBT, ,, NBR` Sl3L SBT t. :SBR Lane Configurations 4t Ideal Flow(vphpl) 1900 1900 1960 1906 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 12 16 16 16 12 12 12 11 11 11 Grade(%) 0% 0% 0%_ 0% Storage Length(ft) 0 0 0 0 0 0 0 0 Storage Lanes 0, 0 0 0 0 0 0 0 Taper Length(ft) 25 25 25 25 25 25 25 25 Lane:Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95' 0.95 0.95 Ped Bike Factor Frt 0.86.5, UK At Protected 0.958 0.996 Sato. Flow(pro!) 0 1644 0 0 1,945 0 0 3433 0 0 3314 0 Flt Permitted 0.750 0.946 0.849 Satd..Flow(perm) 0` 1644 0 6 1523 0 0 3248 6 0 2825 0 Right Turn on Red Yes Yes Yes Yes Satd.:Flow(RTOR) 81, 11 Link Speed(mph) 30 30 40 40 Link Distance(ft) 1$2 1083 848 227 Travel Time(s) 4.1 24.6 14.5 3.9 Intersection Summary Area Type: Other Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017ab.syn Synchro 7- Report Page 1 3: Casa Blanca Driveway & Osgood Street 2017 Build AM Peak Hour Volume Lane Group; EBL EBT. "EBR., ,iWBL, '.',WBT i`WBR ',?.NBL NBT. NBR SBL SBT BR Volume(vph) 0 0 2 403 0 57 4 513 0 69 893 1 Co'nfl Peds.Whr) Confl.Bikes(#/hr) Peak Hour Factor_. 0.92 0.92 0.50 0.87 0.87 0.87 0.82 0.82 0.82 0.94 0.94 0.94 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100%. 100% 100%° 100% 100% Heavy Vehicles_(%) 2% 2% 0% 4% 0% 6% 25% 5% 5% 15% 4%: 100% Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/I r) Mid-Block Traffic(%) 0% 0% 0% 0% Adj.Flow(vph) 0 0 4 469; 0- 66- .'5 626 0 73' 950: 1 Shared Lane Traffic(%) Lane Group Flow(vph) 0' 4 0' 0 529 0 0 :631 0 0 1024 0 lntersectfon{SummaN Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017ab.syn Synchro 7- Report Page 2 3: Casa Blanca Driveway& Osgood Street 2017 Build AM Peak Hour Queues Lane Grow EBT =WBT NBT Lane Group Flow (vph) 4 529 631 1024 *.Ratio 0-bl 6.92 0.44 6.82; Control Delay 0.0 45.4 13.6 22.1 Queue Delay 0.0; 0.0 0.0 O' Total Delay 0.0 45.4 13.6 22.1 Queue Length 50th(ft) 0 208 88 182 Queue Length 95th(ft) 0 #402 112 256 internal-Link Dist(ft): 102 1003 768; 147 Turn Bay Length(ft) Base Capacity(vph) 66$ 578 1706 1484 Starvation Cap Reductn 0 0 0 0 8 llback Cap Reductn` 0 0 0` 0 11 Storage Cap Reductn 0 0 0 0 Reduced vt Ratio 0.01 0.92 0.37 0.69 lntersecton`�Su'rnma # 95th percentile volume exceeds capacity,.queue maybe longer. Queue shown is maximum after two cycles. Q,\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017ab.syn page 3 Synchro 7- Report 3: Casa Blanca Driveway & Osgood Street 2017 Build AM Peak Hour HCM Signalized Intersection Capacity Analysis Movement EBL EBT EBR WBL WBT. 'WBR ':' NB ,t.r. T-,, NBR-, 'SBL SBT SBR Lane Configurations , 4t Volume(Vph) 0 0 2 403 0 F 4 513 0 69 893 1 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12' 12 12 16 16 16 12 12 12 11 11 11 Total Lost time(s) 6.0 6.0 6.0 6.0 Lane Util Factor 1,00 1.00 0.95 0.95 Frt 0.86 0.98 1.00 1.00 Flt Protected 1:00 0.96 1.00 1.00 Satd,Flow(prot) 1644 1946 3432 3315 Flt Permitted 11,00 0.75 0.95 0.85 Satd.Flow(perm) 1644 1523 3249 2823 Peak-hour factor;PHF 0.82 0.92 0.50 0.87 0.87 0.87 0.82 0.82 0.82 0.94 0.94 0_.9.4 Adj. Flow(vph) 0 0 4 463 0 66 5 626 0 73 950 1 RTOR Reduction-(vph) 0` 2 0 0' 7 0 0- 0 0 0 0 0 Lane Group Flow(vph) 0 2 0 0 522 0 0 631 0 0 1024 0 Heavy Vehicles(%) 2% 2% 0% 4%: 0% 6% 25% _. 5% 5% 150/6 4% 100% Turn Type Perm Perm Perm Perm Protected.Phases 4 $ 2 6 Permitted Phases 4 8 2 6 Actuated Green,G„(s) 252 25.2 .29.8 29:8 Effective Green,g(s) 25.2 25.2 29.8 29.8 Actuated g/C Ratio 0.38 0.38: 0.44 0.44 Clearance Time(s) 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.6 3.0 Lane Grp Cap(vph) 618 573 1445 1256 v/s Ratio Prot 0.00 v/s Ratio Perm c0.34 0.19 c0.36 v/c Ratio 0.00 0.91 6.44 0.82 Uniform Delay,d1 13.1 19.8 12.8 16.2 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 18.8 0.2 4.2 Delay(s) 13.1 38.6 13.0 20.4 Level of Service B D B C Approach Delay(s) 13:1 38:6 1310 20.4 Approach LOS B D B C Intersection'"Summary, e F;i HCM Average Control Delay 22.7 HCM Level of Service C HCM Volume to Capacity ratio 0.86 Actuated Cycle Length(s) 67.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 88.5% ICU'Level of Service E Analysis Period(min) 15 c 'Critical Lane Group Q:IProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA12017ab,syn Synchro 7- Report Page 4 3: Casa Blanca Driveway & Osgood Street 2017 Build AM Peak Hour Timing Report, Sorted By Phase Phase'Number �2 4 Movement NBTL EBTL SBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode Min Min Min Min Maximum Split(s) 41 31 41 31 Maximum Split(%) 56.9% 43:1% 569% 43.1°I° _. Minimum Split.(s) 35 10 35 10 Yellow Time-,(s) 4 4 4 4 All-Red Time(s) 2 2 2 2 Minimum Initial(s) 4 4 4 4 Vehicle Extension(s) 3 3 3 3 Minimum Gap(s) 3. 3 3 3 Time Before Reduce(s) 0 0 0 0 Time To,Reduce;(s) 0 0 0 0 Walk Time(s) Flash Dont Walk(s) Dual Entry Yes Yes Yes Yes Inhibit Max Yes. Yes Yes Yes Start Time(s) 0 41 0 41 End Time(s) 41 0 41 0 Yield/Force Off(s) 35 66 35 66 Yield/Force Off 170(s) 35 66 35 66 Local Start Time(s) 0 41 0 41 Local Yield(s) 35 66 35 66 Local Yield 170(s) 35 66 35 66 Intersection Summary Cycle Length 72 Control Type Seml Act-Uncoord Natural Cycle 65 S lits and Phases: 3:Casa Blanca Driveway&Osgood Street 0:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017ab.syn Page 5 Synchro 7- Report 6: BB Entrance & Osgood Street 2017 Build AM Peak Hour Lanes and Geometrics Lane Group 'WBL WBR N13 NBR. Lane Configurations ' ►� �� Ideal_Flow(vptpl) 1900 1900. 1900 1900 1900 1900 Lane Width(ft) 12 12 12 12 12 12 Grade(°[6) 0% 0% 0% Storage Length (ft) 0 0 0 300 Storage Lanes 0 0 0 1 Taper Length(ft) 25 25 25 25 Lane Utiil.Factor 1.00 1.00: 0:95 0.95 1.00 0.95 Ped Bike Factor Frt 0.969 Flt Protected 0.950 Satd.Flow(prof) 0 0 3.358 0 1770 3471 Flt Permitted 0.950 Satd.Flow(perm) 0` 0 3358 0 1770 3471 Link Speed(mph) 30 30 30 Link Distance(ft) 300 227 363`11 Travel Time(s) 6.8 5.2 8.7 intersectionSummary Area Type: Other Q:IProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017ab.syn Synchro 7- Report Page 6 6: BB Entrance & Osgood Street 2017 Build AM Peak Hour Volume Larie Group WBL NBT. ,'NBR 'r SBL : 'SBT Volume(vph) 0 0 452 118 51 963 Confl,Peds.(9/hr)` Confl.Bikes(#/hr) Peak Hour Factor 0.92 0.92 0.89 0.89 0:90 0.90` Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles(%) 0% 0% 5o/A 1% 2% 4% Bus Blockages(#/hr) 0 0 0 0 0 0 Parking (#/hr). Mid-Block Traffic(°/a) 0% 0% 0% Adj.Flow(vph) 0; 0 508, 133 57 107E Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 641 0 57 1070 6nters�ction�umma ,,, •� � - •� �• � r. • Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017ab.syn Synchro 7- Report Page 7 6: BB Entrance & Osgood Street 2017 Build AM Peak Hour HCM Unsignalized Intersection Capacity Analysis Movement WBL `WBR NBT. `'NBR Lane Configurations �' I tt Volume(veh/h) 0 0 452 118 51 963 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.89 0.89 0.90 0.90 Hourly flow rate(Vph) 0 0 508- 133 57 1070 Pedestrians Lane Width-(ft) Walking Speed(ft/s) percent Blockage Right turn flare(veh) Median..type. None None Median storage veh_) Upstream signal;(##) 227 pX,platoon unblocked 0.89 0.89 0.89 vC,conflicting volume' 1222 320 640 vC1,stage 1 conf vol vC2,stage 2.conf_vol vCu,unblocked vol 1001 0 347 fC,single.;(s) 6.8 6.9 4.1 IC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 100 100 95 cM capacity(veh/h) 205 970 1075. Direction;Lane# NB I NB 2 SB 1 SB 2 S6.3 Volume Total 339 302 57 535 535 Volume Left 0 0 57 0 0 Volume Right 0 133 0 0 0 cSH 1700 1700 1075 1700 1700 Volume to,Capacity 0.20 0f& 6.65. 0.31 0.31 Queue Length 95th(ft) 0 0 4 0 0 Control Delay W 0.0 0.0 8.5 0.0 0.0 Lane LOS A Approach Delay(s) 0.0 0.4 Approach LOS nfersection!Summary a r Average Delay 0.3 Intersection Capacity Utilization 30.0%: ICU Level of Service A Analysis Period(min) 15 Q:IProjects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffi6CA\2017ab.syn Synchro 7- Report Page 8 8: Commerce Way& Osgood Street 2017 Build AM Peak Hour Lanes and Geometrics LarieGroupr ,'r` " �EBL "�'EBT ! EBR. ::',WBL -. 'WBT. .�`WBR�", NBL� �`. NBT,`� .NBR� .SBL'., . SBT+- Lane Configurations Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 13 13 13 13 12 12 12 12 12 12 12 12 Grade{%) 0% 0%0, 0 6/6 0% Storage Length(ft) 0 0 0 0 0 0 0 0 Storage Lanes` 0 0 0 1 0` 0 0 0 Taper Length(ft) 25 25 25 25 25 25 25 25 Lane Util.Factor 1.00 1.00 1:00 1.00 1.00 1.00 0.95 0.99' 1.00 1.00 0.95 0.95 Ped Bike Factor Fri 0;903 0.850 ;0.997 Flt Protected 0.986 0.953 0.996 Satd._Flow(prot) 0 1481 0 0 1793 1615 0 3415 0 0 3456 0 Flt Permitted 0.986 0.953 0.996 SW.Flow.(purn)', 0 1481 0 0 1793 1615 0 341.5 0- 0 $456 0 Link Speed(mph) 30 30 40 40 Link Distance(ft) 360 315 383 811 Travel Time(s) 8.2 7.2 6.5 13.8 flntersectlWSUmmary ' S Area Type; Other Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017ab.syn Synchro 7- Report Page 9 8: Commerce Way& Osgood Street 2017 Build AM Peak Hour Volume Lane Group EBL 'EBI,, ;EBR WBL `WBT : `WBR NBL NBT NBR: BL,,;.;`'..SBT,,' �'SBR Volume(vph) 6 0 16 87 1 27 33 419 0 0 911 16 Cod.;pads.'(It/hr) Confl. Bikes(#/hr) Peak Hour Factor 0.61 0.61 0,61 0.88 0.88. 0.88, 0.95 0.95 0.95 0:92 0.92 0.92 Growth Factor 100% 100%° 100% 100% 100% 100% 100% 100% 100% 100% 100%° 100% Heavy Vehicles(%) 1 8% 18% 18% 1%0 1% 0%. 9% 5% 0% 0%° 4.% 13% Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 parking Mid-Block Traffic(%) 0% 0% 0% 0% Adj.Flow(vph) 10 0 20 99' 1; 31 35 441 0 0 990 17 Shared Lane Traffic(%) Lane Group Flow{vph); 0 36 0 0 100 31 0 476 0 0 1007 0 nterse&6 Summary 0:1Projects112 PROJECTST121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic1CA12017ab.syn Synchro 7- Report Page 10 8: Commerce Way& Osgood Street 2017 Build AM Peak Hour HCM Unsignalized Intersection Capacity Analysis Movehi`ent >EBL �EBT. >EBR'_..'�WBL WBTWBR NBL NBT NOR SBLa. ;SBIa„ �'SBR Lane Configurations` Volume(veh/h) 6 0 16 87 1 27 33 419 0 0 911 16 Sign Control Stop Stop Free Free Grade 0 0 010' 0 1/10 - 0% Peak Hour Factor 0.61 0.61 0.61 0.88 0.88 0.88 0.95 0.95 0.9.5 0.92 0.92 0.92 Hourly flow rate(yph) 16 0 26 99 1 3'1 35 44f 0 0 990 17 Pedestrians Lane Width(4) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal.(ft) 610 pX,platoon unblocked vC,conflicting volume 1320 1509 504 1032 1518 221 1008 441 vC1,stage 1 conf vol VC2,stage 2 conf,Vol vCu,unblocked vol 1320 1509 504 1032 1518 221 1008 441 tC,single:(s) 7.9 6.9 73 7.5, 6.5 6.9 4.3 4.1 tC,2 stage(s) tF(s) 3.7 4.2 3.5 35 4.0 3.3 2.3 2.2 p0 queue free% 89 100 94 42 99 96 95 100 cm capacity(veh/h) 91 97 473 171 113 790 643 1130 Direction,Lane# EB 1 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2' Volume Total 36 100 31 182 294 660 347' Volume Left 10 99 0 35 0 0 0 Volume Right 26 0 31 0 0 0 17 cSH 221 170 790 643 1700 1700 1700 Volume to Capacity 0.16 0.59 0.04 6.05 0.17 0.39 0.20 Queue Length 95th(ft) 14 79 3 4 0 0 0 Control Delay(s) 24.4 52.8 91 2;6 0.6 O.Q. 0.0 Lane LOS C F A A Approach Delay:(s). 24.4 42.7 1.0 0.0 Approach LOS C E �ntersecfion�Summary ' ''���' ' Average Delay 4.2 Intersection Capacity Utilization 55.00/. ICU Level of Service A Analysis Period(min) 15 Q:\Projects\12 PROJECTS021491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017ab.syn Synchro 7- Report Page 11 11: BB Entrance & 2017 Build AM Peak Hour Lanes and Geometrics II �1 t i P� a ,:" I i' Latle�Group,tx _ a�.EBL.r.,. ,E6TR . EBR , ,BLx .,W& BRNBL � NBT �NBR SB� ;�5 r SBR Lane Configurations +T* Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900_ 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade(%) 0% ,0% 0% 00/0 Storage Length(ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length(ft) 25 25 25 25 25 25 25 25 Lane L M,Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.865 Flt Protected 0.955 0.992 Satd.Flow(prot) 0 1779 0 0 1611 0 0 1863 0 0 1848 0 Flt Permitted 0.955 0.992 Satd.Flow(perm) 0 1779 0 0 1611 0 0 1863 0 0 1848 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 223 77 66 133 Travel Time(s) 5.1 1.8 1.5 3.0 nte'r':.rsecions Area Type: Other Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017ab On-Site.syn Synchro 7- Report Page 1 11: BB Entrance & 2017 Build AM Peak Hour Volume BER WBF�"ViIBT„'�:r11VBR �NB�L��� NB�'�” SBL� Volume(vph) 137 7 0 0 ry 0 5 0 20 0 5 25 0 Confl.Peds.(#/hr) Confl.Bikes(#/hr) Peak Hour Factor - 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor 100% 100% 100%° 100% 100% 100% 100% 100% 100% 100% 100%° 100% Heavy Vehicles(%°) 2% 2% 2% 2% 2 2% 2% 2% 2% 2%_ 2% 2% Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic(%) 0% 0% 0% 0% Adj.Flow(vph) 149 8 0 0 0 5 0 22 0 5 27 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 157 0 0 5 0 0 22 0 0 q3,2 0 ;a r??<s f'e,a,°:�'rv'fd` �-:c �.---a ; >,�'a'm"-�°-,r' air, x. *��x t �,�'�l� f^r�,rr '� a- yr^�^"A �✓'s��F%1 oi ,� t ����+�"£s,�`�'77 '�.�',"x"�.t Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017ab On-Site.syn Synchro 7- Report Page 2 11: BB Entrance& 2017 Build AM Peak Hour HCM Unsignalized Intersection Capacity Analysis II --* t i ,m:«i„-,^, ��„r,-„ryrJ a'S + �.a ,r *"u ry°s +� s - rat< �i�3�'`t f"✓ �� i r ,„ -' 'y,r ►Novement�. �.�.,������.�.., ,; .�,. :EBL. ..�,EBT,...sEBR, Lane Configurations 4+ Sign Control Stop Stop Stop Stop Volume(vph) 137 7 0 0 0 5 0 20 0 5 25 0 Peak Hour Factor 0.92 0,92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 149 8 0 0 0 5 0 22 0 5 27 0 z✓°'.'^`°aa4a""�a +rcy,�^' i y x'�°r 7�° -""z. zsrV r-°' ��"f�'a�^!"^r'� '�+ s�yr. �,rf. �- .r*" �" �r7 T'n a 7s+^��"m '%"�y ,w, fia'zz w`�'my,.,E Volume Total(vph) 157 5 22 33 Volume Left(vph) 149 0 0 5 Volume Right(vph) 0 5 0 0 Hadj(s) 0.22 -0.57 0.03 0.07 Departure Headway(s) 4.3 3.6 4.3 4.4 Degree Utilization,x 0.18 0.01 0.03 0.04 Capacity(veh/h) 832 967 790 792 Control Delay(s) 8.2 6.6 7.5 7.5 Approach Delay(s) 8.2 6.6 7.5 7.5 Approach LOS A A A A Delay 8.0 HCM Level of Service A Intersection Capacity Utilization 26.9% ICU Level of Service A Analysis Period(min) 15 0:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017ab On-Site.syn Synchro 7- Report Page 3 3: Casa Blanca Driveway & Osgood Street 2017 Build AM Peak Hour Observed Flow Lanes and Geometrics Lane`Group EBL EBT EBR -`:1NBL WBR NBL NBT. ' NBR SBL ` SBT -;SBR Lane Configurations Ideal Flow Nphp1) 1900 1900 1900 1900 1900 1900 1900_ 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 12 16 16 16 12 12 12 11 11 11 Grade(%) 0 0%a, 0 0% Storage Length(ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 1 `0 0 0 0 0 Taper Length(ft) 25 25 25 25 25 25 25 25 Lane Util.Factor 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0:95 1.00 0.95 0.95 0.95 Ped Bike Factor Frt 0.865 0:962 Fit Protected 0.950 0.964 0.996 Satd.Flow(prot) 0 1644 0 1869 1815 0 0; 3433 0 0 3314 0 Fit Permitted 0,755 0.779 0,946 0.855 $6td.Flow(perm) 0 1644 0 1465 1467 0 0 3248 0` 0 2845 0 Right Turn on Red Yes Yes Yes Yes Satd Flow(RTOR) 81 26 Link Speed(mph) 30 30 40 40 Link Distance. 182 1083 848 227 Travel Time(s) 4.1 24.6 14.5 3.9 Intersection Summary Area Type: Other Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA12017ab-obs.syn Synchro 7- Report Page 1 3: Casa Blanca Driveway & Osgood Street 2017 Build AM Peak Hour Observed Flow Volume Lane��Group' ``EBL .'"EBT 'EBR ...�WBL .'.WBT _'.WBR, NBL '�' NBT.::` NBR ?, .SBL. SBT�i,.,.'SBR Volume(vph) 0 0 2 403 0 57 4 513 0 69 893 1 Confl Peds.(#/hr) Conf►. Bikes(#/hr) Peak Hour Factor; 0.92 0.92 0.50 0 87 0.87 0,87 0:82, 0.82 0.82 0.94 0.94 0.94 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100%0 100% 100% 100% 100% Heavy Vehicles O 2% 2% 0%_ 4% 0% 6% 25% 5% 5% 15% 4°/a 100% Bus Blockages(#%hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking-(#/hr) Mid-Block Traffic(%) 0% 0% 0% 0% Adj. Flow(vph) 0; 0 4 463 `0 66 5 626 0 73 9% 1 Shared Lane Traffic(%) 42% Lane Group Flow(vph) 0 4 0 269 260 0 0 631 0 0 1024'_ 0 intersection"Summary QAProjects112 PROJECTS12121491 LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017ab-obs.syn Synchro 7- Report Page 2 3: Casa Blanca Driveway & Osgood Street 2017 Build AM Peak Hour Observed Flow Queues EBT __ Larie Grou -WBL ... -WBT s: Lane Group Flow(vph) 4 269 260 631 1024 v/c Ratio 0.01 0.62 0.58 0.41 0.75 Control Delay 0.0 25.1 21.9 10.8 16.6 Queue Delay 0.0 0;_0 0.0 0.0 0.0.1 Total Delay 0.0 25.1 21.9 10.8 16.6 Queue Length 50th(4) 0 81 68 65 133 Queue Length 95th(ft) 0 164 147 112 255 Intem8l Link Dist(ft) 102 1003 76.8 147 Turn Bay Length(ft) Base Capacity(yph) 827 708 713 2169; 1000 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0. Storage Cap Reductn 0 0 0 0 0 Reduced We Ratio, 0.00 0.38 0.36 0.29 0.54 lntersection'Sum`ma '` ''' e Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017ab-obs.syn Synchro 7- Report Page 3 3: Casa Blanca Driveway & Osgood Street 2017 Build AM Peak Hour Observed Flow HCM Signalized Intersection Capacity Analysis Movement . EBL.` ";EBT,. . EBR WBL.„, :,WBT WBR BL,,,-,, NBT., NBR , SBL , i,SBT., ?„ SBR Lane Configurations �? Volume,(vph) 0 0 2 403 0 57. 4 513 0 69 893 1 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 16 16 16 12 12 12 11 11 11 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor. 1.00 0;95 0.95 0.95 0.95 Frt 0.86 1.00 0.96 1.00 1.00 Flt Protected 1.00 0.95 0.96 1100 1.00` Satd.Flow(prot) 1644 1869 1815 3432 3315 Pit Permitted 1. 00 0.76 0.78 0.95 0.85 Satd.Flow(perm) 1644 1485 1466 3249 2844 Peak-hour facto,PHF 0.92 0.92 0:50 0.87 .0.87 0.87 0.82 0.82 0.82 0.94 0.94 0.94 Adj. Flow(vph) 0 0 4 463 0 66 5 626 0 73 950 1 RTOR Reduction(vph) 0 3 0 0 18 0 0 0 0 0 0;' 0 Lane Group Flow(vph) 0 1 0 269 242 0 0 631 0 0 1024 0 Heavy Vehicles(9/0) 2% 2 0% 4% 0% 6% . 25% 5% 5% 15% 4 100% Turn Type Perm Perm Perm Perm Protected-Phases 4 6 2 61' Permitted_ Phases 4 8 2 6 Actuated Green,G(s) 16.3 16.3 16.3 26.8 26.8 Effective Green,g(s) 16.3 16.3 16.3 26.8 26.8 Actuated g/C Ratio 0_.30 0_.3.0 0,30 0.49 0.49' Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 486 439 434 1580 1383 v/s Ratio Prot 0.00 v/s Ratio Perm c0.18 0.16 0.19 c0.36 V16 Ratio 0.00 0.61 0.56 0.40 6.74 Uniform Delay,d1 13.7 16.7 16.4 9.0 11.4 Progression Factor 1,00 1.00 1;00 1.00 1.00 Incremental Delay,d2 0.0 2.5 1.6 0.2 2.2 Delay(s) 13.7 19.2 17.9' 9.2 13.5 Level of Service B B B A B Approach Delay(s) 13:7' 18.6 9.2 13.5 Approach LOS B B A B HCM Average Control Delay 13.5 HCM Level of Service B HCM Volume to Capacity ratio 0.69, Actuated Cycle Length(s) 55.1 Sum of lost time(s) 12.0 Intersection Capacity Utilization 75.66/0 IN Level of Service D Analysis Period(min) 15 c Critical Lane Group Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017ab-obs.syn Synchro 7- Report Page 4 3: Casa Blanca Driveway & Osgood Street 2017 Build AM Peak Hour Observed Flow Timing Report, Sorted By Phase Phase Number 2 4 6, 8 ij Movement NBTL EBTL SBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode Min Min, Min, Min Maximum Split(s) 41 31 41 31 Maximum Split(%) 56.9% 43.1%. 56.9% 43.1% Minimum Split(s) 35 10 35 10 Yellow Time(s) 4- 4 4 4 All-Red Time(s) 2 2 2 2 Minimum Initial(s) 4 4 4 4 Vehicle Extension(s) 3 3 3 3 Minimum Gap(s) 3 3 3 3' Time Before Reduce(s) 0 0 0 0 Time To Aeduce(s) 0` 0 0 0 Walk Time(s) Flash Dont Walk(s)` Dual Entry Yes Yes Yes Yes Inhbit.Max Yes Yes Yes Yes Start Time(s) 0 41 0 41 End Time(s) 41 0 41 0 Yield/Force Off(s) 35 66 35 66 Yield/Force Off 170(s) 35 66 35 66_ Local Start Time(s) 0 41 0 41 Local Yield(s) 35 66 35 66 Local Yield 170(s) 35 66 35 66 Intersection Summary Cycle Length 72 Control;Tvve Semi.Act-Uncoord. Natural Cycle 55 Splits and Phases: 3:Casa Blanca Driveway&Osgood Street ., 4 06 #— 08 3 u Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017ab-obs.syn Synchro 7- Report Page 5 3: Casa Blanca Driveway & Osgood Street 2012 Existing PM Peak Hour Lanes and Geometrics Lane Group .,. EBL EBT ";;EBR WBL : i:WBT WBR `T -.NBL ".NBT„ NBR SBL,;'.1. SBT— SBR Lane Configurations c Ideal Flow(vphpl) 1900 1900 1900' 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(it) 12 12 12 16 16 16 12 12 12 11 11 11 Grade(°Io) 0% 0% 0% 0% Storage Length(ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length(ft) 25 25 25 25 25 25 25 25 Lane Util.Factor 1.00 1.00 1.00 1.00 100 1.00 0:95 0.95 1:00 0.95 0.95 0.95 Ped Bike Factor Frt 0:894 0.961 0.999 Fit Protected 0.989 0.966 0.994 Satd Flow(prot) 0 1680 0 0 1930 0 0 3574 0- 0 3427 0 Flt Permitted 0.908 0.774 0.948 0.563 Said.Flow(perm) 0 1542 01 o. 1546, 0 0 338.9 0 ;0 1941 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 1;8 31 1 Link Speed(mph) 30 30 40 40 Link Distance(ft)' 182 1083 848 227 Travel Time(s) 4.1 24.6 14.5 3.9 Intersection Summary ` ` ` Area Type: Other Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2012px.syn Synchro 7- Report Page 1 3: Casa Blanca Driveway& Osgood Street 2012 Existing PM Peak Hour Volume Lane Group EBL EBT fBR WBL ". WBT ',;WBR.' NB NBT :. NBR, SBL:; SBT SBl3 Volume(vph) 2 0 7 229 0 92 7 1168 0 105 739 4 Confl.'Peds._(#/hr) Confl.Bikes(#/hr) Peak Hour Factor 0.38 038 0.38 0.73 0.73 0.73 0.98 10.93 0.93 0.90 0:90. 6A Growth Factor 100% 100% 100% 100% 100%° 100% 100% 100% 100% 100% 100% 100%° Heavy Vehicles(°I°) 0% 0%a 0% 3% 0%° 5% 0% 1016 3%p 2%° 1% 0% Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic(%) 0% 0% 0% 0%1.Adj.Flow(vph) 5: 0 18 314 6 126 8 1256' '0 117 821, 4 Shared Lane Traffic(%°) Lane Group Flow(vph) 0 23 0 0 440 0 0 1264 0 0 942 io intersectionSu'mmary r �< QAProjects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2012px.syn Synchro 7- Report Page 2 3: Casa Blanca Driveway & Osgood Street 2012 Existing PM Peak Hour Queues 1 Lane Group.a EBT 8 T-, Lane Group Flow(vph) 23 440 1264 942 v/c Ratio: 0.05 0.86 0.73 0.95 Control Delay 9.0 38.9 17.2 39.0 Queue Delay 0 0 0_.0 0.0 0.0 Total Delay 9.0 38.9 17.2 39.0 Queue Length 50th(ft) 1 161 227 206 Queue Length 95th(ft) 3 195 308 #350 internal Link Dist(ft)' 102 1003 768 17 Turn Bay Length(ft) Base Capacity(:vph); 572 582 172.5, 988 - Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0' 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.04. 0:76 0.73 0;95 lntersecfion,Suinmary; # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12012px.syn Synchro 7- Report Page 3 3: Casa Blanca Driveway & Osgood Street 2012 Existing PM Peak Hour HCM Signalized Intersection Capacity Analysis Movement . EBL EBT . ;;EBR.:' WBL ''WBT' NBR SBL SBT'; SBR Lane Configurations` Volume,(vph) 2 0 7 229 0 92 7 1168 0. 105 739 4 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane,Wdth 12 12 12 16: 16 16 12 12 12 11 i1 11 Total Lost time(s) 6.0 6.0 6.0 6.0 Lane tJtil.Factor 1A0 1.00 0.95 0,95 Frt 0.89 0.96 1.00 1.00 Flt Protected 0.99 0.97 1.00 0.99 Satd. Flow(prot) 1681 1930 3573 3428 Flt Permitted 0.91 0.77 0:95 0.56. Satd Flow(perm) 1544 1547 3389 1942 Peak-hourfactor,PHF 0.38 0.38 0.38 0.73 .7 0.73 0:93, 0.93 0.93 0.90; 0.90 0.90 Adf. Flow(vph) 5 0 18 314 0 ., 126 8 1256 0 117 821 4 RTOR.Reduction(vph) 0 12 0. 0' 21 0 0 0 0 0 0 D Lane Group Flow(vph) 0 11 0 0 419 0 0 1264 0 0 942 0 Heavy,Vehlcles(%) 0% 06% 0% 3% 0% 6% 0 6%: 1% 3% 2%_. 1% 0% Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green.,G(s)' 21.9 21.9' 35.1 35.1 Effective Green,g(s) 21.9 21.9 35.1 35.1 Actuated g/C Ratio 0.32 0.32 6.51 0,51 Clearance Time(s) 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 490 491 1724 988 v/s Ratio Prot v/s Ratio Perm 0.01 c0.27 0.37 c0.48 v/c Ratio 0.02 0.85 0.73 0.95 Uniform Delay,d1 16.2 22.0 13.3 16.2 Progression Factor 1.00 1.00 1.00 I'M Incremental Delay,d2 0.0 13.4 1.6 18.2 Delay(s) 16.2 35.5 14.9 34.4' Level of Service B D B C Approach Delay(s) 16.2 35.5 14.9 34.4 Approach LOS B D B C HCM Average Control Delay 25.2 HCM Level of Service C HCM Volume to`Capacity ratio Actuated Cycle Length(s) 69.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 96.1% ICU Level of Service F Analysis Period(min) 15 c Critical Lane;Group Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2012px.syn Synchro 7- Report Page 4 3: Casa Blanca Driveway& Osgood Street 2012 Existing PM Peak Hour Timing Report, Sorted By Phase Ma"se Number 2 ''4 6 8 Movement NBTL EBTL SBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode Min Min Min Min Maximum Split(s) 41 31 41 31 Maximum,Split(%o) 56.9% 43.1% 56.9% 43.1%. Minimum Split(s) 35 10 35 10 Ye11ow Time(s) 4 4> 4 4 All-Red Time(s) 2 2 2 2 Minimum Initial(s) 4 4 4 4 Vehicle Extension(s) 3 3 . 3 3 Minimum Gap(s) 3 3 3 3 Time Before Reduce(s) 0 0 0 0 Time To Reduce(s) 0 0 0 0, Walk Time(s) Flash Dont Walk(s) Dual Entry Yes Yes Yes Yes Inhibit M_ax Yes Yes Yes Yes Start Time(s) 0 41 0 41 End Time(s) 41 0 41 0 Yield/Force Off(s) 35 66 35 66 Yield/Force Off 170(s) 35 66, 35 66 Local Start Time(s) 0 41 0 41 Local Yield(s) 35 66 35 66 Local Yield 170(s) 35 66 35 66 Intersection Summary Cycle Length 72 Control Type Semi Act-Uncoord Natural Cycle 75 Splits and Phases: 3:Casa Blanca Driveway&Osgood Street it o2 yamy ` o4 a rrt 3• o6 #� 08 tin 0:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2012px.syn Synchro 7- Report Page 5 6: BB Entrance & Osgood Street 2012 Existing PM Peak Hour Lanes and Geometrics Lane Group ' WBL `''WBR NBT . '.`1VBR : SBL SBT , Lane Configurations tt+ 1, Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 12 12 12 12 Grade(%), 0% 00/. 06/. Storage Length(ft) 0 0 0 30.0 Storage Lanes 0 0 0 1' Taper Length(ft) 25 25 25 25 Lane Util._Factor 1.00 1.00 0.95 0.95 1.00 0.95 Ped Bike Factor Frt 0.915 Flt Protected 0.950 Satd.Flow(prof) 0. 0 3462 0 1805 3574; Fit Permitted 0._950 Satd.Flow(perm) 0 0 3462 0 1805 3574 Link Speed(mph) 30 30 30 Link Distance(ft) 300 22Z 383` Travel Time(s) 6.8 5.2 8.7 ntersectiion Summary ' ; Area Type: Other Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2012px.syn Synchro 7- Report Page 6 6: BB Entrance & Osgood Street 2012 Existing PM Peak Hour Volume Lane Group WBL : WBR r .'NBT ,NBR ;B Volume(vph) 0 0 1053 209 78 848 Confl. Peds.(Or) Confl. Bikes(#/hr) Peak HourfactoIr 0192 0.92 0.91 0.91 0.88 0.88 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles(°lo) 0% 0% 2% 0% 0% 1% Bus Blockages(#/hr) 0 0 0 0 0 0 Parking ( /hi) Mid-Block Traffic(%) 0% 0 0% Adj.Flow(yph) 0 0 1157 230 89 964 Shared Lane Traffic(%) Lane Group.Flow:(yph), 0 0 1387 0 89 964 liatersection Summary , QAProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12012px.syn Synchro 7- Report Page 7 6: BB Entrance & Osgood Street 2012 Existing PM Peak Hour HCM Unsignalized Intersection Capacity Analysis Movement . R T BR WBL :WB NB Lane Configurations 0 tt Volume(veh/h) 0 0, 1053 209 78 848 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.91 0.91 0.88 0.88 Hourly rate(vph)' 0 0 1157 23q 89 964` Pedestrians Lane Width(f#) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None Non e Median storage veh) Upstream signal(ft) 227 pX,platoon unblocked 0.72 0.72 0.72 vC,conflicting volume 1931 693 1387 vCi,stage 1 conf Vol vC2,stage 2 conf,Vol vCu,unblocked Vol 1519 0 765 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF(s) 3:5 3,3 2 .2 p0 queue free% 100 100 86 cM capacity(vehm) 69 787 619 Direction,Lane# NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 771 615 89 482 482 Volume Left 0 0 89 0 0 Volume Right 0` 230 0' 0 0 cSH 1700 1700 619 1700 1700 Volume Capacity 0.45 0.36 0:14 0128 0.28` Queue Length 95th(ft) 0 0 12 0 0 Control Delay(s) 0.0 0;0 11.8 0.0 0.0 Lane LOS B Approach Delay(s) 0.0 1.0 Approach LOS 9rttersection Summa Average Delay 0.4 Intersection Capacity Utilization 46:86/6 ICU Level of Service A Analysis Period(min) 15 Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2012px.syn page 8 Synchro 7- Report 8: Commerce Way & Osgood Street 2012 Existing PM Peak Hour Lanes and Geometrics Lane Group .` EBL EBT' EBR .,`.WBL. WBT NBR: . SBL ; . SBT<.,,.SBR Lane Configurations �►� Ideal Flow(vphp1) 1900 1900 1900_ 1900 1900 :1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 13 13 13 13 12 12 12 12 12 12 12 12 Grade.(%o) 0% 0% 0% 0016 Storage Length (ft) 0 0 0 0 0 0 0 0 Storage Lanes 0' 0. 0 1 0 0 6 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Wk.,Factor 1.00 1.00 1.00 1.00 1.00 1:0.0 0,95 0:95 1.00 1:00 0.95 0.95 Ped Bike Factor Frt' 0.906 0:850 0.998 Fit Protected 0.985 0.953 0.999 Satd.Flow(prot) 0 1728 0` 0 181 1 1615 0 3572 0 0 3568 0 Flt Permitted 0.985 0.953 0.999 Satd.Flow(perm). 0 1728 0 0 1811 1615 0 3572 0 0 3568. 0 Link Speed(mph) 30 30 40 40 Link Distance(ft) 360 315 383 811 Travel Time(s) 8.2 7.2 6.5 13.8 �nlersecfo'n.Suiimary ;: 7, Area Type: Other Q:IProjects112 PROJECTST121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12012px.syn Synchro 7- Report Page 9 8: Commerce Way & Osgood Street 2012 Existing PM Peak Hour Volume II Lane,G`rou = �EBL EBT EBR WBL . �'.WBTWBR : .,NBLNBT r`- .NBR SBL'>, SBT; :.SBR Volume(vph) 19 0 45 191 3 106 28 1025 0 0 690 10 Confl.Peds.(#/hr) Confl.Bikes(#/hr) Peak Hour Factor -0.80 0.80 0.80 0.94 0.94 0.94 0.91 0.91 0.91 0.85 0.85 0.85 Growth Factor 100% 10.0% 100% 100% 100%° 100%° 100%° 10.0%, 100% 100% 100% 100% Heavy-vehicle s(%) 0% 0%° 2% 0% 0% 0% 0% 1% 0% 0% 1% 0%0 Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic(%) 0% 0% 0% 0% Adj.Flow(vph) 24 0 56 203 3' 113, 31 1126 0 0 812 12 Shared Lane Traffic(%) Lane Group Flow(vph) 0 80 0 0 206: 113 0 1157 0 0 824 0 Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2012px.syn Synchro 7- Report Page 10 8: Commerce Way & Osgood Street 2012 Existing PM Peak Hour HCM Unsignalized Intersection Capacity Analysis Movement , ." EBL.. ;EBT "EBR WBL .'WBT WBR,..' NBL NBT .: NBR SBL ;? SBT,. .SBR Lane Configurations , Volume'(veh/h) 19 0 45 191 3 106 28 1025 0' 0 690 10 Sign Control Stop Stop Free Free Grade 0% 0% - 0% 06/. Peak Hour Factor 0.80 0.80 0.80 0.94 0.94 0.94 0.91 0.91 0.91 0.85 0.85 0.85 Hourly flow rate(vph) 24 0 56 203 3 113 31 1126 ;0 0 812 Pedestrians Lane Width,(ft) Walking Speed(ft/s) Percent'Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 610' pX,platoon unblocked 0.76 0.76 0.76 0.76 0.76 0.76 vC,conflicting volume 1.557 200.6 412 1650 2011 563 824 1126 vC1,stage 1 conf vol vo,stage 2 conf vol vCu, unblocked vol 1100 1691 412 1223 1699 0 824 533 IC,single(s)' 7 6 6.5 6 .9, 7.51 6.9 4.1 4.1 tC,2 stage(s) IF(s) 3.5 4.0 3.3; 3.5 4.0 8.3 2.21 2.2 p0 queue free% 77 100 90 0 95 86 96 100 cM capacity(veh/h) 104 69 589 92 68 829 815 793 Direction,Lane# EB 1 WB 1 W13.2 NB 1 N62 8b! SB 2 Volume Total 80 206 113 406 751 541 282 Volume Left 24 203 0 31 0 0 0 Volume Right 56 0 113 0 0 0 12 cSH 247 91 829 815 1700 1700 1700 Volume to Capacity 0.32 2.26 0.14 0.0.4 044 0.32 0.17 Queue Length 95th(ft) 34 464 12 3 0 0 0 Control Delay(s) 26:4 674.7 10:0 1:2 0.0 0.0 6.6 Lane LOS D F B A Approach Delay(s) 26.4` 439.9 0:4 0.0 Approach LOS D F pntersecfion>Surnmaty Average Delay 60.1 Intersection•Capacity Utilization 72..6% ICU Level of Service C Analysis Period(min) 15 Q:IProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoverlTraffic1CA12012px.syn Synchro 7- Report Page 11 3: Casa Blanca Driveway & Osgood Street 2017 No-Build PM Peak Hour Lanes and Geometrics �- Larie;'Grou :�EBL . ' `EBT . :EBR- WBL .�,`WBT. :'.WBR NBL. NBT NBR- SBI: SBT�:� $BR Lane Configurations` Ideal Flow(yphpl):. 1900 1900 1900 1900 1900. '1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 12 16 16 16 12 12 12 11 11 11 Grade(° ) 0%0 00/. 0016 0%- Storage Length(ft) 0 0 0 0 0 0 500 0 Storage Lanes 0 0 0 fl 0` 0 1 0 Taper Length(ft) 25 25 25 25 25 25 25 25 Lane`Util.Factor 1.00 1.00 1.00. 1.00 1.00 1.00 0.95, 0.95 1.00 1.00 1.00 1.00 Ped Bike Factor 0.999 Fri: 0:894 0.963 At Protected 0.989 0.965 0.950 Satd. Flow(prot) 0 1680 0 0 1932 0. 6 3574 0 1711 1817 0 At Permitted 0.907 0.772 0.883 0.114 Said.Flow(perm) 0 1541 0 0 1546 0 0 3156 0 205 1817 0 Right Turn on Red Yes Yes Yes Yes Satd,Flow(RTOR) 18 28 Link Speed(mph) 30 30 40 40 Link Distance(ft) 182 1083 848 227 Travel Time(s) 4.1 24.6 14.5 3.9 lnte'rsecton`Summa Area Type: Other Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017pnb.syn Synchro 7- Report Page 1 3: Casa Blanca Driveway & Osgood Street 2017 No-Build PM Peak Hour Volume Larie. aioup. EBL ^ EBT °;!�EBR wBL, .�;�WBT - 'WBR NBL ; �: NBT; NBR= ,: SK'� SBT� �SBR Volume(vph) 2 0 7 246 0 94 7 1222 0 107 780 4 Confl.Peds.(#/hr) Confl. Bikes (#%hr) Peak Hour Factor. 0:38 0.38 0.38 0.73: 0.73 0.73 0.93 0.93 0.93 0.90 0.90 0.90 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles'(%), 0% 0% 0% 3% 0% 5% 0% 1 6/6, 3% 2% I% 0% Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic(%) 0% 0% 0% 0% Adj.Ftow(vph) 5 0 1-8 337 0; 129 8 < 1314 0 119 867 4 Shared Lane Traffic(%) Lane Group Flow(vph) 0 23 0 0, 466 0 0 1322 0 119 871 0 Q:IProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017pnb.syn Synchro 7- Report Page 2 3: Casa Blanca Driveway& Osgood Street 2017 No-Build PM Peak Hour Queues �WBT NBT,`,. °$BL : SBT. ... Lane Group Flow(vph) 23 466 1322 119 871 A Ratio 0.04 0.89 0.83' 1.16 0.96 Control Delay 9.0 42.6 21.8 162.9 40.8 Queue Delay 0.0 0.0 0.0 0;0 00 Total Delay 9.0 42.6 21.8 162.9 40.8 Queue Length 50th 1 177 257 -65 361 (ft)- Queue Length 95th(ft) 3 212 #371 #121 #616 internal .ink Dist(ft) 102 1003 768 147 Turn Bay Length(ft) 500 Base Capacity(vph) 564 572 1584 10� 912 Starvation Cap Reductn 0 0 0 0 0 8piliback Cap Reductn; '0 0 .0 0 0. Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.04 0.81 01.-83 1 16 U6 Intersection�Surnm ' Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. QAProjects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017pnb.syn Page 3 Synchro 7- Report 3: Casa Blanca Driveway& Osgood Street 2017 No-Build PM Peak Hour HCM Signalized Intersection Capacity Analysis Movement. EBL . ;.EBT EBR WBL WBT, :;:WBR NBL ;' NBT : NBR SBL: SBT, SBR Lane Configurations 4 Volume(vph) 2 0 7 246 0 94 7 1222 0 107 780 4 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane 1Ndth 12 12 12 16 16 16 12 12 12' 11 11 i Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane Util:Factor 1.00 1:00 0,95 1.00 1.00 Frt 0.89 0.96 1.00 1.00 1.00 Fit Protected 0.99 0.97 1_:00 0.95 1.00. Satd. Flow(prot) 1681 1932 3573 1711 1817 Fit Permitted 0:91 0.77 0.88 611 1.00 Satd. Flow(perm) 1541 1544 3156 205 1817 Peak-hour factor,PHF. 0.38 0.38 0,38 0.73 0.73 0.73 0.93 0.93 0.93 0.K 0.90' 0:90 Adj.Flow(vph) 5 0 18 337 0 129 8 1314 0 119 867 4 RTOR Reduction(vph) 0 12 0 0 19. 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 11 0 0 447 0 0 1322 0 119 871 0 Heavy Vehicles(%) 0% 0% 0% 3% 0% 5% 0% 1% 3% 2% 1%` >, _`0% Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G(s) 22.8 22.8, 35.1. 35.1 35:1 Effective Green,g(s) 22.8 22.8 35.1 35.1 35.1 Actuated g/C Ratio 0.33 0.33 0.50 0.50 0;50 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 503 504 1585 103 912 V/s Ratio Prot 0.48 v/s Ratio Perm 0.01 c0.29 0.42 c0.58 v%Ratio 0.02 0.89 0.83 1:16 0.96 Uniform Delay,d1 16.0 22.3 14.9 17.4 16.6 Progression Factor 1.00 1,.00 1:00 1.00 1.00 Incremental Delay,d2 0.0 17.0 3.9 136.5 19.6 Delay(s) 16.0 39.3 18.9 153.9 36,2 Level of Service B D B F D Approach Delay(s) 16.0 39.3` 18.9 50.4 Approach LOS B D B D HCM Average Control Delay 33.4 HCM Level of Service C HCM Volume to Capacity ratio 105 Actuated Cycle Length(s) 69.9 Sum of lost time(s) 12.0 Intersection Capaciiy Utilization 116.3% ICU Level of Service H Analysis Period(min) 15 c Critical Lane Group Q;IProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffi6CA12017pnb.syn Synchro 7- Report Page 4 3: Casa Blanca Driveway& Osgood Street 2017 No-Build PM Peak Hour Tirnin2 Report, Sorted By Phase Movement NBTL EBTL SBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode Min Min Min Min Maximum Split(s) 41 31 41 31 Maximum Split(ON 56:9% 43.1% 56.9% 43.1% Minimum Split(s) 35 10 35 10 Yellow Time(s) 4 4 4 4 All-Red Time(s) 2 2 2 2 Minimum Initial(s) 4 4 4 4` Vehicle Extension(s) 3 3 3 3 Minimum Gap(s) 3 3 3 3 Time Before Reduce(s) 0 0 0 0 Time To Reduce(s) 0 0 0 0 Walk Time(s) Flash Dont Walk(s) Dual Entry Yes Yes Yes Yes inhibit Max Yes Yes Yes Yes Start Time(s) 0 41 0 41 End Time(s) 41 0 41 0 Yield/Force Off(s) 35 66 35 66 Yield/Force Off 17Q(s) 35 66 35 66 Local Start Time(s) 0 41 0 41 Local Yield(s) 35 66 35 66 Local Yield 170(s) 35 66 35 66 intersection Summa Cycle Length 72 Control Type Semi Act-Uncoord' Natural Cycle 80 Splits and Phases: 3:Casa Blanca Driveway&Osgood Street m2 T777777777777777 y fit, a,r I # o6 ,— 08 7i t,1,* SY' Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017pnb.syn page 5 Synchro 7- Report 6: BB Entrance & Osgood Street 2017 No-Build PM Peak Hour Lanes and Geometrics !Lane Group. , , �WBL . WBR BT N NBR :r SBL. : 'SBT Lane Configurations Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 12 12 12 12 Grade(%) 0% 0% 0% Storage Length (ft) 0 0 0 300 Storage Lanes 0 0 0 1 Taper Length(ft) 25 25 25 25 LanelJtil. Factor 1,00 1:00 0.95 0.95 1.00 0:95 Ped Bike Factor Frt 0.976 Flt Protected 0.950 SaW.Flow(prot) 0 0 3465 0 1805 3574 Flt Permitted 0.950 Satd.Flow(perm) 0 0 3465 0 1.805 3574 Link Speed(mph) 30 30 30 Link Distance(ft) 30.0 227 383 Travel Time(s) 6.8 5.2 8.7 Iritersecf'iinSurnmary- Area Type: Other Q:\Projects\12 PROJECTST121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017pnb.syn Synchro 7- Report Page 6 9 abed podal3 -L oagouAS uAssqudLlOZ1d91014eallJanopuy ON bog aagoan8 JN1833NIJN3®1313NNA1 16VleOS1031 08d ZllslOafoadl:0 80 �`yt a !• .,Y f i � ��r' 1�.-�� ,�Ll � i r"�� � t �.7 .�t7 .b .i�.. to — Z@ JaaalS poo6sp)y Aennanlaa e01.1e19 ese0:£ :sasegd pue spldS 08 aloA:D lein)EN pa000un-ioy waS adbl foa uo ZL gi6ual al0Ao ewwns uo.10asia;uj 99 5E 99 9E (s)OL L plaid 18001 99 se 99 9E 1(s)pla!A 10001 LV 0 LV 0 (s)awll pelS pool 99 so 99 9£ (S)OL 140-eoao j/piall 99 9£ 99 96 (s)mo 90ao3/plaik 0 IV- 0 IV (s)awll PU3 Gv 0 It 0 (s)awll PB1S se) saA, so,k saA xeIN jgquj saA sa,� sad sad, I►1u3lena (S)Ilem 1uoQ gsel3 (s)awil NIBM 0 0 0 0 (s)aonpaa oj,aual 0 0 0 0 (s)aonpaH aaojee owll E 8 £ £ (s)deb.whwiulN £ E E E (s)u01suaV3 a101gaA ti b b ti (s)lE1liul wnwfulW Z Z Z Z (s)awll Pau-11V ti ti ti ti (s)acufl Moj10,k 01 5£ 01 5£ (s);!ldS wnwluiW %V Ct %x6'95 %I'EV %695 (%)Ads:wnwlxeW LE « jE LV (s)#!IdS wnwixvVy uln u W a!UV uivy OPoW Ileoaa ezlwlldo 6eI-peal 681/peal 119M U96 1193 119N IuawanoW aseud kq papoS `:po a�j u!w!l anoH dead Wd pl!nS-ON L WZ JaaaIS poobSo V Aennaniaa euue18 ese0 :g 9 abed podel:{ -L 014DU AS uAs-qudz1oz1H01ollleal,1aanopuy ON Aog aauoln8 JNIH33NIJN3 a13I3NNAI- 16V2OS103f' Ud 3l\s}09foad1:0 a0410 :ode_L eaay �:; . •..�,,.,. .... �.,.`._, _ ewwnsumloesaelut L'8 Z'9 8'9 (s)awll Ianea� £8E Lza OOE (4).apue-ISICI{uj 0£ 0£ 06 (ydw)paedS�uil bL9E 9081 0 99ve 0' 6 (weed)mol3'pleS 096'0 POPIU d 113 VL9s 9081 0 99ve 0 0 (load)mold.'pIES 096'0 p91091oad 113 `9L6'0 p soloed ONO pad 96'0 00'1 56'0 96'0 00`1 00'L aoloe3"IM aue 9Z 93 R 9z (4)gl6uel aadel 1 0 0 0 sauel a6eiojg 00£ 0 0 0 (11)416ua1 aftiolS %0 %o %o (%)8010 el ZL eL 3l zl Zl (11)glpiM cruel 0061 10-061 0061 0061 0061 0061 (Idg6)mold Ieapj suoilgin6poo auel 18N, a8M 18N1 . noa,�aue T sol ijewoa!D pue saue-7 anoH NBE)d Wd plln8-0N L WZ logils P006sp �R ,90UWIu8 88 :9 L 96ed podaa -L oagowtS uAs-qudL[og\Vo\0!JjsJl\a9nopuy ON A08 a9401n8 JNII:133NIJN3®1313NNA]- 16K3[MiArOdd 3[\s)Oafoad\:O ,, r, ewumg uoil es�aluf Z 60 L 68' 0 661?l 0 0 (qdn)Mo1,3 dhoag auej _ _ (%)014eal auel paaegS ML 68 0 2 61a l 0 0 (0A)'nno13 f py %°0 %0 %0 (%)oweil vo18-mv (au/#) 6uNaed 0 0 0 0 0 0 (jq/#)SGBUi 3018 sng %°L %0 %0 %°Z %°0 %0 (%)§611 6!yaA AeaH %00I %00I %00I %00L %001 %00I aolOed WOaJ 88'0 88'0 L6"0 WO W-0 Z6'0 aoloe3 0H Kead (aq/#)sele'Iluoo .CAL/#)*Od'Iluo0 L68 8L 60Z 60Ll 0 0 (qd^)own!oA GN }ABM. l9M .. .::. nqa�eue> 9=10n anOH grad Wd pl!n8-0N L WZ PEUIS p006SO 19 90ue4U3 88 :9 8 abed pode)j -z ojqouAS uAs•qudz 10Z\V0\oi eJ_L\J9AOPUV ON A013 J0401n9!DNI833NI!DN3 MIAMI- 16V 2[Z\S109fOHd Z LW108fOidV0 9 (ulw)POIJOd sIsAIeuV v SMAJ Sid JOA61 00 4/.S,S'f UOOZ-114M ,L a ioedo U0110 slejui Yo Aule(]06,2JOAV ww Sol qoeojddV 0,L 0,0 (s)Aujacf qoeo-jddv 9 Sol Mel 0?0i 010 Vzt 00 010 (s)Apja(JjOjjuO0 0 0 CL 0 0 O 4196 qIbual anano �3 of awnIpA ot*O 08*0 9VG X0 WO kimd OOL I OOZ 1 669 OOLL OOLI HSO 0 0 0 09z 0 0 0 68 0 0 491 awnjoA 909 909 60 9E9 z 1[8 p-10i aWnIdA 698 -Z OS LOS Z 9 19N #quel,'ponowin E69 09L: 09 (4Vq@A),k!bedeavq0 98 OOL OOL %99ij anenb od -6'9 8'9 (s) 16u!s', ELL 0 689 L Ion pqoopun In:DA 10A JUO3 Z 66B. 4'Zak JOA JUOD i 86e)S'QA 8bbl vu LIR awnp 6U10111 UOO,OA OL'o OL'O OL*O pepopun moleld'Xd LZZ (4)In6puee-Asdh (400 868JOIS UBIPOVq u I I t I sUON 9 ON ed,4 64 aN (4@A)ejell wnt jqBiLj 60*6 8 IUPDJGd .1 , (s/4)peadS BwWm (4)qlp,!m auel SUBIJIS8POd Z101 60 0£Z Z 62L O 0 (qdA)bitj M61:1 AjIrIQ H 88*0 99'0 WO WO Z6'0 J6'0 joloej jnOH N89d %0 %0 %0 GPP JD goid qqjd dojS JOJJUO:)U61S 168: 9L 6OZ 60 t 1 0 0 Nzw)qwnIOA suoijejdi quOD aml 11GS U� �p A GN: 19N d8M 19M lua S!sXleuV XjpedeC) uopoesialul pezileuBisun vyoi7 jnOH dead Nd pl!ng-ON L WZ 199JIS POOBSO 'R q3uejjU3 88 :9 6 06ad vodab -L OJ40UAS uAssqudL L031d010!gaJllaanopuy ON Aoq aapin8 JNIHENION3 a131dNNA] 1.6V 2 1.Z\S103fOUd Z 1.1sP9(0ad\:0 aagl0 :ads i eaay euu utn 8 El 9'9 Z L Z•8 (s) OWI lanaal 1.Gs E88 SGE' 09£ (11)aua1.s!a�qi OV 0V 0£ uaaw eadS�luil 0 895£ 0 0 ZL5£ 0 91911 1,M 0 0 8ZLl 0 (q )poll p}u,S a !uaaa 666'0 £96'0 986'0 p A, d 1Id 0 899£ 0 0 ZL5$ 0 91.91 l8l 1. 0 0 ELI., 0 (14)Mold'pi S 666'0 £96'0 9860 paI0910M lld 098'0 906`0 866'0 aoloed 9W pad 56'0 560 DO`l 00'L 96`0 96'0 00`l 00'l 00'l 00'1 00'l on iojole 'pf0 auu] 9Z 9Z 9Z 9Z 93 93 9Z 93 ( )gj6u9j jadel 0 0 .0 0 1 0 0: 0` sau �a6eio S 0 0 0 0 0 0 0 0 (}})q}6ua-I a6eao1.8 °f°0 °(a0 %o %0 (%)a,a Zl Z1. 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