Loading...
HomeMy WebLinkAbout2004-04-22 Traffic Study- VHB Transportation Land Development R ram'C7.5��� Environmental S e r v i c e s hw ORI'1'1 �t�fD0V;=r1 10]Walnut Street i Va.nr.sse an> en Rrustlin,Luc. I'LA�1Plfi lSi 17E1"/\fl fhJif i i'i' P.O.Box 9151 Watertown,MA 02471-9151 617 924 1770 FAX 617 924 2286 lemorandum To: Peters Street Realty Trust,LLC gate: October 2,2003 c/o Eagle Tribune Publishing Co. 100 Turnpike Street North Andover,MA 01845 Project No.: 08475 From: Patrick Dunford,P.E. Pe: Proposed CVS Pharmacy Project Manager North Andover,Massachusetts Ana Fill,P.E. Traffic Engineer Vanasse Hangen Brustlin,Inc.(VHB)has conducted an assessment of the traffic impacts and site access for a proposed CVS Pharmacy in North Andover,Massachusetts. The proposed redevelopment program consists of the construction of a new CVS Pharmacy(with a prescription pick-up window)at the northeast corner of the Route 114/Peters Street intersection. The site is presently vacant land. This assessment indicates that site-generated traffic is not-expected to significantly impact traffic conditions in this area. Moreover,the proposed site plan provides safe and efficient access,and the surrounding roadway network can adequately accommodate traffic generated by the proposed project. PROJECT LOCATION AND DESCRIPTION The proposed project consists of the construction of an approximately 13,013 square foot building, with an additional 1,755 square feet of non-sales,mezzanine space. The CVS Pharmacy will also feature a dual prescription pick-up/drop-off window operation.An inner lane adjacent to the building will allow for customers to either drop off or pick up prescription orders. An outer lane will also be available for customers to drop off prescriptions orders via a pneumatic tube. However, prescriptions cannot be picked up from the outer lane. The prescription window operation will only be available for use by customers dropping off or picking up prescription orders;no retail sales will be conducted through the window. As noted earlier,the site is located at the northeast corner of the signalized Route 114/ Peters Street intersection(Figure 1). Access to the site is proposed to be provided via two driveways: a primary full-access driveway located on Peters Street approximately 160+feet north of the intersection,and a restricted access,right-in/right-out only secondary driveway located on Route 114. The current site plan includes 81 on-site parking spaces,including 4 handicapped spaces. This parking supply exceeds the Town of North Andover zoning parking requirements that a minimum of 74 parking spaces be provided for the CVS store. EXISTING CONDITIONS Study Area Roadways and Intersections Route 114(Turnpike Street)within the project area is an undivided,state maintained highway. In the Town of North Andover,Route 114 consists primarily of four lanes(two lanes in each direction) \\Aiawald\checkin\08475\does\memos\C VS-NAndover_iraii'ic-memo_revl.doc WnawaldM 0847Nraph:c0'ugwesl8475-SLM dAq 10V02}2003 ° s 11 a --- - CC_ .. K .,, ti - __ l i- r ` 133tr_ 26 � � � _ ° "f Naverhili Street 133 �� T`vv t1y 1, \ Andover 114 chestnut 5.. 4 r\ / ' ti_1_._ �` 125 0 1000 2000 Feet _.,� Site Location Map Figure L i Date: October 2,2003 2 Project No.: 08475 I and runs in a generally east-west direction,extending into Lawrence to the west and Andover to the east. Past Waverly Road,Route 114 consists of one lane in the eastbound direction and two lanes in the westbound direction. The posted speed limit on Route 114 in the vicinity of the project is 30 miles per hour(mph)with sidewalks present intermittently within the project area. Primary land uses along Route 114 within the project area are residential and commercial with some retail. In its recent 2000 Regional Transportation Plan',the Merrimack Valley Planning Commission(MVPC)identified Route 114 as experiencing severe congestion during the weekday evening peak period. The MVPC also noted that much of this congestion occurs in the vicinity of Route I-445 near Lawrence,outside of the study area,due to a reduced roadway cross-section in this area. According to the MVPC report,a project to widen a bridge in this section of the corridor has been listed on the MassHighway Transportation Improvement Program(TIP)listing. This widening would allow for the needed roadway cross- section,which would reduce congestion in that segment. While the current TIP list does not show this being a proposed project,it is possible that it could be once again added to the list. The study also notes that the Town of North Andover has applied for Public Works Economic Development (PWED)funding to undertake a corridor development plan. Route 133 (Haverhill Street)within the project area is an undivided,urban roadway that is under local jurisdiction. In the Town of North Andover,Route 133 shares its right of way with Route 125 north of Route 114. Route 133 is a two-lane roadway that extends into Andover to the south and into West Boxford to the north. Primary land uses along Route 133 within the project area are commercial and residential with some retail. Route 1141Peters StreetlRoute 133 is a four-legged,signalized intersection. The Route 114 approaches provide an exclusive left-turn lane,a through lane,and a shared through/right turn lane. The southbound(Peters Street) and northbound (Route 133)approaches provide an exclusive left-turn lane and a shared through/right turn lane. A crosswalk across Route 133 on the south side of the intersection is present at this intersection and sidewalks are present along the south side of Route 114. Land uses around the intersection include residential uses,commercial uses,the Eagle Tribune,a small shopping plaza and a church. As noted later in this chapter,a pharmacy is also planned to be developed at the northwest corner of this intersection on a parcel of land currently owned by the Eagle Tribune. Observed Traffic Volumes As part of this assessment,VHB obtained daily traffic volume data on Route 114 north of Peters Street. This information was obtained from the traffic study recently prepared for the proposed Eaglewood Shops development',which is discussed in detail later in this document. These volumes are summarized in Table 1. 'Merrimack Valley Planning Commission,2000 Regional Transportation Plan--final Report,Haverhill,MA,2001. 2 Vanasse Hangen Brustlin,Inc.,Expanded Environmental Notification Form—Eaglewood Shops North Andover,May 2003_ X:\p$475\does\memos\C'V S_N M d o ver_i raf f ic_m e m o-revl.d oc i Date: October 2,2003 3 Project No.: 08475 TABLE 1 OBSERVED TRAFFIC VOLUMES Peak Hour" Daily' Weekday Evening Saturday Midday "K" Dir. "K" Dir. Location Weekday Saturday Volume Factor` Dist Volume Factor Dist Route 114 north 33,060 28,510 2,520 7.6% 55%EB 2,125 7.5% 57%EB of Peters Street Source: Automatic Traffic Recorder(ATR)counts conducted by VHS,Inc.in March 2003. a. Daily traffic expressed in vehicles per day. b. Peak hour volumes expressed in vehicles per hour. c. Percent of daily traffic which occurs during the peak hour. Notes: EB=eastbound,WS=westbound.Peak hours do not necessarily coincide with the peak hours of the turning movement counts. As shown in Table 1,VHB observed Route 114 south of the Eagle Tribune driveway to carry approximately 33,060 vehicles on a typical weekday with the evening peak hours accounting for 7.6 percent of the daily traffic flow.Moreover,during the evening peak hour the direction of travel is slightly heavier in the eastbound direction. On the Saturday observed,Route 114 carried approximately 28,510 vehicles with 7.5 percent occurring during the midday peak hour. On Saturdays,the direction of travel is slightly higher in the eastbound direction(57 percent) as well. The observed volumes are intended to document the relationship between the daily and hourly traffic volumes on Route 114 in this area. The volumes shown above are consistent with previous counts in this area conducted by the MVPC. In 2002,MVPC counts indicated that approximately 30,200 vehicles per day(vpd)traveled on Route 114 to the east of Route 125. Counts included in the Massachusetts Highway Department database showed that in 2002,Route 114 north of Route 125 carried over 43,000 vpd. However,previous counts conducted along Route 114 near Waverly Street in the immediate vicinity of the site indicated that this roadway carried between 30,000 and 33,000 vpd on a daily basis in the mid 1990's. In addition,peak period turning movements counts(TMCs)were obtained at the Route 114/Peters Street/Route 133 intersection in January 2003. For consistency,these volumes were also obtained from the recent traffic study prepared for the nearby Eaglewood Shops development. The TMCs were conducted during the weekday evening peak period from 4:00 PM to 6:00 PM and the Saturday midday peak period from 11:00 AM to 1:00 PM. These counts indicate that the study area intersections experience peak volumes generally between 4:30 PM and 5:30 PM,and between 12:00 PM and 1:OOPM. Based on MassHighway historical traffic counts,the intersection volumes(which all of the subsequent analyses are based upon)were adjusted upward to reflect the seasonal fluctuation in traffic in this area. Data for the past five years for count station No.502,located on Route 114 north of Route 125(Andover By-pass)in North Andover,were reviewed and indicated that the month of January was approximately 8 percent lower than the average annual conditions,while the month of March was approximately 3.5 percent lower than average conditions. Figures 2 illustrates the existing 2003 weekday evening peak hour and Saturday midday peak hour traffic volumes at the study intersections. X:\e8475\d ocs\memos\C V 5_13Md over_trarf Sc_m e m c_rev l.doe Id08345GrapHmNpea8345HET.da Q Existing Signal CVS Site M c 21 �125 I � 4--205 Peters street + r 90 S 105-! lt � 290—► 1 2DD--� g a MM m s 0 Q CVS Site 305 4- 220 Peters street 4-120 4285-- 4) I 150 a m 0 2003 Existing Figure 2 Traffic Volumes Date: October 2,2003 4 Project No.: 08475 Accidents Accident data were obtained from the Massachusetts Highway Department for the three-year time period between 1998 and 2000. The records were reviewed to identify any relevant correctable trends or patterns at the study area intersections. Table 2 provides a summary of the accident data. Crash rates are calculated based on the number of accidents at an intersection and the volume of traffic traveling through that intersection on a daily basis. Rates that exceed MassHighway's average for accidents at an intersection in the district in which the town is located (District 4)could indicate safety or geometric issues for a particular intersection. The latest available crash rate in District 4 is 0.87 for signalized intersections. These rates imply that,on average,0.87 accidents occurred per million vehicles entering signalized intersection throughout District 4. The major findings of the accident research are discussed below. ➢ Peters Street at Route 114 experienced approximately 39 accidents from 1998 through 2000. The majority of these accidents(21)were angle collisions. The crash rate at this location, however,is lower than the average for the district(0.67 versus 0.87). X:\08475\d ocs\memos\C V S_N And ov er_t raf Fic_mem o_re v 1.doc Date: October 2,2003 5 Project No.: 08475 6 TABLE 2 VEHICLE CRASH SUMMARY(1998—2000)' i Rte 114 at: Peters St/Rte 133 Year 1998 13 1999 14 2000 12 Total 39 Collision Type Angle 21 Head--on 3 Rear-end 8 Unknown 7 Total 39 Severity Hit and Run 1 Injury Accident 15 Property Only 23 Fatality 0 School Bus 0 Total 39 Time of day 7:00 AM-9:00 AM 7 9:01 AM-3:59 PM 17 4:00 PM-6:00 PM 7 6:01 PM-6:59AM 8 Total 39 Day of Week Monday-Friday 30 Saturday-Sunday 9 Total 39 Pavement Conditions Dry 25 Wet 11 Snowy 0 Icy 1 Other 0 Unknown 2 Total 39 Crash Rate 0.67 Source: Accident data were obtained from the Massachusetts Highway Department_ FUTURE CONDITIONS The traffic analysis presented in this memorandum has been prepared in conformance with the Executive Once of Environmental Affairs/Executive Office of Transportation Construction(EOEA/EOTC) In accordance with the guidelines,a future design year of 2008(a five-year horizon)was used in the future conditions analysis. X:\M 75\does\memos\CV S_NAndover_3ralGc_memo_rev k d oc i Bate: October 2,2003 G Project No.: 08475 2008 No-Build Conditions No-Build traffic volumes were determined by considering existing traffic volumes and adding regional traffic growth and traffic from other nearby developments. Regional traffic growth is a function of expected land development,changes in demographics, and changes in auto usage and ownership in the region. Regional Traffic Growth Regional traffic growth is projected by examining historic traffic growth rates. MassHighway count data were used to predict a rate at which traffic volumes can be expected to grow. Review of the MassHighway count station No.502 located on Route 114 north of Route 125 (Andover By-pass) indicated that a growth rate of one-percent per year is appropriate for the study area. Background Developments In addition to accounting for background growth,traffic associated with other planned and/or approved developments near the site should be included in the No-Build networks. In addition to accounting for background growth,the traffic associated with other planned and/or approved developments near the site were considered. Based on information provided by the Town of North Andover Planning Department,it was determined that at this time the following projects were being pursued: ➢ A residential development to be located at the Den Rock site in Lawrence consisting of approximately 100 condominium units; ➢ Coachman Ridge;a"4013"residential development containing approximately 80 units to be located adjacent to the site at 170 Haverhill Street in Andover between High Street and Route 114.Coachman Development LLC filed for a comprehensive permit under the state's Chapter 40B law;and ➢ Eaglewood Shops,a retail development consisting of two main components: an approximately 20,400 square foot freestanding retail building on the west side of Northmark Bank,and approximately 59,525 square feet of retail space to the east of Northmark Bank. The site is located south of and adjacent to Route 114(Turnpike Street) opposite the Eagle Tribune. Although this CVS has been included as part of the Eaglewood Shops background developments in their traffic study,due to the uncertain timing of the projects and to provide a conservative analysis,VHB included the traffic associated with this retail project in this study's No-Build conditions. The year 2008 No-Build traffic volume networks were developed by applying the one percent annual growth rate over the five-year study horizon to the existing volume networks and adding the traffic volumes associated with the background developments discussed above. Figure 3 presents the resulting 2008 No-Build peak hour traffic volume networks. Planned Roadway Itnproveinents In assessing future traffic conditions,proposed roadway improvements within the study area were considered. At the moment,only the roadway improvements associated with the Eaglewood Shops are being considered in the study area. These improvements include providing a five-lane cross- section on Route 114 consisting of two through lanes,an exclusive westbound left-turn lane and an exclusive right-turn lane into the Eaglewood Shops site,as well as the installation of a signal to be coordinated with existing signals located to the east and west on Route 114. Since the Eaglewood Shops development is expected to be completed prior to 2008 and consequently was included as part of the background projects in this study,these improvements are also expected to be implemented within the five-year horizon of this study. Therefore,the potential changes to the Route 114/Peters X:\98475\dots\m c mos\CVS-NAndove r-t raf€i c-m emo_rev l.dce IdOW45 GrapWsRpm 834,&NETA 08 Existing Signal CVS Site ;n i i65 4) 4-225 Peters Street r 95 130 305—► I N` �v r �f ar O 10 1 � CVS Site a m C4 L 376 { j 4 240 Peters street 1) 125 S 70 �a 300---► ! 160--), iLR0 v m a 2008 No-Build Figure 3 Traffic Volumes Hate: October 2,2003 7 Project No.: 08475 Street signal operation associated with the Eaglewood Shops improvements were included in the 2008 No-Build conditions. Furthermore,as noted earlier, the MVPC Transportation Plan identified a bridge widening project to the west of the study area on Route 114 previously has been listed on the MassHighway Transportation Improvement Program listing. This widening would allow for the needed roadway cross-section,which would reduce congestion in that segment. However,since that report was prepared the current MassHighway TIP list no longer shows this as a current project. Accordingly, this assessment was conducted assuming that the project would not be in place within the study horizon. 2008 Build Conditions Build traffic volumes were determined by estimating site-generated traffic volumes and distributing these volumes over the study area roadways. Trip Generation As stated earlier,the proposed development will consist of a new 13,013 square foot CVS pharmacy, with an additional 1,755 square feet of non-sales,mezzanine area. The mezzanine is second floor storage space primarily used for storage and is not accessible to customers. To estimate the trip-generating characteristics for the proposed development,traffic projections were derived from trip generation rates published by the Institute of Transportation Engineers(ITE)Trip Generation-'. ITE trip generation rates for pharmacy/drugstore with prescription pick-up window (land use code 881)were utilized in the current analysis for the weekday time periods,and shopping center(land use code 820)data were used for the Saturday periods as noted below. Pharmacy/drugstore with prescription pick-up window is the most appropriate land use code provided by ITE;however,this category provides trip generation data only for the weekday daily and weekday peak hour periods. As a significant portion of the site's business will be retail in nature and not just pharmacy related,it is important to analyze the trips generated by this facility on a Saturday. To determine the compatibility of trips generated by another land use code with those generated by land use code 881,the trips generated using land use code 820 were calculated for the same time periods calculated for land use code 881. The results clearly show that the projected traffic volumes for land use code 820 were significantly less than those generated by land use code 881 during the same periods. In order to calculate a more accurate representation of the trips expected to be generated by the proposed CVS,a ratio between the two land use codes was used to calculate the trips generated on a Saturday. Based on the ITE trip generation rates and calculated ratios,the proposed project is expected to generate approximately 1,320 and 1,540 total vehicle trips during a typical weekday and Saturday, respectively. The proposed site also is expected to generate approximately 155 and 210 total vehicle- trips(approximately half-entering/half-exiting)during the weekday evening and Saturday midday peak periods,respectively. Not all trip generation will represent new traffic on the area roadways. A portion of the vehicle-trips will be drawn from the existing traffic streams passing the site in the form of pass-by traffic. For retail projects,standard engineering practice in Massachusetts allows a 25%pass-by rate,which was applied to the CVS site-generated volumes. The resulting trip projections are summarized in Table 3. '`i'rip Generation;Sixth Edition;institute of Transportation Engineers;Washington,D.C.;1997. XA08475\does\memos\CVS_1 Andover-IraFGc_memo revl.doc I Date: October 2,2003 8 Project No.: 08475 TABLE 3 CVS TRIP GENERATION Time Period Total Trips* New Trips Pass-by Trips** Weekday Dail Enter 660 495 165 Exit 660 495 165 Total 1,320 990 330 Weekday Evening Peak Hour Enter 75 55 20 Exit 80 60 20 Total 155 115 40 Saturday,Daily Enter 770 575 195 Exit 770 575 195 Total 1,540 1,150 390 Saturday Midday Peak Hour Enter 110 85 25 Exit 100 75 25 Total 210 160 50 * Source: Trip Generation,6th Edition;Institute of Transportation Engineers(ITE);Washington,D.C.(1997), Land Use Code 881(Pharmacy/Drugstore with Drive-Through Window)for 15,018 sf CVS,including 2,000 sf of mezzanine space. Saturday trip generation developed by applying ratio of weekday to Saturday trip generation(as calculated using Land Use Code 820(Shopping Center)for 15,018 sf of building area including 2,000 sf of mezzanine space)to the CVS weekday trip generation. [While the building program has been slightly reduced since these calculations were made,the volumes presented above were still used,which results in a slightly conservative analysis.) Trip Distribution The directional distribution of the traffic approaching and departing the site is a function of population densities,the location of employment,competing shopping opportunities,existing travel patterns,and the efficiency of the existing roadway system. The trip distribution of the new site- generated traffic was developed in consideration of these factors and through the use of a population based gravity model. Details of the trip distribution assessment are included in the Appendix. The expected vehicle trip distribution for the project is summarized in Table 4. TABLE 4 VEHICLE TRIP DISTRIBUTION SUMMARY Direction Percent of New Site-Generated Travel Route (FromlTo) Traffic Assigned to Route Route 114 West 41% East 31% Peters Street North 18% Haverhill Street South 10% Total All Routes 100% X:NM475\docs\memos\CVS NAndover_lraffle_memo_revl.doc Date: October 2,2003 9 Project No.: 08475 As shown in Table 4,approximately 72 percent of the site-generated trips are expected to use Route 114--41 percent from/to west and 31 percent from/to east. Approximately 18 percent of the traffic is estimated to travel on Peters Street while the remaining 10 percent is estimated to use Haverhill Street. Figure 4 shows the resulting 2008 Build peak hour traffic volume networks. TRAFFIC OPERATIONS ANALYSIS Level-of-Service Criteria Level-of-service(LOS)is the term used to denote the different operating conditions which occur on a given roadway segment under various traffic volume loads. It is a qualitative measure of the effect of a number of factors including roadway geometry,speed,travel delay,freedom to maneuver,and safety. Level-of-service provides an index to the operational qualities of a roadway segment or an intersection. Level-of-service designations range from A to F,with LOS A representing the best operating conditions and LOS F representing the worst operating conditions. It should be noted that the analytical methodologies typically used for the analysis of unsignalized intersections use conservative analysis parameters,such as high critical gaps for turning maneuvers. Actual field observations indicate that drivers on minor streets and driveways generally accept smaller gaps in traffic than the default values used in the analysis procedures and therefore experience less delay than reported by the analysis software. Also,the analysis methodologies do not fully take into account the beneficial grouping effects caused by nearby signalized intersections. The net effect of these analysis procedures is the over-estimation of calculated delays at unsignalized intersections in the study area. Cautious judgment should therefore be exercised when interpreting the capacity analysis results at unsignalized intersections. Level of Service Anal sis Intersection capacity analyses were conducted for the intersections in the study area. Analyses were conducted for the 2003 Existing,2008 No-Build and 2008 Build conditions. The results shown reflect the planned roadway improvements associated with the Eaglewood Shops development discussed previously. A summary of the analyses is shown in Table 5 and described below. X:\08475\dots\memos\CVS-NAndover_trafftc-memo Fevl.doc Id M45 Gfaptim Fkffles 8345•NE7. 0 Existing Signal COLn N 1 i—40 t r' N CVS site �i c�v t--1s5 In In Peters Street j 115 4) � 4—486 S 130� h t 10 1 310 1 570--► 215� N w r O 4 i � N n r �--45 o�LO Ln Cvs Site 375 j(* 245 �—20 Peters Street i r 150 735 S 75—' t 50�✓ —► 305 600--+► 160--� v i b 2008 Build Figure 4 Traffic Volumes Date: October 2,2003 10 Project No.: 08475 TABLES CAPACITY ANALYSIS Location Peak Hour 2003 Existing 2008 No-Build 2008 Build ,.,. SItyTTALIZEI7:lNTEKSECTIONS _� v/e Delay" LOS` v/c Delay LOS v/c Delay LOS Route 114 at Weekday Evening 0.91 32 C 1.21 52 D 1.37 61 E Route 133/Peters Street Saturday Midday 0.86 44 D 1.24 54 D 1.36 68 E UNMNAOZED INTERSECTIONS Dernandr' Delay° LOS` Demand Delay LOS Demand Delay LOS Route 114 at Weekday Evening n/a n/a n/a n/a n/a n/a 40 22 C CVS Site Drive Saturday Midday n/a n/a n/a n/a n/a n/a 45 20 C Peters Street at Weekday Evening n/a n/a n/a n/a n/a n/a 40 18 C CVS Drive Saturday Midday n/a n/a n/a n/a n/a n/a 55 35 D a. VIC=Volume to Capacity Ratio b. Average delay per vehicle in seconds. C. LOS=Level-of•Servim d. Demand of critical movement. + Delay exceeds 120 seconds. NIA Not applicable As show in Table 5, the Route 114 at Peters Street intersection currently operates at LOS C during the weekday evening peak hour and at LOS D during the Saturday midday peak hour. These levels of service are expected to drop to LOS D during both peak hours under 2008 No-Build conditions while the capacity of the intersection will be exceeded. The analysis program indicates that under the No- Build conditions small variations in traffic volumes at this location will likely result in significant changes in the reported theoretical delay. This lack of instability results at the intersection's projected operations,under the 2008 Build conditions,to be at LOS E during both peak periods even though the percentage of additional traffic due to the project is less than 2%during the weekday evening peak hour and 3%during the Saturday midday peak hour. As noted earlier,the signal operation at this intersection is planned to be evaluated as part of the off-site improvements associated with the nearby Eaglewood Shops development. The proposed CVS driveways are projected to operate at acceptable levels of service,LOS D or better,during both peak hours.Possible striping improvements on Peters Street,which would benefit access to the site,are noted later in this document and will be discussed with MassHighway and town officials during the Access Permit review process. SITE ACCESS/ON-SITE CIRCULATION As previously mentioned,two driveways are proposed to be provided for the CVS. The primary full-access driveway will be located on Peters Street approximately 160 feet north of the Route 114/Peters Street intersection. Single entering and exiting Ianes will be provided. A secondary,restricted,driveway will be provided on Route 114 allowing right-turns in and out only. Adjacent to the site,there are presently single lanes of travel provided on Peters Street. Within the section of this road directly opposite the site driveway, there is a center striped area separating the eastbound/westbound Peters Street travel lanes. This striping is provided to prevent Peters Street traffic approaching Route 114 from unintentionally being directed into the exclusive left-turn lane on Peters Street. There is sufficient width at this location so that this area could be used by entering CVS traffic waiting to turn into the site without blocking Peters Street eastbound traffic departing X:\08475\dots\memos\CVS-NAndover-trarric_memo_r"Ldoc Date: October 2,2003 11 Project No.: 08475 from the signal. The appropriate striping treatment will be discussed with both MassHighway and the Town of North Andover during the review of the Access Permit application for MassHighway. As the site abuts state highway and is seeking direct access to Route 114 via the right-in/right-out driveway,an Access Permit will be required from MassHighway. During this process,if deemed appropriate, the proponent will modify the striping on Peters Street to accommodate the new CVS driveway. As noted above, the striping could be designed to allow through-vehicles to bypass those waiting to turn left into the site,which would minimize impacts to Peters Street traffic flow. Large tractor-trailer deliveries to this site will occur under the control of CVS and,as such,the delivery routes and times can be controlled so as not to interfere with the operation of the site or the surrounding roadway network. Trucks will enter the site by way of the Peters Street site driveway, and will unload at the northerly side of the building. After unloading,the truck will exit the site via the right-out only driveway on Route 114. The current site plan includes 81 on-site parking spaces,which exceeds the minimum parking zoning requirements set forth by the Town of North Andover. The zoning requires a minimum of 74 parking spaces for the proposed CVS. Prescription Pick-up Window The prescription pick-up window will be located at the easterly end of the building. Customers will travel from the southerly end of the parking lot and around the building in a counter-clockwise direction to access the window. As noted earlier,this window will only be available for use by customers dropping off or picking up prescription orders;no retail sales will be conducted through the window.An outer lane will also be available for customers to drop off prescriptions orders via a pneumatic tube. However,prescriptions cannot be picked up from this outer lane. The prescription window operation will only be available for use by customers dropping off or picking up prescription orders;no retail sales will be conducted through the window. After leaving the window,customers will continue counter-clockwise around the building to the parking lot,where they can exit to either Route 114 or Peters Street. In previous studies of CVS sites, VHB has not found the windows to be a significant generator of traffic. Furthermore,VHB has found queuing at the window to be minimal and infrequent. Regardless,activity at the window will not interfere with parking maneuvers or access to the site. The one-way pattern planned for customer-traffic to the north and east of the building will help minimize vehicular movements and conflicts. CONCLUSION VHB has conducted an assessment of the traffic impacts of the proposed CVS to be located along Route 114 on the northwest corner of the Route 114/Peters Street intersection in North Andover, Massachusetts. The traffic assessment indicates that the proposed project is expected to generate approximately 990'new'trips during a typical weekday and 1,150'new'trips during a typical Saturday. The proposed project is also expected to generate 115'new'trips during the weekday evening peak hour and 160'new'trips during the Saturday midday peak hour. Based on the analysis included in this memorandum,the proposed project is not expected to significantly impact the study intersections. Moreover,the proposed site plan provides safe and efficient access,and the surrounding roadway network can adequately accommodate the traffic generated by the proposed project. The project will require an Access Permit from MassHighway,as the site abuts Route 114(a state highway) and a restricted-access driveway is proposed. During this review process with MassHighway,the appropriate striping treatment for Peters Street adjacent to the site will be discussed with both the state and town officials. If deemed appropriate,the proponent will modify the striping on Peters Street to accommodate the new CVS driveway. The current width of Peters X.\08475\does\memos\CVS NAndover-traffic-memo-rev1,doc Date: October 2,2003 12 Projer t No.: 08475 Street is sufficient for through-vehicles to bypass those waiting to turn left into the site,which would minimize impacts to Peters Street traffic flow. 1 X:\OM75\docs\memos\CVS-VAndovar_tra[Fic_memo-rev].doc Date: October 2,2003 I3 Project No.: 08475 TECHNICAL APPENDIX • Traffic Volume Counts • Accident Analysis • CVS Trip Generation • Site Generated Traffic Volumes • Level of Service/Capacity Analysis X:\08475\docs\memos\CVS_NAndover_trafft4Z_memn_revl.doe Date: October 2,2003 14 Project No.: 08475 • Traffic Volume Counts X:\OB475\flocs\memos\CV$NAndover_irafflc_memo-xevi.doc Bay State.Traffic Site Code 000000000000 Start Date: 03/20/2003 File I.D. C:\HAY STATE Street Name :Route ll. just south of ET Drive Page l 3egin . <----- ------><------ N3 . ------><------Combined ----> Thursday Time A.M. P.M. A.M. P.M. A.M. P.M. l 240 3 4 12:15 0 0 € 35 263 1 35` 263 12.30 0 0 . [ 39 254 I 39 254 12:45 - . 0 * -0 * k 25 134 231 988 1 .25 - 134 231- 988 01:00 0 0 1 15 230 1 15 230 01:15 0 0 I 11 243 I 11 243 01:30 0 0' I 16 256 ! 16 256 01:45 0 + 0 * I 6 48 260 989 1 6 48 260 989 02:00 0 0 1 7 291 1 7 291 02:15 0 0 f 8 '238 I 8 238 02:30 0' 0 € 9 300 I 9 300 02:45 0 - * 0 * 1 4 28 264 1093 1 4 28 264 1093 03:00 0 0 I 6 365 I' 6 365 .03:15 0 0 1 10 372 1 10 372 03:30 0 0 i 8 383 I 8 383_ 03-45 0 * 0 * I 5 29 384 1504 1 5 29 384 1504 04:00 0 0 I 7 349 1 7 349 04:15 0 0 1 12 309 1 12 309 04:30 0 0 1 10 370 I 10 370 04:4.5 0 * 0 * € 22 51 344 1372 I 22 51 344 1372 05:00 0 0 I 30 370 1 30 370 05:15 0 0 I 34 300 1 34 300 05:30 0 0 I 31 313 € 31 313 05.45 0 ' 0 * i 58 153 245 122E [ 58 153 245 -1228 06:00 0 0 1 66 267 € - 66 267 06:15 0 0 1 108 220 I 108 220 06:30 0 0 1 127 197 1 121 197 06:45 0 * 0 * f 134 455 198 872 1 154 455 188 872 07:00 0 0 f 220 183 1 220 183 07:15 0 0 1 221 203 1 221 203 07:30 0 0 I 281 154 1 281 154 07:45 0 * 0 * € 299 1021 135 675 1 299 1021 135 675 ''.. OB:00 0 0 [ 230 141 f 230 141 08:15 0 0 I 255 167 I 255 167 08:30 0 0 1 284 143 I 284 143 08:45 0 * 0 * 1 253 1022 137 588 1 253 1022 137 588 09:00 0 0 [ 231 120 1 231 120 09:15 0 0 f 209 92 I 209 92 09.30 0 0 f 201 115 1 201 115 09:45 0 * 0 ( 181 822 84 411 1 101 822 84 411 10:00 0 0 1 197 74 f 197 74 10:15 0 0 1 193 66 k 193 66 10:30 0 0 1 232 71- I 232 71 10:45 0 0 * 1 206 828 55 266 1 206 828 55 266 11:00 0 0 1 203 85 1 203 85 11:15 0 0 1 222 78 1 222 78 11:30 0 0 1 220 40 1 220 40 11:45 0 * 0 * 1 239 884 65 268 1 239 884 65 268 Totals 0 0 5475 10254 5475 10254 Day Totals 0 15729 15729 split % .096 .0% 100.0% 100.0% Peak Hour 07:45 03:00 07:45 03:00 Volume 1068 1504 1068 1504 P.9.F. 89 .97 .89 .97 Bay State Traffic Site Code 00000000001 Start Date: 03/20/2003i File I.D. N ANDOVER RT, Street name :Route, 114 Just south of ET Drive Page 1 Begin <------ ------><------ SS ------><------Combined ------> Thursday Tine A.M. P.M: A.M. P.M. A.M. P.M. 1 : 0 1 24 288 1 12:15 0 0 1 21 281. 1 21 261 . 12:30 0 0 1 20 275 1 20 _ 275 12.45 0 . * 0 * I 15 80. 290 1134 1 15 80 290 1134 01.00 0 0 1 19 261 1 19 261 eat 01:15 0 0. 1 3 241 1 3 241 01:30 0 0 1 9. . 302 1 9 302 01:45 0 * 0- * 1 6 31 276 1080 1 6 37 276 1080 02:00 0 0 1 6 234 1 6 234 02:15 0 0 1 13 281 1 13 281 AM 02:30 0 0 1 9 310. 1 9 310 02:45 0 * 0 * 1 8 36 .258 1083 1 8 36 258 1083 03:00 0 0 I . 6 309 1 6 309 03:15 0 0 I 8 280 E 8 -280 f 03:30 0 0 1 8 263 I 8 263 03:45 0 * 0 ' 1 16 38 313 1165 1 16 38 313 1165 j 04:00 0 0 1 25 274 1 25 274 04.15 0 0 I 35 295 1 35 295 04:30 0 0 1 44 277 I 44 277 04.45 0 * 0 * 1 39 143 264 1110 1 39 143 264 1110 05.00 0 0 1 57 2B2 1 57 282 05:15 0 0 1 110 313 1 110 313 � 05:30 0 0 1 156 298 1 156 298 05:45 0 * 0 * 1 186 ' 509 258 1151 1 186 509 258 1151 06:00 0 0 1 254 276 I 254 278 06.15 0 0 1 325 255 I 325 255 06:30 0 0 1 377 244 1 377 244 06:45 0 * 0 * 1 351 1307 193 970 1 351 1307 193 970 07.00 0 0 f 316 188 - I 316 188 07:15 0 0 I 339 177 1 339 177 07:30 0 0 I 324 165 1 324 165 07;45 0 * 0 * I 319 1298 125 655 1 319 129E 125 655 08:-00 0 0 1 312 132 1 312 132 08.15 0 0 1 314 130 E 314 130 +� 08:30 0 0 I 332 102 1 332 102 08.45 0 * 0 * 1 299 1257 112 476 1 299 1257 112 476 09:00 0 0 1 309 123 1 309 123 09:15 0 0 1 257. 119 1 257 119 09.30 0 0 i 274 78 I 274 78 09:45 0 * 0 ' 1 210 1050 100 420 1 210 1050 100 420 10:00 0 0 1 233 86 I 233 86 10:15 0 0 I 192 75 1 192 75 10:30 0 0 I 245 56 1 245 56 10:45 0 * 0 * I 255 925 59 276 1 255 925 59 276 11.00 0 0 I 228 38 1 228 38 11:15 0 0 1 252 37 1 252 37 11.30 D 0 1 247 37 I 247 37 11.45 0 * 0 * 1 270 997 16 128 1 270 997 16 128 Tota18 0 0 7677 9648 7677 964 Day Totals 0 17325 17325 Split % 0$ .0% 100.0% 100.0% Peak Hour 06:30 03:00 06.30 03.00 Volume 1383 1165 1383 1165 P.H.F. .91 .93 .91 .93 • r MAR-31-2003 10:20-: FIN P. 02 , Page 2 Bay State Traffic Counts 20 Maynard Ave ' Bradford, MA 01635 .- Site Coda: 000000000000 Station ID: N. Andover, MA Rte 114 SB south of gagie Tribune Drive Latitude: 0' 0,000 Undefined Hour Tatafa Time Sat Morning Aftemoon Manning—_ Aftarnoan - 12:00 44 —_ 198 �_� . _ .. :� i1 'i• .... :J: °1 C..i.' ,:yryi+ ...;t.:..^;'il•:'giGV'• - - ork'•:.::r i .. ��" .•'t..�. '. 12:3021 208 -t. : ,o: _ `ry. _ ! vvs. ' •,1;._,r: !,S.�SyF•• ,t". '' p•� r,.. .. ,•1`.2a� ,c- .>r: `v: ' `_ ,.. •:t- r it Gf?°' •�•.?, ;�, ':�`.s �.•�',t' ,n;•f 4.s!fSi, 01:00 a8 .222 01:30 16 217. yy • , _. -.;-����"• .. , . '�' . .'�:'.S�:r•i' .^r�it�'•�' ... _�.F'ni.Y•,'.[ 's=;.. :�::::'�.1-:`Sy? �iaSi::;.?k.:; :1,.' ''�1.� /022:0e0 23 213 „ •�9 0Z:t8 , _ ' {• �'!•. :{'. '>:•-V.,v:'-fF •.2: 'i ,•' :i'.{ e� �'ir .!♦ +. - - f.:_.. 02�r:�3yr0� 14 220 ..... '�" `'r�4,TF.r..�` '.°�' 'r.w'•.r .ai'.s:.!,l',i•'tif.•J.` .:f• ;>^L�'ti!^" ,•;<e• 'P•=�.}',�,+s�+��,�QG�,<r::r.•rr.f�'ti i,'•.�, ns)��•.VG.Kh':':;-..-:`.:c.c,"i'L'' �'.�t 03:00. .�. .. ...,•isfYiS• .,:r:-r3. .• .. .. ti., A�a a 214 :I;:,. 03: _ _ 1 �2e{� 226 eft @ : �'- i.". �.' ,�. #:, '"... .'� r'_ `�:,213ft� i. . . _ i'!k�.'�. - •°'ii-. ..��0 04:00 _ 13 217 ... ''04i• - , {.. _1,._ _ :^ _ - '.t:': - .fy .. :?P,;ti: - Y,i9; r�i.74.i..•. 04:30 28 22�y3 r r :.Q .. . . ti': ...;,.i _... r ,. "R'�::�`:(v, <<I'r:P'.F'.;�701�;' ,. .`a:, ... '•�'•�.,'-�:' ..[t• .:a�� 05;00 24 218 ,..t 4 - •�•. .•fit ,-:nr .. - .a4.., '.':M:Er 'Y:•: ,�. ..,r .: .� :r:atz%->.._�:;:•C•^,,r.•;i:4.'E�';: =rr>::•z�::'���;s•,.,,e..��s'��i '�:,a'J�t-.'�'' .. „ ..�';��.,1:.5:. •.,{;-.-- -,. _�:.1 05:30 86 202 6,4 yy0��9:flo Y t3z _203 _ , ';?Vi1'J , S,•.t'. .fr'. , `ti:- ;'� 1.��:;:".••+ r•'s YYS:"'•r 4. r"'•.. . .:•,•: .:L .. ,_ 06:3�y0 :.. ............ - -. `.i1 .NY•'4. .. ei'y•:1�:'�.•1•YLG(=iJ� • »Jr' .S .,JI ,,r". 1y{,i}i,�y�^, _••�1,.�!:I y[J.��>:rr•'i?ig-,�yy iy i -,.� ., � N' .�_`.•i -` Y.. . :13... .t Ci. .��3•: ... .'-�• "i'.!( , •,r:;pl'.K,-�i�., ,t:' ..:-.�'f.:••.,, 07,00 71 16e1 07:30 60 136 : .i r}� '-.•. n '_:. - �F,'•s�+•Y.!.�+. •.\� :i'-^ i `:�:4.'r`::::5� �; ie'.5:l L v'[ -0�i?F'':',... `�:.' ..-:-Y��. 08;Q0 118 104 r _ 148 1%J. y .. .:d:r , . .. ''.�'��..: ,.il't?f =s. :i',.�'•::. ..-,�{>•{.'.:r.:�Y,:.•.":Z:'. ��. MOO 114 ��:'. .. -�e�;�s.., _ . ..•:.�,;:r.'. - .?�� at'..�.�:f•,: 1 r�'•:PD'=:4.r•' - '^4:•�,: -R++�:-d::s•' i4�«1'i'i3s:o.A-K'i!3: n0nA8A:3�y0� - iss18+tft�� �134 �u�. •.ta.y '.. ..., �!RJi?;i'^. _ :f". ..c:• .. .�:LWa ',l: _,'tF:il a?�, ':'''1.�w�'�.. As.ci ''f�[x!�;' ..... ?4i' .`t':"!a1?': 1/0�:00 .. _ ,. - ♦ 10:�8: _ . ,. ."a^•�'A' .�11.'i i.-'1:C: =I.1+O '' :'yl:-`..jh[);w�. 4.i1.:�... :,S }•'iy.'.:'♦-•: �,i• �[�::• - �4r 10:30 249 1 ... . .. _.:< 76 '1'-8i .: ija ^S} - _ :YL• 9 .by. .d, .+ ,!.. �t ':�'>�'�-'•�.'' ''�"` :� 'CiC•=`.o•"L:•?'<,?'�C:-.� y� AL 189 � � •• 68 ##.y`4. ... '-�i' ^':ti'•'._. ,;;GiJ:.da:; .n •,�•:,.fir ..,+o: ~ <;�;u.,,7.Ps;i ',qS-.,:,• ;;:..,_•;:»%•,t:a 3-pa' ;a' ..-'-v ,,'+•,•w''•>>- 1G1:30 r. r'' .:e..i ?..,. • .. ` ?a 62 :t'Q r. "4Z yA7" _..,r rc_ ; " �$ Percent 35.3% 64.7% AA MAR -31-260 1 :21 PM P'. 03' Page 2 Bay State Traffic Counts 20 Maynard Ave- Bradford, MA 01835 Site Code:.00000000000D 5tatlon ID: Ni Andover, MA Rte 114 NB south of Eagle Tribune Drive --start — —.__._.__ _ Latitude: 010.000 Undefined Ttme 29 8Vt 03 '�1�. Hour Totals --_ _ Mominq _ Afternoon Monsin(# Aftemoon 12:30 28 340 V .: 5s 01 ' ' .. .r .. 'Y.., •'tjft^� .. 'r.... :.'... :{d'{{Y'�•, X .•. ''•'-��Lis . . .?... r'ta' L < +' 4(t]. 308 .v 41:34 - ,`•. . .''F� . `h .:i'Jt"'!:i'. ._.:•. ., ;eS�::: �.*4AV6';r.• •,,..==:;Y.iz•i�: 3' _ - •'' ,. 318 YA 021'S 35 300 02:30h j7295 i• :R:• .r:=::: r•r:" :?. "'•�j7S�57."•'.'��V}.v �',•' S'�L: �: S!1! -`'1:,�t.�'•'..^.' -�:r `rw�• . :riF y;'.:FF%. ,D'[;��•:�: yy:..i�' i'J,`:��t,cL y5 43?! 13 a 330 ; 43:34 �44 r- .. . .. .. <>i ;f�:.-.,",ti' ',i'.'•ed ''il: -7_'j nT =S ;or:4 ark]!a '•:' p:1.f�-. _. .�3i •. - .. - .. , i.• r : .. .i � - .,- •,:.;.?[•: ..•.�c'!,'�.`,I.,'•" - 38t3 04:00 1{5,�1p 34804-30 _ 1 ,1'04�13. .. r '"A ~:`�-•:: .'r. „'' :?`••Y` "Y,'T •�'f.._ ,.h}S•� Y _ ., 14 y0�25:30 ,. . .'�st'';�`.,, , . ;�>;..� ,•��:�', :```�_ :;�"9�•;•=r-ii.'si;Wr•.}:.. .st,;'• :';:. � ..•.-:' '.. "° Ot3:4O r,�4.ki• ['..•k•'•.. _ :'S�I;. .. .. '.� :kt''�'.��pp 1•...� •.l d�{¢�, U. dK ry//��l�,1:,i• (/d��:W �( :.,��:...,.�.a ,, ,�. •,� V .. . . r .:4..:fir: 4,'�., �r•J.�'1.�.r(•ri 'r i•ivr': }1',tillr �Y'�_�.� :,7'::ti<"•+-r• ?:.;.�(t�'if:.,,j�'t, "-st'' _ 238 _ .:,r'.:��ti��••. �';�F::_�:"r.r.r:i .r i-• ., .•"rf::rsi�:'t.$-:•;.�.:•.c':?2;';' -.:=AY 'E'r:�.,%�: -dr•..:,; '-+'lns:'s' :4�5'. ���:✓-.[•:.s. '. 12 07:30 121 c ,rr:•-:".,'- .,,, '',t`:::`a-%" : �. ' h08:0y0 48'�30 164 14F�7f 09:00 194 - 146 .... `.t: _ . '�$}�t�'C'_`-" _ .'s:".. '�`.��'•�i:J.•i'�^r:t:�,.;Y.:r -r: �'""i'L;=:•fi:•�i'w.':l.Ysi�:.•.,� !,Y k' _ -1�:."_?t.ti. .�S'.; 09 214 0 _ 238 128 Q'. r;.- •:, y10:y30 - - •270 13t3 ,•,. -.,j.':. _.: .=' c • � ,._ ..,•�: -iVi'[��_ .. - j.- .. .. �y' Gs� �. •;:r`' 'sa ii r ,�J•a��.�:.a:`;t*:':.:'.r§ .fh:�� A,•.'a-`�' •5.`:- '. 11:0D . .. . '"2$'�.� .. ..•t•r':�,. .'� ._, r ,•r, .�'D�7r ::�, _. . _- -•- :.g 301 88 ' . '``. •-�,.. , 'r"�'1�:I"�- "''- . . .. Y •.s;';�:!;'��•'�'�' ..ii -�•� `' :r.-: 'tiv.$,A.. ':.�': vR:.: '•i.:%' 11:30 328 's .F:: '. •.`r - 74 Total3 4940 11410 _ :: : , 1,c . ox Percent 30.2% 69.8% y . .e C- r 1 bJ VHB Inc. . 101 Walnut Street N/S: Route 133 Watertown, MA File Name na3 EIW: Route 114 Site Cade 00000000 Weather: Clear Start Date 01/07/2003 City: North Andover, MA Page No : 1 Groups Printed-Cars-Trucks Rt.133 Rt.114 Rt.133 Rt 114 Southbound Westbound Northbound Eastbound Start Time Left Thr Rig Ped App. Left Thr Rig Ped App. Left Thr Rig Ped App. Left Thr Rig Ped App. Int. u ht s Total u ht s Total u ht s Total u ht s Total Total Factor 1.0 1.0 1.0 1.0 f.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 -OD PM 16 42 35 0 93 49 259 8 0 316 19 62 42 0 123 46 222 3 0. 271 803 04..15 PM 23 34 31 0 88 48 244 8 0 300 24 55 50 0 129 49 197 4 0 250 767 04:30 P M 28 44 33 0 105 46 305. 5 0 356 15 64 43 0 122 34 179 5 0 218 801 04.45 PM 20 43 27 0 90 61 269 9 0 339 21 63 40 0 124 35 174 6 0 215 768 Total 87 163 126 0 376 204 10 230 0 1311 79 244 175 y 0 498 164 772 18 0 954 3139 05:00 PM 20 28 J�0 96 41 f.>306•�\4"4 n.� 0 351 40 79�'441 0 163 51 184 �i 3 0 238 848 05715 PM 17 56 ' 17 0 90 66 303 5 0 374 12 61 57 0 130 34 196 6 0 236 830 05:30 PM 22 73 26 0 121 50 297 7 0 354 21 72 .60 0 153 39 213 7 0 259 887 05:45 PM 12 66 27 0 105 70 269 6 0 345 18 58 41 0 117 39 168 7 0 214 781 Total 71 243 98 0 412 227 115 22 0 1424 91 270 202 0 563 163 761 23 0 947 3346 GTotal 158 406 224 0 788 431 22� 52 0 2735 170 514 377 0 1061 327 153 41 0 1901 6485 20. 51. 28. 15. 82, 16. 48. 35. 17. 80. Apprch% 1 5 4 0.0 8 3 1.9 0.0 0 4 5 0.0 2 6 22 0.0 Total% 2.4 6.3 3.5 0.0 12.2 6.6 0.8 0.0 42.2 2.6 7.9 5.8 0.0 16.4 5.0 2 6 0.6 0.0 29.3 VHB Inc. 101 Walnut Street CIS: Route 133 Watertown, MA ... File Name : na3 TMG Route 114 Site Code : 000annoo (leather: Clear Start Date : 01/0712n03 amity: North Andover, MA Page No : 1 Groups Printed-Tru Rt.133 Rt.114 Rt.133 Rtj11'j4j Sauthbound Westbound Northbound Eas Thr Rig Ped App. Left Thr Rig Ped App. Left Thr Rig Ped App. Left Thr App. Int. Start Time Left u ht s Total u ht s Total a ht s Total Total Total Factor 1.Q 1.0 1.Q 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 i.Q1.0 1.0 04:00 pM 1 0 2 0 3 0 7 00 0 7 0 0 0 0 0 0 3 0 0 3 13 -Q4,15 1 0 3 0 8 0 0 8 18 04:30 P M 0 0 0 0 0 1 6 0 0 7 0 2 0 0 2 0 2 1 D 3 12 04:45 PM 0 -1 4 0 5 0 5 0 - 0 5 0 0 0 0 0 0 4 0 0 4 14 Total 1 2 7 Q 10 1 23 0 0 24 0 4 1 0 5 0 17 1 0 18 57 05:00P M 0 4• 2 �; 0 6 1.t 4�� 0 0 5 0 � 1n7 0` 0 1 0 1 0 0 1 13 r� 05:15PM 0 14 0 0 1 0 6 0 0 6 1 0 1 0 2 1 3 0 Q 4 13 05:30 PM 1 1 1 0 3 1 4 0 0 5 1 0 1 0 2 0 2 0 0 2 12 05:45 PM 0 0 0 0 0 0 5 0 0 5 48 0 0 0 0 0 5 0 0 5 10 Total 1 6 3 0 10 2 19 0 0 21 2 1 2 0 5 1 1 i O Q 12 Grand 2 8 10 0 20 3 42 0 0 45 2 5 3 0 10 1 28 1 0 30 105 Total 20. 50. 3Q. 0.0 3.3 93. 3.3 0.0 Apprch% 1 0 0 0 0.0 6.7 933 U 0.0 0 0 0 Total% 1.9 7.6 9.5 0.0 1 9.0 2.9 40. 0.0 0.0 42.9 1.9 4.8 2.9 0.0 9.5 1.0 1.0 0.0 28.E i VHB.Inc. . 101 Walnut Street Watertown, MA File Name na1 IS: Route 133 Site Code 00000000 W: Route 114 Start Date : 01/11/2003 leather: Clear. ity: Noah Andover, MA . Page No : 1 Groups Printed-Cars-Trucks Rt.114 Rt.133 Rt.114 Rt,133 5orthbound Westbound Northbound >=astbound Thr Rig Ped App. Left Thr Rig Ped App. Left The Rg Ped p+PP• Left Thr Rig Ped App. lnt. tart Time Left u ht s Total U ht s Total u ht s Total U ht s Total Total Factor i.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 7.0 1.0 1.0 1.0 1.0 1.0 1:00 AM 18 36 45 0 99. 27 143 1 0 171 3 36 25 0 64 31 112 2 0 145 179 1:15 AM 37 52 47 0 136 26 144 1 0 171 6 39 34 0 79 50 150 0 0 20D 586 1:30 AM 30 66 72 0 168 38 181 4 0 223 17 63 35 0 115 54 136 2 0 192 698 1:45 AM 30 65 75 0 1701 52 199 5 0 256 8 54 38 0 100 52 158 5 0 215 741 4 Total 115 219 239 0 573 143 667 11 0 821 34 192 132 0 358 187 556 9 0 752 2504 2:00 PM 15 32 77 0 124 32 180 2 0 214 9 65 32 0 106 38 161 2 0 201 645 I 2:15 PM 29 49 77 0 155 36 247 5 0 288 7 48 40 0 95 73 172 1 0 246 784 j 750 2:30 PM 38 69 57 0 164 47 191 3 0 241 10 85 39 0 134 49 156 6 0 211 699 2:45 PM 56 60 0 145 r5 0 252 �4 0 101 �"6 �120�859 699Total 11 0 588 158 822 15 0 995139 0 436 ,212 2878 I Grand 226 425 510 0 1161 301 1488 26 0 1816 69 454 271 0 794 399 119 21 0 1611 5382 Total 24. 73. 19. 36. 43. 16. 82. 57. 34. 1.3 0.0 apprch% 5 6 g 0.0 6 0 1.4 0.0 8.7 2 1 0.0 8 9 Total% 4.2 7.9 9.5 0.0 21.6 5.6 2. 0.5 0.0 33.7 1.3 8.4 5.0 0.0 14.8 7.4 71 0.4 0.0 -29.9 VHB Inc 101 Walnut.Street IS: Route 133 Watertown, MA File Name : na1 Site Code : 00000000 IW: Route 114 -Start Date : 01/11/2003 leather: Clear Page No : 1 ity: North Andover, MA Grou s Printed-Trucks Rt.114 Rt.114 . Rt.133 Northbound E=estbound .� Southbound Westbound lnt. 1110U, g Ped App. Left Thr Rig Ped App: Left Thr Rig Ped App. Thr Rig Ped;tart Time Leftht s Total u ht s Total u ht s TotalLeft Factor i.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 11:00 AM 0 0 0 0 0 i 4 0 0 5 0_ 1 1 D 2 0 3 0 0 3 10 11:15AM 0 0 0 0 .0 0 3 0 0 3 0 0 1 0 . 1 0 2 D 0 2 6 11:30AM 0 0 1 0 1 1 5 1 0 7 0 1 2 0 3 1 2 0 0 3 14 11:45 AM 0 1 0 0 1 0 4 0 0 4 0 1 1 0 2 0 3 0 0 3 10 Total 0 1 r 0 2 2 16 1 0 19 0 3 5 0 8 1 10 D 0 11 40 I2:OOPM 0 0 3 0 3 1 3 0 0 4 0 1 0 0 1 0 1 0 0 1 9 0 0 1 0 3 0 0 3 8 12:15PM 0 0 1 0 1 0 3 0 0 3 0 1 12:30PM Q 1 2 0 3 0 1 0 0 1 1 0 1 0 2 1 4 1 2 0 0 3 18 12:45PM 0 0 2 A 37 0 0 3 0 0 0 0 0 Total 0 U 6 0 9 i 10 10 0 13 Grand 2 2 7 0 11 3 26 1 0 30 1 5 6 0 12 3 20 1 0 24 TT Total 41 r� 12. 83. 4pprch% 18. 1 B. 63. 0.0 1 3.3 0.0 $.3 7 0 0 0 5 3 4.2 0.0 2 2 .6 26. Total% 2.6 2.6 9.1 0.0 14.3 3.9 $ 1.3 OA 39.0 1.3 6.5 T8 0.0 15.6 3.9 0 1.3 ©_0 31.2 Date: October 2,2003 25 Project No.: 05475 ° • Accident Analysis i X:\D5475\docs\memos\CVS_NMdover_IrafGc memc_revl.doe ma. . . Ni hwa 9 Y CRASH RATE WORKSHEET CITYITOW N : North Andover COUNT DATE: MHD USEQNLr DISTRICT: 4 UNSIGNALI2ED: SIGNALIZED: X Source#� INTERSECTIONDATA - ............................:......:....................................................:.. ................................................................................... MAJOR STREET: Route 114 RIN# MINOR STREET(S) Peters Street/Route 133 RIN# L� RIN# RIN# RIN# Peters 3 INTERSECTION North INTERSECTION DIAGRAM REF# (Label Approaches) 1 2 Rte 144 4 Rte 133 Peak Hour Volumes APPROACH : 1 2 3 4 DIRECTION : EB WB SB NB VOLUMES(PM) : 1030 1660 420 595 'K" FACTOR: 0.07 APPROACH ADT: 52929 AOT=TOTAL VOLPK'FACT. TOTAL#OF #OF AVERAGE#OF 13 ACCIDENTS: 39 YEARS: 3 ACCIDENTS(A) .......................................................................................................................................................................................... (A'1,000,000) CRASH RATE CALCULATION: L0,67 RATE _ (ADI 365 Source O tional Comments: tast undated:11/06/01 Bate: October 2,2003 lb Project No.: 08475 • CVS Trip Generation X: DS475\dmc Amemos\CVS-NMdover_3roffic_memo_rev].da Trip Generation Summary CVS 8475 Gross Vehicies Trips,Based on Average Rates[linear,unrounded] Land Use Pharmacy w7oPICK-Up window Pharmacy wlPlck-upwindow Shopping Center '.. ITE LUC 880 881 820 Period Weekday Daiy Entering 676 662 322 Ex€li 676 ¢�62 322 Total 1.353 1,324 645 Weekday Afmmrmg Entering 28 23 9 Ewlina 20 17 6 - Total 48 40 15 Weekday Evening Entering 56 77 27 EAU 58 Bi,_} 29 Total 115 158 56 Saturday Daily Entering 787 771 375 Exiti 787 771 375 Total 1,575 1,54) 750 Saturday AUdday Entering 81 110 39 Eritinv 72 98 36 Total 152 208 75 Pass-By Vehicle Trips,Based on Average Ftale�[linear, ' Land Use Pharmacy w7o ck-up window Pi Pharmacy w/Pick-up window shopp€ng Center rrE LUC 880 881 820 Period Weekday Daily Entering 169 i65 81 bdana 169 165 Total 338 331 161 Weekday Arorming Entering 7 5 2 E>Utino 5 5 2 Total 12 10 4 Weekday Evening Entering 14 20 7 EAtinv 15 2-0 _7 Total 29 39 14 Saturday DaAy Entering 197 193 94 Exitino 197 193 .9A r Total 394 385 188 Saturday A9dday Entering 20 26 10 Exi6n9 ,118 26 Total 38 52 19 -Net Now Veb1cleTrips,Based on Average Rates(linear,unrounded)and pass-by rate of 25%. Land Use Pharmacy W/o Pick-up wirWow Pharmacy wlPlck-up window 8hoppingCenter ITE LUC BSO 881 920 Period Weekday Daly '.. Entering 507 496 242 Exia 507 496 242 '.. Total 4,014 993 483 WeekdayAformrng Entering 21 18 7 E)dting 35 12 5 Total 36 30 12 '.. Weekday Evening Entering 42 57 20 Fidti 44 60 22 Total 86 117 42 Saturday Dally Entering 591 578 281 t_7dlino 591 578 2B1 Total 1,181 1,156 563 Saturday Alid-day Entering 6r 84 29 Exitin 54 72 27 Total 114 156 56 51CV5_tr�_g?nwatianYs T6 summary ITE TRIP GENERATION WORKSHEET (6th Edition,Updated 12197) LANDUSE: Pharmacy/Drugstore with Drive-Through Window LANDUSE CODE: 881 Independent Variable---Trips Per 1000 s.f.Gross Floor Area JOB NAME: CVS JOB NUMBER: 08475 FLOOR AREA(KSF): 15.02 WEEKDAY RATES: Total Trip Ends Directional Distribution Average Low High #Studies Enter_ Exit _ RA2 DAILY 88.16 74.95 99.74 3 50% 50% -- AM PEAK(ADJACENT STREET) 2.66 1.93 4.11 3 57% 43% --- PM PEAK(ADJACENT STREET) 10.40 5.47 17.46 5 49% 51% --- TRIPS, BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY "- f6 NA NA NA AM PEAK(ADJACENT STREET) MW NA NA NA PM PEAK(ADJACENT STREET) :; N 80 NA NA NA SATURDA Y RATES: Total Trip Ends Directional Distribution T Average Low High #Studies Enter Exit RA2 DAILY NA NA NA NA NA --- PEAK OF GEN. NA NA NA NA NA --- TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY NA NA NA NA NA NA AM PEAK OF GEN. NA NA NA NA NA NA Saturday values have been noted to be approximately 17%greater than Weekday evening v SUNDAY RATES: Total Trip Ends Directional Distribution* Average Low High ##Studies Enter Exit RA2 DAILY NA NA NA NA NA PEAK OF GEM. NA NA NA NA NA TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY NA NA NA NA NA NA PEAK OF GEN. NA NA NA NA NA NA 11CV8_trip_generation.x1s pharai w_dt_luc_881 I ITE TRIP GENERATION WORKSHEET (8th Edition,Updated 12197) LANDUSE: Shopping Center(Non-Christmas Season) LANDUSE CODE: 820 Independent Variable---Trips Per 1000 s.t.Gross Floor Area JOB NAME: CVS JOB NUMBER: 08475 FLOOR AREA(KSF): 15.02 WEEKDAY RATES: Total Trip Ends Directional Distribution Average Low T High #Studies Enter Exit RA2 DAILY 42.92 12.50 270.89 299 50% 50% 0.78 AM PEAK(ADJACENT STREET) 1.03 0.10 9.05 96 61% 39% 0.51 PM PEAK(ADJACENT STREET) 3.74 0.68 29.27 401 48% 52% 0.81 TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY � � 32 � 2014 1007 1007 AM PEAK(ADJACENT STREET) 52 31 20 PM PEAK(ADJACENT STREET) �2 180 86 93 SATURDAY RATES: Total Trip Ends Directional Distribution Average Low High #Studies Enter Exit RA2 DAILY 49.97 16.70 227.50 123 50% 50% 0.82 PEAK OF GEN. 4.97 1.46 18.32 124 52% 48% 0.84 TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY �7 2781 1390 1390 PEAK OF GEN. 75�= 9' 254 132 122 SUNDAY RATES: Total Trip Ends Directional Distribution Average Low High #Studies Enter Exit RA2 DAILY 25.24 4.15 148.15 77 50% 50% 0.52 PEAK OF GEN. 3.12 0.39 12.40 39 49% 51% --- TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 379 190 190 4449 2225 2225 PEAK OF GEN. 47 23 24 NA NA NA 11CVS_!Wp_genera€ion.x1s shop_dr_luc_820 Date: October 2,2003 17 a Project No.: 08475 u gSite Generated Traffic Volumes X:\08475\docs\memos\CV S_NMdover_tralfl c_m emo_rev Z.d m id08MGraPNcsF$MesMNET.dn'9 QS Existing Signal New (Pass-by) In 55 (20) Out 60 (20) i 25(+13) Total 115 (40) [ Pf M �r cvs Site r-18 Peters Street NI 4— ) S 2---* t 28(+4) 4--* uO N (4)—� r v 0 New (Pass-by) in In 85 (25) Out 75 (25) *L 31 (+13) Total 160 (50) I M f7 to r�- a V ..N CVS Site l 4 Peters Street `► (. (+7) S 3 J E f 44(+5)J 8—� M M {-5)—► N C m 0 Site Generated Date: October 2,2003 l8 Project No.: 08475 Level of Service/Capacity Analysis I X:\08475\d"s memos\CVS_NMdover_traffic_memo_revl.doc i B Queues Proposed CVS North Andover 15: Rte 114 & Peters. 2003 Existing Evening Peak Hour Lane Configurations ' Lane Group Flow(vph) R ' 184 900 242 1126 127 590 99 362 ,Protected Phases 1 6 5 2 4 Y 8 Detector Phases 1 6 5 2 4 4 8 8 Minimum Split(s) 9.0 18.0 9.0 18.0 9.0 9.0 9.0 9.0 Total Split{%) 10% 48% 17% 54% 36%° 36% 36% 36% All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 TO ead1L , L Mum Lead-Lag Optimize? Yes Yes Yes Yes ecWNfwt\t ; `, Queue Length 50th (ft) -68 186 76 168 48 240 -52 120 Internal link Dist (ft) 897 720 146 1073 95th Up Block Time (%) 51% Elm_ 50th Bay Block Time P'NOWoCl =r e v Queuing Penalty(veh) 235 S It Cycle Length: 90 ctte . yctegug3, ITS.: w Natural Cycle: 60 041�y�e gated coo. WERNIN Volume exceeds capacity, queue is theoretically infinite. ��ite essh � LL s�n�xirn�: .: .: , .• �� :. # 95th percentile volume exceeds capacity, queue may be longer. Splits and Phases: 15: Rte 114 &Peters F_- " 01 02 04 06 05 08 5/21/2003 Synchro 5 Report ACF Page 1 VANASSLVL7-FF51 HCM Signalized Intersection Capacity Analysis Proposed CVS North Andover 15: Rte 114 & Peters 2003 Existing Evening Peak Hour i Lane Configurations ►� �900� �1�00 Lane Width 11 11 i 1 11 11. 11 11 12. 12 11 12 12 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 �1.00 1.00 05 MIMEMORWO Fit Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Fit Permitted 0.20 1.00 0.24 1.00 0.39 1.00 0.14 1.00 1td , Volume (vph) J175 830 25 230 1045 25 105 290 200 90 205 125 '�a_aho_'iac'�o� H�, O,w0-9 �95 0�9• ,Dt` 5 - -� _ a� .s . Adj. Flow(vph) 184 874 26 242 1100 26 127 349 241 p99 225 137 w-aGro p� ° ( ,:_a. 84 Heavy Vehicles {%} 7% 1% 1% 2% 2% 2% 1% 1% 1% 3% 3% 3% Protected Phases- . 1 6 v 5 �2 4 8 Actuated Green, G (s) 24.3 24.3 30.0 30.0 27.2 27.2 27.2 27.2 Actuated g/C Ratio 0.33 0.33 0.41 0.41 0.37 0.37 0.37 0.37 C Tara evitte( � 5�0 t] ®. 0 0 t l MM -Vehicle Extension (s) 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 G A dap � 5 m8p v/s Ratio Prot 0.06 c0.26 0.10 c0.33 0.33 0.21 �r��Ratrt�kPer�r�n� ��e0��3- F.•��; _ ,.; - � . v/c Ratio 0.88 µ0.79 0.69 0.81 0.48 0.90 1.05 0.56 n;orrn eta ct7'223 0 2 Y7 U.Q Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay{s) 68.6 26.4 27.1 23.6 18.9 38.1 132.0 19,8 Approach Delay (s) 33.6 24.2 34.7 43.9 i� aC:e= CNl„_, eagoi of M ; 12- HCM Volume to Capacity ratio 0.91 �`�LCy. e n E - MEAN t _ Intersection Capacity Utilization 93.4% ICU Level of Service E= 5/21/2003 Synchro 5 Report ACF Page 2 VANASSLVL7-FF51 Queues Proposed CVS North Andover 15: Rte 114 & Peters 2003 Existing Saturday Midday Peak Hour Lane Configurations 'V- m - p_�h) " 30 s68 � 0 �9 8 • D 22n': . Lane Graup Flow (vph) 264 8©4 198 1093 49 537 i 33 583 frf �- r _ yr w� "h. : ?gip ar'' Protected Phases 1 6 5 2 4 8 n Detector Phases 1 6 5 2 4 .F 4 8 8 '. Minimum Split (s) 9.0 48.0 13.0 48.0 9.0 9.0 9.0 9.0 4C1, :6t30 0 - 50 ad . ts xQ 0 5i)0 Fq a Total Split(%) 17% 45% 13% 42% 42%° 42% 42% 42% 0� All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0� 1.0 1.0 e �a - - '- ea e _ Lead-Lag Optimize? Yes Yes Yes Yes _ ec�Ilor�eN�h o N �Ion - Queue Length 50th (ft) 173 282 106 266 27 326 98 346 gm Internal Link Dist ft 897 720 146 1073 95th Up Block Time (%) _ 41% rxi8a e i gtt e F_ 50th Bay Block Time % 95t Bad locHe Queuing Penalty(veh) 202 Cycle Length: 120 Acirr at00.6e - .. �_ Natural Cycle: 110 na _Y0ecc� -A # 95th percentile volume exceeds capacity, queue may be longer. _ � � �p Splits and Phases: 15: Rte 114& Peters 01 .2 'I s4 o6 Q5 08 5/21/2003 Synchro 5 Report ACF Page 1 VANASSLVL7-FF51 i HCM Signalized Intersection Capacity Analysis Proposed CVS North Andover 15: Rte 114 & Peters 2003 Existing Saturday Midday Peak Hour Lane Configurations i�} I11 1�:1( �h � a x0. ,7 9 1901900 9f�0� 1"90Q :90q 9 0 19E}t) '90 900 90Q Lane Width 11 11 11 11 11 11 11 12 12 11 12 12 MEMO �,010mlm- Lane Util..Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Fit Pro`t�ected ] �.jq.95��,,r�1.g0 q.h95 1.00 0.95 1.p00 0.95 1.q0 S �1�: k l� �} >�...�1� rf�,-`�.7 �� - ��G• n�. .-ov.�„ ..w r2, TV..,.. �b '���', Flt Permitted q.23 1 A0 q.33 1.00 0.17 7 AO p.21 1.00 Volume (vph) 230 685 15 170 925 15 40 285 150 120� 220 305 @ M0 1:15INi 21 8 Adj. Flow(vph) 264 787 17 198 1076 17 49 352 185 133 244 339 Heavy Vehicles (%) 2% 2% 2% 1% 1%° 1% 1% 1% 1% 2% 2% 2% Protected Phases 1 6 5 2 4 8 Actuated Green, G {s} 32.5 32.5 39.6 39.6 45.i ' 45.1 45.1 45.1 - Actuated�g/C Ratio '� 029�� q.29 0.35 q.35 0.40 0.4q - 0.40 0.40 � 0 L1 0 Vehicle Extension (s) 2A 2.0 2.0 2.0 2.0 2.0 2.0 2.0 v/s Ratio Prat c0 12 0.24 0.09 c0.32 0.30 0.34 v/c Ratio 0.87 0.81 0.45 0.90 0.40 0.75 0.88� 0.85 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 y c e aY�dffl� 8 0 a_ 9 Delay(s) 72.9 42.2 31.2 43.7 25.3 33.1 69.6 41.0 Approach Delay(s) y Y_49.8 41.7 32.5 LL 46.3 HCM Volume to Capacity ratio 0.86 c .. � eraggrim Sy :80 Intersection Capacity Utilization_ 95.5% ICU Level of Service E --_ ' 5/21/2003 Synchro 5 Report ACF Page 2 VANASSLVL7-FF51 i. Queues Proposed CVS North Andover 15: Rte 114 & Peters 2008 No-Build Evening Peak Hour Lane Configurations , , Lane Group Flow (vph) 237 1042 263 1652 157 626 104 428 Protected Phases 1 6 5 2 4 8 t s a6 Detector Phases 1 6 5 2 4 4 8 8 ' - ra tra .�v ' k �4CJ•EO_ :5 f "� X. ivy" . rr Minimum Split (s) 11.0 15.0 15.0 48.0 11.0 11.0 11.0 11.0 r.1fx2<p =0 0sy0 0 :0 `39 0 Total Split(%) 12% 42% 19% 49% 39% 39% 39% 39% All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead-Lag Optimize? Yes Yes Yes Yes _ Queue Length 50th (ft) -124 221 60 -115 94 370 -91 Y208 MRMkft lam,_ 7 19 46 158 F T95 #r32= 1 9 32 � Internal Link Dist(ft) 897 720 146 1073 p ec" ramie 'Ole 95th Up Block Time (%) 30% 24% - � _ ma r 50th Bay Block Time% T Queuing Penalty(veh) .23 187 Cycle Length: 100 Offset.,79 (79%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green our may- MWEF _ A Control Type:Actuated-Coordinated 1. X a i _ s e :e baY1 RE Queue shown is maximum after two cycles. Queue shown is maximum after two cycles. �loluri o 9;at pefcfe tiles a ;steeeeamig Splits and Phases: 15: Rte 114 & Peters 01 o2 -Alto4 `* 06 05 T 08 MW` - 5/21/2003 Synchro 5 Report ACF Page 1 VANASSLVt_7-FF51 HCM Signalized Intersection Capacity Analysis Proposed CVS North Andover 15: Rte 114 &Peters 2008 No-Build Evening Peak Hour Lane Configurations tT* 0 T]. �� �T.), cie �� l D U I D iF90.0 900 900� 9' Il X-110 1900 9017�1 09 0 Lane Width 11 11 11 11 11 11 11 12 12 11 12 12 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Fit Permitted 0.13 1.00 0.17 1.00 0.27 1.00 0.11 1.00 Volume (vph) 225 A945 45 250 1545 25 130 305 215 95 225 165 Adj. Flow(vph)' 237 995 47 263 1626 26 157 367 259 104 247 181 166j Q E8x Heavy Vehicles (%) 1% ^1% 1% 2% 2% 2% 1 1% 1% 3% 3 3% Protected Phases 1 6 5 2 4 8 Actuated Green, G (s) 37.0 37.0 44.0 44.0 34.0 34.0 34.0 34.0 ff- .n i �3:84 y 45: K4 Actuated g/C Ratio 0.38 0.38 0.45 0.45 0.35 £0.35 0.35 0.35 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 �, �(�. ., _- .i�� 'z1 � 1,3Q" -- �- �50 1�36-� ;� . � � �� � •1�fl5'�_�:� vls Ratio Prot c0.09 0.30 0.11 c0.48 0.35_;.. 0.25 v/c Ratio 1.12 0.80 0.75 1.08 0.90 1.01 1.46 0.71 Progression Factor 0.94 0.93 0.29 0.15 1.00 1.00 1.00 1.00 Belay(s) 141.6 30.5 9.7 39.5 69.8 72.4 y303.4 31.2 e EIS e. p Approach Delay(s) 51.1 35.4 71.9 84.4 e MMMOMMM _ 9 � � Lev__,e fS HCM Volume to Capacity ratio 1.21 e IO th�� PROM-oval 1�flDMM Me& Intersection Capacity Utilization 113.2% ICU Level of Service G 5/21/2003 Synchro 5 Report ACF Page 2 VANASSLVL7-FF51 'o- Queues Proposed CVS North Andover 1 15: Rte 114 & Peters 2008 No-Build Saturday Midday Peak Hour -. - Lane Configurations -1 0 ►� , _�, VIRIMM Lane Group Flow(vph) 333 977 215 1273 86 568 139 684 Protected Phases 1 6� 5 2 4 8 j. a sesMEN BE Detector Phases 1 6 5 2 4 4 8 8 _ Minimum Split (s) 11.0 15.0 13.0 48.0 11.0 11.0 11.0 11.0 F� 0 9 5� Total Split(%)- 16% 43% 13% 41%° 43%° 43% 43% 43% All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 eatflLagMUM a Lead-Lag Optimize? Yes Yes Yes Yes v gG ox o�d �i1N .'� Queue Length 50th (ft) --263 299 27 116 -90 362 --121 274 -� a� M. . Internal Link Dist(ft) 897 720 1546 1073 95th Up Block Time (%) 20% 40% 50th Bay Block Time% 12 Queuing Penalty(veh) 9 215 Cycle Length: 120 Offset: 95(79%), Referenced to phase 2:WBTL and 6:BBTL, Start of Green Control Type:Actuated-Coordinates! Queue shown is maximum after two cycles. Queue shown is maximum after two cycles. Splits and Phases: 15: Rte 114& Peters 01 02 1 04 'r m5 08 5/21/2003 Synchro 5 Report ACF Page 1 VANASSLVL7-FF51 HCM Signalized Intersection.Capacity Analysis Proposed CVS North Andover 15: Rte 114 & Peters 2008 No-Build Saturday Midday Peak Hour Lane Configurations � ► Lane W idfh 1 i 11 11 11 11 11 11 12 12 11- T12 12 a�1^ist�tirn"fit s _ .3' 4 � _ 4,_ Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Fit Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Fit Permitted 0.12 1.00 0.24 1.00 0.08 1.00 0.18 1.00 1 HOME, Volume (vph) 290 810 40 185 1080 15 70 300 160 125 240 375 sa a° fac o 4 .. [3:8 f Q •�1 y 09 Adj. Flow(vph)- 333 931 46 215 1256 Viz 86 370 198 139 267 417 -a tee` touv ;. Heavy Vehicles (%) 2% 2% 2% 1% 1% 1% 1% 1%. 1% 2% 2% 2% Protected Phases 1 6 5 2 4 8 �tfed Phases r6 _ . Actuated Green, G (s) 47.0 47.0 a� 44.0 44.0 47.0 47.0 47.0 47.0 Eft c iye Gt e ! s = . 8 2.q <� > 4 0 Actuated g/C Ratio 0.40 0.4fl 0.38 0.38 _. 0.40 0.40 Q.40 0.40 tear ceT mow. .: 4 Vehicle Extension (s) 2.0 2.0 2.6 2.0 2.0 2A 2.0 2A v/s Ratio Prot c0.15 0.29 0.07 c0.37 0.32 0.40 v/c Ratio 1.22 0.72 0.73 Q.98 i.41 0.8fl 1.09 1.01 Progression Factor 0.93 M8 a 0.28 0.20 1.00 1.00 1.00 1.00 rice, eri t7e � �� � "� W ffl9 .237.5 ©clay(s) 174.6267 14.5 143.5 73.2_ e:..e of` rvc g Approach belay(s) 64.3 20.5 71.1 85.0 HCM Volume to Capacity ratio 1.24 Intersection Capacity Utilization 111.7% ICU Level of Service G 5/21/2003 Synchro 5 Report ACF Page 2 VANASSLVL7-FF51 r Queues Proposed CVS North Andover 1 15: Rte 114 & Peters 2008 Build Evening Peak Hour Lane Configurations . tT I tT I 7a 1�olure 2 x 1i i 0 r NI 9.... tNMI i q Y r Lane Group Flow (vph) 258 1042 263 1668 157 632 126 434 isUr P T:.. Protected Phases 1 6 5 2 4 g Detector Phases 1 6 5 2 4 4 8 8 ja Minimum Split{s) 11.0 15.0 15.0 48.0 11.0 11.0 11.0 11,0 IMM Alf-Red Time (s) 1 0 1.0 1 0 1.0 1.(} 1.0 1.0 1.0 Lead-Lag Optimize? Yes Yes Y Yes 1` II Md eGoor �n o e Q: e d Queue Length 50th (ft) �153 222 60 �123 95 377 -121 213 Ire fi 95��� #3U9�9_ m,�#6;. ® _ :� 3�•. � � : . T Internal Link Dist{ft} 319 720 146 135 Mvl 95th Up Block Time (%) 3% 31% 24% 47%° 34% B 50th Bay Block Time 95Bay,8 4ckTim _ Queuing Penalty(veh) 4 24 192 29 114 Cycle Length: 100 Jcet d`C.C el LeE19 1000 Offset:79 (79%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Control Type:A tact-Coordinated .. Queue shown is maximum after two cycles. Queue shown is maximum after two cycles. �- - Splits and Phases: 15: Rile 114 & Peters 01 oat o4 06 • 03 08 5/21/2003 Synchro 5 Report ACF Page 1 VANASSLVL7-FF51 I . HCM Signalized Intersection Capacity Analysis Proposed CVS North Andover 15: Rte 114 & Peters 2008 Build Evening Peak Hour I ---► �t- Lane Configurations _ Lane Widlh 11 11 11 11 11 �1 11 12 12 11 12 12 Lane Util. Factor 1.00 0,95 1.00 0.95 1.00 1 00 1.00 1.00 VIM 400 4:90 f;t t?. 0.0 9. Fit Protected 0.95 1.00 0.95 1,00 0.95 1.00 0.95 1.00 sataF ow t 1728 :3 4. . IN 60 :6 r ,. ,L , v Fit Permitted 0.13 1.00 0.17 1.00 0.27 1.00 0.11 1.00 Volume (vph) 245 945 45 250 1560 25 130 310 215 115 230 165 Adj Flow (vph} 258 995 47 263 1642 26 157 373 259 126 253 181 Pra#ected Phases 2 4 8 Actuated Green, G (s} 37.0 37.0� 44.0 44.0 34.0 34A m 34.0 34.0�� � Actuated g/C Ratio 0.38 0.38 0,45 0.45 0.35 0.35 0.35 0.35 prance TEr e CSJ t 0Eo xp , Vehicle Extension (s) 2.0 2.02.0 2.0 r1 v/s Ratio Prot c0.10 0.30 0.11 c0.49 0.36 0.25 v/c Ratio 1.22 0.80 0.75 1.09 0.92 1.02 1.77 0.72 u Progression Factor 0 95 0.94 0.30 0.15 1 A0 1.00 1.00 1.D0 Delay(s) 178.3 30.7 9.8 44.2 77.7 74.6 431.8 31.6 V oaf Se Approach Delay(s) 60.0 39.5 75.2 121.E ��v 4aG 15. HCM Volume to Capacity ratio 1.37 Intersection Capacity Utilizatianf 116.3% fCU Level of Service _ G` --- �_ 5/21/2003 Synchro 5 Report ACF Page 2 VANASSLVL7-FF51 5- Queues Proposed CVS North Andover 5: Rie 114 & Peters 2008 Build Saturday Midday Peak Hour Lane Configurations ( � _..= Lane Group Flow(vph) 374 977 215 1302 93 � 575 167 689� bets ec for Phases 1 6 5 2 4 4 8 8 Minimum Split (s) 11 0 15A 13.0 48.0 11.0 11 0 11 0 11.0 � - 'T ,t`�`,�p� Total Spilt (%} i 6% 43% 13°10 41% 43% 43% 43% 43% �" AI!-Red Time(s) 1.0 1.0 ii .. e Lea' dLa #ag - r .,. . Lead Lag Optimize? Yes Yes Yes Yes _ rv� �e�allOt! �. ,:���a�N°� Cc�o�rd �lOrle�-400__`'��d"�'���!� N, ,�ewN�a�� '_a•,�.��w� _�`" Queue Length 50th (ft) 330 299 28 126 101 370 �171 278 -� � � ` uetfe a`9at#� (ft}" 49 574rn3 1::9 87 9 internal Link Dist(ft) 322 720 146 145 - �� OC � � MWO 95th Up Block Time (%) 53% 8% r 6% 41% 57% 32% Ri 50th Bay Block Time% �. � - - Queuing Penalty(veh) 112 40 12 220 63 176 Cycle Length: 120 Offset 95 (79%), Referenced to phase 2:WBTL and 6.l;BTL, Start of Green � - �auuraf - Contro! Queue shown is maximum after two cycles. - ©ueue shown is maximum after two cycles. -` Splits and Phases: 15: Rte 114 & Peters 01 02 f - 4 06 j� 5/21/2003 ACF Synchro 5 Report Page 1 VANASSLVL7-FF51 HCM Signalized Intersection Capacity Analysis Proposed CV5 North Andover 15: Rte 114 & Peters 2008 Build Saturday Midday Peak Hour - - t Lane Configurations tT, Lane Width 11 11 11 11 11 11 11 12 12 11 12 12 _- Lane Util. Factor 1.00 0.95 � c 1:00 0.95 1.00 1.00 1.00 � 1.00 �. Fit Protected 0 95 1 00 0.95 1.00 0.95 1 00� 0 95 1.00 Fit Permit#ed 0.12 1.00 0.24 1.00 OA$ 1.00 � � 0�7f 1.00 - �:. � (�ph 32� 389� i 40 -185 1 i W 0_s Volume 00 20 75 305 160 150 245 375 e I l 42''rp8r- 0.8 ff. 0 Adj. Flow(vph) 374 931 46 215 1279 23 93 377 198 167 272 417 Heavy Vehicles /° -_ (° ) 2% 2% 2% 1% 1% ° °/ °/ ° 2% 2% 2% }� 1 /° 1 ° 1 ° 1 /° -«'i.. �K."�..��s._�ar�-3�a�.f.�:t �P :,f` �iw;��rF. -��` :�e.�.�%��� � ' x, :_P"'�n ��,•. �� Protected Phases i 6 � 8 4 Actuated Green, G (s) 47 0 47 0 44.0 44 0 47 0 47 0 47 0 47 0 ivA,�ictuapted g/C Ratio 0.40 0.40 0.38 0.38 0.40 0.40 0.40 0.40 V�+�'��G� ey�� �.,r,rn,� _ �/1 ��S L k�=.� �ti'��- 11J�y�- � .; {� •, _ 'i ���3 Jrn.�,.�.. Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 v/s Ratio Prot c0.17 0.29 0.07 c0.38 0.32 0.41 - v/c Ratio 1 36 0 72 0 73 1.01 1.52 0.81 U 1.37 1.02 > g��rE�forr�... �y�_ ��• ��4, �9=� �� 7: $ .. ., M Progression Factor 0.92 0.79 0.29 0.20 1.00 1.00 1.00 1.00 ri:-fie et €t2 _ . f84 4" 3 0 Delay(s} 234,9 27.0 14.5 26.6 338.9 38.1 245.4 74.7 Approach Delay(s} 84.6 24.9 80A R 108.0 HCM Volume to Capacity ratio 1.36 _�._R AatedC c e)i~er gt (s_�,_: �20:gip ! MMORMk s 840 Intersection Capacity Utilization 115.1% ICU Level of Service G-M h. 5/21/2003. Synchro 5 Report ACF Page 2 VANASSLVL7-FF51 HCM Unsignalized Intersection Capacity Analysis Proposed CVS North Andover 29: Rte 114 & CVS Drive 2008 Build Evening Peak Hour Lane Configurations + Gradeig � r.. r -.,�7_e--53�x��xa:- -: - •.� D�,r��_,_. -��"c�..�G.,.�..r�:�' `��.' �''��:.�.:� i�� .- �% Peak Hour Factor 0.95 0.95 0.95 0.95 0.92 0.92 ':ate Pedestrians - - Right#urn-flare {veh) Median storage veh) vC1, stage 1 conf vol - � � � r w tC, single(s} tF (s) eM capacity(veh/h} 295� _2i 250 _.. `'" Volume otal 650 650 1281 672 43 0 IN Voiume Right _ 0 0 0 32 43 - r- 1ttD _ Volume to Capacity 0.38 0.38 0.75 0.40 0.17 Control Delay(s) 0.0 Q0 0.0 0.0 22.4 T '� Approach Delay(s) 0.0 0... - 0 22.4 Intersection Capacity Utilization 64.1% ICU Level of Service B 5/21/2003 Synchro 5 ReportACF Page 1 VANASSLVL7-FF51