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WALMART-LOWES 440, 460, 462, 488 HIGHLAND AVE - PLANNING (14) 1 1 1 1 RESPONSE TO TRAFFIC REVIEW COMMENTS 1 1 1 PROPOSED WALMART AND MEINEKE EXPANSIONS AND LOWE'S HOME IMPROVEMENT WAREHOUSE SALEM, MASSACHUSETTS 1 y i GPI 4102 1 105 CENTRAL STREET, SUITE 4100 Q STONEHAM, MASSACHUSETTS 02180 W 1 (781) 279-5500 C ) _ PREPARED FOR: p 1 LOWE'S HOME CENTERS, INC. � m � 1000 LOWE'S BOULEVARD Q 1 MOORESVILLE, NORTH CAROLINA 28115 WALMART STORES, INC. 1 702 SW 8T" STREET .y U) 1 BENTONVILLE, ARKANSAS 72716 C y 3 p 1 SEPTEMBER 2010 H p a a CO) 1 1 1 1 1 1 S 1 GPI NEU 1 Greenman-Pedersen, Inc. Engineering and Construction Services 1 Transmittal Letter To: Thomas H. Devine, Interim Staff Planner City of Salem Department of Planning and Community Development City Hall Annex 120 Washington Street Salem, MA 01970 From: Jason R. Plourde, P.E. p Subject: Walmart and Meineke VExpansions and Lowe's Home Improvement Warehouse Date: September 9, 2010 Project Number: NHX-2008571 We are sending you ❑ Attached ❑ Under Separate Cover Via: Hand Delivery the following documents: ❑ Prints ❑ Specifications ❑ Estimates ❑ Shop Drawings ❑ Samples ❑ Other Response to Comments These items are transmitted as checked below: ❑ For your use ❑ As requested ❑ Returned for Corrections ❑ For review and comment ❑ For approval ® For distribution ❑ Other: COMMENTS: Enclosed please find 11 copies of the Response to Traffic Review Comments for the above referenced project. If you have any questions, please do not hesitate to call. cc: Joseph Correnti Rob Jess Matt Smith GPIGreenman — Pedersen, Inc. 61 Spit Brook Road,Sude 110,Nashua,NH 03060-5614 Tel:(603)691-2213 Fax:(603)891-6449 www.gpinet.com 1 TECHNICAL MEMORANDUM 1 1 REF: NHX-2008571 DATE: September 2, 2010 1 TO: Ms. Lynn Goonin Duncan, AICP, Director Department of Planning & Community Development 1 City of Salem 120 Washington Street, Third Floor Salem, Massachusetts 01970 1 FROM: Mr. Jason R. Plourde, P.E.,Assistant Vice President Ms. Heather L. Monticup, Project Manager 1 RE: Response to Traffic Review Comments Proposed Walmart and Meineke Expansions 1 and Lowe's Home Improvement Warehouse Salem, Massachusetts 1 Greenman-Pedersen, Inc. (GPI) has prepared this Response to Comments (RTC) memorandum to 1 respond to the comments provided in a May 5, 2010 letter prepared by the City of Salem's traffic peer review consultant, BETA Group, Inc. (BETA), on the Traffic Impact and Access Study) prepared for a proposed expansion to the existing Walmart and Meineke Car Care Center 1 (Meineke) as well as the construction of a Lowe's Home Improvement Warehouse to be located at 440 Highland Avenue (Route 107) in Salem, Massachusetts. GPI has reviewed the comments and suggestions made by BETA, and this memorandum has been prepared to address any 1 outstanding concerns. A copy of the BETA letter is provided in the Appendix for reference. 1 Comment 1: Expand the study area to include the intersections of Western Avenue/Highland Avenue with Maple Street/Waitt Avenue, Bellearie Avenue, Swampscott Road, 1 and Marlborough RoadlTraders Way. 1 I Traffic Impact and Access Study for Submission with EENF; Proposed Wal-Mart and Meineke Expansions and Lowe's Home Improvement Warehouse, Salem,MA;prepared by Greenman-Pedersen,Inc.;December 2009. 1 1 GPI Greenman-Pedersen, Inc. EXECUTIVE TOWER 1 61 SPIT BROOK ROAD ♦ SUITE 110 ♦ NASHUA,NH 03060-5614 ♦ TELEPHONE:(603)891-2213 • FACSIMILE:(603)891-6449 1 1 1 RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse—Salem,Massachusetts 1 1 Response 1: Per the request of BETA, the study area has been expanded to include the Western Avenue intersections with Maple Street/Waitt Avenue and with Belleaire Avenue/Buchanan Circle, as well as the Highland Avenue 1 intersections with Swampscott Road and Marlborough Road/Traders Way. Traffic-volume data for the supplemental locations were obtained from the July 8, 2010 memorandum prepared by Central Transportation Planning Staff 1 (CTPS)2 at the Western Avenue intersection with Maple Street/Waitt Avenue and from traffic counts collected in May and June 2010. 1 Consistent with the methodology provided in the Traffic Impact and Access Study, seasonal and historical traffic-volume data were reviewed from nearby Massachusetts Department of Transportation (MassDOT) Permanent Count 1 StationS3 to determine if the May 2010 traffic-count data needed to be adjusted to account for seasonal fluctuation. This information revealed that May traffic volumes are approximately 4 percent higher than annual average-month 1 conditions and June traffic volumes are approximately 4 to 12 percent higher than annual average-month conditions. Therefore, the May and June traffic counts were used as collected to provide a conservative (higher than average) 1 analytical framework. The MassDOT seasonal adjustment data are provided in the Appendix. Figures 1 through 3 graphically depict the 2010 Existing weekday AM, weekday PM, and Saturday midday peak-hour traffic-flow 1 networks, respectively, at the supplemental intersections. To develop the future design year (2014) No-Build forecast volumes, two 1 components of traffic growth were considered. Consistent with the methodology used in the Traffic Impact and Access Study, a 1.0 percent compounded annual growth rate was assumed to account for general population growth and the 1 traffic generated by smaller area developments. In addition, any traffic that may be generated by planned developments that could add substantial volumes of traffic through the study area within the design horizon was considered. Based 1 on discussions with officials from the City of Salem and the City of Lynn, two types of developments were identified. The first types of projects are "minor" residential subdivisions to be located within the vicinity of the Highland Avenue 1 corridor. The second development identified was the expansion of the existing transfer station located on Swampscott Road. The projected traffic volumes associated with the transfer station expansion project were reviewed from the 1 2 Boston MPO Congested and High-Crash Intersections: Western Avenue at Eastern Avenue/Stanwood Street and ' Western Avenue at Waitt Avenue/Maple Street in Lynn;to Jay Fink,Commissioner of Public Works,City of Lynn; prepared by Chen-Yuan Wang,Central Transportation Planning Staff;July 8,2010. 3 MassDOT 2006 Traffic Volumes; Permanent Count Station 35 located on Route 128, north of Brimbal Avenue in 1 Beverly;and Permanent Count Station 550 located on Route 1,north of Lowell Street in Peabody. p 08571 RTC Memo 090210.doc Page 2 1 RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts A �r �\ �o c k-126 x677 74 \ fgg4 r 107 Lo B \ �Nro m -o �� Wim+ A o v bcb P \ -)3 Un N r Y \. 0 L F 1 9 0gpQ o C f ti Gc, 7) RR i ,q 13, 90 V �,O3R 'g �c!2q2 \ R 9 < / g r 107 tK '9�/PgijT �G F Note: Intersections do not balance due to numerous curb cuts NOT TO SCALE and side streets not shown. Figure 1 GPIGreemnan-Pedersen, Inc. 2010 Existing Weekday AM Peak Hour Traffic VolumesEngineers, Architects, Planners, Construction Engineers & Inspectors Supplemental Intersections RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts A� \ yoA �\ 1-199 Z x861 LPr 133 \\ 1068 107 9 \\ 49 443 . \\ ^0 344�i car o� F F PJF� 19 moo' z s v� c A 0 y�o \ 1P \ O a N OCG \\ of e ti N0 1 OG c c� i c<9�y2 \ \ F \ �1 107 9 F�9iTl �G F Note: Intersections do not balance due to numerous curb cuts NOT TO SCALE and side streets not shown. Figure 2 GPIGreenman-Pedersen, Inc. Wee Existing Weekday PM Peak Hour Traffic Volumes Engineers, Architects, Planners, Construction Engineers & Inspectors Supplemental Intersections RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts 7 A Ar 0 �\ 00 r- L190 s ._966 Lo x138 107 315 \ 7318'i 0 m cp 9G�k,y 0 o yGF.per �.�� P j aJE 166 ja c A v A 0 v �13 �N 2 R I RO Cb (9y \�9 01 Q ,� V r2-. 9 .+ 107 1�) ro`L 9 T �G F Note: Intersections do not balance due to numerous curb cuts NOT TO SCALE and side streets not shown. Figure 3 ciplGreem-nan-Pedersen, S Inc. atu Existing Saturday Midday Peak Hour Traffic Volumes Engineers, Architects, Planners, Construction Engineers & Inspectors Supplemental Intersections RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse—Salem,Massachusetts traffic study prepared for that development.4 The residential developments and the proposed transfer station expansion project are not expected to generate a significant amount of traffic within the study area. Therefore, traffic volumes ' associated with these developments will be accounted for within the overestimated historical traffic-growth rate. It should be noted that by applying the overestimated historical growth rate to the existing traffic counts, the ' volume of passenger vehicles and heavy trucks will increase. The 2014 No-Build peak-hour traffic volumes were accordingly developed by ' applying a 1.0 percent per year traffic growth rate to the 2010 Existing traffic volumes. The 2014 No-Build traffic volumes are shown graphically on Figures 4 through 6 for the weekday AM, weekday PM, and Saturday midday ' peak hours, respectively. Consistent with the methodology evaluated in the Traffic Impact and Access ' Study, traffic to be generated by the proposed retail development were assigned to the supplemental intersections. The additional project-generated traffic volumes are shown on Figures 7 through 9 for the weekday AM, weekday PM, ' and Saturday midday peak hours, respectively. The project-generated traffic volumes were assigned to the roadway network and combined with the 2014 No-Build traffic volumes to develop the 2014 Build peak-hour traffic- volume networks. The 2014 Build weekday AM, weekday PM, and Saturday midday peak-hour traffic volumes are illustrated on Figures 10 though 12, respectively. The capacity and queue analyses results of the intersection analyses ' are summarized in Table 1. Based on an evaluation of existing and future traffic operating conditions, improvement measures were investigated as summarized in Table 2 and as detailed in the following sections. All analysis worksheets are ' provided in the Appendix. As presented at the April 15, 2010 Planning Board hearing, site-generated traffic ' volumes are based on a conservative (worse-case) methodology in which only 25 percent of the additional site traffic was considered pass-by trips as compared to the higher rates published by the Institute of Transportation ' Engineers (ITE). With a higher pass-by rate, there would be less new vehicles to the Highland Avenue corridor. In addition (and as discussed in Response 5), the Traffic Impact and Access Study presented a trip-generation comparison for the ' proposed development in which the higher trip-generation estimates during the critical time periods were used. Due to the location of the site and the competing opportunities along Highland Avenue, it is expected that the proposed ' 4 Letter from Jeffrey S. Dirk, P.E., PTOE, Vanasse & Associates, Inc., to Alan D. Hanscom, P.E., LSP, BETA ' Group,Inc.; Proposed Transfer Station Expansion; Swampscott Road,Salem,MA;November 9,2009. p 08571 RTC Memo 090210 doc Page' 3 RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts A :o \ 00 '0\ o C_ !_131 x704 Quo 74 107 f 0A i \\ �7 511 \\ r`0 213i car eco o D N00 c A o 4- 0Un0 �o O Y a Gl�GF 9� y / �_�9 \ b �� 19 +` �\�1 Rd ! 92 107 �G F [xx]*=Based on CTPS study,up to 50%of traffic Note: Intersections do not balance is expected to be shifted to Stanwood Street. due to numerous curb cuts NOT TO SCALE and side streets not shown. Figure 4 GPIGreentnan-Pedersen5 Inc. Weekday dayBuild WeeAM Peak Hour Traffic Volumes Engineers, Architects, Planners, Construction Engineers & Inspectors Supplemental Intersections RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts 00 � \ yoo 't-2o7 ._896 U0J O� 133 ` 107 (� f 41 i� 4 L 461 h � \ 5 565 w j \ 0 314--- q 14" cr o `�pCp O SCO F o�� N I �1�` \ yp O 00 cb N4 J, c � 9 3s �ti C oy � �j9 V I��j �nC ti'9iG 107 x'1/0 9Ln4__ GF, [xx]*=Based on CTPS study,up to 50%of traffic Note: Intersections do not balance is expected to be shifted to Stanwood Street. due to numerous curb cuts NOT TO SCALE and side streets not shown. Figure 5 GPIGreentnan-Pedersen, Wee Inc. Build WeekddayayPM Peak Hour Traffic Volumes Engineers, Architects, Planners, Construction Engineers & Inspectors Supplemental Intersections RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts A Ar \ 00 �\ � X198 ,.jr\ woo S . 10o7 w 138 107 \ f 386 i 2 93, \ \\ -gy5 I p 73 8'i oNm B� \ rn 9�iL�•9i \ \ LP�p \p00 i+t �W o v � w c p 7 9GFtiglF S�� s\�c0 \� F E h c h 0 6, R/ 'S BG J. � c by c \ 98 61 �Qq 107 10 CCD 9LF�9iTl GF [xx]*=Based on CTPS study,up to 50%of traffic Note: Intersections do not balance is expected to be shifted to Stanwood Street. due to numerous curb cuts NOT TO SCALE and side streets not shown. Figure 6 2014 No-Build GPIGreennIan-Pedersen, Inc. Saturday Midday Engineers, Architects, Planners, Construction Engineers & Inspectors heap Hour Traffic Volumes Supplemental Intersections RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts 0 �o A A � O O �\ OO � \ 0) .-14 107 2$% \\ 23 3S h c, Z 1, 0 1p y a� A vY AU) so 1ID \ O n 0 a A � 9 0 `, C c< yq2 v � f 107 qL�q F Selo Note: Intersections do due to numerous curb urbot cuts balance NOT TO SCALE !o and side streets not shown. Figure 7 PI Greenman-Pedersen, Inc. Additional Site-Generated Weekday AM Peak Hour Traffic Volumes Engineers, Architects, Planners, Construction Engineers & Inspectors Supplemental Intersections RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts 0 r 03 �o 7u 00 ,e\ O 10 \ Z .-53 107 25% \\ \ ✓ 85 56s h 0 m 0 P� \ A v�_e �� N l \ N So F ' O hrt, Bloc \ o %p `�. �\, C tigti l 107 �G F Note: Intersections do not balance due to numerous curb cuts NOT TO SCALE /10 and side streets not shown. Figure 8 Additional Site Generated ripi Greenman-Pedersen, Inc. Weekday PM Engineers, Architects, Planners, Construction Engineers & Inspectors Leak Hour Traffic Volumes Supplemental Intersections RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts 0 0 A O co ✓I,\ 0 L14 _ \\ J t 74 107 25% \\ f119 Zg A) \ 01 GAF \ aJE�J rrnnm 0 i O Si �n D \ YQ C o '11 tP F \N� po `S � incl�q2 \s � 1� 107 qL�q F Note: Intersections do not balance due to numerous curb cuts NOT TO SCALE /10 and side streets not shown. Figure 9 GPI Greenman-Pedersen, Inc. Additional Site Generated Saturday Midday Engineers, Architects, Planners, Construction Engineers & Inspectors Peak Hour Traffic Volumes Supplemental Intersections RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home improvement Warehouse-Salem,Massachusetts A A� � O �\ � 0 G L131 .-715 �\ \\ 93a �rro4 `74 107 \\ 04 4 , L 7Lo 9LFti�9i \ \ vP�o N �$N w 0 v h PJE \ y y'c A vROy \ 0 v N � 00 1�9 \ F G B f `L Gc c, ti9 ss , ~� �c< X92 19 �~ 1 07 0 dk 9 F�9ijT �G F Note: Intersections do not balance due to numerous curb cuts NOT TO SCALE and side streets not shown. Figure 10 2014 Build GPIGreen-rnan-Pedersen, Inc. Weekday AM Engineers, Architects, Planners, Construction Engineers & Inspectors Peak Hour Traffic Volumes Supplemental Intersections RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts A0 \ 00 o� 'L-207 �\ i 949 x \ � 133 107 \ i 63 \ 0 325 7 '°'o O y o yGF PF �� P�E�J� 223 o� A O �O �/1�.t0 00 ro �./ cad c `�,,0 V 107 <6�ro GF 9iTT �L Note: Intersections do not balance due to numerous curb cuts NOT TO SCALE and side streets not shown. Figure l l 2014 Build GPIGreenman-Pedersen, Inc. Weekday PM Peak Hour Traffic Volumes Engineers, Architects, Planners, Construction Engineers & Inspectors Supplemental Intersections RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts A \ o0 Op ex.\ or- k-198 Z x1081 138 '� 107 g62� i� p 33 LP o po y�o AN o 2 u �\ G m � Gy r til 107 1 °� qL4- � �G F Note: Intersections do not balance due to numerous curb cuts NOT TO SCALE and side streets not shown. Figure 12 GPI GreenmS an-Pedersen, Inc. atu Build Saturday Midday Engineers, Architects, Planners, Construction Engineers & Inspectors Peak Hour Traffic Volumes Supplemental Intersections RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse—Salem,Massachusetts ' development could have less impacts on the adjacent roadway system than as analyzed. Highland Avenue at Marlborough Road and at Swampscott Road As a result of the proposed development, traffic volumes are expected to ' increase by less than 6 percent at the Highland Avenue signalized intersection with Marlborough Road and Traders Way and less than 9 percent at the Highland Avenue signalized intersection with Swampscott Road and Dipietro ' Avenue. Based on discussions with MassDOT officials, the State roadway improvement project (4602186) along the Highland Avenue corridor is nearing ' completion. The project included traffic signal equipment and coordination improvements at seven locations on Highland Avenue that are split into two separate coordinated traffic signal systems. Two of the seven locations along Highland Avenue include the Marlborough Road/Traders Way intersection and the Swampscott Road/Dipietro Avenue intersection. Although the traffic signal equipment has been installed, MassDOT is in the process of monitoring the ' operations and will make timing adjustments as needed. The Build with Improvements conditions reflect adjustments to the traffic signal timings and intersection offsets that could be made in the field during periodic maintenance. ' Since the traffic volumes at the Highland Avenue and Marlborough Road signalized intersection appear to control the traffic flow through the upstream Highland Avenue and Swampscott Road signalized intersection, these measures ' are anticipated to improve operations at both locations. Western Avenue at Belleaire Avenue and at Buchanan Circle ' As shown in Table 1 and as observed in the field, turns from Belleaire Avenue and from Buchanan Circle onto Western Avenue currently experience long ' delays. Based on a traffic signal warrant analysis to determine if signal control will be warranted at these locations given the current volume of traffic, general historical traffic growth, and the volume of traffic expected to be generated by ' the proposed development, the projected traffic volumes are not expected to meet the traffic-volume related signal warrants.5 Therefore, traffic signal control is not recommended at these locations based on the amount of traffic. The ' warrant analysis worksheet is provided in the Appendix. Since the operational deficiencies are currently experienced independent of the proposed development, it is recommended that the City of Lynn and MassDOT investigate possible improvement measures such as the striping of a two-way left-turn lane (TWLTL) along Western Avenue between Buchanan Circle and ' 5 Manual on Uniform Traffic Control Devices;Federal Highway Administration;Washington,DC;December 2000. ' 01111 RIC lie i1,0112ioaoe Page 4 ' RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse—Salem,Massachusetts Camp Lion's driveway to provide a benefit for left-turning vehicles entering and exiting the side streets. Left-turning vehicles would be removed from the Western Avenue through traffic stream and could be stored in the median area until an acceptable gap in the opposing traffic stream is available. Additionally, left-turning vehicles exiting Belleaire Avenue and Buchanan Circle would have the ability to make a two-stage left-turn maneuver in which the TWLTL could ' be used as an interim stopping point within a protected lane if there are no gaps in the mainline traffic stream.6 Although TWLTLs are usually implemented to improve vehicular operations by providing increased capacity and reduced ' delay, they also reduce the potential for minor roadway-related turning and year- end collisions, as well as provide a separation between opposing mainline traffic by keeping vehicles from encroaching into opposing traffic lanes.749 ' Western Avenue at Maple Street and Waitt Avenue ' Based on discussions with City of Lynn and CTPS officials, CTPS conducted a preliminary review into the existing operations and potential improvement measures at the Westem Avenue intersection with Maple Street and Waitt Avenue. CTPS's recommendations at the Western Avenue, Maple Street, and Waitt Avenue intersection include providing a Western Avenue northbound exclusive right-turn lane and coordinating the traffic signal with a new traffic signal at the Western Avenue intersection with Eastern Avenue and Stanwood Street. To determine the proposed development's impacts on these ' improvements, CTPS's recommendations were assumed to be implemented in the 2014 design-year analysis conditions. As shown in Table 1, all lane groups at the Western Avenue intersection with Maple Street and Waitt Avenue are ' expected to remain operating at acceptable service levels (LOS D or better) during all time periods evaluated, the addition of the site traffic will not drop any service levels, all volume-to-capacity (v/c) ratios will be less than 1.00, and ' the overall increases in delays are expected to be less than two seconds. ' G Highway Capacity Manual 2000;Transportation Research Board; Washington,D.C.;2000, 7 National Cooperative Highway Research Program Report 500 Guidance for Implementation of the AASHTO Strategic Highway Safety Plan, Volume 4:A Guide forAddressing Head-On Collisions. 8 Urban Street Geometric Design Handbook;Institute of Transportation Engineers;2008;Pub].No.TB-018. 9 Access Management Manual; Committee on Access Management; Transportation Research Board; Washington, D.C.;2003. 08571 RIC Mnnn 09021 OAol Page 5 RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts Table 1 CAPACITY ANALYSIS SUMMARY-Supplemental Locations 2010 Existing 2014 No-Build 2014 Build Intersection/Peak Hour/Lane Group V/C a Del.b LOS` Queue d V/C Del. LOS Queue V/C Del. LOS Queue Highland Ave.at Marlborough Rd.and Traders Way' Weekday AM: Marlborough Rd.EB LT/TH 0.91 69.5 E 173/373 0.92 71.5 E 201/478 0.92 71.5 E 175/355 Marlborough Rd.EB RT 0.48 16.6 B 92/216 0.50 16.9 B 98/229 0.51 17.0 B 106/236 Traders Way WB LT 0.83 66.8 E 151/294 0.85 69.3 E 147/289 0.87 73.1 E 152/289 Traders Way WB LT/TH 1.44 267.1 F 488/868 1.46 276.0 F 497/883 1.46 276.0 F 511/878 Traders Way WB RT 0.05 38.8 D 68/237 0.05 39.0 D 60/222 0.05 39.0 D 77/251 Highland Ave.NB LT 1.05 69.5 E 317/359 1.10 84.8 F 318/360 1.11 87.3 F 320/355 Highland Ave.NB TH 0.55 18.3 B 593/951 0.56 17.2 B 626/925 0.56 17.0 B 666/928 Highland Ave.NB RT 0.15 21.7 C 54/130 0.16 18.5 B 54/131 0.16 18.0 B 43/105 Highland Ave. SB LT 0.28 37.8 D 47/133 0.29 38.4 D 54/142 0.30 38.6 D 61/161 Highland Ave. SB TH 0.88 50.9 D 203/312 0.91 53.7 D 225/413 0.93 56.1 E 281/560 Highland Ave. SB RT 0.09 31.0 C 62/152 0.09 30.9 C 63/157 0.09 30.9 C 84/210 Overall Intersection 1.03 61.3 E 1.06 64.1 E 1.07 64.9 E 'Volume-to-capacity ratio. 'Average control delay in seconds per vehicle. 'Level of service. d Maximum queue length in feet per lane during an average/95"percentile cycle. `Consistent with the methodology used in the Traffic Impact and Access Study(and as addressed in Response 8),the SimTraffic modeling program was used to determine queue lengths for this intersection. 08571 RTC Mcmo 090210.doc Page 6 RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts Table 1 (continued) CAPACITY ANALYSIS SUMMARY-Supplemental Locations 2010 Existing 2014 No-Build 2014 Build Intersection/Peak Hour/Lane Group V/C z Del. ' LOS` Queue d V/C Del. LOS Queue V/C Del. LOS Queue Highland Ave.at Marlborough Rd.and Traders Way' Weekday PM: Marlborough Rd.EB LT/TH 1.00 95.7 F 348/712 1.02 100.6 F 404/809 1.02 100.6 F 538/893 Marlborough Rd. EB RT 0.51 19.0 B 158/318 0.58 23.5 C 150/319 0.62 24.5 C 197/345 Traders Way WB LT 1.09 134.5 F 202/309 1.06 124.2 F 185/279 1.14 151.9 F 204/305 Traders Way WB LT/TH 1.41 254.6 F 672/796 1.37 238.8 F 333/533 1.41 256.5 F 663/813 Traders Way WB RT 0.05 42.2 D 93/271 0.05 41.9 D 78/251 0.05 42.2 D 100/279 Highland Ave.NB LT 0.96 48.1 D 302/378 1.21 137.4 F 324/325 1.27 160.4 F 315/369 Highland Ave.NB TH 0.65 26.8 C 435/859 0.66 24.5 C 686/926 0.67 22.7 C 603/940 Highland Ave.NB RT 0.22 41.4 D 85/167 0.25 51.9 D 83/162 0.30 38.9 D 84/170 Highland Ave. SB LT 0.29 32.4 C 115/233 0.30 33.2 C 112/214 0.32 34.7 C 112/232 Highland Ave. SB TH 1.01 75.4 E 695/1,341 0.89 49.0 D 687/1,268 0.93 53.5 D 1,083/1,627 Highland Ave. SB RT 0.16 33.8 C 151/302 0.15 29.9 C 171/313 0.17 29.9 C 172/319 Overall Intersection 1.05 71.6 E 1.08 75.3 E 1.12 79.9 E 2 Volume-to-capacity ratio. Average control delay in seconds per vehicle. `Level of service. 'Maximum queue length in feet per lane during an average/95ih percentile cycle. `Consistent with the methodology used in the Traffic Impact and Access Study(and as addressed in Response 8), the SimTraflic modeling program was used to determine queue lengths for this intersection. 08571 RTC Memo 090210 doc Page 7 RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem, Massachusetts Table 1 (continued) CAPACITY ANALYSIS SUMMARY-Supplemental Locations 2010 Existing 2014 No-Build 2014 Build Intersection/Peak Hour/Lane Group V/C° Del.n LOS` Queue d V/C Del. LOS Queue V/C Del. LOS Queue Highland Ave.at Marlborough Rd.and Traders Way' Saturday Midday: Marlborough Rd.EB LT/TH 1.04 103.6 F 382/773 1.05 107.4 F 350/686 1.05 107.4 F 472/855 Marlborough Rd.EB RT 0.47 20.3 C 152/318 0.49 20.1 C 156/323 0.53 20.0 C 181/328 Traders Way WB LT 1.09 132.4 F 209/308 1.09 132.4 F 207/297 1.15 154.3 F 206/298 Traders Way WB LT/TH 1.21 174.6 F 584/878 1.21 174.6 F 599/892 1.22 178.2 F 596/896 Traders Way WB RT 0.08 39.2 D 123/302 0.08 39.2 D 118/294 0.08 39.2 D 120/297 Highland Ave.NB LT 0.81 26.7 C 154/274 0.82 23.0 C 161/268 0.85 22.3 C 181/306 Highland Ave.NB TH 0.67 15.3 B 159/331 0.68 13.3 B 136/296 0.70 11.7 B 160/382 Highland Ave.NB RT 0.28 19.1 B 86/169 0.29 14.9 B 72/152 0.32 13.3 B 76/157 Highland Ave. SB LT 0.54 39.9 D 140/259 0.58 41.4 D 128/245 0.67 47.5 D 128/248 Highland Ave. SB TH 1.02 68.3 E 822/1,519 1.08 87.7 F 747/1,376 1.21 139.3 F 1,063/1,653 Highland Ave. SB RT 0.19 27.3 C 140/302 0.21 28.0 C 150/310 0.24 29.3 C 135/295 Overall Intersection 1.00 55.6 E 1.02 59.6 E 1.07 73.6 E `Volume-to-capacity ratio. 'Average control delay in seconds per vehicle. `Level of service. d Maximum queue length in feet per lane during an average/951h percentile cycle. Consistent with the methodology used in the Traffic Impact and Access Study (and as addressed in Response 8), the SimTraffic modeling program was used to determine queue lengths for this intersection. O8571 RTC Memo 090210.doc Page 8 RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem, Massachusetts Table 1 (continued) CAPACITY ANALYSIS SUMMARY-Supplemental Locations 2010 Existing 2014 No-Build 2014 Build Intersection/Peak Hour/Lane Group V/C' Del." LOS` Queue d V/C Del. LOS Queue V/C Del. LOS Queue Highland Ave. at Swampscott Rd. and Dipietro Ave.` Weekday AM: Swampscott Rd. WB LT 0.42 32.8 C 448/1,179 0.43 32.6 C 532/1,277 0.45 32.8 C 703/1,473 Swampscott Rd. WB RT 0.88 57.4 E 229/355 0.90 58.9 E 254/368 0.90 58.9 E 266/366 Dipietro Ave. WB approach 0.00 48.2 D 0/0 0.00 48.2 D 0/7 0.00 48.2 D 0/0 Highland Ave.NB TH 0.88 37.7 D 303/474 0.94 44.8 D 343/617 0.95 46.5 D 442/798 Highland Ave.NB RT 0.10 20.2 C 27/174 0.10 21.0 C 26/174 0.11 21.0 C 56/259 Highland Ave. SB LT 0.81 36.4 D 185/273 0.81 33.6 C 196/286 0.81 33.7 C 201/292 Highland Ave. SB TH 0.40 3.8 A 57/199 0.42 4.1 A 56/215 0.43 4.2 A 61/221 Overall Intersection 0.84 28.4 C - 0.87 31.1 C - 0.88 31.6 C -- Weekday PM: Swampscott Rd. WB LT 0.34 37.1 D 263/799 0.37 37.9 D 683/1,474 0.47 39.9 D 756/1,497 Swampscott Rd. WB RT 0.91 68.7 E 234/354 0.97 85.3 F 267/359 1.05 108.6 F 274/361 Dipietro Ave.WB approach 0.01 53.3 D 0/0 0.01 53.3 D 0/0 0.94 48.1 D 0/3 Highland Ave.NB TH 0.86 39.7 D 272/424 0.91 44.3 D 429/758 0.16 23.2 C 592/1,076 Highland Ave.NB RT 0.14 23.4 C 17/135 0.14 24.0 C 73/299 0.84 33.1 C 112/369 Highland Ave. SB LT 0.86 33.3 C 230/308 0.84 32.7 C 242/318 0.48 3.4 A 236/315 Highland Ave. SB TH 0.45 2.7 A 110/370 0.46 3.5 A 143/482 0.01 53.3 D 131/434 Overall Intersection 0.86 28.1 C 0.88 31.5 C 0.91 34.5 C 'Volume-to-capacity ratio. 'Average control delay in seconds per vehicle. `Level of service. d Maximum queue length in feet per lane during an average/95"percentile cycle. `Consistent with the methodology used in the Trac Impact and Access Study(and as addressed in Response 8),the SimTraffic modeling program was used to determine queue lengths for this intersection. 08571 RTC Memo 090210 doc Page RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem, Massachusetts Table 1 (continued) CAPACITY ANALYSIS SUMMARY-Supplemental Locations 2010 Existing 2014 No-Build 2014 Build Intersection/Peak Hour/Lane Group V/C a Del." LOS' Queue d V/C Del. LOS Queue V/C Del. LOS Queue Highland Ave.at Swampscott Rd.and Dipietro Ave.` Saturday Midday: Swampscott Rd.WB LT 0.43 32.9 C 100/230 0.43 32.3 C 178/507 0.51 33.1 C 185/452 Swampscott Rd. WB RT 0.88 57.0 E 199/313 0.88 55.3 E 220/330 0.88 55.3 E 205/323 Dipietro Ave. WB approach 0.00 48.2 D 0/0 0.00 48.2 D 86/291 0.00 48.2 D 64/184 Highland Ave.NB TH 1.09 91.7 F 277/420 1.19 132.9 F 338/601 1.31 182.3 F 486/897 Highland Ave.NB RT 0.12 25.2 C 37/208 0.12 26.5 C 64/281 0.14 26.8 C 99/348 Highland Ave. SB LT 0.79 23.2 C 206/306 0.79 23.3 C 217/313 0.79 21.0 C 210/300 Highland Ave. SB TH 0.54 4.2 A 65/257 0.56 5.0 A 131/438 0.62 5.6 A 69/249 Overall Intersection 0.91 42.8 D 0.94 56.3 E 0.98 72.6 E Volume-to-capacity ratio. Average control delay in seconds per vehicle. `Level of service. 'Maximum queue length in feet per lane during an average/95ih percentile cycle. Consistent with the methodology used in the Traffic Impact and Access Study(and as addressed in Response 8),the SimTraffic modeling program was used to determine queue lengths for this intersection. 08571 RTC Memo 090210 doe Page 10 RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts Table 1 (continued) CAPACITY ANALYSIS SUMMARY-Supplemental Locations 2010 Existing 2014 No-Build 2014 Build Intersection/Peak Hour/Lane Group V/C a Del.° LOS' Queue d V/C Del. LOS Queue V/C Del. LOS Queue Western Ave. at Belleaire Ave. Weekday AM: Belleaire Ave. EB approach NC NC F NC NC NC F NC NC NC F NC Western Ave.NB LT/TH 0.01 0.3 A --/1 0.01 0.4 A --/1 0.01 0.4 A --/1 Western Ave. SB TH/RT 0.62 0.0 A -40 0.64 0.0 A -40 0.65 0.0 A -40 Weekday PM.- Belleaire M:Belleaire Ave. EB approach 1.64 NC F -456 NC NC F NC NC NC F NC Western Ave.NB LT/TH 0.00 0.1 A 40 0.00 0.2 A 40 0.00 0.2 A -40 Western Ave. SB TH/RT 0.75 0.0 A 40 0.78 0.0 A -40 0.85 0.0 A 40 Saturday Midday: Belleaire Ave. EB approach 0.19 100.6 F -416 0.42 270.7 F 430 NC NC F NC Western Ave.NB LUTH 0.01 0.2 A -40 0.01 0.2 A 40 0.01 0.3 A -40 Western Ave. SB TI-MT 0.70 0.0 A -40 0.72 0.0 A 40 0.81 0.0 A -40 Volume-to-capacity ratio. 'Average control delay in seconds per vehicle. `Level of service. d Maximum queue length in feet per lane during an average/95ih percentile cycle. NC=no capacity available. Page 11 09571 RTC Memo 090210 d.c RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts Table I (continued) CAPACITY ANALYSIS SUMMARY-Supplemental Locations 2010 Existing 2014 No-Build 2014 Build Intersection/Peak Hour/Lane Group V/C' Del." LOS` Queue d V/C Del. LOS Queue V/C Del. LOS Queue Western Ave.at Buchanan Circle: Weekday AM: Buchanan Circle WB approach NC NC F NC NC NC F NC NC NC F NC Western Ave.NB TH/RT 0.71 0.0 A -40 0.74 0.0 A -40 0.75 0.0 A 40 Western Ave. SB LT/TH 0.04 1.9 A -43 0.05 2.7 A 44 0.05 3.3 A 44 Weekday PM: Buchanan Circle WB approach NC NC F NC NC NC F NC NC NC F NC Western Ave.NB TH/RT 0.65 0.0 A 40 0.67 0.0 A -40 0.74 0.0 A 40 Western Ave. SB LT/TH 0.03 1.9 A -43 0.04 2.7 A 43 0.05 6.8 A -44 Saturday Midday: Buchanan Circle WB approach 2.75 NC F 4225 NC NC F NC NC NC F NC Western Ave.NB TH/RT 0.60 0.0 A 40 0.62 0.0 A -40 0.71 0.0 A 40 Western Ave. SB LT/TH 0.05 2.1 A -44 0.06 2.8 A 45 0.09 7.3 A 47 'Volume-to-capacity ratio. Average control delay in seconds per vehicle. `Level of service. 'Maximum queue length in feet per lane during an average/95ih percentile cycle. NC=no capacity available. Page 12 08571 RTC Memo 090210 doc RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts Table 1 (continued) CAPACITY ANALYSIS SUMMARY-Supplemental Locations 2010 Existing 2014 No-Build 2014 Build Intersection/Peak Hour/Lane Group V/C' Del.b LOS` Queue a V/C Del. LOS Queue V/C Del. LOS Queue Western Ave.at Maple St.and Wain Ave. Weekday AM Maple St. EB approach 1.00 53.1 D 497/843 0.69 22.7 C 184/306 0.70 23.4 C 213/457 Waitt Ave. WB approach 0.90 28.2 C 497/742 0.86 34.3 C 327/579 0.87 34.5 C 323/573 Western Ave.NB LT/TH 0.77 12.0 B 214/412 0.54 13.9 B 342/657 0.55 14.1 B 332/643 Western Ave.NB RT 0.14 9.6 A 41/82 0.14 9.6 A 39/83 Western Ave. SB approach 0.70 9.8 A 175/303 0.57 14.6 B 227/393 0.59 14.8 B 237/425 Overall Intersection 0.87 23.3 C -- 0.69 20.2 C -- 0.70 20.4 C -- Weekday PM: Maple St.EB approach 0.89 28.6 C 359/662 0.77 28.6 C 263/524 0.82 32.3 C 269/552 Waitt Ave. WB approach 0.80 18.3 B 495/704 0.87 36.8 D 435/711 0.87 36.7 D 464/708 Western Ave.NB LT/TH 0.84 15.4 B 941/1,680 0.57 12.8 B 452/874 0.62 13.8 B 519/936 Western Ave.NB RT 0.14 8.2 A 40/82 0.14 8.3 A 37/80 Western Ave. SB approach 0.66 8.9 A 150/272 0.55 12.4 B 196/350 0.61 13.7 B 227/412 Overall Intersection 0.86 16.9 B - 0.68 20.4 C -- 0.71 21.3 C -- Saturday Midday: Maple St.EB approach 1.10 82.8 F 532/900 0.80 29.9 C 208/374 0.85 34.5 C 297/601 Waitt Ave.WB approach 0.86 23.6 C 277/525 0.87 37.2 D 286/506 0.86 34.8 C 345/619 Western Ave.NB LT/TH 0.80 13.3 B 493/1,165 0.58 13.9 B 372/720 0.72 17.4 B 431/816 Western Ave.NB RT 0.12 8.8 A 32/77 0.13 9.2 A 30/75 Western Ave. SB approach 0.65 8.7 A 148/235 0.55 13.3 B 215/395 0.67 16.2 B 262/556 Overall Intersection 0.93 29.5 C 0.70 21.4 C 0.77 23.0 C Volume-to-capacity ratio. 'Average control delay in seconds per vehicle. `Level of service. 'Maximum queue length in feet per lane during an average/95"percentile cycle. `Consistent with the methodology used in the Traffic Impact and Access Study(and as addressed in Response 8),the SimTraffic modeling program was used to determine queue lengths for this intersection. Page 13 08571 RTC Memo 090210 d.c RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts Table 2 CAPACITY ANALYSIS SUMMARY-Supplemental Locations with Improvements 2014 No-Build 2014 Build 2014 Build with Improvements Intersection/Peak Hour/Lane Group V/C° Del.' LOS' Queue d V/C Del. LOS Queue V/C Del. LOS Queue Highland Ave. at Marlborough Rd.and Traders Way' Weekday AM: Marlborough Rd.EB LT/TH 0.92 71.5 E 201/478 0.92 71.5 E 175/355 0.95 81.0 F 198/435 Marlborough Rd. EB RT 0.50 16.9 B 98/229 0.51 17.0 B 106/236 0.50 16.9 B 107/233 Traders Way WB LT 0.85 69.3 E 147/289 0.87 73.1 E 152/289 0.80 60.5 E 146/279 Traders Way WB LT/TH 1.46 276.0 F 497/883 1.46 276.0 F 511/878 1.35 226.4 F 442/806 Traders Way WB RT 0.05 39.0 D 60/222 0.05 .39.0 D 77/251 0.05 38.1 D 77/248 Highland Ave.NB LT 1.10 84.8 F 318/360 1.11 87.3 F 320/355 1.08 74.4 E 311/380 Highland Ave.NB TH 0.56 17.2 B 626/925 0.56 17.0 B 666/928 0.57 15.2 B 606/977 Highland Ave.NB RT 0.16 18.5 B 54/131 0.16 18.0 B 43/105 0.16 6.9 A 40/102 Highland Ave. SB LT 0.29 38.4 D 54/142 0.30 38.6 D 61/161 0.30 38.7 D 74/192 Highland Ave. SB TH 0.91 53.7 D 225/413 0.93 56.1 E 281/560 0.97 64.4 E 361/673 Highland Ave. SB RT 0.09 30.9 C 63/157 0.09 30.9 C 84/210 0.09 31.7 C 97/238 Overall Intersection 1.06 64.1 E - 1.07 64.9 E -- 1.07 59.5 E Volume-to-capacity ratio. 'Average control delay in seconds per vehicle. `Level of service. 'Maximum queue length in feet per lane during an average/95`"percentile cycle. `Consistent with the methodology used in the Trac Impact and Access Study(and as addressed in Response 8),the SimTraffic modeling program was used to determine queue lengths for this intersection. Page 14 08571 RTC Memo 090210.doc RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts Table 2 (continued) CAPACITY ANALYSIS SUMMARY-Supplemental Locations 2014 No-Build 2014 Build 2014 Build with Improvements Intersection/Peak Hour/Lane Group V/CDel.° LOS` Queue a V/C Del. LOS Queue V/C Del. LOS Queue Highland Ave.at Marlborough Rd.and Traders Way' Weekday PM: Marlborough Rd. EB LT/TH 1.02 100.6 F 404/809 1.02 100.6 F 538/893 1.14 142.7 F 629/892 Marlborough Rd.EB RT 0.58 23.5 C 150/319 0.62 24.5 C 197/345 0.59 23.2 C 205/352 Traders Way WB LT 1.06 124.2 F 185/279 1.14 151.9 F 204/305 0.94 84.7 F 188/295 Traders Way WB LT/TH 1.37 238.8 F 333/533 1.41 256.5 F 663/813 1.16 152.5 F 536/875 Traders Way WB RT 0.05 41.9 D 78/251 0.05 42.2 D 100/279 0.05 39.7 D 88/264 Highland Ave.NB LT 1.21 137.4 F 324/325 1.27 160.4 F 315/369 1.13 94.4 F 320/351 Highland Ave.NB TH 0.66 24.5 C 686/926 0.67 22.7 C 603/940 0.66 20.6 C 664/968 Highland Ave.NB RT 0.25 51.9 D 83/162 0.30 38.9 D 84/170 0.29 15.7 B 66/147 Highland Ave. SB LT 0.30 33.2 C 112/214 0.32 34.7 C 112/232 0.34 35.9 D 107/226 Highland Ave. SB TH 0.89 49.0 D 687/1,268 0.93 53.5 D 1,083/1,627 1.06 89.3 F 907/1,532 Highland Ave. SB RT 0.15 29.9 C 171/313 0.17 29.9 C 172/319 0.19 33.3 C 176/324 Overall Intersection 1.08 75.3 E 1.12 79.9 E 1.12 69.5 E 'Volume-to-capacity ratio. b Average control delay in seconds per vehicle. `Level of service. Maximum queue length in feet per lane during an average/95t'percentile cycle. `Consistent with the methodology used in the Trak Impact and Access Study(and as addressed in Response 8),the SitnTraffic modeling program was used to determine queue lengths for this intersection. Page 15 08571 RTC Memo 090210A.. RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts Table 2 (continued) CAPACITY ANALYSIS SUMMARY-Supplemental Locations 2014 No-Build 2014 Build 2014 Build with Improvements Intersection/Peak Hour/Lane Group V/C' Del.b LOS e Queue d V/C Del. LOS Queue V/C Del. LOS Queue Highland Ave.at Marlborough Rd.and Traders Way Saturday Midday: Marlborough Rd.EB LT/TH 1.05 107.4 F 350/686 1.05 107.4 F 472/855 1.05 107.4 F 430/823 Marlborough Rd.EB RT 0.49 20.1 C 156/323 0.53 20.0 C 181/328 0.58 24.4 C 178/326 Traders Way WB LT 1.09 132.4 F 207/297 1.15 154.3 F 206/298 0.99 97.7 F 191/288 Traders Way WB LT/TH 1.21 174.6 F 599/892 1.22 178.2 F 596/896 1.05 114.1 F 463/813 Traders Way WB RT 0.08 39.2 D 118/294 0.08 39.2 D 120/297 0.08 37.5 D 97/274 Highland Ave.NB LT 0.82 23.0 C 161/268 0.85 22.3 C 181/306 1.09 74.1 E 284/390 Highland Ave.NB TH 0.68 13.3 B 136/296 0.70 11.7 B 160/382 0.76 14.7 B 475/914 Highland Ave.NB RT 0.29 14.9 B 72/152 0.32 13.3 B 76/157 0.39 21.4 C 465/880 Highland Ave.SB LT 0.58 41.4 D 128/245 0.67 47.5 D 128/248 0.62 43.7 D 95/175 Highland Ave.SB TH 1.08 87.7 F 747/1,376 1.21 139.3 F 1,063/1,653 1.08 87.3 F 107/234 Highland Ave. SB RT 0.21 28.0 C 150/310 0.24 29.3 C 135/295 0.20 26.3 C 707/1,286 Overall Intersection 1.02 59.6 E 1.07 73.6 E 1.07 58.6 E 139/295 a Volume-to-capacity ratio. Average control delay in seconds per vehicle. `Level of service. d Maximum queue length in feet per lane during an average/951"percentile cycle. `Consistent with the methodology used in the Trac Impact and Access Study (and as addressed in Response 8), the SimTraffic modeling program was used to determine queue lengths for this intersection. 08571 RTC Memo 090210 doe Page 16 RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem, Massachusetts Table 2 (continued) CAPACITY ANALYSIS SUMMARY-Supplemental Locations 2014 No-Build 2014 Build 2014 Build with Improvements Intersection/Peak Hour/Lane Group V/C a Del. s LOS' Queue d V/C Del. LOS Queue V/C Del. LOS Queue Western Ave.at Belleaire Ave. Weekday AM Belleaire Ave.EB approach NC NC F NC NC NC F NC 0.12 29.7 D -410 Western Ave.NB LT 0.01 11.6 B --/1 Western Ave.NB LT/TH 0.01 0.4 A --/1 0.01 0.4 A --/I Western Ave. SB TH/RT 0.64 0.0 A --/0 0.65 0.0 A --/0 0.65 0.0 A 40 Weekday PM- Belleaire Ave. EB approach NC NC F NC NC NC F NC 0.09 38.1 E 47 Western Ave.NB LT 0.00 12.6 B 40 Western Ave.NB LT/TH 0.00 0.2 A -40 0.00 0.2 A -40 Western Ave. SB TH/RT 0.78 0.0 A 40 0.85 0.0 A -40 0.85 0.0 A -40 Saturday Midday: Belleaire Ave. EB approach 0.42 270.7 F -430 NC NC F NC 0.05 28.2 D -44 Western Ave.NB LT 0.01 12.1 B --/0 Western Ave.NB LT/TH 0.01 0.2 A --/0 0.01 0.3 A 40 Western Ave. SB TH/RT 0.72 0.0 A -40 0.81 0.0 A -40 0.81 0.0 A -40 'Volume-to-capacity ratio. Average control delay in seconds per vehicle. `Level of service. 'Maximum queue length in feet per lane during an average/95"percentile cycle. NC=no capacity available. Page 17 08571 RTC Memo 090210 d.c RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts Table 2 (continued) CAPACITY ANALYSIS SUMMARY-Supplemental Locations 2014 No-Build 2014 Build 2014 Build with Improvements Intersection/Peak Hour/Lane Group V/C a Del.n LOS` Queue d V/C Del. LOS Queue V/C Del. LOS Queue Western Ave. at Buchanan Circle: Weekday AM- Buchanan MBuchanan Circle WB approach NC NC F NC NC NC F NC 0.55 65.5 F -465 Western Ave.NB TH/RT 0.74 0.0 A --/0 0.75 0.0 A -40 0.75 0.0 A 40 Western Ave. SB LT 0.05 22.0 C 44 Western Ave. SB LT/TH 0.05 2.7 A --/4 0.05 3.3 A 44 Weekday PM: Buchanan Circle WB approach NC NC F NC NC NC F NC 0.32 45.2 E 432 Western Ave.NB TH/RT 0.67 0.0 A -40 0.74 0.0 A -40 0.74 0.0 A 40 Western Ave. SB LT 0.05 19.4 C 44 Western Ave. SB LT/TH 0.04 2.7 A --/3 0.05 6.8 A 44 Saturday Midday: Buchanan Circle WB approach NC NC F NC NC NC F NC 0.44 42.2 E 450 Western Ave.NB TH/RT 0.62 0.0 A 40 0.71 0.0 A 40 0.71 0.0 A -40 Western Ave. SB LT 0.09 17.6 C 47 Western Ave. SB LT/TH 0.06 2.8 A --/5 0.09 7.3 A 47 Volume-to-capacity ratio. 'Average control delay in seconds per vehicle. `Level of service. d Maximum queue length in feet per lane during an average/95`h percentile cycle. NC=no capacity available. Page 18 08571 RTC Memo 090210.doc ' 1 ' RESPONSE TO TRAFFIC REVIEW COMMENTS Wahnart and Meineke Expansions and Lowe's Home Improvement Warehouse—Salem,Massachusetts ' Comment 2: Provide the ATR counts. Response 2: On May 5, 2010, GPI provided BETA with the automatic traffic recorder (ATR) ' counts referenced in the Traffic Impact and Access Study that were collected in May 2008. The ATR data are also provided in the Appendix of this memorandum. Comment 3: Evaluate the sight distance at the Highland Avenue/Camp Lions Driveway. ' Response 3: Sight distance measurements have been evaluated at the Highland Avenue intersection with the Camp Lion's driveway. The available sight distances were ' compared with minimum requirements, as established by the American Association of State Highway and Transportation Officials (AASHTO)10. AASHTO is the national standard by which vehicle sight distance is calculated, ' measured, and reported. Sight distance is the length of roadway ahead that is visible to the driver. ' Stopping Sight Distance (SSD) is the minimum distance required for a vehicle traveling at a certain speed to safely stop before reaching a stationary object in its path. The SSD is measured from an eye height of 3.5 feet to an object height ' of 2 feet above street level, equivalent to the taillight height of a passenger car. The SSD is measured along the centerline of the traveled way of the major road. ' Intersection sight distance (ISD) is provided on minor street approaches to allow the drivers of stopped vehicles a sufficient view of the major roadway to decide when to enter the major roadway. By definition, ISD is the minimum distance ' required for a motorist exiting a minor street to turn onto the major street, without being overtaken by an approaching vehicle reducing its speed from the design speed to 70 percent of the design speed. The ISD is measured from an ' eye height of 3.5 feet to an object height of 3.5 feet above street level. The use of an object height equal to the driver eye height makes ISDs reciprocal (i.e., if one driver can see another vehicle, then the driver of that vehicle can also see the first vehicle). The SSD is generally more important as it represents the minimum distance required for safe stopping while the ISD is based only upon acceptable speed reductions to the approaching traffic stream. The ISD, however, must be equal to or greater than the minimum required SSD in order to provide safe operations 10 A Policy on Geometric Design of Highways and Streets; American Association of State Highway and ' Transportation Officials(AASHTO);2004. 09571 RTC Mmo 090210.doc Page 19 ' RESPONSE TO TRAFFIC REVIEW COMMENTS Wahnart and Meineke Expansions and Lowe's Home Improvement Warehouse—Salem,Massachusetts 1 ' at the intersection. In accordance with the AASHTO manual, "If the available sight distance for an entering or crossing vehicle is at least equal to the appropriate stopping sight distance for the major road, then drivers have sufficient sight distance to anticipate and avoid collisions. However, in some cases, this may require a major-road vehicle to stop or slow to accommodate the maneuver by a minor-road vehicle. To enhance traffic operations, ' intersection sight distances that exceed stopping sight distances are desirable along the major road. " Accordingly, ISD should be at least equal to the distance required to allow a driver approaching the minor road to safely stop (SSD). ' The required minimum sight distances are compared to the available distances, as shown in Table 3. Accordingly, the measured sight distances at the Highland Avenue intersection with the Camp Lion's driveway exceed the minimum requirements for safe operation by AASHTO. ' Table 3 SIGHT DISTANCE SUMMARY ' Stopping Sight Intersection Sight ' Distance(feet) Distance(feet) Minimum Minimum Location/Direction Measured RequiredMeasured Required" ' Highland Ave.at Camp Lion's Driveway: North of intersection 255/300` 250 255/300` 250 South of intersection 450 250 450 250 'Values based on AASHTO requirements for posted speed limit of 35 mph. 'Values based on SSD requirements for posted speed limit of 35 mph. ' `Measurements based on distance between the Camp Lion's driveway and outside travel lane/inside travel lane. Comment 4: Clark the calculation for the Minimum Required Stopping Sight Distance for the North Site Driveway and the Main Site Driveway. ' Response 4: To identify potential safety concerns associated with site access and egress, sight distances were evaluated in the Traffic Impact and Access Study at the proposed north and main site driveway locations to determine if the available sight ' distances for vehicles exiting the site meet or exceed the minimum distances required for approaching vehicles to safely stop. The available sight distances were compared with minimum requirements, as established by the AASHTO. ' 08571 RTC Memo 090210.doc Page 20 ' RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse—Salem,Massachusetts For signalized intersections, the first vehicle stopped on one approach should be visible to the driver of the first vehicle stopped on each of the other approaches. To provide a conservative (worse case) comparison, however, the sight ' distances at the proposed signalized main site driveway was evaluated as an unsignalized intersection. ' Since the distance required to stop a vehicle is dependent on the speed of that vehicle, speed studies were conducted. Based on the speed measurements provided in the Traffic Impact and Access Study, the 85th percentile speeds on ' Highland Avenue north of the site were found to be 41 miles per hour (mph) for southbound travel and 46 mph for northbound travel. Since the posted speed limit on Highland Avenue southbound adjacent to the site (45 mph) is higher than the observed 85th percentile speed (41 mph), the minimum required SSD was based on the posted speed limit north of the site driveways. Since the observed 85th percentile speed on Highland Avenue northbound adjacent to the site (46 mph) is higher than the posted speed limit (35 mph), the minimum required SSD was based on the observed speeds south of the site driveways. Consistent with AASHTO guidelines, a grade correction factor (1.1) was ' applied to the required sight distances at the north site driveway intersection because the minor street approach is on an upgrade that exceeds 3 percent. Comment 5: Revise the trip distribution [generation]for the AMpeak hour. ' Response 5: To estimate the volume of traffic to be generated by the proposed retail development, the Traffic Impact and Access Study provided a comparison between trip-generation rates published in the ITE Trip Generation report for ' the full build-out of the site as a shopping center versus the generation of the individual land uses with a 20 percent internal capture rate. This comparison resulted in higher trip-generation estimates using the shopping center ' methodology for full build-out of the site during the weekday daily, weekday PM peak hour, and Saturday midday peak hour. Although the weekday AM peak-hour trip-generation estimates were found to be slightly ' higher using the individual uses methodology, the weekday AM peak hour was not deemed to be the critical time period as compared with the weekday PM and Saturday midday peak hours based on the adjacent traffic along Highland ' Avenue (weekday AM peak hour= 1,987 vehicles per hour [vph], weekday PM peak hour= 2,174 vph, and Saturday midday peak hour= 2,164 vph) and based on the expected additional site trips (weekday AM peak hour= 118 vph, ' weekday PM peak hour= 583 vph, and Saturday midday peak hour= 752 vph). Therefore, the trip generation of the proposed retail development was calculated 1 08511 RTC Memo 090210.doc Page 21 1 RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse—Salem,Massachusetts ' using Land Use Code 820 (Shopping Center) for the full build-out of the site to provide a consistent methodology. ' To address BETA'S comment, a sensitivity analysis has been evaluated at the study area intersections for the weekday AM peak hour using the individual land uses methodology. Consistent with the methodology used in the Traffic Impact ' and Access Study and with state guidelines for the preparation of traffic impact studies, 25 percent of the site-generated traffic was considered pass-by traffic. Additionally, the new site traffic was distributed along the adjacent roadway ' system based on the combination of a number of factors, including: existing travel patterns, site access routes, and competing shopping opportunities. The directional distribution of pass-by traffic is expected to follow the existing travel ' patterns. All trip-generation data are provided in the Appendix. The individual land uses additional weekday AM peak-hour project-generated ' traffic volumes are shown on Figure 13. The project-generated traffic volumes were assigned to the roadway network and combined with the 2014 No-Build traffic volumes to develop the 2014 Build peak-hour traffic-volume networks. ' The 2014 Build weekday AM peak-hour traffic volumes based on the individual land uses methodology are illustrated on Figure 14. Capacity and queue analyses were conducted at the study area intersections under 2014 Build and 2014 Build Mitigated (as committed to in the Traffic Impact and Access Study) traffic-volume conditions assuming the individual land uses methodology. The results of the intersection sensitivity analyses are summarized in Table 4. All analysis worksheets are provided in the Appendix. In summary, the individual land uses methodology produces similar results to ' those utilizing the shopping center trip-generation methodology presented in the Traffic impact and Access Study. ' 08571 RTC Memo09@]o.doc Page 22 RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts F=-3 ' 50% INSERT "A" 25% RAVENNA BARNES AVENUE ROAD 10% N 5% ' MMARLBOROUGH OAD f--5 TRADERS a Rg� WAY 44 OLDE VILLAGE SIT1(27) DRIVE 1 N Z � > 0 ) New -Bv - `� a 0 '(� In 947 o W K) p\Q F Out 68aTotal 1624) I T + f-8 Walmart i CLARK = Spy ' [XX] =Redistributed North Driveway [7](4)10 1 STREET R�S T 10% Existing Site Traffic Dc u u M N ' Note: Intersections do not m Cc i balance due to curb cuts and ro0 side streets not shown J� Walmart � Uncle Bob's Main Driveway (15)34 t Self Storage Driveway [15](8)24 r- �N INSERT "B" ' Walmart BELLEAIRE South Driveway [_22] 1 AVENUE B ANAN CH � w LE Z� >0 Q� I� ZD Meineke i Z) of O Driveway } w w > 0 3 o �] jl. 1% r7 M Z H 1 �O 5/0 FAYS MAPLE 1 WAITT ' AVENUE , 1 = AVENUE 5 , } AVENUE 5% 5 N N ' 45% 25% NOT TO SCALE INSERT "8° Figure 13 Gplreenman-Pedersen, Inc. Additional Site Generated Weekday AM ' Engineers, Architects, Planners, Construction Engineers & Inspectors Peak Hour Traffic Volumes Individual Land Uses Sensitivity Analysis _ \ ( \ yq } | [ \ A f g / ƒ 0 $ o ¥ c / § \ \ m > \ » 8 / ~ a ( 2 ® V - \ Cal ` ` � m ` \ \ 15-3 aa e6 \ z ) CD } e \ _ ƒ/ / /\® � ! \°^, / „B, „ 4- 1236— !� a 34 --# r « oo ,F16 7i ), ,/ - 2, \2/\ ), §_ } \ / { \ / \ 2. * P;, © / _ ) } $ E \_ ` , m z g » ® \K �\ A;\~ ! L: j-5w , �wr —ma _ u , ) u q c }\ 7 / 3 / Ra2 10 `� ,z 1112 — \\ ) fr 2-1,aa » , � �/ _ _ ,w a % r + zs Q D » A _ 2 ° ¥ ; / ° { 2 * y y \ ) / / 0, § ' RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts 1 ' Table 4 CAPACITY ANALYSIS SUMMARY-Weekday AM Peak-Hour Sensitivity Analysis ' 2014 Build 2014 Build with Improvements Intersection/Lane Group V/C a Del.b LOS' Queued V/C Del. LOS Queue ' Highland Ave.at Marlborough Rd.and Traders Way:e Marlborough Rd EB LTITH 0.92 71.5 E 190/394 0.95 81.0 F 224/502 ' Marlborough Rd EB RT 0.52 17.1 B 107/228 0.51 16.9 B 125/264 Traders Way WB IT 0.87 74.4 E 150/288 0.81 61.0 E 148/284 Traders Way WB LTITH 1.46 276.0 F 502/910 1.35 226.4 F 401/736 Traders Way WB RT 0.05 39.0 D 68/234 0.05 38.1 D 79/253 Highland Ave.NB LT 1.11 89.8 F 313/382 1.09 80.2 F 308/378 Highland Ave. NB TH 0.57 16.7 B 636/966 0.57 16.8 B 593/977 Highland Ave. NB RT 0.17 17.5 B 47/118 0.16 16.7 B 41/113 ' Highland Ave. SBLT 0.30 38.9 D 60/162 0.31 39.0 D 73/193 Highland Ave. SB TH 0.94 58.2 E 307/502 0.98 67.5 E 326/585 Highland Ave. SB RT 0.09 30.9 C 105/250 0.09 31.7 C 97/238 t Overall Intersection 1.08 65.5 E -- 1.08 61.8 E -- Highland Ave.at Swampscott Rd.and Dipietro Ave.:e ' Swampscott Rd. WB LT 0.46 32.8 C 669/1,443 __ __ Swampscott Rd WB RT 0.90 58.9 E 265/365 Dipietro Ave. WB approach 0.96 48.7 D 0/3 ' Highland Ave. NB TH 0.11 21.0 C 396/645 Highland Ave.NB RT 0.81 33.8 C 64/279 Highland Ave. SB LT 0.44 4.3 A 196/281 Highland Ave. SB TH 0.00 48.2 D 76/273 ' Overall Intersection 0.88 32.4 C -- Highland Ave. at Ravenna Ave.and Barnes Rd.: ' Ravenna Ave. EB approach 0.40 35.8 D 21/38 Barnes Rd. WB approach 0.15 34.4 C 8/32 Highland Ave. NB LT 0.21 32.5 C 21/47 ' Highland Ave. NB TH/RT 0.69 10.0 B 351/351 Highland Ave. SB LT 0.45 36.2 D 28/60 Highland Ave. SB TH/RT 0.50 8.6 A 203/230 Overall Intersection 0.65 11.3 B - Volume-to-capacity ratio. Average control delay in seconds per vehicle. ' `Level of service. 'Maximum queue length in feet per lane during an average/95th percentile cycle. ` Consistent with the methodology used in the Traffic Impact and Access Study (and as addressed in Response 8), the SimTraffic modeling program was used to determine queue lengths for this intersection. ' 09571 RTC Memo 090210.doc Page 23 ' RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts ' Table 3 (continued) CAPACITY ANALYSIS SUMMARY-Weekday AM Peak-Hour Sensitivity Analysis ' 2014 Build 2014 Build with Improvements Intersection/Lane Group V/C e Del.b LOS' Queue° V/C Del. LOS Queue ' Highland Ave. at Olde Village Dr.: Olde Village Dr. EB LT 0.41 34.6 C 32/53 Olde Village Dr. EB RT 0.01 26.0 C 0/11 ' Highland Ave. NB IT 0.25 32.3 C 21/43 Highland Ave. NBTH 0.52 2.8 A 80/135 Highland Ave. SB TH/RT 0.47 3.9 A 40/40 ' Overall Intersection 0.51 4.8 A -- -- -- -- -- Highland Ave.at Walmart North Driveway and Clark St.: ' Walmart north driveway EB RT 0.03 9.7 A --/2 Clark St. WB RT 0.12 12.5 B --/10 Highland Ave. NB TH/RT 0.30 0.0 A 40 ' Highland Ave. SB TH/RT 0.23 0.0 A --/0 Highland Ave. at Walmart Main Driveway: ' Walmart main driveway EB LT 0.59 33.7 C 69/73 0.46 34.5 C 36/47 Walmart main driveway EB LTITH 0.47 34.5 C 36/47 Walmart main driveway EB RT 0.11 17.4 B 10/15 0.07 32.3 C 0/11 Se[J-storage WB approach -- -- 0.00 37.9 D 0/0 ' Highland Ave. NBLT 0.54 32.9 C 63/105 0.38 33.5 C 32/55 Highland Ave. NBTH/RT 0.51 5.1 A 112/185 0.53 6.0 A 85/242 Highland Ave. SBLT -- -- 0.00 0.0 A 0/0 ' Highland Ave. SB TH 0.51 4.0 A 48/56 0.50 6.4 A 65/82 Highland Ave. SB RT 0.03 1.8 A 0/0 0.03 0.4 A 0/0 Overall Intersection 0.53 8.0 A -- 0.51 9.8 A Highland Ave.at Walmart South Driveway: Walmart south driveway EB RT 0.00 0.0 A 40 -- -- ' Highland Ave. SB TH/RT 0.20 0.0 A -40 Highland Ave.at Meineke Driveway: Meineke driveway EB RT 0.01 9.1 A --/1 ' Highland Ave. SB TH/RT 0.21 0.0 A 40 Volume-to-capacity ratio. ' b Average control delay in seconds per vehicle. `Level of service. 'Maximum queue length in feet per lane during an average/95`h percentile cycle. 08571 RTC Memo 090210.doc Page 24 ' RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts 1 ' Table 3 (continued) CAPACITY ANALYSIS SUMMARY-Weekday AM Peak-Hour Sensitivity Analysis 2014 Build 2014 Build with Improvements Intersection/Lane Group V/C' Del." LOS` Queued V/C Del. LOS Queue ' Western Ave.at Belleaire Ave.: Belleaire Ave. EB approach NC NC F NC 0.13 31.5 D --/11 Western Ave. NB LT -- -- 0.01 11.7 --/1 ' Western Ave. NB LTITH 0.01 0.4 A --/1 -- -- Western Ave. SB TH/RT 0.66 0.0 A --/0 0.66 0.0 A 40 ' Western Ave.at Buchanan Circle: Buchanan Circle WB approach NC NC F NC 0.60 78.1 F --/74 Western Ave. NB TH/RT 0.77 0.0 A --/0 0.77 0.0 A 40 Western Ave. SB LT -- -- 0.06 23.6 C --/4 ' Western Ave. SB LTITH 0.05 3.8 A --/4 -- -- Western Ave.at Fays Ave.:` ' Fays Ave. EB approach 0.53 34.2 C 57/105 0.67 49.1 D 63/130 Western Ave. NB IT 0.09 11.1 B 25/66 0.09 8.8 A 23/64 Western Ave. NBTH 0.94 17.7 B 197/494 0.90 13.1 B 163/393 Western Ave. SB TH/RT 0.98 38.4 D 398/691 -- -- Western Ave. SB TH __ __ 0.87 19.9 B 261/495 Western Ave. SB RT 0.02 5.5 A 17/137 Overall Intersection 0.90 26.8 C -- 0.89 17.3 B -- Western Ave.at Maple St.and Waitt Ave.:c Maple St. EB approach 0.71 23.6 C 184/354 -- -- Wait Ave. WB approach 0.87 34.6 C 378/642 Western Ave.NB LTITH 0.56 14.3 B 355/645 Western Ave.NB RT 0.14 9.6 A 41/83 Western Ave. SB approach 0.62 15.5 B 249/449 ' Overall Intersection 0.72 20.6 C -- 'Volume-to-capacity -'Volume-to-capacity ratio. ' t Average control delay in seconds per vehicle. `Level of service. 'Maximum queue length in feet per lane during an average/95"percentile cycle. Consistent with the methodology used in the Traffic Impact and Access Study (and as addressed in Response 8). the SimTraffic ' modeling program was used to determine queue lengths for this intersection. NC=no capacity available. 1 08571 RTC Memo 090210.doc Page 25 1 ' RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse—Salem,Massachusetts ' Comment 6: Provide the basis for dividing the new site traffic between the North Site Driveway and the Main Site Driveway. ' Response 6: Current access to and egress from the Walmart portion of the site is provided via a signalized main driveway on Highland Avenue with two right-turn in/right- tum out driveways located on either side of the main driveway. As proposed,the signalized site driveway will be closed and relocated further to the south on Highland Avenue at the location of the existing southerly right-turn in/right-turn out driveway. The existing right-in/right-out driveway on the northern end of the ' property will be reconstructed to provide better accessibility and meet current state design standards. ' The new site traffic was distributed along the adjacent roadway system based on the combination of a number of factors, including: existing travel patterns, site access routes, and competing shopping opportunities. Due to the median along ' Highland Avenue adjacent to the site, all Highland Avenue northbound entering site traffic and all exiting site traffic destined for Highland Avenue northbound were assigned to the main site driveway. The Highland Avenue southbound ' entering site traffic and the exiting site traffic destined for Highland Avenue southbound were assigned to the main and north site driveways based on a 30/70 split. The Lowe's Home Improvement Warehouse represents ' approximately 60 percent of the proposed development's additional parking spaces and all of these trips were assigned to the main site driveway. The Walmart expansion represents approximately 40 percent of the proposed ' development's new parking spaces. Based on the proposed improvements to the north site driveway and the layout of the project site, 30 percent of these trips were assigned to the north site driveway and the remaining 10 percent were ' assigned to the main site driveway. ' Comment 7: Provide the basis for the trip distribution to the roadway network used for the new site traffic. ' Response 7: As previously described, the new site traffic was distributed along the adjacent roadway system based on the combination of a number of factors, including: existing travel patterns, site access routes, and competing shopping ' opportunities. The directional distribution of new site traffic (50 percent to/from the north and 50 percent to/from the south) was based on an approximate average of the existing site traffic turning to and from the site driveways during ' the peak hours (weekday AM peak hour= 57/43 split, weekday PM peak hour= 45/55 split, and Saturday midday peak hour= 55/45 split) and then slightly 1 08571 RTC Memo 090210.d.c Page 26 RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse—Salem,Massachusetts adjusted to account for the competing facilities to the north on Highland Avenue. Comment 8: Explain why SimTraffic was used to determine the queue lengths at the Western Avenue/Fays intersection. ' Response 8: As provided in the Traffic Impact and Access Study, capacity and queue analyses were conducted at the study area intersections utilizing Synchro ' software and reported based on Highway Capacity Manual (HCM) methods. Since the queue analyses for the Western Avenue and Fays Avenue intersection resulted in conditions that exceeded capacity (average queues shown with "—"), the queue results could be longer than as modeled using Synchro. Some reasons for oversaturated conditions could be related to spillback between intersections, spillback beyond turning lanes, forced lane changes, unbalanced lane usage for ' downstream turning movements, and other intricate traffic-flow interactions. SimTraffic software performs micro-simulation and animation of vehicular ' traffic. With SimTraffic, individual vehicles are modeled and displayed traveling through a roadway network. Since both Synchro and SimTraffic are accepted software programs by MassDOT for queue length analyses, SimTraffic ' was used to model the vehicular queues at the Western Avenue intersection with Fays Avenue to provide a more accurate analysis due to the oversaturated conditions. Comment 9: Identify the problem that would be corrected by the improvements south of the ' Meineke Driveway. Response 9: Two southbound travel lanes are provided on Highland Avenue south of the site that merge down to one lane. Based on field observations, the merge area appears to lead the outside travel lane into the curbing located at the southern end of at the Camp Lion's driveway. As proposed, the merge area will be re- striped and improved to meet current design standards and additional signage will be added along Highland Avenue to better identify the merge area. A conceptual improvement plan illustrating these proposed changes was provided in the Traffic Impact and Access Study and is also provided in the Appendix of this memorandum. 1 08571 RTC Memo 090210.doc Page 27 ' RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse—Salem, Massachusetts ' Comment 10: Revise the broken white extension line at the Highland Avenue/Main Site Driveway intersection to accommodate two SU-30 vehicles turning simultaneously into the Site Driveway ' Response 10: On May 5, 2010, GPI provided BETA with truck turning movement sketches to show that the currently proposed roadway design can accommodate two single ' unit trucks (SU-30) on Highland Avenue northbound that turn left simultaneously into the main site driveway. The truck turning movement sketches are also provided in the Appendix of this memorandum. Comment 11: Prohibit u-turns from Highland Avenue northbound at the Highland ' Avenue/Main Site Driveway intersection. Response 11: Highland Avenue northbound U-turns are currently restricted at the signalized ' site driveway. At this time, Highland Avenue northbound U-turns are proposed at the main site driveway signalized intersection to accommodate northbound traffic destined for the Meineke facility. In addition, discussions with local ' officials revealed that some vehicles destined for Western Avenue to the south from Buchanan Circle currently turn right from Buchanan Circle onto Western Avenue northbound and turn around within the Walmart plaza to reverse ' direction. The proposed design will be able to accommodate these vehicles while allowing traffic to remain on Highland Avenue/Western Avenue. The attached turning movement sketch shows that the currently proposed roadway ' design can accommodate a Highland Avenue northbound passenger vehicle making a U-turn at the main site driveway to travel southbound. Comment 12: Prohibit u-turns from or provide an informational sign on Highland Avenue southbound at the Highland Avenue/Main Site Driveway intersection. ' Response 12: On May 5, 2010, GPI provided BETA with a truck turning movement sketch to show that the currently proposed roadway design can accommodate a Highland ' Avenue southbound box truck (GM W4500) making a U-turn at the main site driveway to travel northbound. The truck turning movement sketch is also provided in the Appendix of this memorandum. Comment 13: Close the Meineke Driveway/Highland Avenue intersection, or install a stop ' sign and stop line. 1 09571 RTC Memo 090210.doc Page 28 RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse—Salem,Massachusetts ' Response 13: A STOP-sign will be posted and a STOP line will be striped on the Meineke driveway approach at the intersection with Highland Avenue. The modifications are shown on the conceptual improvement plan provided in the Appendix of this ' memorandum. Due to the location of the proposed Meineke driveway on the main site driveway, it is not recommended that a connection be provided for Meineke entering traffic to tum left from the main site driveway as it creates a short decision point area (90 feet from the signalized intersection) for motorists as they turn from Highland Avenue. In addition, the projected vehicle queues on the main site driveway approach to the signalized intersection with Highland ' Avenue (95`h percentile queues: weekday PM peak hour= 120-154 feet, and Saturday midday peak hour= 129-172 feet) could block access to the Meineke driveway thus potentially creating a situation where vehicles back up to tHighland Avenue. Therefore,this alternative is not recommended. ' Comment 14: Provide a stop sign and stop line on the Meineke Driveway at the Main Site Roadway. ' Response 14: A STOP-sign will be posted and a STOP line will be striped on the Meineke driveway approach at the intersection with the main site driveway. The modifications are shown on the conceptual improvement plan provided in the ' Appendix of this memorandum. ' Comment 15: Prohibit left turns from the Camp Lions Driveway at Highland Avenue. Response 15: As part of the proposed project, the changes to the Camp Lion's facility are to ' provide additional and improved accommodations for the existing users and are not anticipated to result in a traffic impact. The improvements include a rough- graded, stabilized parking area in support of a future ±9,900 square foot building, ±50 parking spaces, a pool area, and a recreation field. The modifications will be constructed by Camp Lion at a future time. ' Based on discussions with MassDOT, crosshatched pavement markings between solid yellow centerlines represent an island that should not be crossed by a ' turning vehicle. Therefore, the intent of the existing crosshatched area is to discourage Highland Avenue northbound left-turns onto Camp Lion's driveway and left turns exiting from Camp Lion's driveway onto Highland Avenue ' northbound. 08571 RTC Memo 09U10 doe Page 29 ' RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse—Salem,Massachusetts ' Comment 16: Install stop signs on the North Site Driveway/Wal-Mart Driveway/cross connection intersection. ' Response 16: STOP-signs will be posted and STOP lines will be striped on the Walmart driveway northbound approach and on the retail cross-connection southbound approach to the internal intersection with the north site driveway. The ' modifications are shown on the conceptual improvement plan provided in the Appendix of this memorandum. t 08571 RIC Memo 09O210.doc Page 30 RESPONSE TO TRAFFIC REVIEW COMMENTS ' Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse—Salem,Massachusetts ' APPENDIX BETA'S MAY 5, 2010 COMMENT LETTER SUPPLEMENTAL INTERSECTIONS TRAFFIC-VOLUME DATA SUPPLEMENTAL INTERSECTIONS CAPACITY ANALYSIS WORKSHEETS MUTCD TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEET AUTOMATIC TRAFFIC RECORDER COUNT DATA INDIVIDUAL LAND USES TRIP-GENERATION DATA WEEKDAY AM INDIVIDUAL LAND USES CAPACITY ANALYSIS WORKSHEETS TURNING MOVEMENT SKETCHES CONCEPTUAL IMPROVEMENT PLAN II RESPONSE TO TRAFFIC REVIEW COMMENTS ' Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse—Salem,Massachusetts 1 BETA'S MAY 5, 2010 COMMENT LETTER 1 1 1 1 1 1 ' MUD Group, Inc. - 315South Normod ovwd,MAk02062 1974 Engineers.Planners.L dSMp ArrniMets.ScieMl#s (781)255-1982,fax255 www.BETBETAanc.comcom ' May 5,2010 ' Ms.Lynn Goonin Duncan,AICP, Director Department of Planning&Community Development City of Salem 120 Washington Street, Third Floor Salem, Massachusetts 01970 ' Re: Proposed Wal-Mart and Meineke Expansions and Lower's Home Improvement Warehouse Peer Review of Traffic Impact and Access Study 1 Dear Ms. Duncan: ' At the request of the Department of Planning & Community Development, BETA Group has completed our Peer Review of the Traffic Impact and Access Study for the Proposed Wal-Mart and Meineke Expansions and Lowes's Home Improvement Warehouse Project in Salem, ' Massachusetts. The following information was provided for our review: • "Traffic Impact and Access Study for Submission with EENF, Proposed Wal-Mart and ' Meineke Expansions and Lowes's Home Improvement Warehouse - Salem, Massachusetts,"dated December 2009,prepared by Greenman-Pedersen,Inc. ' • "Planned Unit Development Application, Proposed Lowes's Home Improvement Center, Wal-Mart and Meineke Expansions, City of Salem Water Storage Tank, and Future Camp Lion Improvements — Highland Avenue Salem, Massachusetts," dated February t19, 2010,prepared for Kennedy Development Group" The traffic study was generally performed in accordance with the accepted engineering standards ' and practices. There are, however, several issues that need to be addressed by the project's proponent.BETA's comments on specific items in the study are listed below. ' Study Area 1. The study area should be expanded to include the following intersections: • Western Avenue at Maple Street and Waitt Avenue, Lynn • Western Avenue at Belleaire Avenue, Lynn ' • Highland Avenue at Swampscott Road, Salem • Highland Avenue at Marlborough Road and Traders Way, Salem ' Traffic Volumes 1. The ATR counts were not included in the appendix. ' Lincoln,RI Norwood,MA Rocky Hill,CT Ms.Lynn Goonin Duncan,AICP, Director , May 5,2010 Page 2 of 6 Existing Conditions ' 1. The study states that the Olde Village Drive approach to the Highland Avenue/Olde Village Drive intersection is one lane. The approach, however, consists of one left turn ' lane and one right turn lane. The Olde Village Drive approach was analyzed as two lanes, which is correct. This item has no effect on BETA'S review. Sight Distance 1 1. The study states that the Minimum Required Stopping Sight Distance for the North Site ' Driveway is 395 feet. This calculation could not be replicated at the existing 45 mph speed limit. 2. The study states that the Desirable Intersection Sight Distance (ISD) for the Main Site t Driveway, both looking north and south, is 465 feet. The Desirable ISD at the driveway should be 500 feet, based on a speed of.45 mph. The available sight distance (measured ' in the field)would be more that 600 feet,which exceeds the Desirable ISD. This item has no effect on BETA's review. 3. The study states that the Desirable ISD for the Meineke Driveway, looking north, is 465 ' feet. The Desirable ISD at the driveway should be 430 feet, based on a speed of 45 mph. The available sight distance (measured in the field) would be more that 500 feet, which ' exceeds the Desirable ISD.This item has no effect on BETA'S review. 4. The sight distance at the Highland Avenue/Camp Lions Driveway should be evaluated. ' Trip Generation 1. The number of site trips generated during the AM peak hour using the individual land use ' codes (216 vehicles) is higher that number of trips generated using Land Use Code (LUC) 820(118 vehicles). Therefore,the individual land use codes should be used for the AM peak hour trip generation. ' 2. Due to a lack of data for LUC 942-Automobile Care Center,it appears that the number of new tris generated b the Meineke during the PM peak hour (10 vehicles) was used to P g Y P , determine the number of trips during the Saturday peak hour. This should be verified. 3. It should be stated in the study that a 20% internal capture rate was used to develop the ' trip generation using the individual land uses. The use of the capture rate is appropriate for this project. Trip Distribution ' 1. What was the basis for dividing the new site traffic between the North Site Driveway and ' the Main Site Driveway? i ' Ms.Lynn Goonin Duncan,A1CP,Director May 5,2010 Page 3 of 6 ' 2. What was the basis for the trip distribution to the roadway network used for the new site traffic? ' Capacity and Oueuing Analysis 1. The study states that at the Highland Avenue/Ravenna AvenueBames Road intersection ' the Highland Avenue 95%traffic queue (I 10 feet) in the southbound left turn lane would extend past the available storage space (80 feet) and block the adjacent through lane during the PM peak hour. It should be noted that this condition could reduce the level of ' operation at the intersection from the Level Of Service (LOS) B, reported for the 2014 Build condition. ' 2. The study states that at the Highland Avenue/Olde Village Drive intersection the Highland Avenue northbound queue storage space is 725 feet. The storage space, however, is approximately 550 feet, which would be longer than the storage needed to ' accommodate the 95%queue (134 feet) under the 2014 Build condition. This item has no effect on BETA's review. ' 3. The study states that at the existing Highland Avenue/Main Site Driveway intersection the Highland Avenue southbound queue storage space is 750 feet. The storage space, however, is approximately 230 feet, which would be shorter than the storage needed to ' accommodate the 95% queue (321 feet) under the 2014 Build condition. The Main Site Driveway would be relocated as part of the mitigation under this project and the difference in length would not affect the results of the analysis. ' 4. The study states that at the Highland Avenue/Meineke Driveway intersection the Highland Avenue southbound queue storage space is 420 feet. The storage space, however, is approximately 180 feet, which would still be longer than the storage needed to accommodate the 50% queue(0 feet)under the 2014 Build condition.This item has no effect on BETA'S review. ' S. The study states that at the Western Avenue/Fays intersection the Western Avenue southbound queue storage space is 1,600 feet. How was this length determined? ' 6. Explain why SimTraffrc was used to determine the queue lengths at the Western Avenue/ Fays intersection instead of the Synchro Analysis results. ' Mitigation 1. The study states that improvements would be made to the weave area south of the ' Meineke Driveway. Identify the problem that would be corrected. Is the existing condition a weave or a lane drop? 1 Ms.Lynn Goonin Duncan,AICP,Director , May 5,2010 Page 4 of 6 2. At the Highland Avenue/Main Site Driveway intersection the Highland Avenue 95% ' traffic queue (349 feet PM and 315 feet Saturday) in the southbound through lanes would extend past and block access to the adjacent left tum and right tum lanes (260 feet) during the PM and Saturday peak hours. This condition could reduce the operation from ' the level (LOS B in the PM and Saturday peak hours)reported in the study. 3. At the Western Avenue/Fays Avenue intersection the average traffic queue in the ' northbound and southbound through lanes would extend past and block access to the adjacent left turn and right turn lanes during the AM,PM and, Saturday peak hours. This condition could reduce the operation from the level (LOS B in the AM and LOS C in the ' PM and Saturday peak hours)reported in the study. Site Development Permit Plan ' 1. The broken white extension line at the Highland Avenue/Main Site Driveway intersection should be revised to accommodate two SU-30 vehicles turning simultaneously into the ' Site Driveway. 2. At the Highland Avenue/Main Site Driveway intersection a passenger car cannot make a , u-turn from Highland Avenue northbound. Therefore, u-tums should be prohibited on this approach. 3. At the Highland Avenue/Main Site Driveway intersection a passenger car is the largest ' vehicle that can make a u-tum from Highland Avenue southbound. Therefore, u-turns should be prohibited on this approach. ' 4. Due to the short distance (SO feet) from the Main Site Driveway and the presence of a connection to the Main Site Roadway closing the Meineke Driveway/Highland Avenue intersection should be considered. If the intersection cannot be closed, a stop sign and ' stop line should be installed at the intersection. 5. A stop sign and stop line should be installed on the Meineke Driveway at the Main Site ' Roadway. 6. Due to the presence of the painted island on Highland Avenue, left turns from the Camp ' Lions Driveway at Highland Avenue, should be prohibited. 7. Stop signs should be installed on the Wal-Mart Driveway and on the cross connection (to ' the development north of the site)at the North Site Driveway. 1 i 1 L ' Ms.Lynn Goonin Dann,AICP, Director May 5,2010 Page 5 of 6 ' Recommendations BETA Group offers the following recommendations regarding the Traffic Impact and Access L ' Study for the Proposed Wal-Mart and Meineke Expansions and Lowes's Home Improvement Warehouse Project. ' 1. Expand the study area to include the intersections of Western Avenue/Highland Avenue with Maple Street/Waitt Avenue, Bellearie Avenue, Swampscott Road, and Marlborough Road/Traders Way. 2. Provide the ATR counts. ' 3. Evaluate the sight distance at the Highland Avenue/Camp Lions Driveway. 4. Clarify the calculation for the Minimum Required Stopping Sight Distance for the North ' Site Driveway. 5. Revise the trip distribution for the AM peak hour. ' 6. Provide the basis for dividing the new site traffic between the North Site Driveway and the Main Site Driveway. ' 7. Provide the basis for the trip distribution to the roadway network used for the new site traffic. ' 8. Explain why SimTraffiic was used to determine the queue lengths at the Western Avenue/Fays intersection. 1 9. Identify the problem that would be corrected by the improvements south of the Meineke Driveway. ' 10. Revise the broken white extension line at the Highland Avenue/Main Site Driveway intersection to accommodate two SU-30 vehicles turning simultaneously into the Site Driveway. 11.Prohibit u-turns from Highland Avenue northbound at the Highland Avenue/Main Site Driveway intersection. ' 12. Prohibit u-turns from or provide an informational sign on Highland Avenue southbound at the Highland Avenue/Main Site Driveway intersection. ' 13. Close the Meineke Driveway/Highland Avenue intersection, or install a stop sign and stop line. 14. Provide a stop sign and stop line on the Meineke Driveway at the Main Site Roadway. i � 1 Ms. Lynn Goonin Duncan,AICP, Director ' May 5, 2010 Page 6 of 6 15. Prohibit left turns from the Camp Lions Driveway at Highland Avenue. ' 16. Install stop signs on the North Site Driveway/Wal-Mart Driveway/cross connection t intersection. Please read this document at your convince and call me if you have any questions or require ' additional information regarding this peer review. Very truly yours, BETA Group,Inc. f ' C , Kenneth J. Petraglia,P.E., PTOE Vice President 0:U900sV919-Salem On-COATask t-LowesWal M=Tinal Lowes Wal Mart Par Re iew.dm , t i 1 i ' RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse—Salem,Massachusetts 1 ' SUPPLEMENTAL INTERSECTIONS TRAFFIC-VOLUME DATA 1 1 SECTION I-CONTINUOUS COUNTING STATION MONTHLY AVERAGE DAILY TRAFFIC STATION 35-BEVERLY-RTE.128-NORTH OF BRIMBLE AVENUE YR JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC YEAR 02 39,100 40,809 45,914 49,007 50,686 53,387 55,526 55,484 50,687 48,997 45,322 44,019 48,245 6% -1% -5% -5% -1% -1% 2% -2% 0% 1% -1% -1% -1% 03 41,607 40,597 43,741 46,590 50,210 52,860 56,723 54,419 50,842 49,359 45,075 43,662 47,974 1% 8% 3% 2% 1% 5% -2% 2% 3% 3% 2% 3% 2% 04 41,954 43,944 45,072 47,339 50,787 55,470 55,392 55,715 52,351 51,000 45,992 44,889 49,159 -5% -3% 4% 0% -3% -1% -1% -2% -5% -9% 0% -2% -3% 05 40,000 42,720 43,414 47,496 49,010 55,111 54,830 54,453 49,541 46,632 46,086 44,140 47,786 0% -5% 4% -3% 2% -5% -2% -1% 1% 5% 0% 1% 0% 06 40,160 40,405 45,147 46,084 50,124 52,245 53,561 54,000 49,983 48,920 46,034 44,596 47,605 Avg 50,163 53,815 48,154 1.042 1.118 STATION 550-PEABODY-RTEA -NORTH OF LOWELL ST. YR JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC YEAR 05 42,000 41,328 41,928 46,353 47,000 45,000 43,207 43,133 44,632 44,742 43,480 43,557 43,863 -3% -1% 5% -3% -7% 2% -1% 2% -1% -2% -2% 1% -1% 06 40,910 40,968 43,840 44,805 43,655 45,703 42,838 44,074 44,277 44,022 42,524 43,890 43,459 45,328 45,352 43,661 1.038 1.039 MADT SECTION I Page 1 Oft ITALICS=ESTIMATED DATA 1 wr aattae otaaveY edttte GPI Project#: 68571 J 1043 5aA¢area Roma File Name : TraderAM ' bw. QnIncy. 911:171 Salem, MASite Code : 1 Client: Jason Plourde J Fit 617-4ba8-6666 Start Date : 5/25/2010 J wert�.teetr73attte.eetR Page No : 1 of 4 ' Groups Printed-Cars-Heavy Vehicles Route 107 Route 107 Marlborough Road Traders Way - Northbound Southbound Eastbound Westbound , Start Time Left Thru Right Peds rov raa Left Thru Right Peds roc.row Left Thru Right Peds roo.raa Left Thru Right Peds �.T.., mr.Tmal 07:00 AM 70 0 21 1 92 9 0 30 0 39 41 20 78 0 139 17 46 3 1 67 337 07:15 AM 117 0 36 0 147 23 0 42 2 67 32 25 107 1 165 22 55 2 6 85 464 07:30 AM 145 0 41 1 187 19 0 37 2 58 28 22 95 0 145 24 53 11 3 91 481 07:45 AM 90 0 49 1 140 16 0 26 1 43 29 28 90 0 147 39 53 11 0 103 433 ' Total 416 0 147 3 566 67 0 135 5 207 130 95 370 1 596 102 207 27 10 346 1715 08:00 AM120 0 65 0 185 20 0 26 0 46 37 40 90 2 169 52 73 14 3 142 542 08:15 AM 136 0 58 0 194 19 0 37 1 57 26 35 84 1 146 30 50 23 5 108 505 08:30 AM 101 0 69 2 172 29 0 26 3 58 21 27 86 0 134 44 70 15 2 131 495 08:45 AM 100 0 66 0 166 25 0 19 2 46 25 37 69 0 131 34 51 19 0 104 447 Total 457 0 258 2 717 93 0 108 6 207 109 139 329 3 580 160 244 71 10 485 1989 Grand Total 873 0 405 5 1283 160 0 243 11 414 239 234 699 4 1176 262 451 98 20 831 3704 ' Apprch% 68 0 31.6 0.4 38.6 0 58.7 2.7 20.3 19.9 59.4 0.3 31.5 54.3 11.8 2.4 Total% 23.6 0 10.9 0.1 34.6 4.3 0 6.6 0.3 11.2 6.5 6.3 18.9 0.1 31.7 7.1 12.2 2.6 0.5 22.4 Cars 870 0 404 5 1279 158 0 234 11 403 232 234 685 4 1155 260 448 97 20 825 7324 Cars 99.7 0 99.8 100 99.7 98.8 0 96.3 100 97.3 97.1 100 98 100 98.2 99.2 99.3 99 100 99.3 98.9 Heavy Venae: 3 0 1 0 4 2 0 9 011 7 0 14 0 21 2 3 1 .0 6 84 ' %aaw vem�es 0.3 0 0.2 0 0.3 1.2 0 3.7 0 2.7 2.9 0 2 0 1.8 0.8 0.7 1 0 0.7 1.1 Route IU1 , Out In Total 329 403 732 8 71 19 337 414 751 234 0 158 11 ' 9 0 2 0 243 0 160 Rifght Thru Left Peds ' nNn^ Mr Oi i5p Nodh ' m 55//22 : 4- 2001087:00 AM e o 5 45 c w mt RN N min C.arS m O N N o o a Hea Vehicles o n m m pa m000 o�o�°-' 4, T r , Left Thru Ri ht Peds 8700 404 5 3 0 1 0 873 01 405 5 945 1279 2224 ' 16 4 20 961 1283 2244 OutIn Total a1°1c��fe �ataw®y' F�s�®�ftt®� ' GPI 106 1RAVLa^Om FtOft�#: 08571 Project 1 �� File Name : TraderAM Salem, MA N. QUIUOV. ]dam 02171 Site Code : 1 Client: Jason Plourde va 617 448-6686 �_J 14 617_801.8800 Start Date : 5/25/2010 Www.t8OtvqU21G.GQ3xL Page No : 2 of 4 ' Route 107Route 107 Marlborough Road Traders Way Northbound Southbound Eastbound Westbound ' Start Time an I Thru I Right I Peds nrc.mmI Left I Thru IRight Peds rov.ro,ai Left Thru Ri ht Peds rw.roui Left Thru I Right I PedsI rov.ro. mr.Torah 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 120 0 65 0 185 20 0 26 0 46 37 40 90 2 169 52 73 14 3 142 542 08:15 AM 136 0 58 0 194 19 0 37 1 57 26 35 84 1 146 30 50 23 5 108 505 ' 08:30 AM 101 0 69 2 172 29 0 26 3 58 21 27 86 0 134 44 70 15 2 131 495 08:45 AM 100 0 66 0 166 25 0 19 2 46 25 37 69 0 131 34 51 19 0 104 447 Total Volume 457 0 258 2 717 93 0 108 6 207 109 139 329 3 580 160 244 71 10 485 1989 App.Total 63.7 0 36 0.3 44.9 0 52.2 2.9 18.8 24 56.7 0.5 33 50.3 14.6 2.1 PHF 1 .840 .000 .935 .250 .924 .802 .000 .730 .500 .892 .736 .869 .914 .375 .858 .769 .836 .772 .500 .854 .917 ' Cars 457 0 258 2 717 91 0 107 6 204 104 139 324 3 570 160 244 71 10 485 1976 Cars 100 0 100 100 100 97.8 0 99.1 100 98.6 95.4 100 98.5 100 98.3 100 100 100 100 100 99.3 Hea. Vehicles 0 0 0 0 0 2 0 1 0 3 5 0 5 0 10 0 0 0 0 0 13 xH�.y vmag 0 0 0 0 0 2.2 0 0.9 0 1.4 4.6 0 1.5 0 1.7 0 0 0 0 0 0.7 ' outIn 107 owto OTotal 175 204 379 5 3 8 180 207 387 107 0 91 6 1 0 2 0 0 93 6 Ri ht ht Thru Lek Peds ' Peak Hour Data � y0 o m5 i0 o Northora m c,^��m � 'rte Peak Hour Begins at 0 c po oN ^yff m O N T p N m L Cars O VI Hea Vehicles �'m m moony �yr p n� rorv= '^ 000 ' 4, T r Left Thru Ri ht Peds 457 0 258 2 0 0 0 0 457 0 258 2 55 489 7107 1206 Out In Total ' Route 107 °Pa^a811c �1t61'7P®y ffi�cdltiom GPI Project#: 08571 -rte, IIce SUarAM mom load File Name : Trade Salem, MA X. dlwlmcy. ZZA 08171 Site Code : 1 Client: Jason Plourde J Fit 617-%49-5686 Fa 817-SOIL-8800 Start Date : 5/25/2010 �� vrrww.taotralllc.come Page No :4 of 4 Groups Printed- eavy Vehicles Route 107 Route 107 Marlborough Road Traders Way Northbound Southbound Eastbound Westbound ' Slart Time Left Thru Right Peds Mo rami Left Thru Right Peds aap.raa Leo I Thru I Rii Peds moo.mui Left Thru Right Peds w.mui int.Total 07:00 AM 0 0 0 0 0 0 0 1 0 1 1 0 3 0 4 1 0 1 0 2 7 07:15 AM 2 0 0 0 2 0 0 2 0 2 0 0 1 0 1 0 0 0 0 0 5 07:30 AM 0 0 0 0 0 0 0 4 0 4 1 0 2 0 3 1 2 0 0 3 10 07:45 AM 1 0 1 0 2 0 0 1 0 1 0 0 3 0 3 0 1 0 0 1 7 , Total 3 0 1 0 4 0 0 8 0 8 2 0 9 0 11 2 3 1 0 6 29 08:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 2 0 3 0 0 0 0 0 3 08:15 AM 0 0 0 0 0 1 0 1 0 2 2 0 1 0 3 0 0 0 0 0 5 08:30 AM 0 0 0 0 0 0 0 0 0 0 2 0 1 0 3 0 0 0 0 0 3 , 08:45 AM 0 0 0 0 0 1 0 0 0 1 0 0 1 0 1 0 0 0 0 0 2 Total 0 0 0 0 0 1 2 0 1 0 3 1 5 0 5 0 101 0 0 0 0 0 1 13 Grand Total 3 0 1 0 4 2 0 9 0 11 7 0 14 0 21 2 3 1 0 6 42 , Apprch% 75 0 25 0 18.2 0 81.8 0 33.3 0 66.7 0 33.3 50 16.7 0 Total% 7.1 0 2.4 0 9.5 4.8 0 21.4 0 26.2 16.7 0 33.3 0 50 4.8 7.1 2.4 0 14.3 Route 107 Route 107 Marlborough Road Traders Way Northbound Southbound Eastbound Westbound Start Time I Lett I Thru I Right I Peds ,Talo, I Left I Thru I Right I Peds .Toa, Left I Thru I Ri ht Peds b.raa� Left I Thru I Right I Peds a,,Talo, rm.Total , Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 0 0 0 0 0 0 1 0 1 1 0 3 0 4 1 0 1 0 2 7 07:15 AM 2 0 0 0 2 0 0 2 0 2 0 0 1 0 1 0 0 0 0 0 5 07:30 AM 0 0 0 0 0 0 0 0 1 0 2 0 3 1 0 0 ' 07:45 AM 1 0 0 2 0 0 1 0 1 0 0 3 0 3 0 1 0 0 1 7 3 0 1 0 4 0 0 8 0 8 2 0 9 0 11 2 3 1 0 6 29 75 0 25 0 0 0 100 0 18.2 0 81.8 0 33.3 50 16.7 0 PHF .375 .000 .250 .000 .500 .000 .000 .500 .000 .500 .500 .000 .750 .000 .588 .500 .375 .250 .000 .500 .725 ' Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:00 AM 07:00 AM 07:30 AM 07:00 AM +0 mins. 0 0 0 0 0 0 0 1 0 1 1 0 2 0 0 0 2 ' +15 mins. 0 0 0 0 0 2 0 2 0 0 0 3 0 0 0 0 0 +30 mins. 0 0 0 0 0 0 0 0 1 0 2 0 3 1 0 0 +45 mins. 1 0 0 2 0 0 1 0 1 0 1 0 3 0 1 0 0 1 3 0 1 0 4 0 0 8 0 8 4 0 8 0 12 2 3 1 0 6 75 0 25 0 0 0 100 0 33.3 0 66.7 0 33.3 50 16.7 0 ' PHF .375 .000 .250 .000 .500 .000 .000 .500 .000 .500 .500 .000 .667 .000 1.000 .500 .375 .250 .000 .500 1 1 �� Wren2a8e survey Empeditlon ' 100 whe"On EteoLa GPI Project#:08571 J File Name :TraderPM N. Qitt6seg, 8fd€i 02191 Salem, MA Site Code : 1 �� tS17-A4i-6i6� Client: Jason Plourde �� Fe 639-801-8800 Start Date : 5/25/2010 tvww.t%®tvvLIIIe.eeaea Page No : 1 of 4 Groups Printed-Cars-Heaw Vehicles Route 107 Route 107 Marlborough Road Traders Way ' Northbound Southbound Eastbound Westbound Start Tl. Left Thru Right Peds ow.Toui Left Thru Right Peds oto.mm Left Thru Right Peds roo.Toes Left Thru Right Peds pit mui Int,Tout 04:00 PM 111 0 69 0 180 35 0 44 0 79 30 32 84 0 146 60 74 21 5 160 565 04:15 PM 107 0 77 2 186 41 0 55 1 97 36 46 93 2 177 58 64 17 0 139 599 04:30 PM 105 0 94 0 199 26 0 56 0 82 24 59 98 1 182 63 64 22 2 151 614 ' 04:45 PM 120 0 74 0 194 31 0 44 0 75 22 50 100 0 172 54 68 17 2 141 582 Total 443 0 314 2 759 133 0 199 1 333 112 187 375 3 677 235 270 77 9 591 2360 05:00 PM 72 0 59 1 13231 0 47 3 81 25 42 90 3 160 1 50 70 15 0 135 508 05:15 PM 112 0 63 1 176 26 0 54 0 80 21 57 98 1 177 48 60 20 1 129 562 ' 05 30 PM 0 0 0 35 0 65 20 47 1 05'45 PM 116 0 79 0 195 47 0 42 0 89 28 51 97 2 178 43 61 14 1 119 581 Total 401 0 274 2 677 1 134 0 178 3 315 94 197 410 8 709 189 246 73 7 515 1 2216 ' Grand Total 844 0 588 4 1436 267 0 377 4 648 206 384 785 11 1386 424 516 150 16 1106 4576 Apprch% 58.8 0 40.9 0.3 41.2 0 58.2 0.6 14.9 27.7 56.6 0.8 38.3 46.7 13.6 1.4 Total% 18.4 0 12.8 0.1 31.4 5.8 0 8.2 0.1 14.2 4.5 8.4 17.2 0.2 30.3 9.3 11.3 3.3 0.3 24.2 Cars 842 0 588 4 1434 265 0 371 4 640 205 384 780 11 1380 424 513 147 16 1100 9108 Cars 99.8 0 100 100 99.9 99.3 0 98.4 100 98.8 99.5 100 99.4 100 99.6 100 99.4 98 100 99.5 99.5 Heat'Vemaua 2 0 0 0 2 2 0 6 0 8 1 0 5 0 6 0 3 3 0 6 44 xHeaw vemaee 0.2 0 0 0 0.1 0.7 0 1.6 0 1.2 0.5 0 0.6 0 0.4 0 0.6 2 0 0.5 0.5 ' Route 107 Out In Total 352 640 992 4 8 12 356 371 0 265 4 6 0 2 0 377 0 267 4 Right Thru LL Peds wow Nf o�� L^TA arty �J r ^OWJ �O m_ oe North 5252010040 0P 00 0 5 45 PMM -c m n m mmo ,oma Cars �'+ o Heavv Vehicles ro O^ 2 A WN 'a r� Left Thru Ri ht Peds 84 011101 4 0 84 4 ' 122645 Out In Total �� wIr�L&ic OureeY 1 edltieas I 106 $386Wren Rel GPI Project#: 08571 -J N. QuInay. =A 02171 File Name : TraderPM ' Salem, MA la. 017-448-5686 Site Code : 1 Client: Jason Plourde �� ra 017-801-8800 Start Date : 5/25/2010 �� wwwAsetrA2210.0esn Page No : 2 of 4 Route 107 Route 107 Ma=Road Traders Way Northbound - j_ Southbound Eastbound Westbound 1 StartTime Left I Thou I Right I Peds I roo.Tema Left Thru Right Peds wo.mui Left Thru Right Peds rop Taus I Left Thru Right Peds w.Teve I Toni Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 111 0 69 0 180 35 0 44 0 79 30 32 84 0 146 60 74 21 5 160 565 04:15 PM 107 0 77 2 186 41 0 55 1 97 36 46 93 2 177 58 64 17 0 139 599 04:30 PM 105 0 94 0 199 26 0 56 0 82 24 59 98 1 182 63 64 22 2 151 614 ' 04:45 PM 120 0 74 0 194 31 0 44 0 75 22 50 100 0 172 54 68 17 2 141 582 Total Volume 443 0 314 2 759 133 0 199 1 333 112 187 375 3 677 235 270 77 9 591 2360 All Total 58.4 0 41.4 0.3 39.9 0 59.8 0.3 16.5 27.6 55.4 0.4 39.8 45.7 13 1.5 PHF .923 .000 .835 .250 .954 .811 .000 .888 .250 .858 .778 .792 .938 .375 .930 .933 .912 .875 .450 .923 .961 Cars 442 0 314 2 758 131 0 196 1 328 111 187 372 3 673 235 267 76 9 587 2346 , Cars 99.8 0 100 100 99.9 98.5 0 98.5 100 98.5 99.1 100 99.2 100 99.4 100 98.9 98.7 100 99.3 99.4 Heavy Vehicles 1 0 0 0 1 2 0 3 0 5 1 0 3 0 4 0 3 1 0 4 14 xararr venal¢, 0.2 0 0 0 0.1 1.5 0 1.5 0 1.5 0.9 0 0.8 0 0.6 0 1.1 1.3 0 0.7 0.6 Route 107 ' Out In Total 187 328 515 2 5 7 96 0 131 1 ' 3 0 2 0 33 1 Right Tho Left Peds 1 v Peak Hour Data ' o. 1 o 'm7 Northx 12 JVfN ANN , MO Peak Hour Begins at 04.00 PM ~2 ",,, o 1 l Cars Heawvllbldes n oN mon9 v � a n m 1 F Left Thou Ri ht Peds t 442 0 314 2 0 0 4431 01 3141 21 607 758 1365 ' 3 1 4 Out In Total Route 1071 � 1 GPI Project#: 085711 (� IIO6 ShaLron R®a6 File Name :TraderPM Salem, MA N. QV-1=67. PRA 08191 Site Code : 1 Client: Jason Plourde LOe 619-448-6686 Start Date : 5/25/2010 �� 84 619-8®1-886® Page No :4 of 4 ' wwar.4ustrw.2910.90M Grows Printed- eaw Vehicles Route 107 Route 107 Marlborough Road Traders Way ' Northbound Southbound Eastbound Westbound Start Time Left Thru Right I Peds roo.Teei Left Thru Right I Peds roo.T.a, Left Thru Right Peds roP.Tou, Left Thru I Right Peds roo.To l mt.Tolai 04:00 PM 0 0 0 0 0 1 0 1 0 2 0 0 0 0 0 0 1 1 0 2 4 04:15 PM 1 0 0 0 1 1 0 1 0 2 0 0 0 0 0 0 1 0 0 1 4 04:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 2 0 1 0 0 1 3 ' 04:45 PM 0 0 0 0 0 0 0 1 0 1 0 0 2 0 2 0 0 0 0 0 3 Total 1 0 0 0 1 2 0 3 0 5 1 0 3 0 4 0 3 1 0 41 14 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 ' 05:4TPM 0 otal 1 0 0 0 Oi 1 0 0 3 0 3 1 0 0 2 0 2 1 0 0 2 0 21 6 Grand Total 2 0 0 0 2 2 0 6 0 8 1 0 5 0 6 0 3 3 0 6 22 25 0 75 0 ' A Total% 9.ppr � 0 0 0 9.1 9.1 0 27 3 0 36.4 14.5 0 22.7 0 27.3 0 13.6 13 6 0 27.3 ' Route 107 Route 107 Marlborough Road Traders Way Northbound Southbound Eastbound Westbound ' Start Time Left I Thru I Right I Peds .mugI .Left I Thru I Right I Peds 1 11 To.i I Left I Thru I Right I Peds ILLeft_L Thru I Right I Peds I Tobi I mt.Tolai Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 0 0 0 0 10 1 0 2 0 0 0 0 0 0 1 1 0 2 4 04:15 PM 1 0 0 0 1 1 0 1 0 2 0 0 0 0 0 0 1 0 0 1 4 ' 04:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 2 0 1 0 0 1 3 04:45 PM 0 0 0 0 0 0 0 1 0 1 0 0 2 0 2 0 0 0 0 0 3 Total Volume 1 0 0 0 1 2 0 3 0 5 1 0 3 0 4 0 3 1 0 4 14 %Apo.Total 100 0 0 0 40 0 60 0 25 0 75 0 0 75 25 0 PHF .250 .000 .000 .000 .250 .500 .000 .750 .000 .625 .250 .000 .375 .000 .500 1 .000 .750 .250 .000 .500 1 .875 Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of i Peak Hour for Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins. 0 0 0 0 0 1 0 1 0 2 0 0 0 0 0 0 1 1 0 2 +15 mins. 1 0 0 0 1 1 0 1 0 2 0 0 0 0 0 0 1 0 0 1 +30 mins. 0 0 0 0 0 0 0 0 0 0 1 0 1 0 2 0 1 0 0 1 +45 mins. 0 0 0 0 0 0 0 1 0 1 0 0 2 0 2 0 0 0 0 0 ToMl Volume 1 0 0 0 1 2 0 3 0 5 1 0 3 0 4 0 3 1 0 4 %A00.Ttal 100 0 0 0 40 0 60 0 25 0 75 0 0 75 25 0 PHF .250 .000 .000 .000 .250 .500 .000 .750 .000 .625 .250 .000 .375 .000 .500 .000 .750 .250 .000 .500 I, wyrtnme Bur"Y 8aH®61tioA i GPI Project#: 08571 106 6Roroun ROU49 File Name :TraderSAT RISA i Salem, MA W. Qtaia076 08171 Site Code : 1 Client:Jason Plourde Pe 617-4&6-6666 Fa, 617-601-8600 Start Date : 5/22/2010 J wvwv.t8OtvwL=O.aoaa Page No : 1 of 4 Groups Pnnted-Cam-HeaVehicles i Route 107 Route 107 Marlborough Road Traders Way Northbound Southbound I Eastbound Westbound rt Time Lett Thru Rig- Peds I Poo-Tool Left I Thru I Right Peds Mo.Toml Left Thor Right Peds 4pa.Tw1 Left Tvu Right Pads MOTs Int Total i 11:00 AM 77 0 86 1 164 30 0 35 2 67 25 38 51 2 122 48 6] 17 0 132 485 11:15 AM 88 0 92 0 180 35 0 37 3 75 22 39 69 1 131 51 68 21 1 141 527 11:30 AM 88 0 111 4 203 35 0 28 3 66 37 57 69 0 163 44 48 20 4 116 54B 11:45 AM 78 0 111 0 189 28 0 41 1 70 22 43 53 0 118 61 57 28 0 146 523 Total 331 0 400 5 736 128 0 141 9 278 1 106 171 248 3 534 204 240 86 5 535 2093 12:00 PM 82 0 80 0 162 37 0 55 0 92 25 54 75 0 154 71 58 21 0 150 556 i 12:15 PM 60 0 66 2 128 31 0 47 1 79 28 44 70 0 142 67 54 28 1 150 499 12:30 PM 83 0 95 0 178 38 0 46 1 85 20 45 67 1 133 40 55 36 1 132 528 12:45 PM 81 0 65 0 146 34 0 42 0 76 28 53 76 1 158 64 49 33 0 146 526 Total 1 306 0 306 2 614 1 140 0 190 2 332 101 196 288 2 587 1 242 216 118 2 578 2111 0100 PM 56 0 92 1 151 35 0 55 1 91 21 51 82 0 154 59 70 31 0 160 556 0t:15 PM 85 0 69 0 154 33 0 38 0 71 27 47 63 4 141 45 72 21 2 140 506 01:30 PM 64 0 83 1 148 33 0 35 0 68 27 41 100 0 168 62 53 29 0 144 528 01:45 PM 63 0 81 0 144 52 0 31 3 86 25 47 88 0 160 63 60 31 0 154 544 Total 1 270 0 325 2 597 1 153 0 159 4 316 100 186 333 4 623 1 229 255 112 2 5% 2134 Grand Total 907 0 1031 9 194] 421 0 490 15 926 307 559 869 9 1744 675 711 316 9 1711 6326 i Apprch% 46.6 0 53 0.5 45.5 0 52.9 1.6 17.6 32.1 49.8 0.5 39.5 41.6 18.5 0.5 Total% 14.3 0 16.3 0.1 30.8 6.7 0 77 0.2 14.6 4.9 8.8 137 0.1 27.6 10.7 112 5 0.1 27 Cars 904 0 1029 9 1942 413 0 489 15 917 305 553 859 9 1726 672 710 314 9 1705 12580 %Cars 99.7 0 99.8 100 99.7 98.1 0 998 100 99 99.3 98.9 96.8 100 99 99.6 99.9 99.4 100 99.6 99.4 Heavy Vehicles 3 0 2 0 5 8 0 1 0 9 2 6 10 0 to 3 1 2 0 6 76 i %wary VeW.. 0.3 0 0.2 0 0.3 1.9 0 02 0 1 0.7 1.1 1.2 0 1 0.4 0.1 0.6 0 0.4 0.6 Route 107 i Out In Total 619 917 1536 9 13 489 0 413 15 i 1 0 t Right Thru Left Peds �J 11 4 i 0 i N A m o n m 2 North 5/22/2010 11:00 AM a m o 5/22/2010 01:45 PM c Cars o mo N � o i a Q NNOy Of0 NNp- 47 T r i Left Thn, Ri ht Peds 904 0 1029 9 7 7531 1942 347318 i 47 1 Out In Total i i 1 �lrallac 43ncrvm� > meiaRaoas ' GPI Project#: 08571 1043 sharoa 1toaa File Name :TraderSAT Salem, MA N. Qaanc8. =A 02171 Site Code : I Client: Jason Plourde pit 6al7-&&8-5686�� IPI 619-801-8800 Start Date : 5/22/2010 .t8m1ra18lc.cma¢t Page No : 2 of 4 Route 107 Route 107 Marlborough Road Traders Way Nonhbound Southbound Eastbound Westbound Stars Time Left I Thm I Right I Peds 1 8,,%a. Left I Thru RI M Peds I ftcToWl I Left I Thum I Right I Peds I F,p Tommi Left Thm I Ri hi I Peds I Taal Int.Total ' Peak Hour Analysis From 11:00AM a0105 PM-Peak 1 of Peak Hour for Entire Intersection Begins at 11:15AM 11:15 AM 88 0 92 0 180 35 0 37 3 75 22 39 69 1 131 51 68 21 1 141 '527 11:30 AM 88 0 111 4 203 35 0 28 3 66 37 57 69 0 163 44 4a 20 4 116 548 1145 AM 78 0 111 0 189 28 0 41 1 70 22 43 53 0118 fit 57 28 0 146 523 12:00 PM 82 0 80 0 162 37 0 55 0 92 25 54 75 0 154 71 58 21 0 150 550 ' Total Volume 336 0 394 4 734 135 0 161 7 303 106 193 266 1 566 227 231 90 5 553 2156 %Asp.Total 45.6 0 537 0.5 44.6 0 53.1 2.3 183 34.1 47 0.2 41 41.8 16.3 09 PHF .955 .000 .887 .250 .904 .912 .000 .732 .583 823 .716 .846 .887 .250 .868 .799 .849 .804 .313 .922 .966 Cars 335 0 393 4 732 131 0 161 7 299 105 191 261 1 558 226 231 89 5 551 2140 %Cars 99.7 0 99.7 100 99.7 97.9 0 100 100 98] 99.1 99.0 98.1 100 98.6 99.6 100 98.9 100 996 99.3 Heavy Vehicles 1 0 1 0 2 4 0 0 0 4 1 2 5 0 8 1 0 1 0 2 16 ' %Heavy Veh'clee 0.3 0 0.3 0 0.3 3.0 0 0 0 1.3 0.9 1.0 1.9 0 1.4 0.4 0 1.1 0 0.4 03 Route 107 Out In Total 194 299 493 196 4 161 0 131 7 a o a a 61 0 135 ' Ripht Thru Left Peds Peak Hour Data r A 'JO (O NJNO N North mcNm �F Peak Hour Begins at 11:15 AMn on ,n NDN p N NHeaw � Cars eh + S N na (J N A _ J O �r 0ry a c om urrom- ' 4, T Left Thru Richt Peds 335 0 393 4 0 t1 3361 01 3941 4 487 732 1219 6 _ 2 8 49 734 7 ' Out In Total t 1 1 wreL9910 survey n2c1p ts1oa6 GPI Project#: 085711 �� 106 '31no,ven ROVI 0 File Name :TraderSAT Salem, MA W. QuAnc7, WA 08171 Site Code : I Client: Jason Plourde L=s 617-S48-5080 Start Date : 5/22/2010 ' �� 11 617-801-8800 Page No :4 of 4 .tcotren181o.coxim ' Groups Prinful a Vehicles Route 107 Route 107 Marlborough Road Traders Way Northbound Southbountl Eastbound Westbound Start Time Left ThnuRight Peds Poe-Tobi Left Thm Right Peds Poo�Tdel Left Thru Right Pads Pop.Tolai Left Thru Right Peds t213 ' 11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 11:15AM 0 0 0 0 0 1 0 0 0 1 0 1 0 0 1 0 0 0 0 1130 AM 1 0 0 0 1 1 0 0 0 1 1 0 1 0 2 1 0 0 0 11:45 AM 0 0 1 0 1 0 0 0 0 0 0 1 1 0 2 0 0 1 0 Total 1 0 1 0 2 2 0 0 0 2 1 2 4 0 7 1 0 1 0 12:015 PM 0 0 0 0 0 0 0 0 0 0 0 10 0 0 1 0 Ot 0 0 01 2 ' 12:30 PM 2 0 0 0 21 0 0 0 1 0 1 0 0 1 0 0 0 0 0 4 12'.45 PM 0 0 0 0 0 1 0 0 0 1 0 1 0 0 1 0 0 0 0 0 2 Total 2 0 0 0 2 1 4 0 0 0 4 1 0 3 3 0 fi 1 0 1 0 0 1 13 01:105 PM 0 0 0 0 0 10 0 0 0 1 10 0 0 0 1 2 0 0 0 2 4 t 01:30 PM 0 0 0 0 0 1 0 0 0 1 0 0 1 0 1 0 0 1 0 1 3 0145 PM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 2 0 0 0 0 0 2 Total 0 0 1 0 1 2 0 1 0 3 1 1 3 0 5 1 2 0 1 0 3 12 Gra Totalt% 11 0 420 0 13.21 21.1 0 2.6 0 23] 2 6 16 0 18 3 1 2 0 6 38 Ap Total % 60 0 .3 0 88.9 0 11 1 0 11.1 33.3 55.6 0 50 1 27 33.3 0 ' 5.3 15.8 26.3 0 474 79 2.6 53 0 15.81 Route 107 Route 10] Marlborough Road Traders Way Northbound _ Southbound _ E_astbound Westbound Siad Time Le(t Thru Riaht Peds Mo.idal Left Thr. Richt Paris I o.Tmal I Left I Thru I Riohl r Parts I ano.Taal Leh I Thru I Right I Peds Avv Toa In To al ' Peak Hour Analysis From 11 00 AM to 01:45 PM-Peak 1 art Peak Hour for Entire Intersection Begins at 11:15 AM 11:15 AM 0 0 0 0 0 1 0 0 0 1 0 1 00 1 0 0 0 0 0 2 11:30 AM 1 0 0 0 1 1 0 0 0 1 1 0 1 0 2 1 0 0 0 1 5 1 L45 AM 0a 1 0 1 0 0 0 0 0 0 1 1 0 2 0 0 1 0 1 4 12:00 PM 0 0 0 0 0 2 0 0 0 2 0 0 3 0 3 0 0 0 0 0 5 Total Volume 1 11 0 2 4 0 0 0 4 1 2 5 0 a 1 0 1 0 2 16 %A .Total 50 0 50 0 100 0 0 0 12.5 25 62.5 0 50 0 50 0 PHF .250 .000 250 .000 .500 .500 .000 000 .500 250 .500 .417 .000 .667 .250 .000 .250 - .500 .B00 Peak Hour Analysis From 11:00 AM to 01:45 PM-Peak 1 of i Peak Hour for Each Approach Begins at , 11:45 AM 11:15 AM 11:15 AM 11:30 AM -0 mins. 0 0 1 0 1 1 0 0 0 1 0 1 0 0 1 1 0 0 0 1 N5 mins. 0 0 0 0 0 1 0 0 0 1 1 0 1 0 2 0 0 1 0 1 +30 mins. 0 0 0 0 0 0 0 0 0 0 0 1 1 0 2 0 0 0 0 0 t45 mins. 2 0 0 0 2 2 0 0 0 2 0 0 3 0 3 0 1 0 0 1 Total Volume 2 0 1 0 3 4 0 0 0 4 1 2 5 0 8 1 1 1 0 3 ' %App.Total 66.7 0 33.3 0 100 0 0 0 12.5 25 62.5 0 33.3 33.3 33.3 0 PHF .250 .000 .250 .000 .375 .500 .000 .000 000 .500 250 .500 .417 .000 .667 .250 .250 .250 .000 .750 1 1 1 106 shewen ROOM ' GPI Project#: 08571 -� N, Q�j,ay, W 02171 File Name : SwamdAM 6 Salem, MA Hs 17-448-5686 Site Code : 2 Client: Jason Plourde �� pt 617-801-8800 Start Date : 5/25/2010 �) A861tr4=19.90sty Page No : 1 of 4 ' Groups Printed-Ca -H..wVehicles Route 107 Route 107 Swampscott Road Duelro Ave Northbound Southbound Westbound Southwestbound ' Start Time Thru Rght Peds roo-*am T. Left Thru Peds nn.Tau, Lek 1 Rght p Pads ayn.Tmaim T Peds nq.Tml Int Total 07:00 AM 177 0 1 23 2 203 ptl„0 64 141 1 206 20 53 a 0 0 73 0 ° 0 0 0 0 482 07:15 AM 233 0 25 0 258 0 86 222 0 308 20 54 0 2 76 0 1 0 2 3 645 07:30 AM 266 0 21 0 287 1 64 207 0 272 38 87 0 0 125 0 0 1 0 1 685 07:45 AM 272 0 39 0 311 0 90 212 0 302 35 68 0 0 103 0 0 0 0 0 716 ' Total 948 1 108 2 1059 1 304 782 1 1088 113 262 0 2 377 0 1 1 2 4 2528 08:00 AM 278 1 41 1 321 2 61 238 1 302 41 66 0 1 108 0 0 4 1 5 736 08:15 AM 233 0 30 3 266 1 79 226 0 306 51 77 0 2 130 0 0 2 2 4 706 08:30 AM 243 0 32 0 275 0 87 205 0 292 41 74 0 0 115 0 0 0 0 0 682 ' 08:45 71 OAM23 l 1017 1 133 4 1155 4 305 861 2 1172 168 288 0 6 455 0 0 7 6 13 2795 Grand Total 1965 2 241 6 2214 5 609 1643 3 2260 274 550 0 8 832 0 1 8 8 17 5323 Apprch% 88.8 0.1 10.9 0.3 0.2 26.9 72.7 0.1 32.9 66.1 0 1 0 59 47.1 47.1 ' Total% 36.9 0 4.5 0.1 41.6 0.1 11.4 30.9 0.1 42.5 5.1 10.3 0 0.2 15.6 0 0 0.2 0.2 0.3 Cars 1931 2 228 6 2167 5 586 1595 3 2189 266 526 0 8 800 0 1 8 8 17 10346 Cars 98.3 100 94.6 100 97.9 100 96.2 97.1 100 96.9 97.1 95.6 0 100 962 0 100 100 100 100 97.2 Heart'Vehides 34 0 13 0 41 0 23 48 0 11 8 24 0 0 32 0 0 0 0 0 300 %eesnvmt+n 1.7 0 5.4 0 2.1 0 38 2.9 0 3.1 2.9 4.4 0 0 3.8 0 0 0 0 0 2.8 Route 107 UpetroAve Out In Total ' 2465 2189 4654 58 71 129 � 2523 2260 4783 � 7 �j 1595 586 5 3 � 48 23 0 0 �.Rt, 1643 609 5 3 T/Qp � 1p Thru Lek To Peds ��,<T Dipiero 'Cdp� 1z 2 1 TAT ' B dS ' O to 000 r°ii,u�°5 North W oma ' 5/2512010 1 00 AM Wo H 2920100845 AM W aSo N N N N N O Cars o W oe HeavyVehicles y T TO' r Th. Di ietro Rant Peds 1931 2 228 6 ' 64 0 13 0 965 2 241 6 1862 2167 4029 ' 56 47 103 1918 2214 4 Out In Total Route 7 1 °1 ralflc 6sury®g 132cpeadittenn GPI Project#: 08571 �_;', 106 WStda®ne RoWL File Name : SWaml N. Qui OMA 08191 Salem, MA Ps 619-448-5686 Site Code : 2 Client: Jason Plourde re 617-801-8600 Start Date : 5/25/2010 '� 1 waewAsetrw2110.003n Page No : 2 of 4 Route 1 WRoute 10] Sxampscott Road Dipietro Ave Northbound 8outhbountl Westbound Southmstbound Start Time Th m '0 Rght Peds pn.raal on." Left Thru Petls roul Left RgM '° Peds app.rout '° IT m m Peds 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 266 0 21 0 287 1 64 207 0 272 38 87 0 0 125 0 0 1 0 1 685 07:45 AM 272 0 39 0 311 0 90 212 0 302 35 68 0 0 103 0 0 0 0 0 716 08:00 AM 278 141 1 321 2 61 238 1 302 41 66 0 1 108 0 0 4 1 5 736 ' 08:15 AM 233 0 30 3 266 1 79 226 0 306 51 77 0 2 130 0 0 2 2 4 706 Total Volume 1049 1 131 4 1185 4 294 883 1 1182 165 298 0 3 466 0 0 7 3 10 2843 %App.Total 88.5 0.1 11.1 0.3 0.3 24.9 74.7 0.1 35.4 63.9 0 0.6 0 0 70 30 PHF .943 .250 .799 .333 .923 .500 .817 .928 .250 .966 .809 .856 .000 .375 .896 .000 .000 .438 .375 .500 .966 Cars 1036 1 124 4 1165 4 283 856 1 1144 160 288 0 3 451 0 0 7 3 10 2770 %Cars 98.8 100 94.7 100 98.3 100 96.3 96.9 100 96.8 97.0 96.6 0 100 96.8 0 0 100 100 100 97.4 , Heavy vehicles 13 0 7 0 20 0 11 27 0 38 5 10 0 0 15 0 0 0 0 0 73 %army vmiass 1.2 0 5.3 0 1.7 0 3.7 3.1 0 3.2 3.0 3.4 0 0 3.2 0 0 0 0 0 2.6 Route lut Dipietro Ave t Out In Total 1331 1144 2475 23 38 fit ,y 1354 1182 2536 n 856 283 4 1 <\\ 27 11 0 0 TRT � 883 294 4 1 Tj4Q O vs. Thru Left To Peds .1 Dalai q, 1 i ,<T J dS Peak Hour Data ' 0 T Leo 0 G 0 0 0 N O North Peak Hour Begins at 07:30 AM _ m no ' a Ngo Cars Hears Vehides ,r=N m o b no 0 �O �cwrnv wow "1m TO 1 Third Di ietro Pal Peds 1036 1 124 4 ' 3 1 7 0 1049 1 1311 4 1016 1111 [2111 32 20 52 1048 1185 2233 ' Out In Total Route 107 1 1 1 �ee:aa� fficnrorey s�r�caata®a ' GPI Project#: 08571 r 100 O1t�»n Itoea File Name : SwamdAM r Salem, MA N. QUInay. 0217a Site Code : 2 Client: Jason Plourde $' 4817 4M8 0080 �.J e 4817-801-8800 Start Date : 5/25/2010 Ww . SOU-M210.0®� Page No :4 of 4 Groups Printer- vy Vehicles Route 107 Route 107 Swampscott Road Dipietro Ave Northbound Southbountl Westbound Southwesibound Start Time Thm '° Rght Pass App.rma Leh Thru Peds Pon.Tm,i Left Rght Petls Pon.rout o. m Petls PopToul Int.Total 07:00 AM 5 o n0 2 0 7 -0 4 6 0 10 1 4 m 0 0 5 0 ° 0 0 0 0 22 07:15 AM 10 0 2 0 12 0 2 8 0 10 1 6 0 0 7 0 0 0 0 0 29 07:30 AM 1 0 2 0 3 0 4 7 0 11 2 3 0 0 5 0 0 0 0 0 19 07:45 AM 3 0 1 0 4 0 2 6 0 8 1 3 0 0 4 0 0 0 0 0 16 ' Total 19 0 7 0 26 0 12 27 0 39 5 16 0 0 21 0 0 0 0 0 86 08:00 AM 4 0 2 0 6 0 2 8 0 10 13 0 0 4 0 0 0 0 0 20 08:15 AM 5 0 2 0 7 0 3 6 0 9 1 1 0 0 2 0 0 0 0 018 08:30 AM 3 0 1 0 4 0 3 3 0 6 0 2 0 0 2 0 0 0 0 0 12 ' 08.4 Total 15 0 6 0 21 1 0 11 21 0 32 1 3 8 0 0 11 1 0 0 0 0 0 1 64 Grand Total 34 0 13 0 47 0 23 48 0 71 8 24 0 0 32 0 0 0 0 0 150 Apprch% 72.3 0 27.7 0 0 32.4 67.6 0 25 75 0 0 0 0 0 0 ' Total% 22.7 0 8.7 0 31.3 0 15.3 32 0 47.3 5.3 16 0 0 21.3 0 0 0 0 0 ' Route 107 Route 107 Swampscott Road Dipietro Ave Northbound Southbountl Westbountl SouNwestbound Start Time Thr, sioRgh1 Petls Pon.Taa Left Thru Petls AnnTout I Leh Rght its Petls App.Tara r Petls Pon Tma l ToMI Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 ' Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 5 0 2 0 7 0 4 6 0 10 1 4 0 0 5 0 0 0 0 0 22 07:15 AM 10 0 2 0 12 0 2 8 0 10 1 6 0 0 7 0 0 0 0 0 07:30 AM 1 0 2 0 3 0 4 7 0 3 0 0 5 0 0 0 0 0 19 07:45 AM 3 0 1 0 4 0 2 6 0 8 1 3 0 0 4 0 0 0 0 0 16 ' Total Volume 19 0 7 0 26 0 12 27 0 39 5 16 0 0 21 0 0 0 0 0 86 App.Total 73.1 0 26.9 0 0 30.8 69.2 0 23.8 76,2 0 0 0 0 0 0 PHF .475 .000 .875 .000 .542 .000 .750 .844 .000 .886 .625 .667 .000 .000 .750 .000 .000 .000 .000 .000 .741 Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peek Xour yr Eacn Approach s.o-a1: ' ^ 07'.00 AM 07:00 AM 0 7:0 0 AM 07 no AM ♦o mins. 5 s a a 6 0 10 1 4 a a 5 0 a 0 a 0 .15 m o 2 c 0 2 0 10 1 0 0 0 0 0 0 0 .30 mins. 1 0 2 a 3 0 7 0 3 0 0 s o 0 0 a o .4 s m 3 0 1 c a o 2 s o s 1 3 0 0 0 0 0 0 0 ' rmelvowme 19 o 7 0 2s o 12 t7 0 39 5 16 0 0 21 0 11 ppo 0 % A .To1d1 13.1 c 26A 0 0 30,e 69.2 0 23.8 7e.2 0 0 0 a 0 0 PHF 475 sea .675 .000 ,562 .000 .7sn .bee .000 .866 ,625 .667 ,000 100 ,750 .000 .000 ."0" ,000 ass I I GPI Project#: 08571 J 108 Salam" n MOend File Name : SwamdPM X. QuIncy, REA 02171 a- ' Salem, MA X22 Oa7- "-g8$8 Site Code : 2 Client: Jason Plourde �� gee 6a9-801-8800 Start Date : 5/25/2010 a v7wA8Q ireL221G.cOsra Page No : 1 of 4 Groups Poned-Ca HeaVehicles ' Route 107 Route 107 Swampscott Road Oipietro Ave N.nhb.,d Southbound Westbound Southwestbound Start Time Thm `° Rght Peds app.Trial `° Leh I Thor Peds µo.rorai Left Rght T° Peds ayp.T uu `° m1. T° Reds pm.rtlal Im.Total , 04:00 PM 262 d 0 58 0 320 0 0 101 273 0 374 36 65 a 6 1 102 0 ° 0 4 1 5 801 04'.15 PM 230 0 50 0 280 2 101 259 0 362 25 74 0 0 99 0 0 0 0 0 761 04:30 PM 268 0 43 0 311 0 93 266 0 359 36 74 0 3 113 0 0 1 3 4 787 04:45 PM 257 0 41 0 298 2 104 270 1 377 27 65 0 1 93 0 0 0 1 1 769 ' Total 1017 0 192 0 1209 4 399 1068 1 1472 124 278 0 5 407 1 0 0 5 5 10 3098 05'00PM 232 0 30 1 263 0 101 272 0 373 25 50 0 3 78 0 0 0 3 3 717 05:15 PM 247 0 58 1 306 0 90 271 0 361 24 66 0 0 90 0 0 1 0 1 758 05:30 PM 250 0 44 0 294 0 104 263 0 367 37 66 0 2 105 0 1 1 2 4 770 05:45 PM 238 0 40 0 278 1 116 241 0 358 27 55 0 2 84 0 0 1 2 3 723 Total 1 967 0 172 2 1141 1 1 411 1047 0 14591 113 237 0 7 3571 0 1 3 7 11 1 2968 Grand Total 1984 0 364 2 2350 5 810 2115 1 2931 237 515 0 12 764 01 8 12 21 6066 Apprch% 84.4 0 15.5 0.1 0.2 27.6 72.2 0 31 67.4 0 1.6 0 4.8 38.1 57.1 Total% 32.7 0 6 0 387 0.1 13A 34.9 0 48.3 3.9 8.5 0 0.2 12.6 0 0 0.1 0.2 0.3 ' Cars 1963 0 361 2 2326 5 802 2092 1 2900 234 505 0 12 751 0 1 8 12 21 11996 Cars 98.9 0 99.2 100 99 100 99 98.9 100 98.9 98.7 98.1 0 100 98.3 0 100 10o 100 100 98.9 Heavy VeMdes 21 0 3 0 24 0 8 23 0 31 3 10 0 0 13 0 0 0 0 0 136 %Nre.yvnmlg 1.1 0 0.8 0 1 0 1 1.1 0 1.1 1.3 1.9 0 0 1.7 0 0 0 0 0 1.1 wte 107 Upetro Ave Out In Total 2476 2900 5376 ' 31 31 62 ,y 2507 2931 5438 � 2� 2092 802 5 1 0 �`fy/ ' 23 8 0 0 LT or � `P%2s 2115 810 5 Thm Left To Peds Dipietro /40j T o 4e%, e a as 0 T North o 52512010 04:00 PM N N 52512010 05:45 PM - y 3 o , � AW+ Cam Hhearq Vehicles y 01 � wNiOm H ivov ma>- TTOF Thru Di ietro R ht Peds 1963 0 361 2 24 0 1984 0 364 2 2327 2326 4653 261 24 50 2353 2350 4703 ' Out In Total ' l �� 1i sur" Empeattt®n GPI Project#: 08571 --+ ,Nt08 $hY� EP.®ta.dl N. Qv ncy� ypg f, 02171 File Name : SwamdPM Salem, MA pa 89y-CAO-8888 Site Code : 2 Client: Jason Plourde Ira 897-809-8800 Start Date : 5/25/2010 J -is®tr�tBi�.�OaIR Page No : 2 of 4 ' Route 107 Route 107 Swampscott Road Dipietm Ave Northbound SoulhDound Westbound Southvsstbound ' Stan Time Thru '° Rght Peds Poo.T.1 T° LeX Thm Peds apo.m.l Lefl Rght a'�° Petls �n.loal T° Peds Pov�*lul Int Total Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 262 0 58 0 320 0 101 273 0 374 36 65 0 1 102 0 0 4 1 5 801 04:15 PM 230 0 50 0 280 2 101 259 0 362 25 74 0 0 99 0 0 0 0 0 741 04:30 PM 268 0 43 0 311 0 93 266 0 359 36 74 0 3 113 - 0 0 1 3 4 787 04:45 PM 257 0 41 0 298 2 104 270 1 377 27 65 0 1 93 0 0 0 1 1 769 Total Volume 1017 0 192 0 1209 4 399 1068 1 1472 124 278 0 5 407 0 0 5 5 10 3098 App.Total 84.1 0 15.9 0 0.3 27.1 72.6 0.1 30.5 68.3 0 1.2 0 0 50 50 PHF .949 .000 .828 .000 .945 .500 .959 .978 .250 .976 .861 .939 .000 .417 .900 000 .000 .313 .417 .500 .967 Cars 1003 0 189 0 1192 4 394 1056 1 1455 123 270 0 5 398 0 0 5 5 103055 ' %Cars 98.6 0 98.4 0 98.6 100 98.7 98.9 100 98.8 99.2 97.1 0 100 97.8 0 0 100 100 100 98.6 Heavy Vehicles 14 0 3 0 17 0 5 12 0 17 1 8 0 0 9 0 0 0 0 0 43 s eea.y vend. 1.4 0 1.6 0 1.4 0 1.3 1.1 0 1.2 0.8 2.9 0 0 2.2 0 0 0 0 0 1.4 ' Route 107 Dipietro Ave out In Total ,278 7455 2733 � I 22 17 39 y 1300 1472 2772co�� Thru Lft To PedsDipi�m ' Peak Hour Data 0 ' O 000 Northof Peak Hour Begins at 04:00 PIM = m o H Cars m a o Heavy Vehicles �=n Ip JmN T T'a Thou Di lent, R ht Peds ' 1003 0 189 0 4 0 3 0 1017 0 192 0 ll 79 1192 F2371] 13 17 3 1 OLA ut2 1In� Total Route 1071 1 Wraa2110 Survey 111mvetuftwL Sh GPI Project#: 08571 106 antou ROa4d File Name : SwamdPM ' 1� Salem, MA See 6t%-448-6081$W. QAI'ay• MA ®$t%t Site Code : 2 Client: Jason Plourde Start Date : 5/25/2010 • �� Fit 617-801-8800 J WWelvASOMItrantttc.00VA Page No : 4 of 4 Grous Printed-Hea Vehicles ' Route 107 Route 107 Swampscott Road Dipietro Ave Nadhbound Southbound Westbound Southwestbound Start Time Thm `0 Rght Peds App Ttlal Left Thus Peds app.Tata, Leh Rght Ti Pads Poo.1.a m �0 Peds Pop�ioa, Int.Total ' 04'.00 PM 7 p 0 2 0 9 at0 2 2 0 4 0 5 e0 0 5 0 '° 0 40 0 0 18 04.15 PM 0 0 0 0 0 0 1 2 0 3 1 0 0 0 1 0 0 0 0 0 4 04:30 PM 3 0 0 0 3 0 0 4 0 4 0 2 0 0 2 0 0 0 0 0 9 04:45 PM 4 0 1 0 5 0 2 4 0 6 0 1 0 0 1 0 0 0 0 0 12 , Total 14 0 3 0 17 0 5 12 0 17 1 8 0 0 9 0 0 0 0 0 43 05:00 PM 3 0 0 0 3 0 1 2 0 3 0 0 0 0 0 0 0 0 0 0 6 05:15 PM 1 0 0 0 1 0 1 1 0 2 0 1 0 0 1 0 0 0 0 0 4 05:30 PM 3 0 0 0 3 0 1 4 0 5 2 1 0 0 3 0 0 0 0 0 11 05:45 PM 0 0 0 0 0 0 0 4 0 4 0 0 0 0 0 0 0 0 0 0 4 ' Total 7 0 0 0 7 1 0 3 11 0 14 1 2 2 0 a 4 1 0 0 0 0 0 25 Grand Toter21 0 3 0 24 0 8 23 0 31 3 10 0 0 13 0 0 0 0 0 68 Apprch% 87.5 0 12.5 0 0 25.8 74.2 0 23.1 76.9 0 0 0 0 0 0 Total% 30.9 0 4.4 0 35.3 0 11.8 33.8 0 45.6 4.4 14.7 0 0 19.1 0 0 0 0 0 , Route 107 Route 107 Swampscott Road Dipietro Ave ' Northbound Southbound Westbound Southwestbound Stan Time This a, Rght I Pads app.ras Left Thu Peds 11 Tata, Left Rght TIPeds Ptp.Tma, Peds o,,,Tout, Int.Toter Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM , 04:00 PM 7 0 2 0 9 0 2 2 0 4 0 5 0 00 0 0 0 0 18 04:15 PM 0 0 0 0 0 0 1 2 0 3 1 0 0 0 1 0 0 0 0 0 4 04:30 PM 3 0 0 0 3 0 0 4 0 4 0 2 0 0 2 0 0 0 0 0 9 04:45 PM 4 0 1 0 5 0 2 4 0 6 0 1 0 0 1 0 0 0 0 0 12 Total Volume 14 0 3 0 17 0 5 12 0 17 1 8 0 0 - 9 0 0 0 0 0 43 , App.Total 82.4 0 17.6 0 0 29.4 70.6 0 11.1 88.9 0 0 0 0 0 0 PHF .500 .000 .375 .000 .472 .000 .625 .750 .000 .708 .250 400 000 000 450 .000 .000 .000 .000 .000 .597 Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 ce.ea a,m,room A......p a.a-.1 Da 30 PM 0a:a vM a:DD PM Oa:DD PM ' .0 n it a D o 2 a 4 o a o 0 o a a a .Is,.ta o 0 o a o 0 1 2 a a o a o 1 0 0 o a D .30 n, a 3 0 o a 3 o D a o 2 o a 2 0 0 o a o 0 1 o a 0 24 a o 1 D a 1 a o a D a Tool VII I 14 o 3 o 17 o s 12 o 17 1 s o o s D o D o D ' x App.Tata, 82.4 D r7.a 0 0 204 7 D 0 11.1 ee.9 0 D D D D D Pee sod .000 .075 .000 .472 .oar .625 .7 so ..a .7 De taD .aoo .000 .000 4e0 ..d .aad .000 .000 .uda t ' �� 'raffle survey fZ8o8ataoa 188 saeecroa Etoead Sal Project#: 08571 �► File Name : SwamdSAT ' IN.pa Qaimcy, &Edl 08174 . Salem, MA �= 6a7_�B�E$686 Site Code : 2 Client: Jason Plourde '[n� PC 617-801-8880 Start Date : 5/22/2010 �� wwwAsetre6f21c.06a6 Page No : 1 of 4 ' Groups Printed-Cars Heav y Vehides Route 107 Route 107 Smmpsmtt Road 0ipiebo Ave ound Westbound N.nhbound SouthbWesound Southmstbound ' Start Time TM1m Right Peds 4p Tme `° Leh Thru Peds qy.roui Lek R,,ht Pads Ma.ro�ei m Peds µp.To�ai Int.Tmal 1100 AM 259 0 33 0 292 2 100 2fi6 0 368 42 )6 0 3 123 0 .° 0 p 0 3 3 786 11:15 AM 266 0 31 0 297 0 92 274 0 366 44 70 0 3 11] 0 1 1 3 5 785 11:30 AM 282 0 40 0 322 0 10) 270 0 3A 46 82 0 3 131 0 0 0 3 3 833 11:45 AM 271 0 33 0 300 0 103 276 1 380 34 66 0 3 103 0 0 1 3 4 791 Total 10)8 0 13) 0 1215 1 2 402 1066 1 1491 166 296 0 12 4)4 1 0 1 2 12 15 3195 2 15 PM 251 0 44 0 ' 2:30 PM 292 0 39 0 335 1 103 252 0 356 53 79 0 3 135 0 0 1 3 4 826 12:05 PM 257 0 47 0 304 0 97 320 0 417 39 67 0 0 106 0 0 0 0 0 827 Total 1027 0 158 0 1165 1 3 397 1110 0 1510 165 283 0 6 454 1 0 0 3 6 9 3158 ' O1 30 PM 238 0 55 0 293 01 85 249 0 335 35 80 0 2 117 0 0 5 2 3 768 01:45 PM 283 0 fi) 0 350 0 96 282 0 378 44 71 0 1 116 0 0 1 1 2 846 Total 1006 0 216 0 1222 1 361 1012 1 1375 153 310 0 5 468 1 0 0 2 5 7 3072 ' Gra ATolalTotal %pprch6 .9 0 154 0 38?4 O6 112.3 4. 174A 026.5 )94 0 d6. 4 35.7 694 0 0.2 11498 0 3,20 220.6 )0.2 03 9425 423 31 Cars 3088 0 506 0 3594 6 1153 3161 2 4322 479 882 0 23 1384 0 1 ) 23 3118662 %Cars 99.3 0 99 0 91 100 99.4 98.5 100 98.8 99 99.2 0 100 99.1 0 100 100 100 100 99 ' Heavy Vehides 23 0 5 0 28 0 Y 4) 0 54 5 ] 0 0 12 0 0 0 0 0 188 %tw r,vend. 0] 0 1 0 0.8 0 0.6 1.5 0 1.2 1 0,8 0 0 09 0 0 0 0 0 1 I wiv+litelaa Buz-Vey EbmadItten GPI Project#: 08571 n®6 afteLvan Realid File Name : SwamdSAT EL- qu:S�.cq, ZMA 0219 E Salem, MA Site Code : 2 Client: Jason Plourde Fa 6E%-448-6686 . r, �� II%- �- Start Date : 5/22/2010 a � 6 8® 880® wWw.tseetretxfftc.c0m Page No : 2 of 4 Route 107 Routs 107 Swampscott Road Dipiehro Ave Nonhbound Sandhbountl Westbound Southvrestbound Start Time Thru Rlght Petls PoG TrialLet ThrMou Peds sa Left Right Peds Ad,.Tout m o Peds Ann T. Int.Total Peak Hour Analysis From 11:00 AM to 01:45 PM-Peak 1 of 1 a .a .e ' Peak Hour for Entire Intersection Begins at 12:15 PM 12:15 PM 251 0 44 0 295 1 90295 0 386 39 80 0 1 120 0 0 2 1 3 804 12:30 PM 292 0 39 0 331 1 103 252 0 356 53 79 0 3 135 0 0 1 3 4 826 12:45 PM 257 0 47 0 304 0 97 320 0 417 39 67 0 0 106 0 0 0 0 0 827 01:00 PM 257 0 36 0 293 0 83 251 0 334 40 78 0 1 119 0 0 0 1 1 747 Total Volume -1057 0 166 0 1223 2 373 1118 0 1493 171 304 0 5 480 0 0 3 5 8 3204 , %App.Total 86.4 0 13.6 0 0.1 25 749 0 35.6 63.3 0 1 0 0 37.5 625 PHF .905 .000 .883 .000 .924 .500 .905 .873 .000 .895 .807 1950 .000 .417 .889 .000 .000 .375 .417 .500 .969 Cars 1051 0 164 0 1215 2 373 1104 0 1479 170 300 0 5 475 0 0 3 5 8 3177 %Cars 99.4 0 96.8 0 99.3 100 100 98.7 0 99.1 99.4 98.7 0 100 990 0 0 100 100 100 99.2 Heavy Vehicles 6 0 2 0 a 0 0 14 0 14 1 4 0 0 5 0 0 0 0 0 27 wHoa�y vama 0.6 0 12 0 01 0 0 1.3 0 0.9 0.6 1.3 0 0 10 0 0 0 0 0 08 , Route lot Dipiei Out In Total 1364 1493 2857 � , 8 1104 373 2 0 � 1' 4 0 0 0 TRT 1118 373 2 0 Tj 9� O 70 , Thi Left ToPace h Dipietro 40 0 s. Peak Hour Data as a T A�ao o ' 4 mC North 0 000 �tiw,..or or * A 3 Peak Hour Begins at 12:15 PM 0 A AjA Cars o m Hei Vehicles � O O O(T �OVN� TT`0 � Thru Di ietro Ri ht Peds 051 0 164 0 6 0 2 0 1057 0 166 015 8 ' F772T! 1215 24 89 12891223 2522 Out In Total Route 107 , 1 °1dse�111c Seai^v®q lu7c�®8111ca ' GPI Project#: 08571 '��, 186 81Bwson Roftcs File Name : SWamdSAT P®, Salem, MA N. Ou1acp, 82171 Site Code : 2 Client: Jason Plourde $e 617-448-5686 Start Date : 5/22/2010 Fit 617-881-8888 � 1 wwwk.toetrftZllo.coau Page No :4 of 4 ' Groups carried. avy Vehicles Route 107 Route 107 Swampscott Road Dipand Ave Northbound Southbound Westbound Southvandbound ' Start Time -Th.. '0 Right Petls µq.Tatar i° Left Thu Peds Ana,Taal Left Right ° Peds Mp.Tocol IT. m ', Petls npp.corm Int Tdal 1100 AM 3 0 0 0 3 0 0 2 0 2 1 1 0 0 2 0 ° 0 0 0 0 7 1L15 AM 3 0 a 0 3 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 4 11:30 AM 5 0 1 0 6 0 1 1 0 2 3 1 0 04 0 0 0 0 0 12 1145 AM 1 0 1 0 2 0 3 8 0 i1 0 1 0 0 1 0 0 0 0 0 14 ' Total 12 0 2 0 14 0 4 12 0 16 1 4 3 0 0 7 0 0 0 0 0 37 i2:00 PM 1 0 1 0 2 0 1 6 0 7 0 0 0 0 0 0 0 0 0 0 9 2'15PM 2 0 1 0 3 0 0 3 0 3 1 1 0 0 2 0 0 0 0 0 8 12'30 PM 3 0 0 0 3 0 0 4 0 4 0 1 0 0 1 0 0 0 0 0 8 12'45 PM 0 0 0 0 0 0 0 5 0 5 0 2 0 0 2 0 0 0 0 0 7 ' Total 6 0 2 0 8 0 1 18 0 19 1 1 4 0 0 5 1 0 0 0 0 0 32 0100 PM 1 0 1 0 2 0 0 2 0 2 0 0 0 0 0 0 0 0 0 0 4 01:15 PM 1 0 0 0 1 0 1 4 0 5 0 0 0 0 0 0 0 0 0 0 6 01'30 PM 1 0 0 0 1 0 1 7 0 8 0 0 0 0 0 0 0 0 0 0 9 01 t45 PM 2 0 0 0 2 0 0 4 0 4 0 0 0 0 0 0 0 0 0 0 6 ' Total 5 0 1 0 6 a 2 17 0 19 0 0 0 0 0 1 0 0 0 0 0 25 al 23 0 Gard pohllB% 245 0 15) 0 29 0 7A 50 0 57 4 41 75 5.3 58 Tla4 0 0 120 0 0 0 0 0 94 Rare 107 Route 107 Swampscott Road Dipla re Ave Northbound a.utb Eaund W eatb ound Southweetbound ' Peak Hour Anrm alysis Fn11:00AMIOUlASPM OPeakt oil k° r. .e ,. m Peak Had r for Entire Intersection Begins at 11:30 AM 11:30AM 0 0 0 1 1 0 2 0 0 0 0 0 0 0 12 1145 AM 1 0 1 0 2 0 0 a 1 0 0 1 0 0 0 0 0 ' 12:00 PM 1 0 1 0 2 0 1 6 0 7 0 0 0 0 0 0 0 0 0 0 9 12:15 PM 2 0 1 0 3 0 0 3 0 3 1 1 0 0 2 0 0 0 0 0 8 Total Vd. 9 0 4 0 13 0 5 18 0 23 4 3 0 0 7 0 0 0 0 0 43 % Total 69.2 0 30.8 0 0 21.7 78.3 0 57.1 42.9 0 0 0 0 0 0 PHF .450 .000 1.000 .000 .542 .000 .617 .563 .000 .52J .333 .750 .000 .000 .432 .000 .000 .000 .000 .000 .768 ' Peak Hour Analysts Fran 11:00 AM to01:45 PM-Peak t al Peak Hour for Eeth Approach Begins at: 11:02 AM 1145 AM 11:22 AM 11:e0 AM .o Buns. 3 0 0 a 3 a o 1 a 0 2 0 0 o a 0 tis ntlm. 3 0 0 0 3 0 1 6 0 7 0 a 0 0 0 0 0 0 0 0 erttlns. 0 0 0 0 3 0 3 1 0 0 0 0 0 0 0 45 naps. ' al V 1 0 1 o z 0 0 4 0 4 0 1 0 0 o a 0 0 a dalv TaMtne o z 0 u 7 o 4 21 0 zs 4 0 0 7 0 0 0 0 0 .Total 85.].7 0 14.3 0 0 16 Bd 0 57.1 42.99 0 0 0 0 0 0 PHF .600 .000 .500 .000 .583 .000 .333 .656 .000 .568 .333 .750 .000 .000 .438 .000 .000 .000 .000 .000 1 1 1 1 erethic survey > ediften GPI Project#: 08571 1 (� shareaRama File Name : BelleaireAM N. QulaecY. >A 02171 Lynn, MA ra X617-e88-5888 Site Code : 4 Client: Jason Plourde E4 437.7-8®15-88®® Start Date : 5/25/2010 '� 1 www.tmetreUBIlc.eeste Page No : 1 of 4 Groups Printed-Cars-Heavy Vehicles ' Route 107 Route 107 Belleaire Ave Northbound Southbound Eastbound Westbound , Start Time Left Thru Right Peds N,v.mm Left Thru Right Peds roe.rwa, Left Thru Right Peds rov.mai Left Thru Right Peds oap.ra„� mr rural 07:00 AM 1 184 0 1 186 0 165 0 1 166 0 0 0 1 1 0 0 0 0 0 353 07:15 AM 0 234 0 0 234 0 226 5 0 231 0 0 0 0 0 0 0 0 0 0 465 07:30 AM 0 259 0 1 260 0 241 3 0 244 3 0 1 0 4 0 0 0 0 0 508 07:45 AM 1 286 0 1 288 0 217 0 0 217 1 0 4 0 5 0 0 0 0 0 510 ' Total 2 963 0 3 968 0 849 8 1 858 4 0 5 1 10 0 0 0 0 0 1836 08:00 AM 2 300 0 0 302 0 259 0 1 260 1 0 2 0 3 0 0 0 0 0 565 08:15 AM 1 277 0 1 279 0 254 1 1 256 1 0 2 0 3 0 0 0 0 0 538 08:30 AM 2 256 0 0 258 0 218 1 0 219 0 0 3 1 4 0 0 0 0 0 481 08:45 AM 0 262 0 0 262 0 187 0 0 187 1 0 1 2 4 0 0 0 0 0 453 Total 5 1095 0 1 1101 0 918 2 2 922 1 3 0 8 3 14 1 0 0 0 0 0 2037 Grand Total 7 2058 0 4 2069 0 1767 10 3 1780 7 0 13 4 24 0 0 0 0 0 3873 Apprch% 0.3 99.5 0 0.2 0 99.3 0.6 0.2 29.2 0 54.2 16.7 0 0 0 0 , Total% 0.2 53.1 0 0.1 53.4 0 45.6 0.3 0.1 46 0.2 0 0.3 0.1 0.6 0 0 0 0 0 Cars 5 1995 0 4 2004 0 1703 9 3 1715 1 6 0 12 4 22 0 0 0 0 0 7482 Cars 71.4 96.9 0 100 96.9 0 96.4 90 100 96.3 85.7 0 92.3 100 91.7 0 0 0 0 0 96.6 Heavy Vehides 2 63 0 0 65 0 64 1 0 65 1 0 1 0 2 0 0 0 0 0 264 ' x Neave vm�aaa 28.6 3.1 0 0 3.1 0 3.6 10 0 3.7 14.3 0 7.7 0 8.3 0 0 0 0 0 3.4 Routs lUt ' Out In Total 2001 1715 3716 65 129 2065 1780 3845 9 1703 0 3 ' 1 64 0 0 10 17fi7 0 3 ht Thru Left Peds 1 O ' JJ � ^000 000^ a o o Nodh , d C N N F� 5/25/2010 07:00 AM , 0 0 0 `-- 5/2512010 08:45 AM 5 rs- d o00 m ¢ 1 Cars S�"' v o e Hea Vehicles a '�^ 000 000- T r Left Thru Right Peds ' 5 1995 0 4 2 63 0 0 7 2058 0 4 1715 2004 F37-19] 65 65 130 1780 2069 1 3849 , Out In Total �ruilac �aars®g ffi�eaa�acrn GPI Project#: 08571 i� 106 shaLron Road File Name : BelleaireAM Lynn, MA N. Quaacq, PALA 02191 Site Code : 4 Client: Jason Plourde Ra 619-448-5686 Start Date : 5/25/2010 E°e 619-801-8800 _TI .tao4raniiac.com Page No : 2 of 4 Route 107Route 107 Belleaire Ave Northbound Southbound Eastbound Westbound Start Time I Lett Thru I Right I Peds �.raai Left Thru I Right I Peds I .,�,rms Left I Thru I Right I Peds I ,ep.regi I Left I Thru I Right I Peds Iroo,Toni mt.Tmal ' 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 0 259 0 1 260 0 241 3 0 244 3 0 1 0 4 0 0 0 0 0 508 07:45 AM 1 286 0 1 288 0 217 0 0 217 1 0 4 0 5 0 0 0 0 0 510 08:00 AM 2 300 0 0 302 0 259 0 1 260 1 0 2 0 3 0 0 0 0 0 565 ' 08:15 AM 1 277 0 1 279 0 254 1 1 256 1 0 2 0 3 0 0 0 0 0 538 Total Volume 4 1122 0 3 1129 0 971 4 2 977 6 0 9 0 15 0 0 0 0 0 2121 A .Total 0.4 99.4 0 0.3 0 99.4 0.4 0.2 40 0 60 0 0 0 0 0 PHF .500 .935 .000 .750 .935 .000 .937 .333 .500 .939 .500 .000 .563 .000 .750 .000 .000 .000 .000 .000 .938 ' Cars 3 109 0 3 1099 0 933 3 2 938 5 0 9 0 14 0 0 0 0 0 2051 Cars 75.0 97.4 0 100 97.3 0 96.1 75.0 100 96.0 83.3 0 100 0 93.3 0 0 0 0 0 96.7 Reay Vehlcie: 1 29 0 0 30 0 38 1 0 39 1 0 0 0 1 0 0 0 0 0 70 %Heave vmmg 25.0 2.6 0 0 2.7 0 3.9 25.0 0 4.0 16.7 0 0 0 6.7 0 0 0 0 0 3.3 ' Route 107 Out In Total 1098 938 2036 30 39 69 ' 1128 977 2105 3 933 0 2 7 38 0 0 4 0 2 Ri ht Thru Left Peds 1 Peak Hour Data NNCIN N�10�J `IO J F r O O O O O O O v o02 No h Peak Hour Begins at 07:30 AM 4 -2 o00 _ m om Cars o a m E Hea Vehicles ^o 0 0 aO o00 � a a a ry '^ 000 ooa– Left Thru Rent Peds 3 1093 0 3 1 29 0 0 4 1122 0 3 942 199 980 16418 0129 21009 Out In Total Route 107 Wren111c survey Sups",tl®a GPI Project#: 08571 100 Sneser®an Itome File Name : BelleaireAM ' W. Q ulucy�, A'iA 02171 Lynn, MA Site Code :4 Client: Jason Plourde 'j � re 617-801-8800 Lame 617-4G0-5080 Start Date : 5/25/2010 J www.tsteetreulllc.com Page No : 4 of 4 Groups Printed- eavy Vehicles Route 107 Route 107 Belleaire Ave Northbound Southbound Eastbound Westbound Start Time Left Thru Right I Peds W.Taal Left Thru I Right Peds rnp.mmi Left Thru Right I Peds rrp.mm Left Thru Right Peds roP.real m�.mrai ' 07:00 AM 0 9 0 0 9 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 12 07:15 AM 0 11 0 0 11 0 6 0 0 6 0 0 0 0 0 0 0 0 0 0 17 07:30 AM 0 3 0 0 3 0 10 1 0 11 1 0 0 0 1 0 0 0 0 0 15 07:45 AM 0 4 0 0 4 0 9 0 0 9 0 0 0 0 0 0 0 0 0 0 13 , Total 0 27 0 0 27 0 28 1 0 29 1 0 0 0 1 0 0 0 0 0 57 08:00 AM 1 12 0 0 13 0 10 0 0 10 0 0 0 0 0 0 0 0 0 0 23 08:15 AM 0 10 0 0 10 0 9 0 0 9 0 0 0 0 0 0 0 0 0 0 19 08:30 AM 1 7 0 0 8 0 6 0 0 6 0 0 1 0 1 0 0 0 0 0 15 08:45 AM 0 7 0 0 7 0 11 0 0 11 0 0 0 0 0 0 0 0 0 0 18 Total 2 36 0 0 38 1 0 36 0 0 361 0 0 1 0 1 1 0 0 0 0 0 1 75 Grand Total2 63 0 0 65 0 64 1 0 65 1 0 1 0 2 0 0 0 0 0 132 Apprch/ 3.1 96.9 0 0 0 98.5 1.5 0 50 0 50 0 0 0 0 0 t Total% 1.5 47.7 0 0 49.2 0 48.5 0.8 0 49.2 0.8 0 0.8 0 1.5 0 0 0 0 0 Route 107 Route 107 Belleaire Ave ' Northbound Southbound Eastbound Westbound Start Time I Left I Thru I Right I Peds .roueI Left I Thru I Right I Peds I w,roma I Lett I Thru I Right I Peds I Am,ota[ I Lett I Thru I Right I Peds I rp.rove I i� ' Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 1 12 0 0 13 0 10 0 0 10 0 0 0 0 0 0 0 0 0 0 23 08:15 AM 0 10 0 0 10 0 9 0 0 9 0 0 0 0 0 0 0 0 0 0 19 08:30 AM 1 7 0 0 8 0 6 0 0 6 0 0 0 0 0 0 0 0 15 ' 08:45 AM 0 7 0 0 7 0 0 0 0 0 0 0 0 0 0 0 0 0 18 2 36 0 0 38 036 0 0 36 0 0 1 0 1 0 0 0 0 0 75 5.3 94.7 0 0 0 too 0 0 0 0 100 0 0 0 0 0 PHF .500 .750 .000 .000 .731 .000 .818 .000 .000 .818 I 000 .000 .250 .000 .250 .000 .000 .000 .000 .000 .815 Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 ' Peak Hour for Each Approach Begins at: _ 08:00 AM 07:30 AM 07:00 AM 07:00 AM +0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins. 0 10 0 0 10 0 9 0 0 9 0 0 0 0 0 0 0 0 0 0 ' +30 mins. 1 7 0 0 8 0 10 0 0 10 0 0 0 0 0 0 0 0 +45 mins. 0 7 0 0 7 0 9 0 0 9 0 0 0 0 0 0 0 0 0 0 2 36 0 0 38 0 38 1 0 39 1 0 0 0 1 0 0 0 0 0 5.3 94.7 0 0 0 97.4 2.6 0 100 0 0 0 0 0 0 0 PHF .500 .750 .000 .000 .731 .000 .950 .250 .000 .886 .250 .000 .000 .000 .250 .000 .000 .000 .000 .000 , 1 ' �� wran1110 6 106 shmVen ROOsurveyrvey 8:sve61.t1®at GPI Project#: 08571 File Name : BelleairePM 1W. CtmtlateF, AMA 081%1 P €F Lynn, MA , 617-446- 686 Site Code :4 Client: Jason Plourde Ij Fe 617-801-8800 Start Date : 5/25/2010 _� Vrww.t5®1trw,111c.00zM Page No : 1 of 4 Groups Printed-Cars-Heavy Vehicles Route 107 Route 107 Belleaire Ave Northbound Southbound Eastbound Westbound ' Start Time Left Thru Right Peds roa Tw., Left Thru Right Peds ron.Tma, Left Thru Right Peds q ,ri Left Thru Right I Peds Iqp.rami im.ro�ai 04:00 PM 0 255 0 0 255 0 307 0 0 307 0 0 0 0 0 0 0 0 0 0 562 04:15 PM 0 273 0 1 274 0 308 1 1 310 2 0 1 0 3 0 0 0 0 0 587 04:30 PM 0 268 0 1 269 0 313 0 0 313 0 0 1 0 1 0 0 0 0 0 583 ' 04:45 PM 2 245 0 1 248 0 296 0 1 297 0 0 0 0 0 0 0 0 0 0 545 Total 2 1041 0 3 1046 0 1224 1 2 1227 2 0 2 0 4 0 0 0 0 0 2277 05:00 PM 0 257 0 3 2600 300 0 2 302 1 0 1 1 3 0 0 0 0 0 565 05:15 PM 2 248 0 1 251 0 307 0 1 308 0 0 1 0 1 0 0 0 0 0 560 05:30 PM 0 285 0 1 286 0 257 1 0 258 0 0 1 1 2 0 0 0 0 0 546 ' 05:4 Total 4 1086 0 5 1085 0 1135 2 3 1140 3 0 4 3 10 0 0 0 0 0 2235 Grand Total 6 2117 0 8 2131 0 2359 3 5 2367 5 0 6 3 14 0 0 0 0 0 4512 ' Apprch% 0.3 99.3 0 0.4 0 99.7 0.1 0.2 35.7 0 42.9 21.4 0 0 0 0 Total% 0.1 46.9 0 0.2 47.2 0 52.3 0.1 0.1 52.5 0.1 0 0.1 0.1 0.3 0 0 0 0 0 Cars 6 2076 0 8 2090 0 2325 3 5 2333 4 0 5 3 12 0 0 0 0 0 8870 Cars 100 98.1 0 100 98.1 0 98.6 100 100 98.6 80 0 83.3 100 85.7 0 0 0 0 0 98.3 Heavy venkies 0 41 0 0 41 0 34 0 0 34 1 0 1 0 2 0 0 0 0 0 154 ' aevamw 0 1.9 0 0 1.9 0 1.4 0 0 1.4 20 0 16.7 0 14.3 0 0 0 0 0 1.7 ' o e Out In Total 2080 2333 4413 42 34 76 2122 2367 4489 3 2325 0 5 0 34 0 0 3 2359 0 5 Right Thru Lelft Peds F 1 J O 000 000 0 02 North - m04:00 PM 5/2512010 OS 45 PM o a Cars �= _mom o ' mom Hea Vehicles n 00 000- ' *, T F+ ' Left Thru Ri ht Peds 6 2076 0 8 0 41 0 0 6 2117 0 8 2330 2090 4420 ' 35 41 76 2365 2131 4496 Out In Total Route 7 �� wi rQ2910 survey Ezvealtle n 106 s1ni pop F[®aa ' GPI Project#: 08571 W. Quincy- MA 02171 File Name : BelleairePM 31111Lynn, MA , 819-48-88813 Site Code : 4 ' Client: Jason Plourde .) ra 891.7'-8®1-88®® Start Date : 5/25/2010 J Wnew.teetrall.2210.693m, Page No : 2 of 4 Route 107 Route 107 Bellew Ave , Northbound Southbound Eastbound Westbound Start Time I Left I Thru I Right I Peds Iaoo.rami Left I Thru I Right I Peds I wT,,,i Left I Thru I Right I Peds I .Tina I Left Thru I Right I Peds I rnomx, ml.Toeel Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 0 273 0 1 274 0 308 1 1 310 2 0 1 0 3 0 0 0 0 0 587 04:30 PM 0 268 0 1 269 0 313 0 0 313 0 0 1 0 1 0 0 0 0 0 583 04:45 PM 2 245 0 1 248 0 296 0 1 297 0 0 0 0 0 0 0 0 0 0 545 ' 05:00 PM 0 257 0 3 260 0 300 0 2 302 1 0 1 1 3 0 0 0 0 0 565 Total Volume 2 1043 0 6 1051 0 1217 1 4 1222 3 0 3 1 7 0 0 0 0 0 2280 App.Total 0.2 99.2 0 0.6 0 99.6 0.1 0.3 42.9 0 42.9 14.3 0 0 0 0 PHF .250 .955 .000 .500 .959 .000 .972 .250 .500 .976 .375 .000 .750 .250 .583 .000 .000 .000 .000 .000 .971 Cars 2 101 0 6 1025 0 120 1 4 1205 2 0 2 1 5 0 0 0 0 0 2235 Cars 100 97.5 0 100 97.5 0 98.6 100 100 98.6 66.7 0 66.7 100 71.4 0 0 0 0 0 98.0 Heavy vehid.: 0 26 0 0 26 0 17 0 0 17 1 0 1 0 2 0 0 0 0 0 45 xa�yvanee0 2.5 0 0 2.5 0 1.4 0 0 1.4 33.3 0 33.3 0 28.6 0 0 0 0 0 2.0 Route 1U1 ' Out In Total 1046 1222 2268 1 1200 0 4 0 17 0 0 1 1217 0 4 ' Right Thru Left Peds .T 1 Peak Hour Data WNO N�t7 } F J O v o00 � North o00' N N n F c '--� Peak Hour Begins at 04:15 PM ~'c M i c Cars 000 —� tt Z Hea Vehicles aO O y N A d 4 '� 000 000 1 F+ ' Left Th. Ri ht Peds 2 1017 0 6 0 26 0 0 2 1043 0 6 1202 1025 2227 ' 18 26 44 1220 1051 2271 Out In Total Route 107 ' 1 - 1 ., Tr8.ttle 81W.1"V®7 M=p0tuh1®A GPI Project#: 08571 --+ IN. QuI ala106 89ata1 en Mead 7, MA 0$171 File Name : BelleairePM n Lynn, MA $, 617-"8-6686 Site Code : 4 Client: Jason Plourde �� ra 617-801-8800 Start Date : 5/25/2010 •� WWWAsstraL2110.00M Page No : 4of4 ' Groups Printed- eavy Vehicles Route 107 Route 107 Belleaire Ave Northbound Southbound Eastbound Westbound ' Start Time Left Thru Right Peds ;;-Z, Left Thru I Right I Peds Left I Thru I Right Peds ,T.,, Left Thru Right I Peds Iay>.To., int.Tmai 04:00 PM 0 7 0 0 7 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 9 04:15 PM 0 9 0 0 9 0 5 0 0 5 0 0 0 0 0 0 0 0 0 0 14 04:30 PM 0 6 0 0 6 0 3 0 0 3 0 0 1 0 1 0 0 0 0 0 10 ' 04:45 PM 0 6 0 0 6 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 8 Total 0 28 0 0 28 0 12 0 0 12 0 0 1 0 1 0 0 0 0 0 41 05:00 PM 0 5 0 0 5 0 7 0 0 7 1 0 0 0 1 0 0 0 0 0 13 05:15 PM 0 2 0 0 2 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 4 05:30 PM 0 4 0 0 4 0 8 0 0 8 0 0 0 0 0 0 0 0 0 0 12 ' 05:4 0 0 Total 0 13 0 0 13 0 22 0 0 22 1 0 0 0 7 1 0 0 0 0 0 1 36 Grand Total 0 41 0 0 41 0 34 0 034 1 0 1 0 2 0 0 0 0 0 77 ' A Total% 0 53.2 0 0 53.2 0 44.2 0 0 44.2 1.3 0 153 0 2.6 0 0 0 0 0 ' Route 107 Route 107 Belleaire Ave Northbound Southbound Eastbound Westbound Start Time Left I Thru Right I Peds TMI ILeft Thru Right I Peds I reo.Tatar I Lett Thru I Right J Peds P.T„ai I Lett I Thru I Right I Peds II Int Tot.1 Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 0 9 0 0 9 0 5 0 0 5 0 0 0 0 0 0 0 0 0 0 14 04:30 PM 0 6 0 0 6 0 3 0 0 3 0 0 1 0 1 0 0 0 0 0 10 ' 04:45 PM 0 6 0 0 6 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 8 0 05:00 PM 0 5 0 0 5 0 0 0 0 0 0 1 0 0 0 0 13 0 26 0 0 26 0 17 0 0 17 1 0 1 0 2 0 0 0 0 0 45 0 100 0 0 0 100 0 0 50 0 50 0 0 0 0 0 PHF .000 .722 .000 .000 .722 .000 .607 .000 .000 .607 .250 .000 .250 .000 .500 1 .000 .000 .000 .000 .000 .804 Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 05:00 PM 04:15 PM 04:00 PM +0 mins. 0 7 0 0 7 0 7 0 0 7 0 0 0 0 0 0 0 0 0 0 +15 mins. 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 ' +30 mins. 0 6 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins. 0 6 0 0 6 0 5 0 0 5 0 0 0 1 0 0 0 0 0 0 28 0 0 28 0 22 0 0 22 1 0 1 0 2 0 0 0 0 0 0 100 0 0 0 100 0 0 50 0 50 0 0 0 0 0 ' PHF .000 .778 .000 .000 .778 .000 .688 .000 .000 .688 .250 .000 .250 .000 .500 .000 .000 .000 .000 .000 1 1 �� °1'rW>�f'>gC �vsrvey �p3e�1S'§�®EE GPI Project#: 08571 J 106 8h�r®a R®uL0 File Name : BelleaireSAT' Lynn, MA N.Pc 617-448-6686 Pat 1 0x171 Site Code :4 Client: Jason Plourde �� Pat 617-801-8800 Start Date : 5/22/2010 1i 9) wVYWAeetrQ211e.00M Page No : 1 of 4 'T'ps Printed-Cars Heavy Vehicles Route 107 Route 107 Belleaire Ave Northbound Southbound Eastbound Weslthound Start Time Lett Thru Right Peds All Total Lefl Thru I Right I Peds I All,Total Left Thru Right Petls App.Toul Left Thru Right Peds Ap,Tmel Int.Total , 11:00 AM 0 225 0 1 2260 220 1 0 221 1 0 1 1 3 0 0 0 0 0 450 11:15 AM 2 229 0 0 231 0 238 0 0 2380 0 1 0 1 0 0 0 0 0 470 11:30 AM 0 242 0 0 242 0 252 1 0 253 0 0 3 0 3 0 0 0 0 0 498 11:45 AM 1 225 0 2 228 0 234 2 0 236 1 0 0 3 4 0 0 0 0 0 468 Total 3 921 0 3 927 0 944 4 0 948 2 0 5 4 11 0 0 0 0 0 1886 12:00PM 0 229 0 1 230 0 256 6 0 262 6 0 4 0 10 0 0 0 0 0 502 12:15 PM 0 255 0 0 255 0 283 3 0 286 0 0 2 0 2 0 0 0 0 0 543 12:30 PM 2 253 0 1 256 0 286 2 1 289 1 0 2 1 4 0 0 0 0 0 549 12:45 PM 1 241 0 0 242 0 272 2 1 275 1 0 1 1 3 0 0 0 0 0 520 Total 3 978 0 2 983 0 1097 13 2 1112 8 0 9 2 19 1 0 0 0 0 0 2114 01:00 PM 0 244 0 0 244 0 2fi2 0 1 283 0 0 0 4 4 0 0 0 0 0 511 01:15 PM 1 266 0 0 26] 0 228 2 0 230 1 0 1 0 2 0 0 0 0 0 499 Ot30 PM 3 262 0 0 265 0 276 1 1 278 0 0 3 0 3 0 0 0 0 0 546 01'45 PM 0 267 0 0 267 0 276 0 0 276 0 0 0 1 1 0 0 0 0 0 544 Total 4 1039 0 0 1043 0 1042 3 2 1047 1 0 4 5 10 0 0 0 0 0 2100 Grand Total 10 2938 0 5 2953 0 3083 20 4 3107 11 0 18 11 40 0 0 0 0 0 6100 ' Apprch% 0.3 99.5 0 02 0 99.2 0.6 0,1 275 0 45 2Z5 0 0 0 0 Total% 02 482 0 0.1 484 0 50.5 0.3 0.1 509 02 0 0.3 0.2 0.7 0 0 0 0 0 Cars 10 2913 0 5 2928 0 3066 20 4 3080 11 0 18 11 40 0 0 0 0 0 12096 %Cars 100 99.1 0 100 99.2 0 99.1 100 100 99.1 100 0 100 100 100 0 0 0 0 01 99.1 Heavy Vehicles 0 25 0 0 25 0 21 0 0 2] 0 0 0 0 0 0 0 0 0 0 104 , 0 0.9 0 0 0.8 0 0.9 0 0 0.9 0 0 0 0 0 0 0 0 0 0 09 1 1 1 ' �SA.aaZrs �sw,ry®� ��®sbEtIl®a GPI Project#: 08571 Il®C 9Aawest Maelta File Name : BelleaireSAT ' Lynn, MA N. QuIncp•At MA 02171 Site Code :4 CIl9-@�88-66>�� Client: Jason Plourde Start Date : 5/22/2010 '��'�� tz': Cal-C®Il-CC®® iL:C� wea9a.Cs®trakaic.�rm Page No : 2 of 4 Route 10] Route l0] Belleaire Ave Northbound Southbound Eastbound Westbound Stall Time Left Thru Might Peds App.total Lefl Thru Ri ht Peds A9p�Tolal Leff Thm Ri M Peds a,,,T.ol Lefl Thru I RI ht I Peds I npp.Tome Int Total Peak Hour Analysis From 11:00 AM to 01:45 PM-Peak 1 of 1 'Peak Hour for Entire tntersection Begins at 12:15 PM 12:15 PM 0 255 00 255 0 283 3 0 286 0 0 2 0 2 0 0 0 0 0 543 1230 PM 2 253 0 1 256 0 286 2 1 289 1 0 2 1 4 0 0 0 0 0 549 12:45 PM 1 241 0 0 242 0 272 2 1 275 1 0 1 1 3 0 0 0 0 0 520 0100 PM 0 244 0 0 244 0 262 0 1 263 0 0 0 4 4 0 0 0 0 0 511 ' Total Volume 3 993 0 1 997 0 1103 ] 3 1113 2 0 5 6 13 0 0 0 0 0 2123 h .Total 0.3 99.6 0 0.1 0 99.1 0.6 0.3 15.4 0 36.5 46.2 0 0 0 0 PHF .375 .974 .000 .250 .974 .000 .964 .583 .750 .963 .500 .000 .625 375 .813 .000 .000 .000 .000 .000 .967 Cars 3 985 11 989 0 1097 7 3 1107 2 0 5 6 13 0 0 0 0 0 2109 %Cars 100 992 0 100 99.2 0 99.5 100 100 99.5 100 0 100 100 100 0 0 0 0 0 99.3 Heavy Vehicles 0 8 0 0 8 0 6 0 0 6 0 0 0 0 0 0 0 0 0 0 14 ' xHeavy vamaes 0 0.8 0 0 0.8 0 0.5 0 0 0.5 0 0 0 0 0 0 0 0 0 0 M Route Out In Total 987 1107 2094 8 6 14 995 1113 2108 7 1097 0 3 0 6 0 0 7 1103 0 3 ' Right Thru Left Peds ' Peak Hour Data g N O N N O N^ } O mJ � O ^O O O m Ooo North o 0 0 a c o .� Peak Hour Begins at 12:15 PM ~= 0 0 0 m u otnt v Cars 000� Hea VehiGes O� oomy 0 � o a '�^ Ooo 000= t Left Th Right Peds t985 1 0 1 2091 142105 ' Out In Total Tura gna survey F"ediften GPI Project#: 08571 106 o]nanre n Et®and File Name : BelleaireSAT, Lynn, MA N. ill =A 02171 Site Code : 4 Client: Jason Plourde 3P' 817' 8'8888 Start Date : 5/22/2010 % €'. 117-8®1-88®t) Page No : 4of4 ASetragna.00M Groups Pull w Vehicles Routa 107 Route 10] Bellaire Ave Northbound Southbound Eastbound Westbound Start Time Left Thou Right Peds App,Total Left Thru Right Petls App.Tolal Left Thou Right Patls App.Toil Leh Thou Right Peds App.Total Intimal ' 11 00AM 0 5 0 0 5 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 7 11:15 AM 0 3 0 0 3 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 5 11:30 AM 0 3 0 0 3 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 6 11:45 AM 0 2 0 0 2 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 4 Total 0 13 0 0 13 0 9 0 0 9 0 0 0 0 0 0 0 0 0 0 22 12:00 PM 0 1 0 0 1 0 4 0 0 4 0 0 0 0 0 0 0 0 0 0 5 12:15 PM 0 4 0 0 4 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 fi 12:30 PM 0 1 0 0 1 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 3 1245 PM 0 2 0 0 2 0 1 0 0 1 0 90 0 0 0 0 0 0 0 3 Total 0 8 0 0 8 1 0 9 0 0 9 1 0 0 0 0 0 1 0 0 0 0 0 1 17 01:00 PM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 2 01:15 PM 0 1 0 0 1 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 3 01:30 PM 0 1 0 0 1 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 3 01'45 PM 0 1 0 0 1 0 4 0 0 4 0 0 0 0 0 0 0 0 0 0 5 Total 0 4 0 0 41 0 9 0 0 9 1 0 0 0 0 0 0 0 0 0 0 13 Grand Total 0 25 0 0 25 027 0 0 27 0 0 0 0 0 0 0 0 0 0 52 A 0 101 0 0 48.1 0 510 0 48. 9 0 0 51.9 0 0 0 0 0 0 0 0 a Route 107 Route 107 Belleaire Ave North pull Southbound Eastbound Westbound Stall Time Leh Thou Right Peds App.Tinel Left Thru Higin Peds;APPTool Left Thou Ri ht P. A iolal LeX Thm Ri ht Petls As,Tmal no Total I ' Peak Hour Analysis From 11'.00 AM to 01:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:00 AM 1100 AM 0 5 0 0 5 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 7 11'.15 AM 0 3 0 0 3 0 2 0 0 2 0 0 0 0 0 a 0 0 0 0 5 11'.30 AM 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 6 1145 AM 0 2 0 0 2 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 4 Total Volume 0 13 0 0 13 0 9 0 0 9 0 0 0 0 0 00 0 0 0 22 Y Act.Total 0 100 0 0 0 100 0 0 0 0 0 0 0 0 0 0 PHF 000 .650 ,000 .000 .650 .000 .750 .000 .000 .750 1 .000 .000 .000 .000 .000 1 .000 000 .000 .000 000 .786 Peak Hour Analysis From 11:00 AM to 01:45 PM-Peak 1 of 1 Peak Hour for Each Approach Begins at, ' 1100 AM 11:15 AM 11:00 AM 11:00 AM +0 mins. 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 +15 mins. 0 3 0 0 3 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 +30 mins. 0 3 0 0 3 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 *45 nuns. 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 TO=OT lume 0 13 0 0 13 0 11 0 0 11 0 0 0 0 0 0 0 0 0 0 ' . 0 100 0 0 0 100 0 0 0 0 0 0 0 0 0 0 P" .000 .650 .000 .000 .650 .000 bad .000 .000 .688 .000 .000 .000 000 000 1 .000 .000 .000 .000 .000 T^r8e8P•PC Y71mr�a'e9 hSs�edPCPe>R GPI Project#: 08571 106 shaLr®1n ROOLd File Name : BuchAM Lynn, MA 1q• Q vLlnaF• PEA 0$191 Site Code : 5 Client: Jason Plourde !(�� r' 617-40x5-6656 �r 1�4 619-808-5800 Start Date : 5/25/2010 r.11 AseuraLtna.001R Page No : 1 of 4 ' Groups Printed-Cars-Heavy Vehicles Route 107 Route 107 Buchanan Circle ' Northbound Southbound Eastbound Westbound Start Time Left Thru Right Peds �.ram Left I Thru I Right I Peds Tout Left I Thru I Right I Peds Left Thru I Right I Peds roo_,o.oi im.To�ai 07:00 AM 0 181 4 0 185 1 164 0 0 165 0 0 0 0 0 9 0 4 1 14 364 07:15 AM 0 232 4 0 236 2 224 0 0 226 0 0 0 0 0 6 0 2 2 10 472 07:30 AM 0 257 2 0 259 2 240 0 0 242 0 0 0 0 0 4 0 2 0 6 507 ' 07:45 AM 0 283 6 0 289 4 217 0 0 221 0 0 0 0 0 13 0 4 0 17 527 Total 0 953 16 0 969 9 845 0 0 854 0 0 0 0 0 32 0 12 3 47 1870 08:00 AM 0 295 6 0 3013 258 0 0 261 0 0 0 0 0 8 0 7 1 16 578 08:15 AM 0 273 6 0 279 2 254 0 0256 0 0 0 0 0 4 0 5 0 9 544 ' 0 486 08'45 AM 0 257 2 0 259 1 187 1 0 0 188 0 0 0 0 0 0 0 5 0 5 452 Total 0 1078 16 0 1094 1 8 918 0 0 926 1 0 0 0 0 0 1 16 0 22 2 40 1 2060 Grand Total 0 2031 32 0 2063 17 1763 0 0 1780 0 0 0 0 0 48 0 34 5 87 3930 ' Apprch% 0 98.4 1.6 0 1 99 0 0 0 0 0 0 55.2 0 39.1 5.7 Total% 0 51.7 0.8 0 52.5 0.4 44.9 0 0 45.3 0 0 0 0 0 1.2 0 0.9 0.1 2.2 Cars 0 1968 30 0 1998 16 1699 0 0 1715 0 0 0 0 0 45 0 32 582 7590 Cars 0 96.9 93.8 0 96.8 94.1 96.4 0 0 96.3 0 0 0 0 0 93.8 0 94.1 100 94.3 96.6 ee,,Vehd,e 0 63 2 0 65 1 64 0 0 65 0 0 0 0 0 3 0 2 0 5 270 %aaw vmme 0 3.1 6.2 0 3.2 5.9 3.6 0 0 3.7 0 0 0 0 0 6.2 0 5.9 0 5.7 3.4 cute Out to Total 2000 1715 3715 65 fi5 130 2065 1780 3845 ' 0 1699 16 0 0 64 1 0 0 1763 17 0 Right Thru Left Peds .� 1 4 �000 Door p B J F � ^ANN �WOAiO North c Door 5/15(20100845 AM m m> > ' 45 K y Cars p 0 0 o Hea VehiGes �n a n w NN n morn °i O'O' ' 4 T Left Thru Right Peds 0 1968 30 0 0 63 2 0 0 2031 32 0 19:8 37,42 18132 11 2063 3874 Out In Total WV91.211c SV-PVOV ®d1t1®a 1®� O1ba"n MOacl , GPI Project#: 08571 .� r, File Name : BuchAM 291'. QvLlncy, ICA 02171 Lynn, MA IP, 617_"8.5686 Site Code : 5 Client: Jason Plourde ]Pa 617-801-8800 Start Date : 5/25/2010 � Www.f15OtvvL2x1v.QQzgL Page No : 2 of 4 Route 107 Route 107 Buchanan Circle ' Northbound Southbound Eastbound Westbound Start Time J Left I Thru I Right I.Peds J roc..a.i Left Thru Right Peds I roo.Totai Left I Thru I Right I Peds Iroc.,ad Left Thru I Right I Peds Iroc.mei IEEE , Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak i of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 257 2 0 259 2 240 0 0 242 0 0 0 0 0 4 0 2 0 6 507 07:45 AM 0 283 6 0 289 4 217 0 0 221 0 0 0 0 0 13 0 4 0 17 527 08:00 AM 0 295 6 0 301 3 258 0 0 261 0 0 0 0 0 8 0 7 1 16 578 , 08:15 AM 0 273 6 0 279 2 254 0 0 256 0 0 0 0 0 4 0 5 0 9 544 Total Volume 0 1108 20 0 1128 11 969 0 0 980 0 0 0 0 0 29 0 18 1 48 2156 %App.Total 0 98.2 1.8 0 1.1 98.9 0 0 0 0 0 0 60.4 0 37.5 2.1 PHF .000 .939 .833 .000 .937 .688 .939 .000 .000 .939 .000 .000 .000 .000 .000 .558 .000 .643 .250 .706 .933 Cars 0 109 18 0 1097 10 932 0 0 942 0 0 0 0 0 26 0 17 1 44 2083 , %Cars 0 97.4 90.0 0 97.3 90.9 96.2 0 0 96.1 0 0 0 0 0 89.7 0 94.4 100 91.7 96.6 Heat'Vehiaes 0 29 2 0 31 1 37 0 0 38 0 0 0 0 0 3 0 1 0 4 73 xamw vmmd 0 2.6 10.0 0 2.7 9.1 3.8 0 0 3.9 0 0 0 0 0 10.3 0 5.6 0 8.3 3.4 Route 107 , Out In Total 1096 942 2038 30 38 68 ' 1126 980 2106 0 932 10 0 0 37 1 0 0 969 11 0 , Right Thru Left Peds 1 L. Peak Hour Data X000 OOOJ } � * p O th B J ➢ , 000 � Nor `;wm^c om Peak Hour Begins at 07:30 AM Cars r- Heavy VehiGes 000y O � a 41 Left Thru Ri ht Peds , 0 1079 18 0 0 29 2 0 01 11081 201 0 9581097 2055 40 31 71 998 1128 2126 Out In Total , rTreeltle survey MzVedltiou ' GPI Project#:08571 -� 106 BEtwm®a R981.4111 File Name : BuchAM 11 Lynn, MA '� N. dltatitey. PAA 08171 Site Code : 5 Client: Jason Plourde P: 619-c-"-5086 Start Date : 5/25/2010 f _J ri 619-801-8800 Page No :404 rrrr�r�. .taotrgL221c.e®ae Groups Printeavy Vehicles Route 107 Route 107 Buchanan Circle Northbound Southbound Eastbound Westbound ' Slart Time Left Thru I Right Peds Left I Thru I RightI Peds I Mp.Ttto I Left I Thru I Right Peds cyp.raa Left Thru Right Peds rami mt.Total 07:00 AM 0 9 0 0 9 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 12 07:15 AM 0 11 0 0 11 0 6 0 0 6 0 0 0 0 0 0 0 0 0 0 17 07:30 AM 0 3 0 0 3 0 10 0 0 10 0 0 0 0 0 0 0 0 0 0 13 ' 07:45 AM 0 4 1 0 5 1 8 0 0 9 0 0 0 0 0 2 0 0 0 2 16 Total 0 27 1 0 28 1 27 0 0 28 1 0 0 0 0 0 2 0 0 0 2 1 58 08:00 AM 0 12 1 0 13 0 10 0 0 10 0 0 0 0 0 1 0 1 0 2 25 08:15 AM 0 10 0 0 10 0 9 0 0 9 0 0 0 0 0 0 0 0 0 0 19 08:30 AM 0 7 0 0 7 0 7 0 0 7 0 0 0 0 0 0 0 1 0 1 15 0845 AM 0 7 0 0 7 0 11 0 0 11 0 0 0 0 0 0 0 0 0 0 18 Total 0 35 1 0 37 1 0 37 0 0 37 1 0 0 0 0 0 I 1 0 2 0 3 1 77 Grand Total0 63 2 0 65 1 64 0 0 65 0 0 0 0 0 3 0 2 0 5 135 ' A Total% 0 46.7 1.5 0 48.1 0.7 47.4 0 0 48.1 0 0 0 0 0 2.2 0 1.5 0 3.7 ' Route 107 Route 107 Buchanan Circle Northbound Southbound Eastbound Westbound Start Time It I Thru I Right I Peds II Len I Thru 1 Right 1 Peds II Left I Thru Ri ht Peds .mm, Left Thru Ri ht Peds rop.rami m�.mtai 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 0 12 1 0 13 0 10 0 0 10 0 0 0 0 0 1 0 1 0 08:15 AM 0 10 0 0 10 0 9 0 0 9 0 0 0 0 0 0 0 0 0 0 19 ' 08:30 AM 0 7 0 0 7 0 7 0 0 7 0 0 0 0 0 0 0 1 0 1 15 08:45 AM 0 7 0 0 7 0 0 0 0 0 0 0 0 0 0 0 0 0 18 0 36 1-0 37 0 37 0 0 37 0 0 0 0 0 1 0 2 0 3 77 0 97.3 2.7 0 0 100 0 0 0 0 0 0 33.3 0 66.7 0 PHF .000 .750 .250 .000 .712 1 .000 .841 .000 .000 .841 .000 .000 .000 .000 .000 .250 .000 .500 .000 .375 .770 Peak Hour Analysis From 07:00 AM to 08:45 AM -Peak 1 of 1 Peak Hour for Each Approach Begins at: +0 MT08:00 AM 07:30 AM 07:00 AM 07:45 AM OI 0 0 0 0 0 0 0 0 0 0 0 0 ' +15 mins. 0 10 0 0 10 8 0 0 9 0 0 0 0 0 1 0 0 2 +30 mins. 0 7 0 0 7 0 10 0 0 10 0 0 0 0 0 0 0 0 0 0 +45 mins. 0 7 0 0 7 0 9 0 0 9 0 0 0 0 0 0 0 1 0 1 0 36 1 0 37 1 37 0 0 38 0 0 0 0 0 3 0 2 0 5 0 97.3 2.7 0 2.6 97.4 0 0 0 0 0 0 60 0 40 0 PHF .000 .750 .250 .000 .712 7250 .925 .000 .000 .950 .000 .000 .000 .000 .000 .375 .000 .500 .000 .625 Tva2 GPI Project#: 08571 l �� aac Sttr®6T 19MV6A.tt1®s File Name : BuchPM ' 106 S3CElr6A L�6Wd Lynn, MA —� N. Qu1Ra.- MA 08171 Site Code : 5 Client: Jason Plourde lam. 617-"8-5888 Start Date : 5/25/2010 ra 517-8®1-88®® Page No : 1 of 4 Vol w w ts®trQ2216.6®M Groups Printed-Cars-Heavy Vehicles Route 107 Route 107 Buchanan Circle Northbound Southbound Eastbound Westbound $tart Time Left Thru Right Peds Left Thru Right I Peds Mp.Teri Left Thru Right Peds bp.Tm,i Left Thru Right Peds r.pp.To., rot.Total , 04:00 PM 0 255 2 0 257 1 306 0 0 307 0 0 0 0 0 4 0 0 0 4 568 04:15 PM 0 270 3 0 273 2 307 0 0 309 0 0 0 0 0 1 0 3 0 4 586 04:30 PM 0 268 7 0 275 8 306 0 0 314 0 0 0 0 0 3 0 0 0 3 592 04:45 PM 0 243 11 0 254 2 294 0 0 296 0 0 0 0 0 6 0 4 1 11 561 Total 0 1036 23 0 1059 13 1213 0 0 1226 0 0 0 0 0 1 14 0 7 1 22 2307 05:00 PM 0 254 7 0 261 2 299 0 0 301 0 0 0 0 0 2 0 3 0 5 567 05:15 PM 0 247 6 0 253 1 307 0 0 308 0 0 0 0 0 1 0 3 0 4 565 05:30 PM 0 282 6 0 288 4 254 0 0 258 0 0 0 0 0 5 0 3 0 8 554 05:45 PM 0 287 4 0 291 2 270 0 0 272 0 0 0 0 0 5 0 1 1 7 570 Total 0 1070 23 0 1093 9 1130 0 0 1139 0 0 0 0 Ol 13 0 10 1 24 1 2256 Grand Total 0 2106 46 0 2152 22 2343 0 0 2365 0 0 0 00 27 0 17 2 46 4563 Apprch% 0 97.9 2.1 0 0.9 99.1 0 0 0 0 0 0 58.7 0 37 4.3 ' Total% 0 46.2 1 0 47.2 0.5 51.3 0 0 51.8 0 0 0 0 0 0.6 0 0.4 0 1 Cars 0 2066 44 0 2110 22 2308 0 0 2330 0 0 0 0 0 27 0 16 2 45 8970 Cars 0 98.1 95.7 0 98 100 98.5 0 0 98.5 0 0 0 0 0 100 0 94.1 100 97.8 98.3 Hea,Vemdes 0 40 2 0 42 0 35 0 0 35 0 0 0 0 0 0 0 1 0 1 156 %eeayvmmisz 0 1.9 4.3 0 2 0 1.5 0 0 1.5 0 0 0 0 0 0 0 5.9 0 2.2 1.7 , Route ' Out to Total 2082 2330 4412 41 35 76 2123 2365 4488 0 2308 22 0 ' 0 35 0 0 0 2343 0 Right Thru Left Peds 1—'t 1 14 J�O "oO 0 0 0 North ' 000 F—� 525201004:00 PM � 000 o 0 o t 525/2010 05:45 PM Cars N 0 0 0 0 0 o N HeavyVehldes O aN NON A W f 4, r Left Thru Ri ht Peds 0 2066 44 0 0 40 2 0 0 2106 46 0 2335 2110 4445 35 42 77 2370 2152 4522 Out In Total ' wrwltte survey 1r zvedttten GPI Project#: 08571 1J� 106 shaLron ROOM File Name : BuchPM ' Lynn, MA N. Quincy, P&A 00171 Site Code Fa 617 91918-5686 : 5 Client: Jason Plourde �� g, 617-801-8800 Start Date : 5/25/2010 �) w awuv.lteetratllO.00ma Page No : 2 of 4 ' Route 107 Route 107 Buchanan Circle Northbound Southbound Eastbound Westbound Start Time Left Thru Right Peds Pop.Taal Lett Thru Right Peds Mp.roui Lek Thru Right I Peds p.,o-iI Lett I Thru I Right I Peds I Pop.Taal I Il.Tmal ' Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 255 2 0 257 1 306 0 0 307 0 0 0 0 0 4 0 0 0 4 568 04:15 PM 0 270 3 0 273 2 307 0 0 309 0 0 0 0 0 1 0 3 0 4 586 04:30 PM 0 268 7 0 275 8 306 0 0 314 0 0 0 0 0 3 0 0 0 3 592 04:45 PM 0 243 11 0 254 2 294 0 0 296 0 0 0 0 0 6 0 4 1 11 561 Total Volume 0 1036 23 0 1059 13 1213 0 0 1226 0 0 0 0 0 14 0 7 1 22 2307 App.Total 0 97.8 2.2 0 1.1 98.9 0 0 0 0 0 0 63.6 0 31.8 4.5 PHF .000 .959 .523 .000 .963 .406 .988 .000 .000 .976 .000 .000 .000 .000 .000 .583 .000 .438 .250 .500 .974 Cars 0 109 21 0 1030 13 129 0 0 1213 0 0 0 0 0 14 0 6 1 21 2264 Cars 0 97.4 91.3 0 97.3 100 98.9 0 0 98.9 0 0 0 0 0 100 0 85.7 100 95.5 98.1 Heavy Vehicles 0 27 2 0 29 0 13 0 0 13 0 0 0 0 0 0 0 1 0 1 43 x Hm� veade 0 2.6 8.7 0 2.7 0 1.1 0 0 1.1 0 0 0 0 0 0 0 14.3 0 4.5 1.9 ' Route 107 Out In Total 1015 1213 F-T2728 2 3 10431 411 1226 2269 0 1200 /3 0 0 13 0 0 0 1213 13 0 Right Thru Lett Peds 1 4 Peak Hour Data 000Ys m 000 � North s peak Hour Begins at 04:00 PM ~E o 0 0 _ 000.. Cars N��= � ' _o 0 0 Hea VehiGes .(-^p o p O� o00 4, T Lett Thru Ri ht Peds 0 1009 21 0 0 27 2 0 0 1036 23 0 1214 103 F-2T24 4 ' 1227 1059 2286 out In Total iI Route ' i 1 1 'Jl 1 �� VMUIC ffurvey F4alpadItlan 1 GPI Project#: 08571 108 119ha"EL ReaLt4 File Name : BuchPM N. QUULOY. 11111A 08171 Lynn, MA 3P= 81%-488-5888 Site Code : 5 e 1 Client: Jason Plourde Fit 819-801-8800 Start Date : 5/25/2010 �� www.tsetz-90169.00M Page No :4 of 4 Grou s Printed-Heav Vehicles 1 Route 107 Route 107 Buchanan Circle Northbound Southbound Eastbound Westbound Start Time Left Thru Right Peds rop.Total Left Thru I Right I Peds Inyp.miai LeflI Thru Right Peds bp.rmai Left I Thru I Right I Peds mui. Int.T.wl 1 04:00 PM 0 7 0 0 7 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 9 04:15 PM 0 9 0 0 9 0 5 0 0 5 0 0 0 0 0 0 0 0 0 0 14 04:30 PM 0 6 0 0 6 0 4 0 0 4 0 0 0 0 0 0 0 0 0 0 10 04:45 PM 0 5 2 0 7 0 2 0 0 2 0 0 0 0 0 0 0 1 0 1 10 Total 1 0 27 2 0 29 0 13 0 0 13 0 0 0 0 0 0 0 1 0 1 43 1 05:00 PM 0 5 0 0 5 0 7 0 0 7 0 0 0 0 0 0 0 0 0 0 12 05:15 PM 0 2 0 0 2 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 4 05:30 PM 0 4 0 0 4 0 8 0 0 8 0 0 0 0 0 0 0 0 0 0 12 05:45 PM 0 2 0 0 2 0 5 0 0 5 0 0 0 0 0 0 0 0 0 0 7 1 Total 0 13 0 0 13 1 0 22 0 0 22 0 0 0 0 0 0 0 0 0 0 1 35 Grand Total0 40 2 0 42 0 35 0 0 35 0 0 0 0 0 0 0 1 0 1 78 Apprch% 0 95.2 4.8 0 0 100 0 0 0 0 0 0 0 0 100 0 1 Total% 0 51.3 2.6 0 53.8 0 44.9 0 0 44.9 0 0 0 0 0 0 0 1.3 0 1.3 Route 107 Route 107 Buchanan Circle 1 Northbound Southbound Eastbound Westbound Start Time I Left I Thm I Right I Peds Irop.Taal I Lett Thru I Right I Peds I Ppmai I Left I Thru I Right I Peds I ftp,Taal I Left I hru I Right I Peds I .np.roaiI mrrmai Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of i 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 0 9 0 0 9 0 5 0 0 5 0 0 0 0 0 0 0 0 0 0 14 04:30 PM 0 6 0 0 6 0 4 0 0 4 0 0 0 0 0 0 0 0 0 0 10 04:45 PM 0 5 2 0 7 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 10 1 05:00 PM 0 5 0 0 5 0 0 0 0 0 0 0 0 0 0 0 12 0 25 2 0 27 0 18 0 0 18 0 0 0 0 0 0 0 t 0 1 41 0 92.6 7.4 0 0 100 0 0 0 0 0 0 0 0 100 0 PHF .000 .694 .250 .000 .750 .000 .643 .000 .000 .643 1 .000 .000 .000 .000 .000 1 .000 .000 .250 .000 .250 1 .821 Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 1 Peak Hour for Each Approach Begins at: 04:00 PM 05:00 PM 04:00 PM 04:00 PM +0 mins. 0 7 0 0 7 0 7 0 0 7 0 0 0 0 0 0 0 0 0 0 +15 mins. 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 1 +30 mins. 0 6 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins. 0 5 0 7 0 5 0 0 5 0 0 0 0 0 0 0 0 0 27 2 0 29 0 22 0 0 22 0 0 0 0 0 0 o t 0 1 0 93.1 6.9 0 0 100 0 0 0 0 0 0 0 0 100 0 PHF .000 .750 .250 .000 .806 .000 .688 .000 .000 .688 .000 .000 .000 .000 .000 I 000 .000 .250 .000 .250 1 i 1 i 1 1 1 GPI ect#: 08571 166 SURVOan 18Proj ®wd t ��' N. EQa Ivey, DIA ®2191 File Name : buchsat Lynn, MA Site Code : 5 Client: Jason Plourde El 619-501-55®O 617-805-5656 Start Date : 5/22/2010 � rJ .tom®iswt381c.e®� Page No : 1 of 4 GroupsPrinted-Cars-Reav Vehicles Route 107 Route 107 Buchanan Circle NoMbound Southbound Eastbound Westbound ' Start Time Left Th m Right Petls µ.p.Tout Left Thru I Right Peds I app.Tma' Lair Thru Right Peds rop.Tom' Left Thru Right Peds Pjp_Ta.' Int Total 11:00 AM 0 218 5 0 223 6 215 0 0 221 0 0 0 0 0 8 0 ] 0 15 459 11:15 AM 0 225 4 0 229 8 231 00 239 0 0 0 0 0 7 0 6 3 16 484 11:30 AM 0 234 7 0 241 7 248 0 0 255 0 0 0 0 0 8 0 8 2 18 514 1145 AM 0 219 4 0 223 7 227 0 0 234 0 0 0 0 0 11 0 7 2 20 477 Total 0 896 20 0 916 1 28 921 0 a 949 0 0 0 0 0 34 0 28 7 fig 1934 1 12'30 PM 0 245 8 0 253 8 280 0 0 288 0 0 0 0 0 8 0 10 0 18 559 12:45 PM 0 233 8 0 241 8 265 0 0 273 0 0 0 0 0 8 0 9 0 1] 531 Total I 0 941 32 0 973 28 10]8 0 0 1105 0 0 0 0 0 I 30 0 40 2 72 1 2151 01 00 PM ' 01:30 PM 0 259 12 0 261 10 269 0 0 279 0 0 0 0 0 13 0 6 0 6 429 549 0145 PM 0 263 2 0 265 5 271 0 0 276 0 0 0 0 0 10 0 4 2 16 557 Total 0 1018 22 0 1040 26 1020 0 0 1046 0 0 0 0 0 30 0 25 8 63 2149 ' Grand Total 0 2855 74 0 2929 82 3019 0 0 3101 0 0 0 00 94 0 93 17 204 6234 Apprch% 0 97.5 2.5 0 26 97.4 0 0 0 0 0 0 4691 0 45.6 8.3 Total% 0 45.8 1.2 0 47 13 48.4 0 0 49.7 0 0 0 0 0 1.5 0 1.5 0.3 3.3 Cars 0 2830 74- 0 290482 2992 0 0 3074 0 0 0 0 0 94 0 93 17 204 12364 %Cars 0 99.1 100 0 99.1 100 99.1 0 0 99.1 0 0 0 0 0 100 0 100 100 100 99.2 ' 0 25 0 0 25 0 27 0 0 27 0 0 0 0 0 0 0 0 0 0 104 0 0 .9 0 0 0.9 0 0.9 0 0 0.9 0 0 0 0 0 0 0 0 0 0 0.8 1 1 ° eL211c ouvv®$ FE�c6141®�. 1 GPI Project#: 08571J 1®6 6heur®m >:a®atm File Name : buchsat Lynn, MA N. Q�t>slatcp, . 08171 Site Code : 5 6 Ps 619-448- 686 Client: Jason Plourde pa 4117-801-8806 Start Date : 5/22/20101 �� x.49®41+cilllc.cclln Page No : 2 of 4 Route iW Route 107Buchanan Circle 1 III Northbound Southbound _ _ Eastbound Westbound Start Time Left Thm I Right I Peds I µp.Tabi I Left Firm I Righty Paris I pp.Total I Left ThruI Right Peds I ayp.Tocol Left Thm Right Peds ppp.Tprl Int.Total Peak Hour Analysis From 11:00 AM to 01:45 PM-Peak 1 of t Peak Hour for Entire Intersection Begins at 12:15 PM 1 12:15 PM 0 243 12 0 255 3 282 0 0 285 0 0 0 0 09 0 12 2 23 563 1230 PM 0 245 B 0 253 a 280 0 0 288 0 0 0 0 0 6 0 10 0 18 559 12:45 PM 0 233 8 0 241 8 265 0 0 273 0 0 0 0 0 8 0 9 0 17 531 01:00 PM 0 235 7 0 242 1 255 0 0 262 0 0 0 0 0 7 0 9 2 18 522 Total Volume 0 956 35 0 991 26 1082 0 0 1108 0 0 0 0 0 32 0 40 4 76 2175 1 %App.Total 0 96.5 3.5 0 2.3 97.7 0 0 0 0 0 0 42.1 0 52.6 5.3 PHF .000 .976 .729 .000 .972 .813 .959 .000 .000 .962 .000 .000 .000 .000 000 .889 000 .833 .500 .626 .966 Cars 0 948 35 0 983 26 1076 0 0 1102 0 0 0 0 0 32 0 40 4 76 2161 %Cars 0 99.2 100 0 99.2 100 994 0 0 99.5 0 0 0 0 0 100 0 100 100 100 99.4 Heavy Vehicles 0 8 0 0 8 0 6 0 0 6 0 0 0 0 0 0 0 0 0 0 14 %Hmvyvehlcies 0 0.8 0 0 0.8 0 0.6 0 0 0.5 0 0 0 0 0 0 0 0 0 0 0.6 1 Route Out In Total 996 1108 20104 1 ! 0 1076 26 0 0 6 0 0 0 1082 26 1 Right ThN Left PetlS Peak Hour Data 1 g000 000 P, A 1 000 m o5 North o 0o y s Peak Hour Begins at 12:15 PM 4—c o 0 0 000r Cars m mom o 1 Haan,Vehicles P v o v O 0O ym to d VOJ� V A O A 1 4-1 F" Left Thru Ri ht Peds 0 948 35 0 0 8 0 0 01 9561 351 0 11104 998 21005 1 Out In Total 1 1 1 1 1 ' IiA Wrettlc Survey ZZHe�ltlan GPI Project#: 08571 106 aaeeren ROand File Name : buchsat �. OWMit.ay, FILA 08171Lynn, MA Site Code : 5 lamit 619-"e-sisseClient: Jason Plourde 77IJ F`it 617-801-8800 Start Date : 4 of 4 010 � www.tuetmgglo.com Page No : 4 of 4 ' Groups Prmted Vehicles Route 107 Route 107 Buchanan Circle Northbound Southbound Eastbound Westbound Start Time Left Thru Right Petls bn Tma Left Thm Right I Pads µn.mem Left Thin, Right I Pods An,Torsi Left Thm ftigM Petls rmp.mm Int Total 11:00 AM 0 5 0 0 5 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 7 11: 15 AM 0 3 0 0 3 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 5 11:30AM 0 3 0 0 3 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 6 11:45 AM 0 2 0 0 2 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 4 Total 0 13 0 0 13 0 9 0 0 9 0 0 0 0 0 0 0 0 0 0 22 12:30 PM 0 1 0 0 1 0 2 0 0 20 0 0 0 0 0 0 0 0 0 3 12:45 PM 0 2 0 0 2 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 3 Total 1 0 8 0 0 8 0 9 0 0 9 1 0 0 0 0 0 0 0 0 0 0 1 17 ' 01:30 PM 0 1 0 0 1 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 3 01'45 PM 0 1 0 0 1 0 4 0 0 4 0 0 0 0 0 0 0 0 0 0 5 Total 0 4 0 0 4 0 9 0 0 9 1 0 0 0 0 0 0 0 0 0 0 1 13 ' Grand A TP0 10ota% 0 48.01 0 0 48.5 0 510. 9 0 0 5. 0 0 0 0 0 0 0 0 0 0 52 Route 107 Route 107 Buchanan Cimle Nordght IF Southbound Eastbound Westbound ' Start Time Lett Thru Ri 4 Petls om.roue LeX Thru Ri ht Petls .rose Lefl TM1ru Right Peds .raze Left Thru Right Pass Taae Int Total Peak Hour Analysis From 11:00AM Begins s at 1 :0 -Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:00 AM 11:00 AM 0 5 0 0 5 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 7 11:15 AM 0 3 0 0 3 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 5 1130 AM 0 3 0 0 3 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 6 ' 11:45 AM 0 2 0 0 2 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 Total Volume 0 13 0 0 13 0=9 0 0 9 0 0 0 0 0 0 0 0 0 0 222 %App,Total 0 100 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .650 .000 000 650 .000 .]50 000 .000 .750 .000 .000 .000 000 - .000 .000 .000 .000 .000 .000 786 Peak Hour Analysis From 11:00 AM to 01:45 PM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 11:00 AM 11:15 AM 11:00 AM 11:00 AM +0 mins. 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 +15 nuns. 0 3 0 0 3 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 +30 mins. 0 3 0 0 3 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 +45 mns. 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 ' Total Volume 0 13 0 0 13 0 11 0 0 11 0 0 0 0 0 0 0 0 0 0 %A .Total 0 100 0 0 0 100 0 0 0 0 0 0 0 0 0 0 PHF .000 .650 .000 .000 .650 .000 .688 .000 .000 .688 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 1 Intersection Capacity Analysis ' Western Ave @ Waitt Ave/Maple St 2/16/2010 Fane Group EB EBT EBR WBL WB WBR NEL NET NER SWL S SWR Lane Configurations + + + + Volume(vph) 113 280 9 109 334 3 10 485 100 2 540 9 , Confl.Peds.(#/hr) 1 3 3 1 1 2 2 1 Confl.Bikes(#/hr) Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 ' Growth Factor 100% 100% 100% 100% 100% 100% 100% 4000/0 100% 100% 100% 100% Heavy Vehicles(%) 2% 2% 2% 2% 2% 2% 4% 4% 4% 4% 4% 4% Bus ) #/hr Blockages 0 0 0 0 0 0 0 0 0 0 0 0 9 ( Parking (#/hr) 0 0 ' Mid-Block Traffic(%) 0% 0% 0% 0% Shared Lane Traffic(%) Lane Group Flow(vph) 0 428 0 0 474 0 0 633 0 0 586 0 ' Turn Type Perm Perm Perm Perm Protected Phases 2 6 4 8 Permitted Phases 2 6 4 8 Detector Phase 2 2 6 6 4 4 8 8 ' Switch Phase Minimum Initial(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split(s) 16.0 16.0 16.0 16.0 20.0 20.0 20.0 20.0 , Total Split(s) 29.0 29.0 0.0 29.0 29.0 0.0 24.0 24.0 0.0 24.0 24.0 0.0 Total Split(%) 41.4% 41.4% 0.0% 41.4% 41.4% 0.0% 34.3% 34.3% 0.0% 34.3% 34.3% 0.0% Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 4.0 Lead/Lag ' Lead-Lag Optimize? Recall Mode Max Max None None Max Max None None Act Effct Green(s) 24.3 24.3 19.2 19.2 Actuated g/C Ratio 0.43 0.43 0.34 0.34 ' v/c Ratio 0.73 0.76 1.04 0.92 Control Delay 25.4 25.9 69.5 43.8 Queue Delay 0.0 0.0 0.0 0.0 , Total Delay 25.4 25.9 69.5 43.8 LOS C C E D Approach Delay 25.4 25.9 69.5 43.8 Approach LOS C C E D Queue Length 50th(ft) 100 112 191 167 Queue Length 95th(ft) #342 #375 #545 #489 Internal Link Dist(ft) 236 49 618 222 ' Tum Bay Length(ft) Base Capacity(vph) 584 627 611 634 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 0.73 0.76 1.04 0.92 ntersection Summary , Cycle Length:70 AM Existing Conditions Synchro 7- Report ' CIPS Page 1 ' Intersection Capacity Analysis Western Ave @ Waitt Ave/Maple St 2/16/2010 We GFoup EBL EBT EBR 4VBE t%BT WBR NEL NET NER S4VL $N1T SWR Lane Configurations + $► ay + ' Volume(vph) 68 364 1 74 357 5 10 595 111 9 557 2 Confl.Peds.(#/hr) 1 3 3 1 1 10 10 1 Confl.Bikes(#/hr) Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles(0/6) 1% 1% 1% 1% 1% 1% 1% 1% 1% 2% 2% 2% Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 ' Parking (#/hr) 0 0 Mid-Block Traffic(%) 0% 0% 0% 0% Shared Lane Traffic I%) Lane Group Flow(vph) 0 446 0 0 449 0 0 737 0 0 585 0 Turn Type Perm Perm Perm Perm Protected Phases 2 6 4 8 Permitted Phases 2 6 4 8 ' Detector Phase 2 2 6 6 4 4 8 8 Switch Phase Minimum Initial(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split(s) 16.0 16.0 16.0 16.0 20.0 20.0 20.0 20.0 Total Split(s) 29.0 29.0 0.0 29.0 29.0 0.0 24.0 24.0 0.0 24.0 24.0 0.0 Total Split(%) 41.4% 41.4% 0.0% 41.4% 41.4% 0.0% 34.3% 34.3% 0.0% 34.3% 34.3% 0.0% Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 ' All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 4.0 Lead/Lag ' Lead-Lag Optimize? Recall Mode Max Max None None Max Max None None Act Effct Green(s) 24.3 24.3 19.2 19.2 Actuated g/C Ratio 0.43 0.43 0.34 0.34 v/c Ratio 0.63 0.65 1.17 0.92 Control Delay 19.9 20.6 114.2 43.0 Queue Delay 0.0 0.0 0.0 0.0 ' Total Delay 19.9 20.6 114.2 43.0 LOS B C F D Approach Delay 19.9 20.6 114.2 43.0 ' Approach LOS B C F D Queue Length 50th(ft) 98 99 -276 166 Queue Length 95th(ft) #317 #326 #642 #486 Internal Link Dist(ft) 236 45 618 222 Turn Bay Length(ft) Base Capacity(vph) 705 693 632 636 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 0.63 0.65 1.17 0.92 ' ntersectronSummary Cycle Length:70 t PM Existing Conditions Synchro 7- Report CTPS Page 1 1 GPI ' 105 Central Street ' Stoneham, MA 02180 File Name : Route 107 @ Waitt & Maple Ave-SAT Site Code : 08571 Start Date : 6/5/2010 ' Page No : 1 Groups Printed-Cars-Trucks , ROUTE 107 WAITT AVENUE ROUTE 1.07 MAPLE AVENUE Southbound Westbound Northbound Eastbound , Ltaniiwe Left Thru I Right I Peds A .rows Left Thru FtoghtPeds I A .rows Left Thru R. hr Peds A mwi Left Thru Right Peds A Tnwi Im.roi,i 11:00 AM 1 89 0 0 90 17 78 0 0 95 0 81 15 0 96 24 50 1 0 75 356 11:15 AM 0 112 6 0 118 18 71 0 0 89 1 139 19 0 159 32 56 1 0 89 455 11:30 AM 2 123 3 0 128 23 73 0 0 96 I 132 19 0 152 24 56 0 0 80 456 1145 AM 3 117 1 0 121 18 87 1 0 106 l 123 26 0 150 30 60 4 0 94 471 Total 6 441 10 0 457 76 309 1 0 386 1 3 475 79 0 557 110 222 6 0 338 1738 12:00 PM 1 106 0 0 107 22 79 2 0103 0 142 24 0 166 33 77 1 1 112 488 12:15 PM 0 130 1 0 131 30 75 2 1 108 0 153 23 0 176 39 82 0 0 121 536 1230 PM 1 136 1 0 138 26 71 1 0 98 1 151 23 0 175 33 79 2 0 114 525 12:45 PM 0 128 2 0 130 24 73 2 0 99 0 150 24 0 174 29 75 0 0 104 507 Total 2 500 4 0 506 102 298 7 1 408 1 596 94 0 691 134 313 3 1 451 1 2056 01:00 PM 3 133 5 0 141 25 67 0 0 92 1 149 19 0 169 27 77 0 0 104 506 O1:15 PM 3 132 3 0 138 24 82 0 0 106 0 137 26 0 163 26 70 1 0 97 504 01:30 PM 1 122 3 0 126 20 77 1 1 99 4 140 25 1 170 28 77 1 0 106 501 01:45 PM 1 125 2 0 128 22 81 0 0 103 0 139 19 0 158 29 72 0 0 IOI 490 Total 8 512 13 0 533 91 307 l 1 400 5 565 89 1 660 1 110 296 2 0 408T 2001 ' Grand Total 16 1453 27 0 1496 269 914 9 2 1194 9 1636 262 1 1908 354 831 11 1 1197 5795 Apprch% 1.1 971 18 0 22.5 76.5 0.8 0.2 0.5 85.7 13.7 0.1 29.6 694 0.9 0.1 Total% 0.3 25.1 0.5 0 25.8 4.6 15.8 0.2 0 20.6 0.2 28.2 4.5 0 32.9 6.1 14.3 02 0 20.7 ' Cars 16 1419 26 0 1461 264 903 9 2 1178 9 1612 259 1 1881 352 818 11 1 1182 5702 %Cars 100 97,7 963 0 97.7 98.1. 98.8 100 100 98.7 100 98.5 98.9 100 9R.6 99.4 98.4 100 100 9R 7 98,4 Trucks 0 34 1 0 35 5 11 0 0 16 0 24 3 0 27 2 13 0 0 15 93 %Trucks 0 2.3 3.7 0 2.3 1.9 1.2 0 0 1.3 0 1.5 1.1 0 1.4 0.6 1.6 0 0 1.3 1.6 ' 1 1 1 GPI 105 Central Street ' Stoneham, MA 02180 File Name : Route 107 @ Waitt & Maple Ave-SAT Site Code : 08571 Start Date : 6/5/2010 Page No : 2 ROUTE 107 Out In Total Ln 4611 34 1 1999 14 5 3495 ' 21 1414 i6 0 34 0 0 27 7453 16 0 Right Thn, Leff Peds ~ N O ^LOON O�MO D Nro� 2 North `°mu D Z ^ m —� 6/5/2010 17 X00 AM -2 p w N _ 62010 01'45 PM N amm m Q. o f Cars c o ^o^ w Trucks u M N 1 Left Thru Ri ht Peds 9 1612 259 1 - ' 0 24 3 0 91 7636 2621 1 94 1881 3575 39 27 66 1733 1908 3641 Out in Total 1 GPI ' 105 Central Street Stoneham, MA 02180 File Name : Route 107 @ Waitt & Maple Ave-SAT Site Code : 08571 Start Date : 6/5/2010 ' Page No : 3 ROUTE 107 WAITT AVENUE ROUTE 107 MAPLE AVENUE ' Southbound Westbound Northbound Eastbound Start Time LeRI Thru I R. ht I Peds All.Toms Left I Thor I R; ht I Peds rom Left Thru Right I Peds I A,,T..1 Leftj Thou I Pi ht I Peds ppp,Toml I.Tolal Peak Hour Analysis From 11:00 AM to 01:45 PM-Peak 1 of 1 ' Peak Hour for Entire Intersection Begins at 12:15 PM 12:15 PM 0 130 1 0 131 30 75 2 1 108 0 153 23 0 176 39 82 0 0 121 536 12:30 PM 1 136 1 0 138 26 71 1 0 98 l 151 23 0 175 33 79 2 0 114 525 12:45 PM 0 128 2 0 130 24 73 2 0 99 0 150 24 0 174 29 75 0 0 104 507 , 01:00 PM 3 133 5 0 141 25 67 0 0 92 1 149 19 0 169 27 77 0 0 104 506 Total Volnmc 4 527 9 0 540 105 286 5 1 397 2 603 89 0 694 728 313 2 0 443 2074 %App.Total 0.7 97.6 1.7 0 26.4 72 1.3 0.3 0.3 86.9 12.8 0 28.9 70.7 0.5 0 PHF .333 .969 450 .000 .957 .875 .953 .625 .250 .919 .500 .985 .927 .000 ,986 .821 .954 .250 .000 .915 .967 Cars 4 517 9 0 530 104 283 5 1 393 2 596 87 0 685 128 308 2 0 438 2046 ' %Cars 100 98.1 100 0 98.1 99.0 99.0 100 100 99,0 100 988 97.8 0 98.7 100 98.4 100 0 98.9 98.6 Trucks 0 10 0 0 10 1 3 0 0 4 0 7 2 0 9 0 5 0 0 5 28 %Trucks 0 1,9 0 0 1.9 1.0 1.0 0 0 1.0 0 1.2 2.2 0 1.3 0 1,6 0 0 LI 1.4 ROUTE 107 ' Out In Total 726 510 1217 9 517 4 0 ' 0 10 0 0 9 527 4 0 Right Thru Left Peds ' Peak Hour Data ' North Peak Hour Begins at 12:15 PM ~2 m W w W NONL IWD� G J :�E� Cars J 4 W m m N a K 1 Trucks ��N o Z ' A C M5N OOO y, �0In O a �o� T r Left Thlu Ri hl Peds 2 596 87 0 0 7 2 0 60 891 0 623 9 634 694 1328 ' Out In Total 1 ' GPI ' 105 Central Street Stoneham, MA 02180 File Name : Route 107 @ Waitt & Maple Ave-SAT Site Code : 08571 Start Date : 6/5/2010 Page No : 1 ' Croups Printed-Trucks ROUTE 107 WAITT AVENUE ROUTE 107 MAPLE AVENUE Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds A IDmi Left Thou Ri ht Peds A T.. i Left Thru Ri ht Peds A romi Left Thru Ri ht Peds App.Tout fn.Tmai 11:00 AM 0 4 0 0 4 1 1 0 0 2 0 1 1 0 2 0 0 0 0 0 8 11:15 AM 0 2 0 0 2 1 0 0 0 1 0 5 0 0 5 0 1 0 0 1 9 11:30AM 0 2 0 0 2 1 3 0 0 4 0 2 0 0 2 0 2 0 0 2 l0 ' 11:45 AM 0 4 0 0 4 0 1 0 0 l 0 2 0 0 2 0 1 0 0 1 8 Total 1 0 12 0 0 12 3 5 0 0 8 0 10 1 0 11 0 4 0 0 4 35 12:00 PM 0 5 0 0 5 0 1 0 0 1 0 2 0 0 2 0 1 0 0 1 9 ' 12:15 PM 0 4 0 0 4 0 0 0 0 0 0 2 0 0 2 0 2 0 0 2 8 12:30 PM 0 2 0 . 0 2 1 2 0 0 3 0 2 0 0 2 0 1 0 0 1 8 12:45 PM 0 3 0 0 3 0 0 0 0 0 0 1 0 0 1 0 1 0 0 1 5 Total 0 14 0 0 14 1 1 3 0 0 4 0 7 0 0 7F 0 5 0 0 5 30 ' 01:00 PM 0 1 0 0 1 0 1 0 0 l 0 2 2 0 4 0 1 0 0 1 7 01 is PM 0 3 1 0 4 1 1 0 0 2 0 4 0 0 4 2 0 0 0 2 12 01:30 PM 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 l 0 0 1 3 01:45 PM 0 2 0 0 2 0 1 0 0 1 0 1 0 0 1 0 2 0 0 2 6 ' Total 0 8 I 0 9 I 3 0 0 4 0 7 2 0 9 2 4 0 0 6 1 28 Grand Total 0 34 1 0 35 5 11 0 0 16 0 24 3 0 27 2 13 0 0 15 93 Appreh% 0 97.1 2.9 0 31.2 68.8 0 0 0 88.9 11.1 0 13.3 86.7 0 0 Total% 0 36.6 1.1 0 37.6 5.4 11.8 0 0 17.2 0 25.8 3.2 0 29 2.2 14 0 0 16.1 1 ' RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse—Salem,Massachusetts 1 1 ' SUPPLEMENTAL INTERSECTIONS CAPACITY ANALYSIS WORKSHEETS III 1 1 I 1 1 ' Existing Queuing and Blocking Report Weekday AM Intersection: 10: Marlborough Road & Route 107 Movement EB EB WB WB WB NB NB NB NB SB SB SB 1 Directions Served IT R L IT R L T T R L T T Maximum Queue (ft) 468 258 250 710 225 325 754 730 150 192 341 362 Average Queue(ft) 166 87 147 - 489 67 305 510 406 59 50 206 202 95th Queue(ft) 316 199 283 876 234 384 906 799 138 131 322 321 ' Link Distance (ft) 688 678 743 743 1269 1269 Upstream Blk Time(%) 0 30 5 0 Queuing Penalty (veh) 0 0 34 0 ' Storage Bay Dist(ft) 235 225 200 300 125 190 Storage Blk Time (%) 2 0 0 54 0 43 0 5 0 13 5 Queuing Penalty(veh) 8 0 0 72 0 141 0 10 0 9 6 1 intersection: 10: Marlborough Road & Route 107 Movement SB 1 Directions Served R Maximum Queue(ft) 255 Average Queue(ft) 64 95th Queue(ft) 158 ' Link Distance (ft) Upstream Blk Time (%) Queuing Penalty(veh) 1 Storage Bay Dist (ft) 230 Storage Blk Time (%) 0 Queuing Penalty(veh) 0 1 1 1 1 1 1 ' V:108571V1nalysislRTC1EXAM-Additional lnts.syn SirnTraffic Report GPI Page 1 10: Marlborough Road & Route 107 Existing , HCM Signalized Intersection Capacity Analysis Weekday AM ---* --o. --* 4,- *-- k , t /P� � lr 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r rj if I f} F R tt r , Volume(vph) 120 125 359 145 229 59 491 650 213 74 677 126 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 11 11 12 12 12 12 11 12 12 10 Grade(%) 0% 0% 3% 0% , Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 , Flt Protected 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1828 1531 1641 1782 1615 1778 3556 1523 1787 3471 1436 Flt Permitted 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Sald.Flow(perm) 1828 1531 1641 1782 1615 1778 3556 1523 1787 3471 1436 Peak-hour factor,PHF 0.90 0.90 0.90 0.78 0.78 0.78 0.92 0.92 0.92 0.97 0.97 0.97 , Adj.Flow(vph) 133 139 399 186 294 76 534 707 232 76 698 130 RTOR Reduction(vph) 0 0 34 0 0 67 0 0 148 0 0 100 Lane Group Flow(vph) 0 272 366 167 313 9 534 707 84 76 698 30 ' Heavy Vehicles(%) 3% 0% 2% 1% 1% 0% 0% 0% 1% 1% 4% 5% Tum Type Split pt+ov Split Prot Prot Prot Prot Prot Protected Phases 4 4 41 3 3 3 1 6 6 5 2 2 , Permitted Phases Actuated Green,G(s) 16.4 50.0 12.2 12.2 12.2 28.6 36.2 36.2 15.2 22.8 22.8 Effective Green,g(s) 16.4 50.0 12.2 12.2 12.2 28.6 36.2 36.2 15.2 22.8 22.8 ' Actuated g/C Ratio 0.16 0.50 0.12 0.12 0.12 0.29 0.36 0.36 0.15 0.23 0.23 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 300 766 200 217 197 509 1287 551 272 791 327 ' v/s Ratio Prot c0.15 0.24 0.10 c0.18 0.01 c0.30 0.20 0.06 0.04 c0.20 0.02 v/s Ratio Perm v/c Ratio 0.91 0.48 0.84 1.44 0.05 1.05 0.55 0.15 0.28 0.88 0.09 , Uniform Delay,di 41.0 16.4 42.9 43.9 38.8 35.7 25.4 21.5 37.5 37.3 30.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.73 0.68 0.99 1.00 1.00 1.00 Incremental Delay,d2 28.5 0.2 23.9 223.2 0.0 43.5 0.9 0.3 0.2 13.6 0.5 Delay(s) 69.5 16.6 66.8 267.1 38.8 69.5 18.3 21.7 37.8 50.9 31.0 Level of Service E B E F D E B C D D C Approach Delay(s) 38.0 175.7 37A 46.9 Approach LOS D F D D ' Intersection Summary HCM Average Control Delay 61.3 HCM Level of Service E HCM Volume to Capacity ratio 1.03 ' Actuated Cycle Length(s) 100.0 Sum of lost time(s) 20.0 Intersection Capacity Utilization 87.9% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group ' 1 V:108571%nalysislRTC1EX AM-Additional Ints.syn Synchro 7- Report , Greenman-Pedersen,Inc. Page 2 1 Existing Queuing and Blocking Report Weekday AM Intersection: 24: Swampscott Road & Route 107 Movement WB WB NB NB NB SB SB SB SW Directions Served L R> T T R> <L T T <LR Maximum Queue(ft) 772 302 510 495 273 274 357 297 4 Average Queue (ft) 345 226 297 274 18 199 74 72 0 95th Queue(ft) 1042 349 475 441 138 285 284 237 3 1 Link Distance(ft) 1083 957 957 743 743 266 Upstream Blk Time(%) 14 Queuing Penalty (veh) 0 Storage Bay Dist(ft) 280 310 260 ' Storage Blk Time(%) 25 5 0 6 Queuing Penalty (veh) 40 7 0 27 1 1 1 1 1 i 1 1 1 V:\085711AnalysislRTC\EXAM-AdditionaI lnts.syn SirnTraffic Report GPI Page 1 1 24: Swampscott Road & Route 107 Existing ' HCM Signalized Intersection Capacity Analysis Weekday AM < < t r /0 '4 \0. 1 rt/ Movement WBL WBR NBT NBR NBR2 SBL2 SBL SBT SWL SWR Lane Configurations I a ff 9 A }} Y ' Volume(vph) 165 298 1049 1 131 4 294 883 0 7 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 14 13 11 11 11 12 12 12 11 11 Grade(%) 2% 4% -3% -10% ' Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 Lane Util.Factor 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.86 , Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Sato. Flow(prot) 1851 1604 3386 1458 1762 3557 1668 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1851 1604 3386 1458 1762 3557 1668 t Peak-hour factor, PHF 0.90 0.90 0.92 0.92 0.92 0.97 0.97 0.97 0.97 0.97 Adj.Flow(vph) 183 331 1140 1 142 4 303 910 0 7 RTOR Reduction(vph) 0 0 0 88 0 0 0 0 7 0 ' Lane Group Flow(vph) 183 331 1140 55 0 0 307 910 0 0 Heavy Vehicles(%) 3% 3% 1% 0% 5% 0% 4% 3% 0% 0% Turn Type Prot Prot Prot Prot Protected Phases 3 3 2 2 1 1 6 4 , Permitted Phases Actuated Green,G(s) 22.4 22.4 37.2 37.2 20.6 62.8 0.8 Effective Green,g(s) 23.4 23.4 38.2 38.2 21.6 63.8 1.8 , Actuated g/C Ratio 0.23 0.23 0.38 0.38 0.22 0.64 0.02 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 4.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 433 375 1293 557 381 2269 30 ' v/s Ratio Prot 0.10 c0.21 c0.34 0.04 c0.17 0.26 c0.00 v/s Ratio Perm v/c Ratio 0.42 0.88 0.88 0.10 0.81 0.40 0.00 , Uniform Delay,dt 32.6 37.0 28.8 19.8 37.2 8.8 48.2 Progression Factor 1.00 1.00 1.00 1.00 0.78 0.39 1.00 Incremental Delay,d2 0.2 20.4 8.9 0.4 7.2 0.3 0.0 Delay(s) 32.8 57.4 37.7 20.2 36.4 3.8 48.2 , Level of Service C E D C D A D Approach Delay(s) 48.6 35.7 12.0 48.2 Approach LOS D D B D ' Intersection Summary HCM Average Control Delay 28.4 HCM Level of Service C HCM Volume to Capacity ratio 0.84 , Actuated Cycle Length(s) 100.0 Sum of lost time(s) 15.0 Intersection Capacity Utilization 74.0% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group , V:108571VAnalysislRT0EX AM-Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 5 24: Swampscott Road & Route 107 Existing Timing Report, Sorted By Phase Weekday AM Phase Number 1 2 3 4 6 ' Movement SBL NBT WBL SWL SBT Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Min None None C-Min ' Maximum Split(s) 25 38 29 8 63 Maximum Split(%) 25.0% 38.0% 29.0% 8.0% 63.0% Minimum Split(s) 11 11 11 8 11 ' Yellow Time(s) 4 4 4 3 4 All-Red Time(s) 1 1 1 1 1 Minimum Initial(s) 6 6 6 4 6 Vehicle Extension(s) 2 2 2 2 2 Minimum Gap(s) 2 2 2 2 2 Time Before Reduce(s) 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 Walk Time(s) Flash Dont Walk(s) Dual Entry No Yes No No Yes Inhibit Max Yes Yes Yes Yes Yes ' Start Time(s) 6 31 69 98 6 End Time(s) 31 69 98 6 69 Yield/Force Off(s) 26 64 93 2 64 Yield/Force Off 170(s) 26 64 93 2 64 ' Local Start Time(s) 42 67 5 34 42 Local Yield(s) 62 0 29 38 0 Local Yield 170(s) 62 0 29 38 0 Intersection Summary Cycle Length 100 Control Type Actuated-Coordinated ' Natural Cycle 90 Offset:64(64%),Referenced to phase 2:NBT and 6:SBT,Start of Yellow ' Splits and Phases: 24:Swampscott Road&Route 1071110 ,( 01 t o2 03 i► o4 25s I 38s I 29s BsI 1H ' 1 06 VA085711Analysis\RTCUAM_Additional Ints.syn Synchro7- Report Greenman-Pedersen, Inc. Page 6 28: Belleaire Avenue & Route 107 Existing ' HCM Unsignalized Intersection Capacity Analysis Weekday AM --.* N 4\ t 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y 4 j'. , Volume(veh/h) 6 9 4 1126 982 4 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.75 0.75 0.94 0.94 0.94 0.94 , Hourly flow rate(vph) 8 12 4 1198 1045 4 Pedestrians Lane Width(ft) Walking Speed(fUs) , Percent Blockage Right turn flare(veh) Median type None None ' Median storage veh) Upstream signal(ft) 869 pX,platoon unblocked 0.28 vC,conflicting volume 2253 1047 1049 , vC1,stage 1 cont vol vC2,stage 2 cont vol vCu,unblocked vol 4146 1047 1049 , tC,single(s) 6.6 6.2 4.4 tC,2 stage(s) IF(s) 3.7 3.3 2.4 , p0 queue free% 0 96 99 cM capacity(veh/h) 1 280 583 Direction,Lane# EB 1 NB 1 SB 1 ' Volume Total 20 1202 1049 Volume Left 8 4 0 Volume Right 12 0 4 cSH 2 583 1700 ' Volume to Capacity 13.04 0.01 0.62 Queue Length 95th(ft) Err 1 0 Control Delay(s) Err 0.3 0.0 ' Lane LOS F A Approach Delay(s) Err 0.3 0.0 Approach LOS F Intersection Summary , Average Delay 88.2 Intersection Capacity Utilization 72.4% ICU Level of Service C Analysis Period(min) 15 , V:1085711AnalysislRTMEX AM—Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 7 i i 30: Buchanan Circle & Route 107 Existing HCM Unsignalized Intersection Capacity Analysis Weekday AM ' ! 4 t t \b, Movement WBL WBR NBT NBR SBL SBT 1 Lane Configurations V ta, 4 Volume(veh/h) 29 18 1112 20 11 980 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.71 0.71 0.94 0.94 0.94 0.94 Hourly flow rate(vph) 41 25 1183 21 12 1043 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right tum flare(veh) 1 Median type None None Median storage veh) Upstream signal(ft) 635 1 pX,platoon unblocked 0.26 0.26 0.26 vC,conflicting volume 2260 1194 1204 vC1,stage 1 cont vol vC2,stage 2 cont vol 1 vCu,unblocked vol 4397 331 372 tC,single(s) 6.5 6.3 4.2 tC,2 stage(s) 1 IF(s) 3.6 3.4 2.3 p0 queue free% 0 86 96 cM capacity(veh/h) 0 184 301 1 Direction,Lane# WB 1 NB 1 SB 1 Volume Total 66 1204 1054 Volume Left 41 0 12 Volume Right 25 21 0 1 cSH 1 1700 301 Volume to Capacity 102.25 0.71 0.04 Queue Length 95th(ft) Err 0 3 1 Control Delay(s) Err 0.0 1.9 Lane LOS F A Approach Delay(s) Err 0.0 1.9 Approach LOS F Intersection Summary Average Delay 285.6 Intersection Capacity Utilization 70.4% ICU Level of Service C ' Analysis Period(min) 15 1 i 1 VA08571kAnalysiskRTC1EX AM—Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 8 Existing ' Queuing and Blocking Report Weekday AM Intersection: 32: Maple Street & Route 107 ' Movement EB WB NB SB Directions Served LTR LTR LTR LTR , Maximum Queue (ft) 694 605 480 354 Average Queue(ft) 497 497 214 175 95th Queue(ft) 843 742 412 303 Link Distance (ft) 708 569 1532 1526 , Upstream Blk Time(%) 32 48 Queuing Penalty (veh) 0 0 Storage Bay Dist(ft) Storage Blk Time (%) ' Queuing Penalty(veh) 1 V:1085711AnalysiMRTDEX AM-Additional Ints.syn SirnTraffic Report ' GPI Page 1 ' 32: Maple Street & Route 107 Existing HCM Signalized Intersection Capacity Analysis Weekday AM `- 4\ t J* ti 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR ' Lane Configurations 40 + ani Volume(vph) 113 280 9 109 334 3 10 485 100 2 540 9 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 15 15 15 14 14 10 15 15 15 Grade(%) 2% 2% -3% 5% Total Lost time(s) 4.0 4.0 4.0 4.0 Lane Uhl.Factor 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.98 1.00 Flt Protected 0.99 0.99 1.00 1.00 Satd.Flow(prot) 1752 2002 1932 1955 Flt Permitted 0.73 0.79 0.99 1.00 ' Said.Flow(perm) 1306 1601 1908 1950 Peak-hour factor,PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow(vph) 120 298 10 116 355 3 11 516 106 2 574 10 ' RTOR Reduction(vph) 0 0 0 0 1 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 428 0 0 473 0 0 633 0 0 586 0 Heavy Vehicles(%) 2% 2% 2% 2% 2% 2% 4% 4% 4% 4% 4% 4% Turn Type Perm Perm Perm Perm ' Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green,G(s) 10.0 10.0 13.4 13.4 ' Effective Green,g(s) 11.0 11.0 14.4 14.4 Actuated g/C Ratio 0.33 0.33 0.43 0.43 Clearance Time(s) 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 ' Lane Grp Cap(vph) 430 527 823 841 vls Ratio Prot v/s Ratio Perm c0.33 0.30 c0.33 0.30 ' v/c Ratio 1.00 0.90 0.77 0.70 Uniform Delay,dl 11.2 10.7 8.1 7.7 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 41.9 17.5 3.9 2.0 ' Delay(s) 53.1 28.2 12.0 9.8 Level of Service D C B A Approach Delay(s) 53.1 28.2 12.0 9.8 ' Approach LOS D C B A Intersection Summary HCM Average Control Delay 23.3 HCM Level of Service C ' HCM Volume to Capacity ratio 0.87 Actuated Cycle Length(s) 33.4 Sum of lost time(s) 8.0 Intersection Capacity Utilization 75.9% ICU Level of Service D Analysis Period(min) 15 ' c Critical Lane Group ' V:1085711AnalysislRTC1EX AM-Additional Ints.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 10 32: Maple Street & Route 107 Existing ' Timing Report, Sorted By Phase Weekday AM At -Al. 1't. 47 ' Phase Number 2 4 6 8 Movement NBTL EBTL SBTL WBTL , Lead/Lag Lead-Lag Optimize Recall Mode None None Min None Maximum Split(s) 20 15 20 15 , Maximum Split(%) 57.1% 42.9% 57.1% 42.9% Minimum Split(s) 15 15 15 15 Yellow Time(s) 3 3 3 3 ' All-Red Time(s) 2 2 2 2 Minimum Initial(s) 4 4 4 4 Vehicle Extension(s) 2 2 2 2 Minimum Gap(s) 2 2 2 2 ' 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 No Yes No Inhibit Max Yes Yes Yes Yes Start Time(s) 0 20 0 20 , End Time(s) 20 0 20 0 Yield/Force Off(s) 15 30 15 30 Yield/Force Off 170(s) 15 30 15 30 ' Local Start Time(s) 20 5 20 5 Local Yield(s) 0 15 0 15 Local Yield 170(s) 0 15 0 15 Intersection Summary ' Cycle Length 35 Control Type Actuated-Uncoordinated Natural Cycle 50 , Splits and Phases: 32:Maple Street&Route 107 Yet m2 1177= m4 20 ' 3♦*m6 08 20s 1 1 V:1085711AnalysislRT0EX AM—Additional Ints.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 11 ' Existing Queuing and Blocking Report Weekday PM Intersection: 10: Marlborough Road & Route 107 Movement EB EB WB WB WB NB NB NB NB SB SB SB ' Directions Served LT R L LT R L T T R L T T Maximum Queue(ft) 642 260 250 693 225 325 717 689 150 214 902 874 Average Queue(ft) 408 174 198 655 95 298 436 363 86 119 559 539 95th Queue(ft) 765 328 307 840 273 385 837 731 168 232 904 896 ' Link Distance(ft) 688 678 743 743 1269 1269 Upstream Blk Time(%) 10 58 1 0 Queuing Penalty(veh) 0 0 9 0 ' Storage Bay Dist(ft) 235 225 200 300 125 190 Storage Blk Time(%) 30 0 4 73 0 33 0 4 1 3 55 47 Queuing Penalty(veh) 111 1 17 142 1 90 1 14 4 12 73 94 ' Intersection: 10: Marlborough Road & Route 107 Movement SB ' Directions Served R Maximum Queue(ft) 255 Average Queue(ft) 158 95th Queue(ft) 310 ' Link Distance(ft) Upstream Blk Time(%) Queuing Penalty(veh) ' Storage Bay Dist(ft) 230 Storage Blk Time(%) 0 Queuing Penalty(veh) 1 1 V:1085711Analysis\RTC1EX PM—Additional Ints.syn SimTrafc Report GPI Page 1 10: Marlborough Road & Route 107 Existing ' HCM Signalized Intersection Capacity Analysis Weekday PM --* -1' 1 ! '- k 4N t 4 *1 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 if 1 4 i" I +4 r R +r It ' Volume(vph) 112 187 375 235 270 77 443 543 314 133 861 199 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 11 11 12 12 12 12 11 12 12 10 Grade(%) 0% 0% 3% 0% , Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Fr: 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(Prot) 1858 1546 1658 1781 1599 1778 3521 1538 1770 3574 1478 Flt Permitted 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Sald. Flow(perm) 1858 1546 1658 1781 1599 1778 3521 1538 1770 3574 1478 ' Peak-hour factor, PHF 0.93 0.93 0.93 0.92 0.92 0.92 0.94 0.94 0.94 0.98 0.98 0.98 Adj.Flow(vph) 120 201 403 255 293 84 471 578 334 136 879 203 RTOR Reduction(vph) 0 0 17 0 0 73 0 0 249 0 0 145 ' Lane Group Flow(vph) 0 321 386 229 319 11 471 578 85 136 879 58 Heavy Vehicles(%) 1% 0% 1% 0% 1% 1% 0% 1% 0% 2% 1% 2% Turn Type Split pt+ov Split Prot Prot Prot Prot Prot Protected Phases 4 4 41 3 3 3 1 6 6 5 2 2 ' Permitted Phases Actuated Green,G(s) 19.0 54.3 14.0 14.0 14.0 30.3 28.0 28.0 29.0 26.7 26.7 Effective Green,g(s) 19.0 54.3 14.0 14.0 14.0 30.3 28.0 28.0 29.0 26.7 26.7 ' Actuated g/C Ratio 0.17 0.49 0.13 0.13 0.13 0.28 0.25 0.25 0.26 0.24 0.24 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 321 763 211 227 204 490 896 391 467 868 359 ' v/s Ratio Prot c0.17 0.25 0.14 c0.18 0.01 c0.26 0.16 0.06 0.08 c0.25 0.04 v/s Ratio Perm v/c Ratio 1.00 0.51 1.09 1.41 0.05 0.96 0.65 0.22 0.29 1.01 0.16 , Uniform Delay,d1 45.5 18.8 48.0 48.0 42.2 39.3 36.6 32.4 32.3 41.7 32.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.69 0.68 1.26 1.00 1.00 1.00 Incremental Delay,d2 50.2 0.2 86.5 206.6 0.0 21.0 2.0 0.7 0.1 33.7 1.0 Delay(s) 95.7 19.0 134.5 254.6 42.2 48.1 26.8 41.4 32.4 75.4 33.8 , Level of Service F B F F D D C D C E C Approach Delay(s) 53.0 182.9 37.6 63.6 Approach LOS D F D E , Intersection Summary HCM Average Control Delay 71.6 HCM Level of Service E HCM Volume to Capacity ratio 1.05 , Actuated Cycle Length(s) 110.0 Sum of lost time(s) 20.0 Intersection Capacity Utilization 95.3% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group V:1085711AnalysislRMEX PIM-Additional Ints.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 2 ' 10: Marlborough Road & Route 107 Existing Timing Report, Sorted By Phase Weekday PM t 4 Phase Number 1 2 3 4 5 6 ' Movement NBL SBT WBTL EBTL SBL NBT Lead/Lag Lead Lag Lead Lag Lag Lead Lead-Lag Optimize Recall Mode None C-Min None None None C-Min ' Maximum Split(s) 36 31 19 24 15 52 Maximum Split(%) 32.7% 28.2% 17.3% 21.8% 13.6% 47.3% Minimum Split(s) 11 21 11 21 11 21 Yellow Time(s) 4 4 4 4 4 4 All-Red Time(s) 1 1 1 1 1 1 Minimum Initial(s) 6 6 6 6 6 6 Vehicle Extension(s) 2 4 2 2 2 4 ' Minimum Gap(s) 2 4 2 2 2 4 Time Before Reduce(s) 0 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 0 Walk Time(s) Flash Dant Walk(s) Dual Entry No Yes No No No Yes Inhibit Max Yes Yes Yes Yes Yes Yes ' Start Time(s) 63 99 20 39 5 63 End Time(s) 99 20 39 63 20 5 Yield/Force Off(s) 94 15 34 58 15 0 ' YieldlForce Off 170(s) 94 15 34 58 15 0 Local Start Time(s) 63 99 20 39 5 63 Local Yield(s) 94 15 34 58 15 0 Local Yield 170(s) 94 15 34 58 15 0 ' Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated t Natural Cycle 120 Offset:0(0%),Referenced to phase 2:SBT and 6:NBT,Start of Yellow,Master Intersection Splits and Phases: 10:Marlborough Road&Route 107 01 ®2 e3 ed 36s I H31s ` 19s 1 J124s P 06 r m5 1 V:108571VAnalysislRT0EX PM—Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 3 i Existing 1 Queuing and Blocking Report Weekday PM Intersection: 24: Swampscott Road & Route 107 1 Movement WB WB NB NB NB SB SB SB Directions Served L R> T T R> <L T T 1 Maximum Queue(ft) 561 304 441 464 267 284 479 381 Average Queue(ft) 152 217 260 255 23 225 107 71 95th Queue(ft) 464 336 419 409 159 311 368 226 Link Distance(ft) 1083 957 957 743 743 1 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 280 310 260 Storage Blk Time(%) 11 3 0 11 1 Queuing Penalty(veh) 14 6 0 57 1 i 1 i i 1 1 1 i 1 1 V:1085711Analysis\RTC1EX PM—Additional Ints.syn SimTraffc Report 1 GPI Page 1 i ' 24: Swampscott Road & Route 107 Existing HCM Signalized Intersection Capacity Analysis Weekday PM 4,- t t I �► j Movement WBL WBR NBT NBR NBR2 SBL2 SBL SBT SWL SWR ' Lane Configurations R 9 is A Y Volume(vph) 124 278 1017 0 192 4 399 1068 0 5 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 14 13 11 11 11 12 12 12 11 11 ' Grade(%) 2% 4% -3% -10% Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 Lane Util.Factor 1.00 1.00 0.95 1.00 1.00 0.95 1.00 ' Ft 1.00 0.85 1.00 0.85 1.00 1.00 0.86 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd.Flow(prot) 1887 1604 3386 1500 1814 3628 1668 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 ' Satd. Flow(perm) 1887 1604 3386 1500 1814 3628 1668 Peak-hour factor, PHF 0.90 0.90 0.94 0.94 0.94 0.98 0.98 0.98 0.50 0.50 Adj.Flow(vph) 138 309 1082 0 204 4 407 1090 0 10 ' RTOR Reduction(vph) 0 0 0 128 0 0 0 0 10 0 Lane Group Flow(vph) 138 309 1082 76 0 0 411 1090 0 0 Heavy Vehicles(%) 1% 3% 1% 0% 2% 0% 1% 1% 0% 0% Turn Type Prot Prot Prot Prot ' Protected Phases 3 3 2 2 1 1 6 4 Permitted Phases Actuated Green,G(s) 22.3 22.3 39.9 39.9 28.0 72.9 0.8 ' Effective Green,g(s) 23.3 23.3 40.9 40.9 29.0 73.9 1.8 Actuated g/C Ratio 0.21 0.21 0.37 0.37 0.26 0.67 0.02 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 4.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ' Lane Grp Cap(vph) 400 340 1259 558 478 2437 27 v/s Ratio Prot 0.07 c0.19 c0.32 0.05 c0.23 0.30 c0.00 v/s Ratio Perm v/c Ratio 0.34 0.91 0.86 0.14 0.86 0.45 0.01 Uniform Delay,dl 36.9 42.3 31.9 22.9 38.6 8.5 53.2 Progression Factor 1.00 1.00 1.00 1.00 0.70 0.29 1.00 Incremental Delay,d2 0.2 26.3 7.8 0.5 6.4 0.2 0.0 Delay(s) 37.1 68.7 39.7 23.4 33.3 2.7 53.3 Level of Service D E D C C A D Approach Delay(s) 58.9 37.1 11.1 53.3 Approach LOS E D B D Intersection Summary HCM Average Control Delay 28.1 HCM Level of Service C ' HCM Volume to Capacity ratio 0.86 Actuated Cycle Length(s) 110.0 Sum of lost time(s) 15.0 Intersection Capacity Utilization 77.7% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group V:108571%nalysislRTMEX PIM-Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 5 24: Swampscott Road & Route 107 Existing ' Timing Report, Sorted By Phase Weekday PM 14 t t 4 4 1 Phase Number 1 2 3 4 6 Movement SBL NBT WBL SWL SBT , Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Min None None C-Min Maximum Split(s) 33 46 23 8 79 ' Maximum Split(%) 30.0% 41.8% 20.9% 7.3% 71.8% Minimum Split(s) 11 11 11 8 11 Yellow Time(s) 4 4 4 3 4 ' All-Red Time(s) 1 1 1 1 1 Minimum Initial(s) 6 6 6 4 6 Vehicle Extension(s) 2 2 2 2 2 Minimum Gap(s) 2 2 2 2 2 Time Before Reduce(s) 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 Walk Time(s) , Flash Dont Walk(s) Dual Entry No Yes No No Yes Inhibit Max Yes Yes Yes Yes Yes Start Time(s) 5 38 84 107 5 ' End Time(s) 38 84 107 5 84 Yield/Force Off(s) 33 79 102 1 79 Yield/Force Off 170(s) 33 79 102 1 79 , Local Start Time(s) 36 69 5 28 36 Local Yield(s) 64 0 23 32 0 Local Yield 170(s) 64 0 23 32 0 Intersection Summary , Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 90 ' Offset:79(72%), Referenced to phase 2:NBT and 6:SBT,Start of Yellow Splits and Phases: 24:Swampscott Road&Route 107SO s ,( m1 o2 * m3 i"► 33s I U46s 23s I UBS l e6 79s V:1085711AnalysislRTMEX PM—Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 6 ' 29: Belleaire Avenue & Route 107 Existing HCM Unsignalized Intersection Capacity Analysis Weekday PM -.4 --v 1 t 4 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y 4 T* Volume(veh/h) 3 3 2 1045 1217 1 Sign Control Stop Free Free Grade 0% 0% 0% ' Peak Hour Factor 0.58 0.58 0.97 0.97 0.96 0.96 Hourly flow rate(vph) 5 5 2 1077 1268 1 Pedestrians Lane Width(ft) ' Walking Speed(ft/s) Percent Blockage Right turn flare(veh) ' Median type None None Median storage veh) Upstream signal(ft) 869 pX,platoon unblocked 0.47 ' vC,conflicting volume 2350 1268 1269 vC1,stage 1 cont vol vC2,stage 2 cont vol ' vCu,unblocked vol 3319 1268 1269 IC,single(s) 6.7 6.5 4.1 lC,2 stage(s) IF(s) 3.8 3.6 2.2 ' p0 queue free% 0 97 100 cM capacity(vehlh) 3 177 554 Direction,Lane# EB 1 NB 1 SB 1 ' Volume Total 10 1079 1269 Volume Left 5 2 0 Volume Right 5 0 1 ' cSH 6 554 1700 Volume to Capacity 1.64 0.00 0.75 Queue Length 95th(ft) 56 0 0 Control Delay(s) 1381.7 0.1 0.0 ' Lane LOS F A Approach Delay(s) 1381.7 0.1 0.0 Approach LOS F ' Intersection Summary Average Delay 6.1 Intersection Capacity Utilization 74.1% ICU Level of Service D Analysis Pedod(min) 15 1 i ' V:108571\analysislRTC1EXPM—Additional lnts.syn Synchro7- Report Greenman-Pedersen,Inc. Page 7 1 31: Buchanan Circle & Route 107 Existing ' HCM Unsignalized Intersection Capacity Analysis Weekday PM t t t �► l Movement WBL WBR NBT NBR SBL SET Lane Configurations Y fa 4 Volume(veh/h) 12 10 1037 28 14 1220 t Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.52 0.52 0.97 0.97 0.96 0.96 Hourly flow rate(vph) 23 19 1069 29 15 1271 Pedestrians Lane Width(ft) Walking Speed(ft/s) ' Percent Blockage Right turn Flare(veh) Median type None None ' Median storage veh) Upstream signal(ft) 635 pX,platoon unblocked 0.28 0.28 0.28 vC,conflicting volume 2384 1084 1098 ' vC1,stage 1 cont vol vC2,stage 2 conf vol vCu,unblocked vol 4670 6 57 ' tC,single(s) 6.4 6.3 4.1 tC,2 stage(s) tF(s) 3.5 3.4 2.2 p0 queue free% 0 93 97 ' cM capacity(veh/h) 0 294 435 Direction,Lane# WB 1 NB 1 SB 1 Volume Total 42 1098 1285 t Volume Left 23 0 15 Volume Right 19 29 0 cSH 1 1700 435 ' Volume to Capacity 73.28 0.65 0.03 Queue Length 95th(ft) Err 0 3 Control Delay(s) Err 0.0 1.9 Lane LOS F A , Approach Delay(s) Err 0.0 1.9 Approach LOS F Intersection Summary ' Average Delay 175.4 Intersection Capacity Utilization 85.4% ICU Level of Service E Analysis Period(min) 15 ' V:1085711AnalysislRTC1EX PM—Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 8 Existing Queuing and Blocking Report Weekday PM Intersection: 33: Maple Street & Route 107 Movement EB WB NB SB Directions Served LTR LTR LTR LTR ' Maximum Queue(ft) 623 599 1407 323 Average Queue(ft) 359 495 941 150 95th Queue(tt) 662 704 1680 272 Link Distance(ft) 708 569 1532 1526 Upstream Blk Time(%) 7 37 6 Queuing Penalty(veh) 0 0 0 Storage Bay Dist(ft) ' Storage Blk Time(%) Queuing Penalty(veh) 1 ' V:108571%nalysislRTC1EX PM—Additional Ints.syn SimTraffic Report GPI Page 1 1 33: Maple Street & Route 107 Existing ' HCM Signalized Intersection Capacity Analysis Weekday PM -,-* -10. --t 4 -- k , t Pti4 4�1 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + ads + 4 1 Volume(vph) 68 364 1 74 357 5 10 595 111 2 557 9 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 15 15 15 14 14 10 15 15 15 Grade(%) 2% 2% -3% 5% 1 Total Lost time(s) 4.0 4.0 4.0 4.0 Lane Util,Factor 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.98 1.00 1 Flt Protected 0.99 0.99 1.00 1.00 Satd.Flaw(prot) 1786 2028 1993 1993 Flt Permitted 0.86 0.85 0.99 1.00 Said.Flow(perm) 1554 1736 1974 1989 1 Peak-hour factor,PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj.Flow(vph) 70 375 1 76 368 5 10 613 114 2 574 9 RTOR Reduction(vph) 0 0 0 0 1 0 0 0 0 0 0 0 1 Lane Group Flaw(vph) 0 446 0 0 448 0 0 737 0 0 585 0 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 2% 2% 2% Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 1 Permitted Phases 4 8 2 6 Actuated Green,G(s) 10.0 10.0 14.2 14.2 Effective Green,g(s) 11.0 11.0 15.2 15.2 1 Actuated g/C Ratio 0.32 0.32 0.44 0.44 Clearance Time(s) 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 500 558 877 884 1 vls Ratio Prot v/s Ratio Perm c0.29 0.26 c0.37 0.29 v/c Ratio 0.89 0.80 0.84 0.66 1 Uniform Delay,dl 11.0 10.6 8.4 7.5 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 17.5 7.7 7.0 1.5 Delay(s) 28.6 18.3 15.4 8.9 1 Level of Service C B B A Approach Delay(s) 28.6 18.3 15.4 8.9 Approach LOS C B B A 1 Intersection Summary HCM Average Control Delay 16.9 HCM Level of Service B HCM Volume to Capacity ratio 0.86 1 Actuated Cycle Length(s) 34.2 Sum of lost time(s) 8.0 Intersection Capacity Utilization 84.0% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group 1 1 V:1085711AnalysislRTMEX PM-Additional Ints.syn Synchro 7- Report 1 Greenman-Pedersen, Inc. Page 10 1 ' 33: Maple Street & Route 107 Existing Timing Report, Sorted By Phase Weekday PM .4 � 4* i Phase Number 2 4 6 8 Movement NBTL EBTL SBTL WBTL ' Lead/Lag Lead-Lag Optimize Recall Mode None None None None t Maximum Split(s) 20 15 20 15 Maximum Split(%) 57.1% 42.9% 57.1% 42.9% Minimum Split(s) 20 15 20 15 Yellow Time(s) 3 3 3 3 ' All-Red Time(s) 2 2 2 2 Minimum Initial(s) 4 4 4 4 Vehicle Extension(s) 2 2 2 2 ' Minimum Gap(s) 2 2 2 2 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 No Yes No Inhibit Max Yes Yes Yes Yes ' Start Time(s) 0 20 0 20 End Time(s) 20 0 20 0 Yield/Force Off(s) 15 30 15 30 Yield/Force Off 170(s) 15 30 15 30 Local Start Time(s) 20 5 20 5 Local Yield(s) 0 15 0 15 Local Yield 170(s) 0 15 0 15 Intersection Summary Cycle Length 35 Control Type Actuated-Uncoordinated ' Natural Cycle 45 Splits and Phases: 33:Maple Street&Route 107 �° m2 e4 20s 15s 1y` e6 ®8 ' 0 V:\08571\Analysis\RTC\EX PM—Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 11 1 1 Existing ' Queuing and Blocking Report Saturday Midday Intersection: 10: Marlborough Road & Route 107 ' Movement EB EB WB WB WB NB NB NB NB SB SB SB Directions Served LT R L LT R L T T R L T T Maximum Queue(ft) 691 260 250 693 225 264 355 357 150 214 1052 1075 ' Average Queue(ft) 359 145 211 626 133 150 139 145 76 126 672 665 95th Queue (ft) 714 313 302 866 309 247 288 292 158 240 1341 1329 Link Distance(ft) 688 678 743 743 1269 1269 , Upstream Blk Time(%) 4 48 7 4 Queuing Penalty (veh) 0 0 0 0 Storage Bay Dist(ft) 235 225 200 300 125 190 Storage Blk Time (%) 27 0 4 69 0 0 0 6 0 2 47 42 Queuing Penalty (veh) 80 1 19 167 1 1 1 19 1 10 65 81 Intersection: 10: Marlborough Road & Route 107 , Movement SB Directions Served R Maximum Queue(ft) 255 ' Average Queue (ft) 127 95th Queue (ft) 281 Link Distance(ft) ' Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 230 Storage Blk Time(%) 0 , Queuing Penalty(veh) 0 t VA085711Analysis\RTC1EX SAT-Additional Ints.syn SimTraffic Report ' GPI Page 1 1 ' 10: Marlborough Road & Route 107 Existing HCM Signalized Intersection Capacity Analysis Saturday Midday i ---4 -0. --t 4,- ~ t1 t �► 4 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR ' Lane Configurations 4 F 1 4 it R ++ r "'i F Volume(vph) 97 193 295 230 228 128 282 764 318 138 968 190 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 11 11 12 12 12 12 11 12 12 10 ' Grade(%) 0% 0% 3% 0% Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 ' Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Said. Flow(prot) 1844 1531 1658 1797 1599 1760 3521 1538 1770 3574 1507 Flt Permitted 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 ' Said. Flow(perm) 1844 1531 1658 1797 1599 1760 3521 1538 1770 3574 1507 Peak-hour factor, PHF 0.89 0.89 0.89 0.96 0.96 0.96 0.92 0.92 0.92 0.90 0.90 0.90 Adj. Flow(vph) 109 217 331 240 238 133 307 830 346 153 1076 211 ' RTOR Reduction(vph) 0 0 18 0 0 117 0 0 195 0 0 125 Lane Group Flow(vph) 0 326 313 216 262 16 307 830 151 153 1076 86 Heavy Vehicles(%) 0% 2% 2% 0% 0% 1% 1% 1% 0% 2% 1% 0% Turn Type Split pt+ov Split Prot Prot Prot Prot Prot Protected Phases 4 4 41 3 3 3 1 6 6 5 2 2 Permitted Phases Actuated Green,G(s) 17.0 43.5 12.0 12.0 12.0 21.5 35.1 35.1 15.9 29.5 29.5 ' Effective Green,g(s) 17.0 43.5 12.0 12.0 12.0 21.5 35.1 35.1 15.9 29.5 29.5 Actuated g/C Ratio 0.17 0.44 0.12 0.12 0.12 0.22 0.35 0.35 0.16 0.30 0.30 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 313 666 199 216 192 378 1236 540 281 1054 445 v/s Ratio Prot c0.18 0.20 0.13 c0.15 0.01 c0.17 0.24 0.10 0.09 c0.30 0.06 v/s Ratio Perm ' v/c Ratio 1.04 0.47 1.09 1.21 0.08 0.81 0.67 0.28 0.54 1.02 0.19 Uniform Delay,dt 41.5 20.1 44.0 44.0 39.1 37.3 27.6 23.4 38.7 35.2 26.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.60 0.52 0.80 1.00 1.00 1.00 Incremental Delay,d2 62.1 0.2 88.4 130.6 0.1 4.2 1.0 0.4 1.2 33.1 1.0 Delay(s) 103.6 20.3 132.4 174.6 39.2 26.7 15.3 19.1 39.9 68.3 27.3 Level of Service F C F F D C B B D E C Approach Delay(s) 61.6 130.2 18.5 59.3 Approach LOS E F B E Intersection Summary HCM Average Control Delay 55.6 HCM Level of Service E HCM Volume to Capacity ratio 1.00 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 20.0 Intersection Capacity Utilization 86.9% ICU Level of Service E Analysis Period(min) 15 ' c Critical Lane Group 1 I ' VA085711AnalysislRTC1EX SAT-Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 2 1 Existing ' Queuing and Blocking Report Saturday Midday Intersection: 24: Swampscott Road & Route 107 ' Movement WB WB NB NB NB SB SB SB Directions Served L R> T T R> <L T T Maximum Queue (ft) 692 304 498 527 334 284 511 402 ' Average Queue(ft) 205 220 258 276 38 203 81 68 95th Queue (ft) 546 339 398 426 212 296 301 226 Link Distance(ft) 1083 957 957 743 743 , Upstream Blk Time(%) Queuing Penalty (veh) Storage Bay Dist(ft) 280 310 260 Storage Blk Time(%) 14 4 0 6 , Queuing Penalty(veh) 24 7 0 31 1 1 V:1085711AnalysislRTCTX SAT-Additional Ints.syn SirnTraffc Report ' GPI Page 1 1 1 24: Swampscott Road & Route 107 Existing HCM Signalized Intersection Capacity Analysis Saturday Midday ' < < t r r 1 l ti Movement WBL WBR NBT NBR NBR2 SBL2 SBL SET SWL SWR Lane Configurations 1 Q & 1 X Volume(vph) 171 304 1057 0 166 2 373 1118 0 3 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 14 13 11 11 11 12 12 12 11 11 Grade(%) 2% 4% -3% -10% Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 Lane Util.Factor 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Fr: 1.00 0.85 1.00 0.85 1.00 1.00 0.86 ' Fit Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Said.Flow(prot) 1887 1636 3386 1515 1832 3628 1668 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Sald. Flow(Perm) 1887 1636 3386 1515 1832 3628 1668 Peak-hour factor,PHF 0.90 0.90 0.92 0.92 0.92 0.90 0.90 0.90 0.50 0.50 Adj.Flow(vph) 190 338 1149 0 180 2 414 1242 0 6 RTOR Reduction(vph) 0 0 0 124 0 0 0 0 6 0 Lane Group Flow(vph) 190 338 1149 56 0 0 416 1242 0 0 Heavy Vehicles(%) 1% 1% 1% 0% 1% 0% 0% 1% 0% 0% Turn Type Prot Prot Prot Prat Protected Phases 3 3 2 2 1 1 6 4 Permitted Phases Actuated Green,G(s) 22.4 22.4 30.0 30.0 27.8 62.8 0.8 Effective Green,g(s) 23.4 23.4 31.0 31.0 28.B 63.8 1.8 ' Actuated g/C Ratio 0.23 0.23 0.31 0.31 0.29 0.64 0.02 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 4.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 442 383 1050 470 528 2315 30 v/s Ratio Prot 0.10 c0.21 c0.34 0.04 c0.23 0.34 c0.00 v/s Ratio Perm ' v/c Ratio 0.43 0.88 1.09 0.12 0.79 0.54 0.00 Uniform Delay,dl 32.6 37.0 34.5 24.7 32.8 10.0 48.2 Progression Factor 1.00 1.00 1.00 1.00 0.62 0.39 1.00 Incremental Delay,d2 0.2 20.1 57.2 0.5 3.0 0.4 0.0 ' Delay(s) 32.9 57.0 91.7 25.2 23.2 4.2 48.2 Level of Service C E F C C A D Approach Delay(s) 48.3 82.7 9.0 48.2 ' Approach LOS D F A D Intersection Summary HCM Average Control Delay 42.8 HCM Level of Service D HCM Volume to Capacity ratio 0.91 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 15.0 Intersection Capacity Utilization 78.8% ICU Level of Service D Analysis Period(min) 15 ' c Cdtical Lane Group VA085711AnalysislRTMEX SAT-Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 5 24: Swampscott Road & Route 107 Existing ' Timing Report, Sorted By Phase Saturday Midday 14 t r 1 Phase Number 1 2 3 4 6 Movement SBL NBT WBL SWL SBT Lead/Lag Lead Lag Lead Lag ' Lead-Lag Optimize Recall Mode None C-Min None None C-Min Maximum Split(s) 25 38 29 8 63 , Maximum Split(%) 25.0% 38.0% 29.0% 8.0% 63.0% Minimum Split(s) 11 11 11 8 11 Yellow Time(s) 4 4 4 3 4 All-Red Time(s) 1 1 1 1 1 , Minimum Initial(s) 6 6 6 4 6 Vehicle Extension(s) 2 2 2 2 2 Minimum Gap(s) 2 2 2 2 2 ' Time Before Reduce(s) 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 Walk Time(s) Flash Dont Walk(s) ' Dual Entry No Yes No No Yes Inhibit Max Yes Yes Yes Yes Yes Start Time(s) 6 31 69 98 6 ' End Time(s) 31 69 98 6 69 Yield/Forceff 26 64 93 2 64 0 (s) Yield/Force Off 170(s) 26 64 93 2 64 Local Start Time(s) 42 67 5 34 42 ' Local Yield(s) 62 0 29 38 0 Local Yield 170(s) 62 0 29 38 0 Intersection Summary ' Cycle Length 100 Control Type Actuated-Coordinated Natural Cycle 90 , Offset:64(64%),Referenced to phase 2:NBT and 6:SBT,Start of Yellow Splits and Phases: 24:Swampscott Road&Route 1071110 1 s ml t m2 f 03 14m4 ' 25s I 129s I Us 1 0663 , V:1085711AnalysislRTC1EX SAT—Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 6 ' 28: Belleaire Avenue & Route 107 Existing HCM Unsignalized Intersection Capacity Analysis Saturday Midday 1 � -A --t 4N t 4 Movement EBL EBR NBL NBT SBT SBR ' Lane Configurations Y 4 j, Volume(veh/h) 2 5 3 996 1129 7 Sign Control Stop Free Free Grade 0% 0% 0% ' Peak Hour Factor 0.80 0.80 0.98 0.98 0.96 0.96 Hourly flow rate(vph) 2 6 3 1016 1176 7 Pedestrians ' Lane Width(ft) Walking Speed(fUs) Percent Blockage Right turn flare(veh) ' Median type None None Median storage veh) Upstream signal(ft) 869 ' pX,platoon unblocked 0.61 vC,conflicting volume 2202 1180 1183 vC1,stage 1 conf vol vC2,stage 2 cont vol ' vCu,unblocked vol 2659 1180 1183 tC,single(s) 6.4 6.2 4.1 tC,2 stage(s) IF(s) 3.5 3.3 2.2 p0 queue free% 84 97 99 cM capacity(veh/h) 15 234 597 ' Direction,Lane# EB 1 NB 1 S11 Volume Total 9 1019 1183 Volume Left 2 3 0 Volume Right 6 0 7 ' cSH 46 597 1700 Volume to Capacity 0.19 0.01 0.70 Queue Length 95th(ft) 16 0 0 ' Control Delay(s) 100.6 0.2 0.0 Lane LOS F A Approach Delay(s) 100.6 0.2 0.0 Approach LOS F ' Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 69.8% ICU Level of Service C ' Analysis Period(min) 15 V:1085711AnalysislRTC1EX SAT—Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 7 32: Maple Street & Route 107 Existing ' HCM Signalized Intersection Capacity Analysis Saturday Midday --* _11� "t #e *-- 4-- , tt �. 4 1 Movement EBL EBT EBR WBL WBT WEIR NBL NBT NBR SBL SBT SBR Lane Configurations + + + 4s ' Volume(vph) 128 313 2 105 286 5 2 603 89 4 527 9 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 15 15 15 14 14 10 15 15 15 Grade(%) 2% 2% -3% 5% ' Total Lost time(s) 4.0 4.0 4.0 4.0 Lane Util.Factor 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.98 1.00 ' Flt Protected 0.99 0.99 1.00 1.00 Said.Flow(prot) 1766 2019 1999 1994 Flt Permitted 0.75 0.75 1.00 0.99 Satd. Flow(perm) 1348 1538 1996 1983 ' Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.99 0.99 0.99 0.96 0.96 0.96 Adj.Flow(vph) 139 340 2 114 311 5 2 609 90 4 549 9 RTOR Reduction(vph) 0 0 0 0 1 0 0 0 0 0 0 0 ' Lane Group Flow(vph) 0 481 0 0 429 0 0 701 0 0 562 0 Heavy Vehicles(%) 0% 2% 0% 1% 1% 0% 0% 1% 2% 0% 2% 0% Tum Type Perm Perm Perm Perm Protected Phases 4 8 2 6 ' Permitted Phases 4 8 2 6 Actuated Green,G(s) 10.0 10.0 13.8 13.8 Effective Green,g(s) 11.0 11.0 14.8 14.8 ' Actuated g/C Ratio 0.33 0.33 0.44 0.44 Clearance Time(s) 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 439 501 874 868 ' v/s Ratio Prot v/s Ratio Perm c0.36 0.28 c0.35 0.28 v/c Ratio 1.10 0.86 0.80 0.65 ' Uniform Delay,dl 11.4 10.7 8.2 7.5 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 71.4 13.0 5.1 1.3 Delay(s) 82.8 23.6 13.3 8.7 ' Level of Service F C B A Approach Delay(s) 82.8 23.6 13.3 8.7 Approach LOS F C B A Intersection Summary HCM Average Control Delay 29.5 HCM Level of Service C HCM Volume to Capacity ratio 0.93 ' Actuated Cycle Length(s) 33.8 Sum of lost time(s) 8.0 Intersection Capacity Utilization 77.6% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group ' 1 V:1085711Analysis\RTC1EX SAT-Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 10 1 � 32: Maple Street & Route 107 Existing Timing Report, Sorted By Phase Saturday Midday Phase Number 2 4 6 8 ' Movement NBTL EBTL SBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode None None None None Maximum Split(s) 20 15 20 15 Maximum Split(%) 57.1% 42.9% 57.1% 42.9% Minimum Split(s) 20 15 20 15 Yellow Time(s) 3 3 3 3 All-Red Time(s) 2 2 2 2 Minimum Initial(s) 4 4 4 4 Vehicle Extension(s) 2 2 2 2 ' Minimum Gap(s) 2 2 2 2 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 No Yes No Inhibit Max Yes Yes Yes Yes ' Start Time(s) 0 20 0 20 End Time(s) 20 0 20 0 Yield/Force Off(s) 15 30 15 30 ' Yield/Force Off 170(s) 15 30 15 30 Local Start Time(s) 20 5 20 5 Local Yield(s) 0 15 0 15 Local Yield 170(s) 0 15 0 15 Intersection Summary Cycle Length 35 Control Type Actuated-Uncoordinated ' Natural Cycle 55 Splits and Phases: 32:Maple Street&Route 107 02 ► 04 20s T 15s 4* 06 f' 08 20s 15s 1 V:1085711AnalysislRTC1EX SAT—Additional Inls.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 11 2014 No-Build Queuing and Blocking Report Weekday AM ' Intersection: 10: Marlborough Road & Route 107 Movement EB EB WB WB WB NB NB NB NB SB SB SB Directions Served LT R L LT R L T T R L T T ' Maximum Queue (ft) 381 256 250 705 225 325 755 740 148 214 554 551 Average Queue (ft) 201 98 147 497 60 318 626 470 54 54 222 225 95th Queue (ft) 478 229 289 883 222 360 925 855 131 142 413 413 Link Distance(ft) 688 678 743 743 1269 1269 t Upstream Blk Time(%) 3 34 10 0 0 0 Queuing Penalty (veh) 0 0 68 1 0 0 Storage Bay Dist(ft) 235 225 200 300 125 190 Storage Blk Time (%) 7 0 1 54 0 57 0 3 0 13 6 Queuing Penalty(veh) 25 1 3 73 0 192 0 7 0 9 7 Intersection: 10: Marlborough Road & Route 107 Movement SB Directions Served R Maximum Queue (ft) 219 Average Queue(ft) 63 95th Queue (ft) 157 Link Distance(ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist(ft) 230 ' Storage Blk Time (%) 0 Queuing Penalty(veh) 0 1 ' V:1085711Analysis\RT0NB AM-Additional Ints.syn SirnTraffic Report GPI Page 1 1 10: Marlborough Road & Route 107 2014 No-Build , HCM Signalized Intersection Capacity Analysis Weekday AM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r 4 IF 'M r V1 ++ F Volume(vph) 125 125 374 145 229 59 511 676 213 74 704 131 ' Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 11 11 12 12 12 12 11 12 12 10 Grade(%) 0% 0% 3% 0% ' Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util, Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 ' Satd.Flow(prot) 1826 1531 1641 1782 1615 1778 3556 1523 1787 3471 1436 Flt Permitted 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1826 1531 1641 1782 1615 1778 3556 1523 1787 3471 1436 t Peak-hour factor, PHF 0.90 0.90 0.90 0.78 0.78 0.78 0.92 0.92 0.92 0.97 0.97 0.97 Adj.Flow(vph) 139 139 416 186 294 76 555 735 232 76 726 135 RTOR Reduction(vph) 0 0 33 0 0 67 0 0 143 0 0 104 Lane Group Flow(vph) 0 278 384 167 313 9 555 735 89 76 726 31 , Heavy Vehicles(%) 3% 0% 2% 1% 1% 0% 0% 0% 1% 1% 4% 5% Turn Type Split pt+ov Split Prot Prot Prot Prot Prot Protected Phases 4 4 41 3 3 3 1 6 6 5 2 2 ' Permitted Phases Actuated Green,G(s) 16.6 50.0 12.0 12.0 12.0 28.4 36.9 36.9 14.5 23.0 23.0 Effective Green,g(s) 16.6 50.0 12.0 12.0 12.0 28.4 36.9 36.9 14.5 23.0 23.0 Actuated g/C Ratio 0.17 0.50 0.12 0.12 0.12 0.28 0.37 0.37 0.14 0.23 0.23 , Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 303 766 197 214 194 505 1312 562 259 798 330 ' v/s Ratio Prot c0.15 0.25 0.10 c0.18 0.01 c0.31 0.21 0.06 0.04 c0.21 0.02 v/s Ratio Perm v/c Ratio 0.92 0.50 0.85 1.46 0.05 1.10 0.56 0.16 0.29 0.91 0.09 Uniform Delay,dl 41.0 16.7 43.1 44.0 38.9 35.8 25.1 21.1 38.2 37.5 30.3 , Progression Factor 1.00 1.00 1.00 1.00 1.00 , 0.72 0.65 0.86 1.00 1.00 1.00 Incremental Delay,d2 30.4 0.2 26.2 232.0 0.0 59.1 0.8 0.3 0.2 16.2 0.6 Delay(s) 71.5 16.9 69.3 276.0 39.0 84.8 17.2 18.5 38.4 53.7 30.9 ' Level of Service E B E F D F B B D D C Approach Delay(s) 38.7 181.5 42.0 49.2 Approach LOS D F D D Intersection Summary ' HCM Average Control Delay 64.1 HCM Level of Service E HCM Volume to Capacity ratio 1,06 , Actuated Cycle Length(s) 100.0 Sum of lost time(s) 20.0 Intersection Capacity Utilization 90.0% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group , V:1085711AnalysislRTMNB AM-Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen, Inc. Page 2 ' 10: Marlborough Road & Route 107 2014 No-Build Timing Report, Sorted By Phase Weekday AM Phase Number 1 2 3 4 5 6 Movement NBL SBT WBTL EBTL SBL NBT Lead/Lag Lead Lag Lead Lag Lag Lead Lead-Lag Optimize Recall Mode None C-Min None None None C-Min Maximum Split(s) 33 28 17 22 13 48 Maximum Split(%) 33.0% 28.0% 17.0% 22.0% 13.0% 48.0% Minimum Split(s) 11 21 11 21 11 21 Yellow Time(s) 4 4 4 4 4 4 ' All-Red Time(s) 1 1 1 1 1 1 Minimum Initial(s) 6 6 6 6 6 6 Vehicle Extension(s) 2 4 2 2 2 4 ' Minimum Gap(s) 2 4 2 2 2 4 Time Before Reduce(s) 0 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 0 Walk Time(s) Flash Dont Walk(s) Dual Entry No Yes No No No Yes Inhibit Max Yes Yes Yes Yes Yes Yes ' Start Time(s) 57 90 18 35 5 57 End Time(s) 90 18 35 57 18 5 Yield/Force Off(s) 85 13 30 52 13 0 Yield/Force Off 170(s) 85 13 30 52 13 0 ' Local Start Time(s) 57 90 18 35 5 57 Local Yield(s) 85 13 30 52 13 0 Local Yield 170(s) 85 13 30 52 13 0 ' Intersection Summary Cycle Length 100 Control Type Actuated-Coordinated ' Natural Cycle 120 Offset:0(0%),Referenced to phase 2:SBT and 6:NBT, Start of Yellow,Master Intersection Splits and Phases: 10:Marlborough Road 8 Route 107 ' *k of o2 e3 04 33s U26 s 17s I U22s 06 1 19- 05 4 1113S 1 Ill ' V:\08571\Analysis\RTC\NB AM—Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 3 2014 No-Build , Queuing and Blocking Report Weekday AM Intersection: 24: Swampscott Road & Route 107 , Movement WB WB NB NB NB SB SB SB SW Directions Served L R> T T R> <L T T <LR Maximum Queue (ft) 889 305 581 559 266 284 409 265 9 ' Average Queue (ft) 532 254 343 323 26 196 56 56 0 95th Queue(ft) 1277 368 617 605 174 286 215 147 7 Link Distance(ft) 1083 957 957 743 743 266 ' Upstream Blk Time (%) 24 0 0 Queuing Penalty(veh) 0 0 0 Storage Bay Dist(ft) 280 310 260 Storage Blk Time (%) 0 44 7 0 4 , Queuing Penalty(veh) 1 76 9 0 20 1 i VA85711Analysis\RTMN6 AM-Additional Ints.syn SimTraffic Report ' GPI Page 1 i ' 24: Swampscott Road & Route 107 2014 No-Build HCM Signalized Intersection Capacity Analysis Weekday AM ' !" t t r P ko I► j I t Movement WBL WBR NBT NBR NBR2 SBL2 SBL SBT SWL SWR I ' Lane Configurations I g "+ g A tt 'fir Volume(vph) 172 308 1085 1 136 4 304 915 0 7 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 14 13 11 11 11 12 12 12 11 11 Grade(%) 2% 4% -3% -10% Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 Lane Util.Factor 1.00 1.00 0.95 1.00 1.00 0.95 1.00 ' Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.86 Fit Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Said.Flow(prof) 1851 1604 3386 1458 1762 3557 1668 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 ' Said. Flow(perm) 1851 1604 3386 1458 1762 3557 1668 Peak-hour factor,PHF 0.90 0.90 0.92 0.92 0.92 0.97 0.97 0.97 0.97 0.97 Adj.Flow(vph) 191 342 1179 1 148 4 313 943 0 7 RTOR Reduction(vph) 0 0 0 93 0 0 0 0 7 0 Lane Group Flow(vph) 191 342 1179 56 0 0 317 943 0 0 Heavy Vehicles(%) 3% 3% 1% 0% 5% 0% 4% 3% 0% 0% Turn Type Prot Prot Prot Prot ' Protected Phases 3 3 2 2 1 1 6 4 Permitted Phases Actuated Green,G(s) 22.8 22.8 36.1 36.1 21.3 62.4 0.8 ' Effective Green,g(s) 23.8 23.8 37.1 37.1 22.3 63.4 1.8 Actuated g/C Ratio 0.24 0.24 0.37 0.37 0.22 0.63 0.02 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 4.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ' Lane Grp Cap(vph) 441 382 1256 541 393 2255 30 vls Ratio Prot 0.10 c0.21 c0.35 0.04 c0.18 0.27 c0.00 v/s Ratio Perm v/c Ratio 0.43 0.90 0.94 0.10 0.81 0.42 0.00 Uniform Delay,dl 32.4 36.9 30.4 20.6 36.8 9.1 48.2 Progression Factor 1.00 1.00 1.00 1.00 0.73 0.41 1.00 Incremental Delay,d2 0.2 22.0 14.4 0.4 6.7 0.3 0.0 Delay(s) 32.6 58.9 44.8 21.0 33.6 4.1 48.2 Level of Service C E D C C A D Approach Delay(s) 49.5 42.1 11.5 48.2 ' Approach LOS D D 6 D Intersection Summary HCM Average Control Delay 31.1 HCM Level of Service C ' HCM Volume to Capacity ratio 0.87 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 15.0 Intersection Capacity Utilization 76.1% ICU Level of Service D Analysis Period(min) 15 ' c Critical Lane Group ' V:1085711AnalysislRTC1NB AM-Additional Ints.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 5 1 24: Swampscott Road & Route 107 2014 No-Build ' Timing Report, Sorted By Phase Weekday AM Phase Number 1 2 3 4 6 Movement SBL NBT WBL SWL SBT Lead/Lag Lead Lag Lead Lag ' Lead-Lag Optimize Recall Mode None C-Min None None C-Min Maximum Split(s) 25 38 29 8 63 , Maximum Split(%) 25.0% 38.0% 29.0% 8.0% 63.0% Minimum Split(s) 11 11 11 8 11 Yellow Time(s) 4 4 4 3 4 , All-Red Time(s) 1 1 1 1 1 Minimum Initial(s) 6 6 6 4 6 Vehicle Extension(s) 2 2 2 2 2 Minimum Gap(s) 2 2 2 2 2 Time Before Reduce(s) 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 Walk Time(s) Flash Dont Walk(s) Dual Entry No Yes No No Yes Inhibit Max Yes Yes Yes Yes Yes Start Time(s) 6 31 69 98 6 ' End Time(s) 31 69 98 6 69 Yield/Force Off(s) 26 64 93 2 64 Yield/Force Off 170(s) 26 64 93 2 64 Local Start Time(s) 42 67 5 34 42 ' Local Yield(s) 62 0 29 38 0 Local Yield 170(s) 62 0 29 38 0 Intersection Summary ' Cycle Length 100 Control Type Actuated-Coordinated Natural Cycle 90 , Offset:64(64%),Referenced to phase 2:NBT and 6:SBT,Start of Yellow Splits and Phases: 24:Swampscott Road 8 Route 107 s of 1 t o2 ♦ o3 *4 o4 ' 25s I 1138s I I 29s 8s 1 e6 ' V:1085711AnalysislRTC1NB AM—Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 6 28: Belleaire Avenue & Route 107 2014 No-Build HCM Unsignalized Intersection Capacity Analysis Weekday AM ' _J* --t 4.N t Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y $ 1r ' Volume(vehlh) 6 9 4 1171 1021 4 Sign Control Stop Free Free Grade 0% 0% 0% ' Peak Hour Factor 0.75 0.75 0.94 0.94 0.94 0.94 Hourly flow rate(vph) 8 12 4 1246 1086 4 Pedestrians Lane Width(ft) ' Walking Speed(ft/s) Percent Blockage Right tum flare(veh) ' Median type None None Median storage veh) Upstream signal(ft) 869 pX,platoon unblocked 0.28 ' vC,conflicting volume 2343 1088 1090 vC1,stage 1 cont vol vC2,stage 2 cont vol ' vCu,unblocked vol 4536 1088 1090 tC,single(s) 6.6 6.2 4.4 tC,2 stage(s) tF(s) 3.7 3.3 2.4 p0 queue free% 0 95 99 cM capacity(veh/h) 0 265 561 Direction,Lane# EB 1 NB 1 SB 1 ' Volume Total 20 1250 1090 Volume Left 8 4 0 Volume Right 12 0 4 ' cSH 1 561 1700 Volume to Capacity 24.99 0.01 0.64 Queue Length 95th(ft) Err 1 0 Control Delay(s) Err 0.4 0.0 ' Lane LOS F A Approach Delay(s) Err 0.4 0.0 Approach LOS F ' Intersection Summary Average Delay 84.9 Intersection Capacity Utilization 74.8% ICU Level of Service D Analysis Period(min) 15 ' V:\08571V>nalysislRTC%B AM-Additional lnts.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 7 i 30: Buchanan Circle & Route 107 2014 No-Build ' HCM Unsignalized Intersection Capacity Analysis Weekday AM < < t /P. l 1 i Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y f� 4 Volume(veh/h) 29 18 1157 20 11 1019 i Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.71 0.71 0.94 0.94 0.94 0.94 i Hourly flow rate(vph) 41 25 1231 21 12 1084 Pedestrians Lane Width(ft) Walking Speed(ft/s) i Percent Blockage Right turn flare(veh) Median type None None i Median storage veh) Upstream signal(ft) 635 pX,platoon unblocked 0.26 0.26 0.26 vC,conflicting volume 2349 1241 1252 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 4813 491 533 i tC,single(s) 6.5 6.3 4.2 tC,2 stage(s) tF(s) 3.6 3.4 2.3 p0 queue free% 0 83 95 i cM capacity(veh/h) 0 146 256 Direction,Lane# WB 1 NB 1 SB 1 Volume Total 66 1252 1096 ' Volume Left 41 0 12 Volume Right 25 21 0 cSH 0 1700 256 , Volume to Capacity 204.81 0.74 0.05 Queue Length 95th(ft) Err 0 4 Control Delay(s) Err 0.0 2.7 Lane LOS F A ' Approach Delay(s) Err 0.0 2.7 Approach LOS F Intersection Summary i Average Delay 275.4 Intersection Capacity Utilization 72.4% ICU Level of Service C Analysis Period(min) 15 i 1 V:108571V�nalysislRTC1NB AM—Additional Ints.syn Synchro 7- Report i Greenman-Pedersen,Inc. Page 8 i i2014 No-Build Queuing and Blocking Report Weekday AM iIntersection: 32: Maple Street & Route 107 Movement EB WB NB NB SB i Directions Served LTR LTR LT R LTR Maximum Queue (ft) 350 574 802 65 430 Average Queue (ft) 184 327 342 41 227 95th Queue (ft) 306 579 657 82 393 i Link Distance (ft) 708 558 1532 1526 Upstream Blk Time (%) 5 Queuing Penalty(veh) 0 Storage Bay Dist(ft) 40 Storage Blk Time (%) 47 6 Queuing Penalty (veh) 49 33 1 i 1 1 1 1 1 1 1 i V:108571U1nalysis\RTC1NB AM-Additional Ints.syn SirnTraffic Report GPI Page 1 i i 32: Maple Street & Route 107 2014 No-Build i HCM Signalized Intersection Capacity Analysis Weekday AM -.4 --1, -V 4,- 4N t r e l i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + + 4 IN res i Volume(vph) 59 291 9 113 348 3 10 505 104 2 540 9 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 15 15 15 14 14 10 15 15 15 Grade(%) 2% 2% -3% 5% i Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 i Flt Protected 0.99 0.99 1.00 1.00 1.00 Satd. Flow(prot) 1762 2002 1976 1471 1955 Fit Permitted 0.85 0.76 0.99 1.00 1.00 Said. Flow(perm) 1502 1537 1954 1471 1953 i Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj.Flow(vph) 63 310 10 120 370 3 11 537 111 2 574 10 RTOR Reduction(vph) 0 0 0 0 1 0 0 0 0 0 0 0 i Lane Group Flow(vph) 0 383 0 0 492 0 0 548 111 0 586 0 Heavy Vehicles(%) 2% 2% 2% 2% 2% 2% 4% 4% 4% 4% 4% 4% Turn Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 i Permitted Phases 4 8 2 2 6 Actuated Green,G(s) 26.8 26.8 38.2 38.2 38.2 Effective Green,g(s) 27.8 27.8 39.2 39.2 39.2 i Actuated g/C Ratio 0.37 0.37 0.52 0.52 0.52 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 557 570 1021 769 1021 ' v/s Ratio Prot v/s Ratio Perm 0.26 c0.32 0.28 0.08 c0.30 v/c Ratio 0.69 0.86 0.54 0.14 0.57 i Uniform Delay,d1 19.9 21.8 11.9 9.2 12.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 2.8 12.5 2.0 0.4 2.3 i Delay(s) 22.7 34.3 13.9 9.6 14.6 Level of Service C C B A B Approach Delay(s) 22.7 34.3 13.2 14.6 Approach LOS C C B B i Intersection Summary HCM Average Control Delay 20.2 HCM Level of Service C HCM Volume to Capacity ratio 0.69 i Actuated Cycle Length(s) 75.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 79.0% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group i 1 V:1085711AnalysislRTCINB AM-Additional Ints.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 10 1 ' 32: Maple Street & Route 107 2014 No-Build Timing Report, Sorted By Phase Weekday AM I) 1s � Phase Number 2 4 6 8 ' Movement NBTL EBTL SBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Min None C-Min None ' Maximum Split(s) 38 37 38 37 Maximum Split(%) 50.7% 49.3% 50.7% 49.3% Minimum Split(s) 20 15 20 15 ' Yellow Time(s) 3 3 3 3 All-Red Time(s) 2 2 2 2 Minimum Initial(s) 4 4 4 4 Vehicle Extension(s) 2 2 2 2 ' Minimum Gap(s) 2 2 2 2 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 No Yes No Inhibit Max Yes Yes Yes Yes ' Start Time(s) 42 5 42 5 End Time(s) 5 42 5 42 Yield/Force Off(s) 0 37 0 37 ' Yield/Force Off 170(s) 0 37 0 37 Local Start Time(s) 42 5 42 5 Local Yield(s) 0 37 0 37 Local Yield 170(s) 0 37 0 37 ' Intersection Summary Cycle Length 75 Control Type Actuated-Coordinated Natural Cycle 50 Offset:0(0%),Referenced to phase 2:NBTL and 6:SBTL,Start of Yellow Splits and Phases: 32:Maple Street&Route 107 4) o2 , 04 38s 1 L437s ' 1* 06 08 38s I 7s 1 ' V:108571%nalysislRTCINB AM—Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 11 1 Queuing and Blocking Report 2014 No-BuildWeekday PM Intersection: 10: Marlborough Road & Route 107 ' Movement EB EB WB WB WB NB NB NB NB SB SB SB Directions Served LT R L LT R L T T R L T T ' Maximum Queue (ft) 722 260 250 588 225 325 758 722 150 214 1282 1284 Average Queue (ft) 404 150 185 333 78 324 686 221 83 112 687 667 95th Queue (ft) 809 319 279 533 251 325 926 619 162 214 1268 1230 Link Distance (ft) 688 678 743 743 1269 1269 ' Upstream Blk Time (%) 11 32 0 0 Queuing Penalty(veh) 0 212 0 0 Storage Bay Dist (ft) 235 225 200 300 125 190 ' Storage Blk Time (%) 26 3 3 39 0 70 3 0 0 55 49 Queuing Penalty(veh) 103 8 14 76 0 198 10 1 1 73 101 Intersection: 10: Marlborough Road & Route 107 ' Movement SB Directions Served R Maximum Queue (ft) 255 Average Queue (ft) 171 95th Queue(ft) 313 Link Distance (ft) ' Upstream Blk Time (%) Queuing Penalty(veh) Storage Bay Dist (ft) 230 Storage Blk Time (%) 0 ' Queuing Penalty(veh) 1 t V:1085711Analysis\RTCWB PM-Additional Ints.syn SirnTraffc Report , GPI Page 1 ' 10: Marlborough Road & Route 107 2014 No-Build HCM Signalized Intersection Capacity Analysis Weekday PM -.4 -1, --t 4�- ~ 4- - t 4 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR ' Lane Configurations 4 r 1 Q r Vi N r 4 f4 r Volume(vph) 117 187 390 235 270 77 461 565 314 133 896 207 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 11 11 12 12 12 12 11 12 12 10 ' Grade(%) 0% 0% 3% 0% Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 ' Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow(prot) 1857 1546 1658 1781 1599 1778 3521 1538 1770 3574 1478 Flt Permitted 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 ' Satd.Flow(perm) 1857 1546 1658 1781 1599 1778 3521 1538 1770 3574 1478 Peak-hour factor,PHF 0.93 0.93 0.93 0.92 0.92 0.92 0.94 0.94 0.94 0.98 0.98 0.98 Adj.Flow(vph) 126 201 419 255 293 84 490 601 334 136 914 211 ' RTOR Reduction(vph) 0 0 20 0 0 73 0 0 235 0 0 148 Lane Group Flow(vph) 0 327 399 229 319 11 490 601 99 136 914 63 Heavy Vehicles(%) 1% 0% 1% 0% 1% 1% 0% 1% 0% 2% 1% 2% Tum Type Split pt+ov Split Prot Prot Prot Prot Prot ' Protected Phases 4 4 41 3 3 3 1 6 6 5 2 2 Permitted Phases Actuated Green,G(s) 19.0 49.0 14.4 14.4 14.4 25.0 28.6 28.6 28.0 31.6 31.6 ' Effective Green,g(s) 19.0 49.0 14.4 14.4 14.4 25.0 28.6 28.6 28.0 31.6 31.6 Actuated g/C Ratio 0.17 0.45 0.13 0.13 0.13 0.23 0.26 0.26 0.25 0.29 0.29 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 ' Lane Grp Cap(vph) 321 689 217 233 209 404 915 400 451 1027 425 v/s Ratio Prot c0.18 0.26 0.14 c0.18 0.01 c0.28 0.17 0.06 0.08 c0.26 0.04 v/s Ratio Perm ' v/c Ratio 1.02 0.58 1.06 1.37 0.05 1.21 0.66 0.25 0.30 0.89 0.15 Uniform Delay,dl 45.5 22.8 47.8 47.8 41.8 42.5 36.3 32.2 33.1 37.5 29.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.71 0.62 1.59 1.00 1.00 1.00 Incremental Delay,d2 55.1 0.7 76.4 191.0 0.0 107.1 1.9 0.7 0.1 11.5 0.7 ' Delay(s) 100.6 23.5 124.2 238.8 41.9 137.4 24.5 51.9 33.2 49.0 29.9 Level of Service F C F F D F C D C D C Approach Delay(s) 57.3 171.1 69.7 44.1 ' Approach LOS E F E D Intersection Summary HCM Average Control Delay 75.3 HCM Level of Service E ' HCM Volume to Capacity ratio 1.08 Actuated Cycle Length(s) 110.0 Sum of lost time(s) 20.0 Intersection Capacity Utilization 97.5% ICU Level of Service F ' Analysis Period(min) 15 c Critical Lane Group it 1 V:\08571\Analysis\RTC\NB PM-Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 17 10: Marlborough Road & Route 107 2014 No-Build ' Timing Report, Sorted By Phase Weekday PM Phase Number 1 2 3 4 5 6 Movement NBL SBT WBTL EBTL SBL NBT ' Lead/Lag Lead Lag Lead Lag Lag Lead Lead-Lag Optimize Recall Mode None C-Min None None None C-Min Maximum Split(s) 30 37 19 24 24 43 ' Maximum Split(%) 27.3% 33.6% 17.3% 21.8% 21.8% 39.1% Minimum Split(s) 11 21 11 21 11 21 Yellow Time(s) 4 4 4 4 4 4 All-Red Time(s) 1 1 1 1 1 1 Minimum Initial(s) 6 6 6 6 6 6 Vehicle Extension(s) 2 4 2 2 2 4 Minimum Gap(s) 2 4 2 2 2 4 ' Time Before Reduce(s) 0 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 0 Walk Time(s) ' Flash Dont Walk(s) Dual Entry No Yes No No No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time(s) 72 102 29 48 5 72 ' End Time(s) 102 29 48 72 29 5 Yield/Force Off(s) 97 24 43 67 24 0 Yield/Force Off 170(s) 97 24 43 67 24 0 , Local Start Time(s) 72 102 29 48 5 72 Local Yield(s) 97 24 43 67 24 0 Local Yield 170(s) 97 24 43 67 24 0 Intersection Summary ' Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 120 , Offset:0(0%),Referenced to phase 2:SBT and 6:NBT,Start of Yellow,Master Intersection Splits and Phases: 10:Marlborough Road&Route 107 ml 4 m2 t 03 m4 30s 1 U37s ` 19s 24s r 06 r m5 ' 43s 24s i V:\08571\Analysis\RT0NB PM—Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 18 ' 2014 No-Build Queuing and Blocking Report Weekday PM Intersection: 24: Swampscott Road & Route 107 Movement WB WB NB NB NB SB SB SB ' Directions Served L R> T T R> <L T T Maximum Queue (ft) 1105 305 747 740 335 284 612 469 Average Queue (ft) 683 267 429 409 73 242 143 82 95th Queue(ft) 1474 359 758 747 299 318 482 309 ' Link Distance (ft) 1083 957 957 743 743 Upstream Blk Time (%) 51 1 1 0 0 Queuing Penalty(veh) 0 0 0 0 0 ' Storage Bay Dist (ft) 280 310 260 Storage Blk Time (%) 0 62 14 0 18 Queuing Penalty(veh) 0 79 28 0 97 V:\085711AnalysislRTC\NB PM-Additional Ints.syn SimTraffic Report GPI Page 1 24: Swampscott Road & Route 107 2014 No-Build ' HCM Signalized Intersection Capacity Analysis Weekday PM 4e t t F P l l t/ Movement WBL WBR NBT NBR NBR2 SBL2 SBL ' SBT SWL SWR Lane Configurations 1 9 T4 9 A Y ' Volume(vph) 129 287 1048 0 200 4 412 1105 0 5 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 14 13 11 11 11 12 12 12 11 11 Grade(%) 2% 4% -3% -10% ' Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 Lane Util.Factor 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.86 ' Fit Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd.Flow(prot) 1887 1604 3386 1500 1814 3628 1668 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd.Flow(perm) 1887 1604 3386 1500 1814 3628 1668 , Peak-hour factor,PHF 0.90 0.90 0.94 0.94 0.94 0.98 0.98 0.98 0.50 0.50 Adj. Flow(vph) 143 319 1115 0 213 4 420 1128 0 10 RTOR Reduction(vph) 0 0 0 136 0 0 0 0 10 0 , Lane Group Flow(vph) 143 319 1115 77 0 0 424 1128 0 0 Heavy Vehicles(%) 1% 3% 1% 0% 2% 0% 1% 1% 0% 0% Tum Type Prot Prot Prot Prot Protected Phases 3 3 2 2 1 1 6 4 ' Permitted Phases Actuated Green,G(s) 21.5 21.5 39.0 39.0 29.7 73.7 0.8 Effective Green,g(s) 22.5 22.5 40.0 40.0 30.7 74.7 1.8 , Actuated g/C Ratio 0.20 0.20 0.36 0.36 0.28 0.68 0.02 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 4.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 386 328 1231 545 506 2464 27 ' v/s Ratio Prot 0.08 c0.20 c0.33 0.05 c0.23 0.31 c0.00 v/s Ratio Perm v/c Ratio 0.37 0.97 0.91 0.14 0.84 0.46 0.01 ' Uniform Delay,d1 37.7 43.4 33.2 23.5 37.3 8.2 53.2 Progression Factor 1.00 1.00 1.00 1.00 0.71 0.38 1.00 Incremental Delay,d2 0.2 41.9 11.1 0.5 6.1 0.3 0.0 Delay(s) 37.9 85.3 44.3 24.0 32.7 3.5 53.3 ' Level of Service D F D C C A D Approach Delay(s) 70.6 41.1 11.5 53.3 Approach LOS E D B D , Intersection Summary HCM Average Control Delay 31.5 HCM Level of Service C HCM Volume to Capacity ratio 0.88 , Actuated Cycle Length(s) 110.0 Sum of lost time(s) 15.0 Intersection Capacity Utilization 79.8% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group ' V:1085711AnalysislRTCINB PM-Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 2 1 24: Swampscott Road & Route 107 2014 No-Build Timing Report, Sorted By Phase Weekday PM Phase Number 1 2 3 4 6 ' Movement SBL NBT WBL SWL SBT Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Min None None C-Min Maximum Split(s) 31 48 23 8 79 Maximum Split(%) 28.2% 43.6% 20.9% 7.3% 71.8% Minimum Split(s) 11 11 11 8 11 ' Yellow Time(s) 4 4 4 3 4 All-Red Time(s) 1 1 1 1 1 Minimum Initial(s) 6 6 6 4 6 Vehicle Extension(s) 2 2 2 2 2 ' Minimum Gap(s) 2 2 2 2 2 Time Before Reduce(s) 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 ' Walk Time(s) Flash Dont Walk(s) Dual Entry No Yes No No Yes Inhibit Max Yes Yes Yes Yes Yes ' Start Time(s) 5 36 84 107 5 End Time(s) 36 84 107 5 84 Yield/Force Off(s) 31 79 102 1 79 ' Yield/Force Off 170(s) 31 79 102 1 79 Local Start Time(s) 36 67 5 28 36 Local Yield(s) 62 0 23 32 0 Local Yield 170(s) 62 0 23 32 0 ' Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated ' Natural Cycle 90 Offset:79(72°/%),Referenced to phase 2:NBT and 6:SBT,Start of Yellow Splits and Phases: 24:Swampscott Road&Route 107 s ,( ®o ®1 1 t o2 i o3 i'► 31s I U49s 118s 4 06 7 1 � V:\08571\Analysis\RTC\NB PM—Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 3 29: Belleaire Avenue & Route 107 2014 No-Build ' HCM Unsi nalized Intersection Capacity Analysissis Weekday PM --.* --* .4\ t 4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations 9 M Q A , Volume(veh/h) 3 3 2 1087 .1280 1 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.58 0.58 0.97 0.97 0.96 0.96 Hourly flow rate(vph) 5 5 2 1121 1333 1 Pedestrians Lane Width(ft) ' Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None ' Median storage veh) Upstream signal(ft) 869 pX, platoon unblocked 0.30 vC,conflicting volume 2459 1334 1334 , vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 4649 1334 1334 ' IC,single(s) 6.7 6.5 4.1 tC,2 stage(s) tF(s) 3.8 3.6 2.2 p0 queue free% 0 97 100 ' cM capacity(veh/h) 0 161 524 Direction,Lane# EB 1 NB 1 SB 1 ' Volume Total 10 1123 1334 Volume Left 5 2 0 Volume Right 5 0 1 cSH 0 524 1700 , Volume to Capacity 21.69 0.00 0.78 Queue Length 95th(ft) Err 0 0 Control Delay(s) Err 0.2 0.0 ' Lane LOS F A Approach Delay(s) Err 0.2 0.0 Approach LOS F Intersection Summary , Average Delay 42.0 Intersection Capacity Utilization 77.4% ICU Level of Service D Analysis Period(min) 15 ' V:1085711AnalysislRT01413 PM—Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen, Inc. Page 7 31: Buchanan Circle & Route 107 2014 No-Build HCM Unsignalized Intersection Capacity Analysis Weekday PM 4e t t P �► Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y fo .f Volume(veh/h) 12 10 1079 28 14 1269 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.52 0.52 0.97 0.97 0.96 0.96 Hourly flow rate(vph) 23 19 1112 29 15 1322 Pedestrians Lane Width(ft) ' Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 635 pX,platoon unblocked 0.28 0.28 0.28 ' vC,conflicting volume 2478 1127 1141 vC1,stage 1 conf vol vC2,stage 2 conf vol ' vCu,unblocked vol 5010 160 212 tC,single(s) 6.4 6.3 4.1 tC,2 stage(s) lF(s) 3.5 3.4 2.2 ' p0 queue free% 0 92 96 cM capacity(veh/h) 0 241 382 Direction,Lane# WB 1 NB 1 SB 1 Volume Total 42 1141 1336 Volume Left 23 0 15 Volume Right 19 29 0 cSH 0 1700 382 Volume to Capacity 126.09 0.67 0.04 Queue Length 95th(ft) Err 0 3 Control Delay(s) Err 0.0 2.7 Lane LOS F A Approach Delay(s) Err 0.0 2.7 Approach LOS F ' Intersection Summary Average Delay 169.3 Intersection Capacity Utilization 88.0% ICU Level of Service E ' Analysis Period(min) 15 ' V9085711AnalysislRT0NB PM—Additional Ints.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 8 2014 No-Build ' Queuing and Blocking Report Weekday PM Intersection: 33: Maple Street & Route 107 , Movement EB WB NB NB SB Directions Served LTR LTR LT R LTR ' Maximum Queue (ft) 634 580 872 68 441 Average Queue (ft) 263 435 452 40 196 95th Queue (ft) 524 711 874 82 350 Link Distance(ft) 708 558 1532 1526 ' Upstream Blk Time (%) 1 28 Queuing Penalty(veh) 0 0 Storage Bay Dist(ft) 40 ' Storage Blk Time(%) 48 8 Queuing Penalty (veh) 56 48 �I 1 1 V:1085711Analysis\RTC1NB PM-Additional Ints.syn SimTraffic Report ' GPI Page 1 ' 33: Maple Street & Route 107 2014 No-Build HCM Signalized Intersection Capacity Analysis Weekday PM -j" --,, --* 4e -� t r '*. 1 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SST SBR ' Lane Configurations + + 4 if + Volume(vph) 36 379 1 77 372 5 10 619 116 2 580 9 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 15 15 15 14 14 10 15 15 15 Grade(%) 2% 2% -3% 5% Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 ' Fra'td. 1.00 1.00 1.00 0.85 1.00 lt Protected 1.00 0.99 1.00 1.00 1.00 Flow(Prot) 1792 2029 2035 1515 1993 Flt Permitted 0.92 0.79 0.99 1.00 1.00 ' Satd.Flow(perm) 1663 1616 2018 1515 1991 Peak-hour factor,PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow(vph) 37 391 1 79 384 5 10 638 120 2 598 9 ' RTOR Reduction(vph) 0 0 0 0 1 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 429 0 0 467 0 0 648 120 0 609 0 Heavy Vehicles I%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 2% 2% 2% Turn Type Perm Perm Perm Perm Perm ' Protected Phases 4 8 2 6 Permitted Phases 4 8 2 2 6 Actuated Green,G(s) 24.0 24.0 41.0 41.0 41.0 ' Effective Green,g(s) 25.0 25.0 42.0 42.0 42.0 Actuated g/C Ratio 0.33 0.33 0.56 0.56 0.56 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 554 539 1130 848 1115 v/s Ratio Prot v/s Ratio Perm 0.26 c0.29 c0.32 0.08 0.31 ' v/c Ratio 0.77 0.87 0.57 0.14 0.55 Uniform Delay,d1 22.5 23.4 10.7 7.9 10.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 6.1 13.3 2.1 0.3 1.9 Delay(s) 28.6 36.8 12.8 8.2 12.4 Level of Service C D B A B Approach Delay(s) 28.6 36.8 12.1 12.4 ' Approach LOS C D B B Intersection Summary HCM Average Control Delay 20.4 HCM Level of Service C HCM Volume to Capacity ratio 0.68 Actuated Cycle Length(s) 75.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 87.0% ICU Level of Service E ' Analysis Period(min) 15 c Critical Lane Group ' V:\08571\AnalysislRTC\NB PM-Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 10 1 33: Maple Street & Route 107 2014 No-Build , Timing Report, Sorted By Phase Weekday PM 4 ', l* *;_ 1 Phase Number 2 4 6 8 Movement NBTL EBTL SBTL WBTL , Lead/Lag Lead-Lag Optimize Recall Mode C-Min None C-Min None Maximum Split(s) 42 33 42 33 ' Maximum Split(%) 56.0% 44.0% 56.0% 44.0% Minimum Split(s) 20 15 20 15 Yellow Time(s) 3 3 3 3 , All-Red Time(s) 2 2 2 2 Minimum Initial(s) 4 4 4 4 Vehicle Extension(s) 2 2 2 2 Minimum Gap(s) 2 2 2 2 , 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 No Yes No Inhibit Max Yes Yes Yes Yes Start Time(s) 38 5 38 5 , End Time(s) 5 38 5 38 Yield/Force Off(s) 0 33 0 33 Yield/Force Off 170(s) 0 33 0 33 ' Local Start Time(s) 38 5 38 5 Local Yield(s) 0 33 0 33 Local Yield 170(s) 0 33 0 33 Intersection Summary ' Cycle Length 75 Control Type Actuated-Coordinated Natural Cycle 45 ' Offset:0(0%),Referenced to phase 2:NBTL and 6:SBTL,Stan of Yellow Splits and Phases: 33:Maple Street&Route 107 its o2 4o4 42s 338 1. 06 fr 08 , 42 3 V:108571VlnalysislRTCINB PM—Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 11 1 2014 No-Build Queuing and Blocking Report Saturday Midday Intersection: 10: Marlborough Road & Route 107 Movement EB EB WB WB WB NB NB NB NB SB SB SB Directions Served LT R L LT R L T T R L T T Maximum Queue (ft) 651 260 250 693 225 320 432 442 150 214 1283 1282 Average Queue (ft) 350 156 207 599 118 161 117 136 72 128 747 727 95th Queue (ft) 686 323 297 892 294 268 274 296 152 245 1376 1335 ' Link Distance (ft) 688 678 743 743 1269 1269 Upstream Bilk Time (%) 5 45 4 2 Queuing Penalty(veh) 0 0 0 0 ' Storage Bay Dist (ft) 235 225 200 300 125 190 Storage Blk Time (%) 26 0 7 65 0 1 0 4 1 6 50 46 Queuing Penalty(veh) 80 1 31 158 1 4 0 14 3 30 70 92 ' Intersection: 10: Marlborough Road & Route 107 Movement SB ' Directions Served R Maximum Queue (ft) 255 Average Queue(ft) 150 95th Queue (ft) 310 Link Distance (ft) Upstream Bilk Time (%) Queuing Penalty(veh) Storage Bay Dist(ft) 230 Storage Bilk Time (%) 0 Queuing Penalty(veh) 1 1 V:1085711Analysis\RTC1NB SAT-Additional Ints.syn SimTrafric Report GPI Page 1 10: Marlborough Road & Route 107 2014 No-Build , HCM Signalized Intersection Capacity Analysis Saturday Midday --* --. --* 4,- *-- k *\ ti � 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r 1 4 rr I }f tr R ++ if , Volume(vph) 101 193 307 230 228 128 293 795 318 138 1007 198 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 11 11 12 12 12 12 11 12 12 10 Grade(%) 0% 0% 3% 0% ' Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 , Flt Protected 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow(prot) 1844 1531 1658 1797 1599 1760 3521 1538 1770 3574 1507 Flt Permitted 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow(perm) 1844 1531 1658 1797 1599 1760 3521 1538 1770 3574 1507 , Peak-hour factor,PHF 0.89 0.89 0.89 0.96 0.96 0.96 0.92 0.92 0.92 0.90 0:90 0.90 Adj.Flow(vph) 113 217 345 240 238 133 318 864 346 153 1119 220 RTOR Reduction(vph) 0 0 17 0 0 117 0 0 184 0 0 126 ' Lane Group Flow(vph) 0 330 328 216 262 16 318 864 162 153 1119 94 Heavy Vehicles(%) 0% 2% 2% 0% 0% 1% 1% 1% 0% 2% 1% 0% Tum Type Split pt+ov Split Prot Prot Prot Prot Prot Protected Phases 4 4 41 3 3 3 1 6 6 5 2 2 , Permitted Phases Actuated Green,G(s) 17.0 44.0 12.0 12.0 12.0 22.0 36.0 36.0 15.0 29.0 29.0 Effective Green,g(s) 17.0 44.0 12.0 12.0 12.0 22.0 36.0 36.0 15.0 29.0 29.0 , Actuated g/C Ratio 0.17 0.44 0.12 0.12 0.12 0.22 0.36 0.36 0.15 0.29 0.29 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 313 674 199 216 192 387 1268 554 266 1036 437 , vis Ratio Prot c0.18 0.21 0.13 c0.15 0.01 c0.18 0.25 0.11 0.09 c0.31 0.06 vls Ratio Perm vic Ratio 1.05 0.49 1.09 1.21 0.08 0.82 0.68 0.29 0.58 1.08 0.21 ' Uniform Delay,dl 41.5 19.9 44.0 44.0 39.1 37.1 27.1 22.9 39.5 35.5 26.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.58 0.48 0.65 1.00 1.00 1.00 Incremental Delay,d2 65.9 0.2 88.4 130.6 0.1 1.3 0.3 0.1 1.9 52.2 1.1 Delay(s) 107.4 20.1 132.4 174.6 39.2 23.0 13.3 14.9 41.4 87.7 28.0 ' Level of Service F C F F D C B B D F C Approach Delay(s) 62.8 130.2 15.7 74.2 Approach LOS E F B E , Intersection Summary HCM Average Control Delay 59.6 HCM Level of Service E HCM Volume to Capacity ratio 1.02 ' Actuated Cycle Length(s) 100.0 Sum of lost time(s) 20.0 Intersection Capacity Utilization 88.8% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group ' V:108571%nalysislRTC\N13 SAT-Additional Intssyn Synchro 7- Report ' GPI Page 2 1 1 ' 2014 No-Build Queuing and Blocking Report Saturday Midday Intersection: 24: Swampscott Road & Route 107 Movement WB WB NB NB NB SB SB SB Directions Served L R> T T R> <L T T Maximum Queue (ft) 583 304 696 733 335 284 566 439 Average Queue (ft) 178 220 320 338 64 217 131 86 95th Queue (ft) 507 330 575 601 281 313 438 291 ' Link Distance (ft) 1083 957 957 743 743 Upstream Blk Time (%) 0 0 Queuing Penalty(veh) 0 0 Storage Bay Dist(ft) 280 310 260 Storage Blk Time (%) 0 10 12 0 9 0 Queuing Penalty(veh) 1 19 21 0 50 0 1 1 VV85NAnalysislRTC1N6 SAT-Additional Ints.syn SimTraffic Report GPI Page 1 1 24: Swampscott Road & Route 107 2014 No-Build ' HCM Signalized Intersection Capacity Analysis Saturday Midday Movement WBL WBR NBT NBR NBR2 SBL2 SBL SBT SWL SWR Lane Configurations 1 9 TT 9 A ++ Y ' Volume(vph) 178 313 1090 0 173 2 386 1156 0 3 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 14 13 11 11 11 12 12 12 11 11 Grade(%) 2% 4% -3% -10% , Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 Lane Util.Factor 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.86 ' FIt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd.Flow(prot) 1887 1636 3386 1515 1832 3628 1668 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Said.Flow(perm) 1887 1636 3386 1515 1832 3628 1668 , Peak-hour factor,PHF 0.90 0.90 0.92 0.92 0.92 0.90 0.90 0.90 0.50 0.50 Adj.Flow(vph) 198 348 1185 0 188 2 429 1284 0 6 RTOR Reduction(vph) 0 0 0 133 0 0 0 0 6 0 , Lane Group Flow(vph) 198 348 1185 55 0 0 431 1284 0 0 Heavy Vehicles(%) 1% 1% 1% 0% 1% 0% 0% 1% 0% 0% Turn Type Prot Prot Prot Prot Protected Phases 3 3 2 2 1 1 6 4 , Permitted Phases Actuated Green,G(s) 23.2 23.2 28.3 28.3 28.7 62.0 0.8 Effective Green,g(s) 24.2 24.2 29.3 29.3 29.7 63.0 1.8 ' Actuated g/C Ratio 0.24 0.24 0.29 0.29 0.30 0.63 0.02 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 4.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 457 396 992 444 544 2286 30 vls Ratio Prot 0.10 c0.21 c0.35 0.04 c0.24 0.35 c0.00 v/s Ratio Perm v/c Ratio 0.43 0.88 1.19 0.12 0.79 0.56 0.00 ' Uniform Delay,dl 32.1 36.5 35.4 25.9 32.3 10.6 48.2 Progression Factor 1.00 1.00 1.00 1.00 0.64 0.44 1.00 Incremental Delay,d2 0.2 18.8 97.5 0.6 2.5 0.3 0.0 Delay(s) 32.3 55.3 132.9 26.5 23.3 5.0 48.2 ' Level of Service C E F C C A D Approach Delay(s) 47.0 118.3 9.6 48.2 Approach LOS D F A D , Intersection Summary HCM Average Control Delay 56.3 HCM Level of Service E HCM Volume to Capacity ratio 0.94 , Actuated Cycle Length(s) 100.0 Sum of lost time(s) 15.0 Intersection Capacity Utilization 81.0% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group V:1085711AnalysislRT0NB SAT-Additional Ints.syn Synchro 7- Report ' GPI Page 2 24: Swampscott Road & Route 107 2014 No-Build Timing Report, Sorted By Phase Saturday Midday "10 t * . 4 l ' Phase Number 1 2 3 4 6 Movement SBL NBT WBL SWL SBT ' Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Min None None C-Min ' Maximum Split(s) 26 36 30 8 62 Maximum Split(%) 26.0% 36.0% 30.0% 8.0% 62.0% Minimum Split(s) 11 11 11 8 11 Yellow Time(s) 4 4 4 3 4 ' All-Red Time(s) 1 1 1 1 1 Minimum Initial(s) 6 6 6 4 6 Vehicle Extension(s) 2 2 2 2 2 Minimum Gap(s) 2 2 2 2 2 Time Before Reduce(s) 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 Walk Time(s) ' Flash Dont Walk(s) Dual Entry No Yes No No Yes Inhibit Max Yes Yes Yes Yes Yes ' Start Time(s) 7 33 69 99 7 End Time(s) 33 69 99 7 69 Yield/Force Off(s) 28 64 94 3 64 Yield/Force Off 170(s) 28 64 94 3 64 ' Local Start Time(s) 43 69 5 35 43 Local Yield(s) 64 0 30 39 0 Local Yield 170(s) 64 0 30 39 0 Intersection Summary Cycle Length 100 Control Type Actuated-Coordinated ' Natural Cycle 90 Offset:64(64%),Referenced to phase 2:NBT and 6:SBT,Start of Yellow Splits and Phases: 24: Swampscott Road 1,Route 107 ,( ' 64 01 1 t o2 o3 i'► 04 26s 36s Sus I U83 1 11 06 62s ' V:1085711AnalysislRTC1NB SAT—Additional Ints.syn Synchro 7- Report GPI Page 3 28: Belleaire Avenue & Route 107 2014 No-Build ' HCM Unsignalized Intersection Capacity Analysis Saturday Midday --* --v 4� t 1 , Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y 4 t+ Volume(veh/h) 2 5 3 1035 1174 7 , Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.80 0.80 0.98 0.98 0.96 0.96 ' Hourly flow rate(vph) 2 6 3 1056 1223 7 Pedestrians Lane Width(ft) , Walking Speed(fUs) Percent Blockage Right tum flare(veh) Median type None None ' Median storage veh) Upstream signal(ft) 869 pX,platoon unblocked 0.49 vC,conflicting volume 2289 1227 1230 ' vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 3106 1227 1230 ' tC,single(s) 6.4 6.2 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 61 97 99 , cM capacity(veh/h) 6 220 573 Direction, Lane# EB 1 NB 1 SB 1 Volume Total 9 1059 1230 , Volume Left 2 3 0 Volume Right 6 0 7 cSH 21 573 1700 ' Volume to Capacity 0.42 0.01 0.72 Queue Length 95th(ft) 30 0 0 Control Delay(s) 270.7 0.2 0.0 Lane LOS F A , Approach Delay(s) 270.7 0.2 0.0 Approach LOS F Intersection Summary , Average Delay 1.1 Intersection Capacity Utilization 72.2% ICU Level of Service C Analysis Period(min) 15 , 1 V:1085711AnalysislRTC1NB SAT—Additional Ints.syn Synchro 7- Report GPI Page 7 32: Maple Street & Route 107 2014 No-Build HCM Signalized Intersection Capacity Analysis Saturday Midday --* --I. 7 r ~ t t P v 1 d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + 4� 4 r r* ' Volume(vph) 66 326 2 109 298 5 2 628 93 4 548 9 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 15 15 15 14 14 10 15 15 15 ' Grade(%) 2% 2% -3% 5% Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 Lane Util,Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 ' Flt Protected 0.99 0.99 1.00 1.00 1.00 Satd. Flow(prot) 1773 2019 2036 1500 1994 Flt Permitted 0.84 0.71 1.00 1.00 1.00 ' Satd.Flow(perm) 1504 1444 2035 1500 1988 Peak-hour factor,PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.99 0.99 0.99 0.96 0.96 0.96 Adj. Flow(vph) 72 354 2 118 324 5 2 634 94 4 571 9 RTOR Reduction(vph) 0 0 0 0 1 0 0 0 0 0 0 0 ' Lane Group Flow(vph) 0 428 0 0 446 0 0 636 94 0 584 0 Heavy Vehicles(%) 0% 2% 0% 1% 1% 0% 0% 1% 2% 0% 2% 0% Tum Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 2 6 Actuated Green,G(s) 25.6 25.6 39.4 39.4 39.4 Effective Green,g(s) 26.6 26.6 40.4 40.4 40.4 Actuated g/C Ratio 0.35 0.35 0.54 0.54 0.54 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 533 512 1096 808 1071 v/s Ratio Prot v/s Ratio Perm 0.28 c0.31 c0.31 0.06 0.29 v/c Ratio 0.80 0.87 0.58 0.12 0.55 ' Uniform Delay,d1 21.8 22.6 11.6 8.5 11.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 8.1 14.6 2.2 0.3 2.0 Delay(s) 29.9 37.2 13.9 8.8 13.3 Level of Service C D B A B Approach Delay(s) 29.9 37.2 13.2 13.3 ' Approach LOS C D B B Intersection Summary HCM Average Control Delay 21.4 HCM Level of Service C ' HCM Volume to Capacity ratio 0.70 Actuated Cycle Length(s) 75.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 76.4% ICU Level of Service D Analysis Period(min) 15 ' c Critical Lane Group VA085711AnalysislRTCINB SAT-Additional Ints.syn Synchro 7- Report GPI Page 10 32: Maple Street & Route 107 2014 No-Build ' Timing Report, Sorted By Phase Saturday Midday Phase Number 2 4 6 8 Movement NBTL EBTL SBTL WBTL Lead/Lag , Lead-Lag Optimize Recall Mode C-Min None C-Min None Maximum Split(s) 38 37 38 37 ' Maximum Split(%) 50.7% 49.3% 50.7% 49.3% Minimum Split(s) 20 15 20 15 Yellow Time(s) 3 3 3 3 , All-Red Time(s) 2 2 2 2 Minimum Initial(s) 4 4 4 4 Vehicle Extension(s) 2 2 2 2 Minimum Gap(s) 2 2 2 2 , 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 No Yes No Inhibit Max Yes Yes Yes Yes Start Time(s) 42 5 42 5 ' End Time(s) 5 42 5 42 Yield/Force Off(s) 0 37 0 37 Yield/Force Off 170(s) 0 37 0 37 Local Start Time(s) 42 5 42 5 , Local Yield(s) 0 37 0 37 Local Yield 170(s) 0 37 0 37 Intersection Summary , Cycle Length 75 Control Type Actuated-Coordinated Natural Cycle 45 ' Offset:0(0%),Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Splits and Phases: 32:Maple Street&Route 107 , Ft o2 1-4o4 138S 1 P37 s 1* e6 *;(-- 08 138s I L037 s t V:1085711AnalysislRTC1NB SAT—Additional Ints.syn Synchro 7- Report ' GPI Page 11 2014 Build Queuing and Blocking Report Weekday AM Intersection: 10: Marlborough Road & Route 107 Movement EB EB WB WB WB NB NB NB NB SB SB SB ' Directions Served LT R L LT R L T T R L T T Maximum Queue (ft) 428 242 250 683 225 325 761 745 148 214 488 489 Average Queue(ft) 175 106 152 511 77 320 666 508 43 61 281 276 95th Queue(ft) 355 236 289 878 251 355 928 902 105 161 560 556 ' Link Distance(ft) 688 678 743 743 1269 1269 Upstream Blk Time(%) 0 36 14 0 Queuing Penalty (veh) 0 0 98 2 Storage Bay Dist(ft) 235 225 200 300 125 190 Storage Blk Time (%) 5 0 0 59 0 62 0 2 0 23 16 Queuing Penalty(veh) 20 0 1 80 0 213 0 4 0 17 21 ' Intersection: 10: Marlborough Road & Route 107 Movement SB ' Directions Served R Maximum Queue (ft) 255 Average Queue (ft) 84 95th Queue (ft) 210 ' Link Distance (ft) Upstream Blk Time(%) Queuing Penalty (veh) Storage Bay Dist(ft) 230 Storage Blk Time(%) 0 Queuing Penalty (veh) 0 1 V:\08571\Analysis\RTC\B AM-Additional Ints.syn ShTraffic Report GPI Page 1 10: Marlborough Road & Route 107 2014 Build ' HCM Signalized Intersection Capacity Analysis Weekday AM --v 4�- ~ k , t to \11� 1 *1 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 F " *T F ++ r I +T F ' Volume(vph) 125 125 380 148 229 59 514 684 215 74 718 131 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 11 11 12 12 12 12 11 12 12 10 Grade(%) 0% 0% 3% 0% , Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 , At Protected 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Said. Flow(prot) 1826 1531 1641 1782 1615 1778 3556 1523 1787 3471 1436 Flt Permitted 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd Flow(perm) 1826 1531 1641 1782 1615 1778 3556 1523 1787 3471 1436 ' Peak-hour factor,PHF 0.90 0.90 0.90 0.78 0.78 0.78 0.92 0.92 0.92 0.97 0.97 0.97 Adj. Flow(vph) 139 139 422 190 294 76 559 743 234 76 740 135 RTOR Reduction(vph) 0 0 31 0 0 67 0 0 143 0 0 104 ' Lane Group Flow(vph) 0 278 391 171 313 9 559 743 91 76 740 31 Heavy Vehicles(%) 3% 0% 2% 1% 1% 0% 0% 0% 1% 1% 4% 5% Turn Type Split pt+ov Split Prot Prot Prot Prot Prot Protected Phases 4 . 4 41 3 3 3 1 6 6 5 2 2 , Permitted Phases Actuated Green,G(s) 16.6 50.0 12.0 12.0 12.0 28.4 37.1 37.1 14.3 23.0 23.0 Effective Green,g(s) 16.6 50.0 12.0 12.0 12.0 28.4 37.1 37.1 14.3 23.0 23.0 ' Actuated g/C Ratio 0.17 0.50 0.12 0.12 0.12 0.28 0.37 0.37 0.14 0.23 0.23 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 303 766 197 214 194 505 1319 565 256 798 330 ' vls Ratio Prot c0.15 0.26 0.10 c0.18 0.01 c0.31 0.21 0.06 0.04 c0.21 0.02 v/s Ratio Perm v/c Ratio 0.92 0.51 0.87 1.46 0.05 1.11 0.56 0.16 0.30 0.93 0.09 ' Uniform Delay,dl 41.0 16.8 43.2 44.0 38.9 35.8 25.0 21.0 38.4 37.7 30.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.71 0.65 0.84 1.00 1.00 1.00 Incremental Delay,d2 30.4 0.2 29.9 232.0 0.0 61.7 0.8 0.3 0.2 18.4 0.6 Delay(s) 71.5 17.0 73.1 276.0 39.0 87.3 17.0 18.0 38.6 56.1 30.9 , Level of Service E B E F D F B B D E C Approach Delay(s) 38.6 181.9 42.7 51.1 Approach LOS D F D D ' Intersection Summary HCM Average Control Delay 64.9 HCM Level of Service E HCM Volume to Capacity ratio 1.07 ' Actuated Cycle Length(s) 100.0 Sum of lost time(s) 20.0 Intersection Capacity Utilization 90.5% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group , V:1085711AnalysislRTC1B AM-Additional Inls.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 2 ' 10: Marlborough Road & Route 107 2014 Build Timing Report, Sorted By Phase Weekday AM Phase Number 1 2 3 4 5 6 Movement NBL SBT WBTL EBTL SBL NBT Lead/Lag Lead Lag Lead Lag Lag Lead Lead-Lag Optimize Recall Mode None C-Min None None None C-Min ' Maximum Split(s) 33 28 17 22 13 48 Maximum Split(%) 33.0% 28.0% 17.0% 22.0% 13.0% 48.0% Minimum Split(s) 11 21 11 21 11 21 ' Yellow Time(s) 4 4 4 4 4 4 All-Red Time(s) 1 1 1 1 1 1 Minimum Initial(s) 6 6 6 6 6 6 Vehicle Extension(s) 2 4 2 2 2 4 ' Minimum Gap(s) 2 4 2 2 2 4 Time Before Reduce(s) 0 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 0 Walk Time(s) Flash Dont Walk(s) Dual Entry No Yes No No No Yes Inhibit Max Yes Yes Yes Yes Yes Yes ' Start Time(s) 57 90 18 35 5 57 End Time(s) 90 18 35 57 18 5 Yield/Force Off(s) 85 13 30 52 13 0 ' Yield/Force Off 170(s) 85 13 30 52 13 0 Local Start Time(s) 57 90 18 35 5 57 Local Yield(s) 85 13 30 52 13 0 Local Yield 170(s) 85 13 30 52 13 0 ' Intersection Summary Cycle Length 100 Control Type Actuated-Coordinated L ' Natural Cycle 110 Offset:0(0%),Referenced to phase 2:SBT and 6:NBT,Start of Yellow,Master Intersection ' Splits and Phases: 10:Marlborough Road&Route 107 t 01 4 m2 03 m4 333 U28 s ` 17s 1 U22s ' 1' 06 rm5 48s13 s 1 1 V1085711AnalysislRTC0 AM—Additional Ints.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 3 2014 Build ' Queuing and Blocking Report Weekday AM Intersection: 24: Swampscott Road & Route 107 ' Movement WB WB NB NB NB SB SB SB Directions Served L R> T T R> <L T T Maximum Queue (ft) 1115 305 768 785 334 282 356 274 , Average Queue(ft) 703 266 442 420 56 201 57 61 95th Queue(ft) 1473 366 798 793 259 292 221 172 Link Distance (ft) 1083 957 957 743 743 , Upstream Blk Time (%) 41 2 1 Queuing Penalty (veh) 0 0 0 Storage Bay Dist(ft) 280 310 260 Storage Blk Time (%) 1 56 18 0 7 , Queuing Penalty (veh) 2 100 25 0 31 1 1 V:k08571\Analysis\RTC\B AM-Additional Ints.syn SimTraffic Report ' GPI Page 1 24: Swampscott Road & Route 107 2014 Build HCM Signalized Intersection Capacity Analysis Weekday AM ' ! t t P �* �► 1 l Movement WBL WBR NBT NBR NBR2 SBL2 SBL SBT SWL SWR ' Lane Configurations Vj 9 tt 9 A ++ Y Volume(vph) 178 308 1098 1 139 4 304 938 0 7 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 14 13 11 11 11 12 12 12 11 11 Grade(%) 2% 4% -3% -10% Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 Lane Util.Factor 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.86 ' Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd.Flow(prot) 1851 1604 3386 1458 1762 3557 1668 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd.Flow(perm) 1851 1604 3386 1458 1762 3557 1668 Peak-hour factor,PHF 0.90 0.90 0.92 0.92 0.92 0.97 0.97 0.97 0.97 0.97 Adj. Flow(vph) 198 342 1193 1 151 4 313 967 0 7 RTOR Reduction(vph) 0 0 0 95 0 0 0 0 7 0 Lane Group Flow(vph) 198 342 1193 57 0 0 317 967 0 0 Heavy Vehicles(%) 3% 3% 1% 0% 5% 0% 4% 3% 0% 0% Turn Type Prot Prot Prot Prot ' Protected Phases 3 3 2 2 1 1 6 4 Permitted Phases Actuated Green,G(s) 22.8 22.8 36.1 36.1 21.3 62.4 0.8 Effective Green,g(s) 23.8 23.8 37.1 37.1 22.3 63.4 1.8 Actuated g/C Ratio 0.24 0.24 0.37 0.37 0.22 0.63 0.02 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 4.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ' Lane Grp Cap(vph) 441 382 1256 541 393 2255 30 v/s Ratio Prot 0.11 c0.21 c0.35 0.04 c0.18 0.27 c0.00 v/s Ratio Perm v/c Ratio 0.45 0.90 0.95 0.11 0.81 0.43 0.00 Uniform Delay,dl 32.5 36.9 30.5 20.6 36.8 9.2 48.2 Progression Factor 1.00 1.00 1.00 1.00 0.74 0.42 1.00 Incremental Delay,d2 0.3 22.0 15.9 0.4 6.4 0.3 0.0 ' Delay(s) 32.8 58.9 46.5 21.0 33.7 4.2 48.2 Level of Service C E D C C A D Approach Delay(s) 49.3 43.6 11.5 48.2 ' Approach LOS D D B D Intersection Summary HCM Average Control Delay 31.6 HCM Level of Service C HCM Volume to Capacity ratio 0.88 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 15.0 Intersection Capacity Utilization 76.5% ICU Level of Service D Analysis Period(min) 15 ' c Critical Lane Group V:\08571Vanalysis\RTC\B AM-Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 5 24: Swampscott Road & Route 107 2014 Build ' Timing Report, Sorted By Phase Weekday AM Phase Number 1 2 3 4 6 Movement SBL NBT WBL SWL SBT ' LeadlLag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Min None None C-Min Maximum Split(s) 25 38 29 8 63 ' Maximum Split(%) 25.0% 38.0% 29.0% 8.0% 63.0% Minimum Split(s) 11 11 11 8 11 Yellow Time(s) 4 4 4 3 4 ' All-Red Time(s) 1 1 1 1 1 Minimum Initial(s) 6 6 6 4 6 Vehicle Extension(s) 2 2 2 2 2 Minimum Gap(s) 2 2 2 2 2 ' Time Before Reduce(s) 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 Walk Time(s) Flash Dont Walk(s) Dual Entry No Yes No No Yes Inhibit Max Yes Yes Yes Yes Yes Start Time(s) 6 31 69 98 6 t End Time(s) 31 69 98 6 69 Yield/Force Off(s) 26 64 93 2 64 Yield/Force Off 170(s) 26 64 93 2 64 Local Start Time(s) 42 67 5 34 42 , Local Yield(s) 62 0 29 38 0 Local Yield 170(s) 62 0 29 38 0 Intersection Summary ' Cycle Length 100 Control Type Actuated-Coordinated Natural Cycle 90 , Offset:64(64%), Referenced to phase 2:NBT and 6:SBT,Start of Yellow Splits and Phases: 24:Swampscott Road&Route 107 e1 o2 fs o3 14o4 ' 25s I 38s I q29s Bs 1 06 ' GIs t V:\08571\Analysis\RTC\B AM—Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen, Inc. Page 6 i ' 28: Belleaire Avenue & Route 107 2014 Build HCM Unsignalized Intersection Capacity Analysis Weekday AM ' l 7 4\ t 1 d Movement EBL EBR NBL NBT SBT SBR ' Lane Configurations Y 4 T* Volume(vehlh) 6 9 4 1199 1036 4 Sign Control Stop Free Free Grade 0% 0% 0% ' Peak Hour Factor 0.75 0.75 0.94 0.94 0.94 0.94 Hourly flow rale(vph) 8 12 4 1276 1102 4 Pedestrians ' Lane Width(ft) Walking Speed(fVs) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 869 pX,platoon unblocked 0.27 vC,conflicting volume 2388 1104 1106 vC1,stage 1 cont vol vC2,stage 2 cont vol ' vCu,unblocked vol 4752 1104 1106 tC,single(s) 6.6 6.2 4.4 tC,2 stage(s) IF(s) 3.7 3.3 2.4 p0 queue free% 0 95 99 cM capacity(vehlh) 0 259 553 Direction,Lane# EB 1 NB 1 SB 1 Volume Total 20 1280 1106 Volume Left 8 4 0 Volume Right 12 0 4 ' cSH 1 553 1700 Volume to Capacity 36.03 0.01 0.65 Queue Length 95th(ft) Err 1 0 ' Control Delay(s) Err 0.4 0.0 Lane LOS F A Approach Delay(s) Err 0.4 0.0 Approach LOS F ' Intersection Summary Average Delay 83.3 Intersection Capacity Utilization 76.3% ICU Level of Service D Analysis Period(min) 15 VA085711Analysis\RTC113 AM—Additional Ints.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 7 30: Buchanan Circle & Route 107 2014 Build ' HCM Unsignalized Intersection Capacity Analysis Weekday AM 4,- 4�- t P \P. 1 ' Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y 'y 4' Volume(veh/h) 29 18 1185 20 11 1034 ' Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.71 0.71 0.94 0.94 0.94 0.94 Hourly flow rate(vph) 41 25 1261 21 12 1100 Pedestrians Lane Width(ft) Walking Speed(ft/s) ' Percent Blockage Right tum flare(veh) Median type None None Median storage veh) Upstream signal(ft) 635 pX, platoon unblocked 0.25 0.25 0.25 vC,conflicting volume 2395 1271 1282 ' vC1,stage 1 conf vol vC2,stage 2 cont vol vCu,unblocked vol 5035 596 638 t tC,single(s) 6.5 6.3 4.2 tC,2 stage(s) tF(s) 3.6 3.4 2.3 p0 queue free% 0 80 95 ' cM capacity(veh/h) 0 126 231 Direction,Lane# WB 1 NB 1 SB 1 Volume Total 66 1282 1112 , Volume Left 41 0 12 Volume Right 25 21 0 cSH 0 1700 231 ' Volume to Capacity 297.82 0.75 0.05 Queue Length 95th(ft) Err 0 4 Control Delay(s) Err 0.0 3.3 Lane LOS F A , Approach Delay(s) Err 0.0 3.3 Approach LOS F Intersection Summary , Average Delay 270.6 Intersection Capacity Utilization 73.6% ICU Level of Service D Analysis Period(min) 15 , V:1085711Analysis\RTCIB AM—Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen, Inc. Page 8 1 1 1 2014 Build Queuing and Blocking Report Weekday AM 1 Intersection: 32: Maple Street & Route 107 Movement EB WB NB NB SB Directions Served LTR LTR LT R LTR ' Maximum Queue (ft) 514 546 771 70 542 Average Queue (ft) 213 323 332 39 237 95th Queue(ft) 457 573 643 83 425 Link Distance (ft) 708 558 1532 1526 Upstream Blk Time (%) 1 9 Queuing Penalty(veh) 0 0 Storage Bay Dist (ft) 40 1 Storage Blk Time (%) 46 6 Queuing Penalty(veh) 48 30 1 1 1 1 1 i 1 1 i i ' 1 ' V:108571VAnalysWRTM9 AM—Additional Ints.syn SinnTraffic Reporl GPI Page 1 1 32: Maple Street & Route 107 2014 Build ' HCM Signalized Intersection Capacity Analysis Weekday AM --* _11� , 4,- '- k *, t r l 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 411 4+ 4 r fi+ ' Volume(vph) 62 291 9 113 348 4 10 519 104 2 548 11 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 15 15 15 14 14 10 15 15 15 Grade(%) 2% 2% -3% 5% Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 ' Flt Protected 0.99 0.99 1.00 1.00 1.00 Satd. Flow(prot) 1761 2002 1976 1471 1954 Flt Permitted 0.84 0.76 0.99 1.00 1.00 Satd Flow(perm) 1485 1537 1954 1471 1952 ' Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj.Flow(vph) 66 310 10 120 370 4 11 552 111 2 583 12 RTOR Reduction(vph) 0 0 0 0 1 0 0 0 0 0 0 0 ' Lane Group Flow(vph) 0 386 0 0 493 0 0 563 111 0 597 0 Heavy Vehicles(%) 2% 2% 2% 2% 2% 2% 4% 4% 4% 4% 4% 4% Turn Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 ' Permitted Phases 4 8 2 2 6 Actuated Green,G(s) 26.8 26.8 38.2 38.2 38.2 Effective Green,g(s) 27.8 27.8 39.2 39.2 39.2 Actuated g/C Ratio 0.37 0.37 0.52 0.52 0.52 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 550 570 1021 769 1020 ' v/s Ratio Prot v/s Ratio Perm 0.26 c0.32 0.29 0.08 c0.31 v/c Ratio 0.70 0.87 0.55 0.14 0.59 , Uniform Delay,dl 20.1 21.9 12.0 9.2 12.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.3 12.6 2.1 0.4 2.5 Delay(s) 23.4 34.5 14.1 9.6 14.8 , Level of Service C C B A B Approach Delay(s) 23.4 34.5 13.4 14.8 Approach LOS C C B B ' Intersection Summary HCM Average Control Delay 20.4 HCM Level of Service C HCM Volume to Capacity ratio 0.70 Actuated Cycle Length(s) 75.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 79.2% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group ' V:\08571VAnalysis\RTC\B AM-Additional Ints.syn Synchro 7- Report , Greenman-Pedersen, Inc. Page 10 t 32: Maple Street & Route 107 2014 Build Timing Report, Sorted By Phase Weekday AM 4 4 h Phase Number 2 4 6 8 ' Movement NBTL EBTL SBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Min None C-Min None ' Maximum Split(s) 38 37 38 37 Maximum Split(%) 50.7% 49.3% 50.7% 49.3% Minimum Split(s) 20 15 20 15 ' Yellow Time(s) 3 3 3 3 All-Red Time(s) 2 2 2 2 Minimum Initial(s) 4 4 4 4 Vehicle Extension(s) 2 2 2 2 ' Minimum Gap(s) 2 2 2 2 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 No Yes No Inhibit Max Yes Yes Yes Yes ' Start Time(s) 42 5 42 5 End Time(s) 5 42 5 42 Yield/Force Off(s) 0 37 0 37 Yield/Force Off 170(s) 0 37 0 37 Local Start Time(s) 42 5 42 5 Local Yield(s) 0 37 0 37 Local Yield 170(s) 0 37 0 37 Intersection Summary Cycle Length 75 Control Type Actuated-Coordinated Natural Cycle 45 Offset:0(0%),Referenced to phase 2:NBTL and 6:SBTL,Start of Yellow Splits and Phases: 32:Maple Street&Route 107 1 -4) e2 o4 38s "37s IF Y` ®6 s` e6 38s I LL 37s 1 V:1085711Analysis\RTC\B AM—Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 11 1 2014 Build ' Queuing and Blocking Report Weekday PM Intersection: 10: Marlborough Road & Route 107 ' Movement EB EB WB WB WB NB NB NB NB SB SB SB Directions Served LT R L LT R L T T R L T T ' Maximum Queue(ft) 696 260 250 708 225 325 755 746 150 215 1287 1288 Average Queue (ft) 538 197 204 663 100 315 603 501 84 112 1083 1076 95th Queue (ft) 893 345 305 813 279 369 940 873 170 232 1627 1619 Link Distance (ft) 688 678 743 743 1269 1269 1 Upstream Blk Time (%) 22 56 6 0 27 24 Queuing Penalty (veh) 0 0 46 1 0 0 Storage Bay Dist(ft) 235 225 200 300 125 190 ' Storage Blk Time (%) 43 1 4 73 0 53 0 4 2 0 65 60 Queuing Penalty(veh) 179 2 20 146 1 166 0 13 5 0 86 125 Intersection: 10: Marlborough Road & Route 107 Movement SB Directions Served R t Maximum Queue (ft) 255 Average Queue (ft) 172 95th Queue(ft) 319 Link Distance(ft) ' Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist(ft) 230 Storage Blk Time (%) 0 ' Queuing Penalty(veh) 1 V:1085711Analysis\RTDB PM-Additional Ints.syn SimTraffic Report ' GPI Page 1 1 ' 10: Marlborough Road & Route 107 2014 Build HCM Signalized Intersection Capacity Analysis Weekday PM ' _j* __O. N (- 4-- 4 t ti l 4 Movement EBL EST EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR ' Lane Configurations d F 1 $ r I N r R r Volume(vph) 117 187 411 246 270 77 483 621 325 133 949 207 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 11 11 12 12 12 12 11 12 12 10 Grade(%) 0% 0% 3% 0%u Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 ' Flt Protected 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow(prof) 1857 1546 1658 1781 1599 1778 3521 1538 1770 3574 1478 Fit Permitted 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 ' Satd. Flow(perm) 1857 1546 1658 1781 1599 1778 3521 1538 1770 3574 1478 Peak-hour factor,PHF 0.93 0.93 0.93 0.92 0.92 0.92 0.94 0.94 0.94 0.98 0.98 0.98 Adj.Flow(vph) 126 201 442 267 293 84 514 661 346 136 968 211 RTOR Reduction(vph) 0 0 17 0 0 73 0 0 215 0 0 138 Lane Group Flow(vph) 0 327 425 240 320 11 514 661 131 136 968 73 Heavy Vehicles(%) 1% 0% 1% 0% 1% 1% 0% 1% 0% 2% 1% 2% Tum Type Split pt+oV Split Prot Prot Prot Prot Prot Protected Phases 4 4 41 3 3 3 1 6 6 5 2 2 Permitted Phases Actuated Green,G(s) 19.0 49.0 14.0 14.0 14.0 25.0 30.8 30.8 26.2 32.0 32.0 ' Effective Green,g(s) 19.0 49.0 14.0 14.0 14.0 25.0 30.8 30.8 26.2 32.0 32.0 Actuated g/C Ratio 0.17 0.45 0.13 0.13 0.13 0.23 0.28 0.28 0.24 0.29 0.29 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 ' Lane Grp Cap(vph) 321 689 211 227 204 404 986 431 422 1040 430 vis Ratio Prot c0.18 0.28 0.14 c0.18 0.01 c0.29 0.19 0.09 0.08 c0.27 0.05 vis Ratio Perm ' v/c Ratio 1.02 0.62 1.14 1.41 0.05 1.27 0.67 0.30 0.32 0.93 0.17 Uniform Delay,d1 45.5 23.3 48.0 48.0 42.2 42.5 35.1 31.2 34.6 37.9 29.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.71 0.60 1.23 1.00 1.00 1.00 Incremental Delay,d2 55.1 1.2 103.9 208.5 0.0 130.4 1.5 0.7 0.2 15.5 0.9 Delay(s) 100.6 24.5 151.9 256.5 42.2 160.4 22.7 38.9 34.7 53.5 29.9 Level of Service F C F F D F C D C D C Approach Delay(s) 56.8 189.6 72.9 47.7 ' Approach LOS E F E D Intersection Summary HCM Average Control Delay 79.9 HCM Level of Service E ' HCM Volume to Capacity ratio 1.12 Actuated Cycle Length(s) 110.0 Sum of lost time(s) 20.0 Intersection Capacity Utilization 100.2% ICU Level of Service G Analysis Period(min) 15 ' c Critical Lane Group t V:1085711AnalysislRTM PM-Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 2 10: Marlborough Road & Route 107 2014 Build ' Timing ReportSorted By Phase Weekday PM Phase Number 1 2 3 4 5 6 Movement NBL SBT WBTL EBTL SBL NBT Lead/Lag Lead Lag Lead Lag Lag Lead Lead-Lag Optimize Recall Mode None C-Min None None None C-Min Maximum Split(s) 30 37 19 24 24 43 Maximum Split(%) 27.3% 33.6% 17.3% 21.8% 21.8% 39.1% Minimum Split(s) 11 21 11 21 11 21 Yellow Time(s) 4 4 4 4 4 4 ' All-Red Time(s) 1 1 1 1 1 1 Minimum Initial(s) 6 6 6 6 6 6 Vehicle Extension(s) 2 4 2 2 2 4 Minimum Gap(s) 2 4 2 2 2 4 ' Time Before Reduce(s) 0 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 0 Walk Time(s) ' Flash Dont Walk(s) Dual Entry No Yes No No No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time(s) 72 102 29 48 5 72 ' End Time(s) 102 29 48 72 29 5 Yield/Force Off(s) 97 24 43 67 24 0 Yield/Force Off 170(s) 97 24 43 67 24 0 ' Local Start Time(s) 72 102 29 48 5 72 Local Yield(s) 97 24 43 67 24 0 Local Yield 170(s) 97 24 43 67 24 0 Intersection Summary ' Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 120 ' Offset:0(0%),Referenced to phase 2:SBT and 6:NBT,Start of Yellow,Master Intersection Splits and Phases: 10:Marlborough Road&Route 107 of o2 t o3 04 30s 1 U37s 19s 24s 1� o6 05 ,43s I U24 s V:108571VAnalys1slRTC1B PM—Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 3 2014 Build Queuing and Blocking Report Weekday PM ' Intersection: 24: Swampscott Road & Route 107 Movement WB WB NB NB NB SB SB SB SW Directions Served L R> T T R> <L T T <LR Maximum Queue (ft) 1098 305 968 974 335 284 572 429 4 Average Queue (ft) 756 274 592 590 112 236 131 77 0 95th Queue (ft) 1497 362 1063 1076 369 315 434 257 3 Link Distance (ft) 1083 957 957 743 743 266 Upstream Blk Time (%) 56 7 7 0 Queuing Penalty(veh) 0 0 0 1 ' Storage Bay Dist (ft) 280 310 260 Storage Blk Time (%) 0 69 26 0 13 Queuing Penalty(veh) 0 103 58 1 79 ' V:\085711Analysis\RTC\B PM-Additional Ints.syn SimTraffc Report GPI Page 1 24: Swampscott Road & Route 107 2014 Build HCM Signalized Intersection Capacity Analysis Weekday PM < t t �' P `► l t ti Movement WBL WBR NBT NBR NBR2 SBL2 SBL SBT SWL SWR Lane Configurations 1 9 T+ 9 N ++ Y ' Volume(vph) 150 287 1137 0 223 4 412 1190 0 5 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 14 13 11 11 11 12 12 12 11 11 Grade(%) 2% 4% -3% -10% Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 Lane Util.Factor 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.86 , Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd.Flow(prot) 1887 1604 3386 1500 1814 3628 1668 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd Flow(perm) 1887 1604 3386 1500 1814 3628 1668 Peak-hour factor,PHF 0.90 0.90 0.94 0.94 0.94 0.98 0.98 0.98 0.50 0.50 Adj.Flow(vph) 167 319 1210 0 237 4 420 1214 0 10 RTOR Reduction(vph) 0 0 0 147 0 0 0 0 10 0 t Lane Group Flow(vph) 167 319 1210 90 0 0 424 1214 0 0 Heavy Vehicles 1(%) 1% 3% 1% 0% 2% 0% 1% 1% 0% 0% Tum Type Prot Prot Prot Prot Protected Phases 3 3 2 2 1 1 6 4 , Permitted Phases Actuated Green,G(s) 19.9 19.9 40.6 40.6 29.7 75.3 0.8 Effective Green,g(s) 20.9 20.9 41.6 41.6 30.7 76.3 1.8 ' Actuated g/C Ratio 0.19 0.19 0.38 0.38 0.28 0.69 0.02 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 4.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 359 305 1281 567 506 2517 27 , v/s Ratio Prot 0.09 c0.20 c0.36 0.06 c0.23 0.33 c0.00 v/s Ratio Perm v/c Ratio 0.47 1.05 0.94 0.16 0.84 0.48 0.01 ' Uniform Delay,dl 39.6 44.5 33.1 22.6 37.3 7.8 53.2 Progression Factor 1.00 1.00 1.00 1.00 0.75 0.40 1.00 Incremental Delay,d2 0.3 64.0 15.0 0.6 5.2 0.3 0.0 Delay(s) 39.9 108.6 48.1 23.2 33.1 3.4 53.3 Level of Service D F D C C A D Approach Delay(s) 85.0 44.0 11.1 53.3 Approach LOS F D B D ' Intersection Summary HCM Average Control Delay 34.5 HCM Level of Service C HCM Volume to Capacity ratio 0.91 , Actuated Cycle Length(s) 110.0 Sum of lost time(s) 15.0 Intersection Capacity Utilization 82.2% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group , V:108571%nalysislRTMB PM_Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 2 1 ' 24: Swampscott Road & Route 107 2014 Build Timing Report, Sorted By Phase Weekday PM Phase Number 1 2 3 4 6 1 Movement SBL NBT WBL SWL SBT Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Min None None C-Min Maximum Split(s) 31 48 23 8 79 Maximum Split(%) 28.2% 43.6% 20.9% 7.3% 71.8% Minimum Split(s) 11 11 11 8 11 1 Yellow Time(s) 4 4 4 3 4 All-Red Time(s) 1 1 1 1 1 Minimum Initial(s) 6 6 6 4 6 Vehicle Extension(s) 2 2 2 2 2 1 Minimum Gap(s) 2 2 2 2 2 Time Before Reduce(s) 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 Walk Time(s) 1 Flash Dont Walk(s) Dual Entry No Yes No No Yes Inhibit Max Yes Yes Yes Yes Yes ' Start Time(s) 5 36 84 107 5 End Time(s) 36 84 107 5 84 Yield/Force Off(s) 31 79 102 1 79 1 Yield/Force Off 170(s) 31 79 102 1 79 Local Start Time(s) 36 67 5 28 36 Local Yield(s) 62 0 23 32 0 Local Yield 170(s) 62 0 23 32 0 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated ' Natural Cycle 90 Offset:79(72%),Referenced to phase 2:NBT and 6:SBT,Start of Yellow 1 Splits and Phases: 24:Swampscott Road 1,Route 107 s ,( 44 0 01 f o2 f o3 i'► 31 s U48s 1 1 23s I UBS 1 e6 79s 1 � 1 1 VA085711AnalysislRTC1B PM—Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 3 1 29: Belleaire Avenue & Route 107 2014 Build , HCM Unsignalized Intersection Capacity Analysis Weekday PM --* l -, t l Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y Q t ' Volume(veh/h) 3 3 2 1194 1392 1 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.58 0.58 0.97 0.97 0.96 0.96 ' Hourly flow rate(vph) 5 5 2 1231 1450 1 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right tum flare(veh) Median type None None ' Median storage veh) Upstream signal(ft) 869 pX, platoon unblocked 0.29 ' vC,conflicting volume 2686 1451 1451 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 5527 1451 1451 ' IC,single(s) 6.7 6.5 4.1 tC,2 stage(s) IF(s) 3.8 3.6 2.2 , p0 queue free% 0 96 100 cM capacity(veh/h) 0 136 473 Direction,Lane# EB 1 NB 1 SB 1 , Volume Total 10 1233 1451 Volume Left 5 2 0 Volume Right 5 0 1 cSH 0 473 1700 ' Volume to Capacity 97.85 0.00 0.85 Queue Length 95th(ft) Err 0 0 Control Delay(s) Err 0.2 0.0 , Lane LOS F A Approach Delay(s) Err 0.2 0.0 Approach LOS F Intersection Summary Average Delay 38.5 Intersection Capacity Utilization 83.3% ICU Level of Service E Analysis Period(min) 15 ' V:1085711Analysis\RTC1B PM—Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 7 ' 31: Buchanan Circle & Route 107 2014 Build HCM Unsignalized Intersection Capacity Analysis Weekday PM ' < t t P ti 4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y to 4 ' Volume(veh/h) 12 10 1186 28 14 1381 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.52 0.52 0.97 0.97 0.96 0.96 Hourly flow rate(vph) 23 19 1223 29 15 1439 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) ' Median type None None Median storage veh) Upstream signal(ft) 635 ' pX,platoon unblocked 0.27 0.27 0.27 vC,conflicting volume 2705 1237 1252 vC1,stage 1 cont vol vC2,stage 2 conf vol ' vCu,unblocked vol 5933 533 586 tC,single(s) 6.4 6.3 4.1 tC,2 stage(s) tF(s) 3.5 3.4 2.2 p0 queue free% 0 87 95 cM capacity(veh/h) 0 144 271 Direction,Lane# WB 1 NB 1 SB 1 Volume Total 42 1252 1453 Volume Left 23 0 15 Volume Right 19 29 0 ' cSH 0 1700 271 Volume to Capacity 574.41 0.74 0.05 Queue Length 95th(ft) Err 0 4 ' Control Delay(s) Err 0.0 6.8 Lane LOS F A Approach Delay(s) Err 0.0 6.8 Approach LOS F ' Intersection Summary Average Delay 157.6 Intersection Capacity Utilization 93.8% ICU Level of Service F ' Analysis Period(min) 15 ' V:1085711AnalysislRTC1B PM—Additional Ints.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 8 2014 Build , Queuing and Blocking Report Weekday PM Intersection: 33: Maple Street & Route 107 ' Movement EB WB NB NB SB Directions Served LTR LTR LT R LTR ' Maximum Queue (ft) 622 577 1085 68 477 Average Queue (ft) 269 464 519 37 227 95th Queue (ft) 552 708 936 80 412 Link Distance (ft) 708 558 1532 1526 Upstream Bilk Time(%) 3 38 0 Queuing Penalty (veh) 0 0 0 Storage Bay Dist(ft) 40 Storage Blk Time (%) 48 6 Queuing Penalty(veh) 56 39 V:1085711AnalysislRTC1B PM-Additional Inls.syn SirnTraffc Report ' GPI Page 1 33: Maple Street & Route 107 2014 Build HCM Signalized Intersection Capacity Analysis Weekday PM --I _10. --t r ~ *-- .4\ t �► 1 41 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR ' Lane Configurations 4+ 4i� 4 r 4+ Volume(vph) 47 379 1 77 372 7 10 672 116 4 636 20 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 15 15 15 14 14 10 15 15 15 ' Grade(%) 2% 2% -3% 5% Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 ' Frt 1.00 1.00 1.00 0.85 1.00 Flt Protected 0.99 0.99 1.00 1.00 1.00 Satd.Flow(prot) 1790 2027 2035 1515 1989 Flt Permitted 0.89 0.79 0.99 1.00 1.00 ' SatclFlow(perm) 1599 1617 2018 1515 1984 Peak-hour factor,PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow(vph) 48 391 1 79 384 7 10 693 120 4 656 21 ' RTOR Reduction(vph) 0 0 0 0 1 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 440 0 0 469 0 0 703 120 0 681 0 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 2% 2% 2% Turn Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 2 6 Actuated Green,G(s) 24.1 24.1 40.9 40.9 40.9 ' Effective Green,g(s) 25.1 25.1 41.9 41.9 41.9 Actuated g/C Ratio 0.33 0.33 0.56 0.56 0.56 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 535 541 1127 846 1108 v/s Ratio Prot v/s Ratio Perm 0.28 c0.29 c0.35 0.08 0.34 v/c Ratio 0.82 0.87 0.62 0.14 0.61 Uniform Delay,dl 22.9 23.4 11.2 7.9 11.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 ' Incremental Delay,d2 9.4 13.3 2.6 0.4 2.6 Delay(s) 32.3 36.7 13.8 8.3 13.7 Level of Service C D B A B Approach Delay(s) 32.3 36.7 13.0 13.7 ' Approach LOS C D B B Intersection Summary HCM Average Control Delay 21.3 HCM Level of Service C HCM Volume to Capacity ratio 0.71 Actuated Cycle Length(s) 75.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 86.2% ICU Level of Service E ' Analysis Period(min) 15 c Critical Lane Group 1 V:\085MAnaIysis\RTC\B PM-Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 10 33: Maple Street & Route 107 2014 Build ' Timing Report, Sorted By Phase Weekday PM Phase Number 2 4 6 8 Movement NBTL EBTL SBTL WBTL ' Lead/Lag Lead-Lag Optimize Recall Mode C-Min None C-Min None Maximum Split(s) 42 33 42 33 ' Maximum Split(%) 56.0% 44.0% 56.0% 44.0% Minimum Split(s) 20 15 20 15 Yellow Time(s) 3 3 3 3 All-Red Time(s) 2 2 2 2 , Minimum Initial(s) 4 4 4 4 Vehicle Extension(s) 2 2 2 2 Minimum Gap(s) 2 2 2 2 , 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 No Yes No Inhibit Max Yes Yes Yes Yes Start Time(s) 38 5 38 5 , End Time(s) 5 38 5 38 Yield/Force Off(s) 0 33 0 33 Yield/Force Off 170(s) 0 33 0 33 Local Start Time(s) 38 5 38 5 , Local Yield(s) 0 33 0 33 Local Yield 170(s) 0 33 0 33 Intersection Summary Cycle Length 75 Control Type Actuated-Coordinated Natural Cycle 50 , Offset:0(0%),Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Splits and Phases: 33:Maple Street&Route 107 {� a m2 ► e4 ' 42s I _ 33s 1► 06 f me 142s I E1 33 s i V:1085711AnalysislRTC1B PM—Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 11 f 1 ' 2014 Build Queuing and Blocking Report Saturday Midday ' Intersection: 10: Marlborough Road & Route 107 Movement EB EB WB WB WB NB NB NB NB SB SB SB Directions Served LT R L LT R L T T R L T T Maximum Queue (ft) 717 260 250 693 225 324 542 529 150 214 1284 1296 Average Queue (ft) 472 181 206 596 120 181 160 160 76 128 1063 1061 95th Queue(ft) 855 328 298 896 297 306 382 374 157 248 1653 1643 ' Link Distance (ft) 688 678 743 743 1269 1269 Upstream Blk Time (%) 15 45 28 20 Queuing Penalty(veh) 0 0 0 0 Storage Bay Dist (ft) 235 225 200 300 125 190 ' Storage Blk Time (%) 37 1 6 65 0 1 1 5 1 3 60 57 Queuing Penalty(veh) 126 3 31 162 1 5 2 16 3 17 83 114 ' Intersection: 10: Marlborough Road & Route 107 Movement SB Directions Served R ' Maximum Queue (ft) 261 Average Queue (ft) 135 95th Queue (ft) 295 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty(veh) ' Storage Bay Dist (ft) 230 Storage Blk Time (%) 0 Queuing Penalty(veh) 0 i 1 V:\085NAnalysis\RTC\B SAT-Additional Ints.syn SirnTraffic Report GPI Page i 10: Marlborough Road & Route 107 2014 Build ' HCM Signalized Intersection Capacity Analysis Saturday Midday --* -. -* ,- *-- k *\ t rel 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *T if Vi 4 r ++ r I f r Volume(vph) 101 193 337 245 228 128 319 862 331 138 1081 198 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 11 11 12 12 12 12 11 12 12 10 Grade(%) 0% 0% 3% 0% ' Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 , Flt Protected 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow(prot) 1844 1531 1658 1796 1599 1760 3521 1538 1770 3574 1507 Flt Permitted 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd Flow(perm) 1844 1531 1658 1796 1599 1760 3521 1538 1770 3574 1507 , Peak-hour factor, PHF 0.89 0.89 0.89 0.96 0.96 0.96 0.92 0.92 0.92 0.90 0.90 0.90 Adj.Flow(vph) 113 217 379 255 238 133 347 937 360 153 1201 220 RTOR Reduction(vph) 0 0 14 0 0 117 0 0 171 0 0 120 9 7 189 153 1201 100 Lane GroupFlow(vph) 0 330 365 229 264 16 347 3 ' Heavy Vehicles(%) 0% 2% 2% 0% 0% 1% 1% 1% 0% 2% 1% 0% Tum Type Split pt+ov Split Prot Prot Prot Prot Prot Protected Phases 4 4 41 3 3 3 1 6 6 5 2 2 , Permitted Phases Actuated Green,G(s) 17.0 45.2 12.0 12.0 12.0 23.2 38.1 38.1 12.9 27.8 27.8 Effective Green,g(s) 17.0 45.2 12.0 12.0 12.0 23.2 38.1 38.1 12.9 27.8 27.8 ' Actuated g/C Ratio 0.17 0.45 0.12 0.12 0.12 0.23 0.38 0.38 0.13 0.28 0.28 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 313 692 199 216 192 408 1342 586 228 994 419 ' v/s Ratio Prot c0.18 0.24 0.14 c0.15 0.01 c0.20 0.27 0.12 0.09 c0.34 0.07 vis Ratio Perm v/c Ratio 1.05 0.53 1.15 1.22 0.08 0.85 0.70 0.32 0.67 1.21 0.24 , Uniform Delay,d1 41.5 19.7 44.0 44.0 39.1 36.7 26.1 21.8 41.5 36.1 27.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.56 0.44 0.60 1.00 1.00 1.00 Incremental Delay,d2 65.9 0.3 110.3 134.2 0.1 1.6 0.3 0.1 6.0 103.2 1.3 Delay(s) 107.4 20.0 154.3 178.2 39.2 22.3 11.7 13.3 47.5 139.3 29.3 ' Level of Service F C F F D C B B D F C Approach Delay(s) 60.7 139.9 14.3 115.0 Approach LOS E F B F ' Intersection Summary HCM Average Control Delay 73.6 HCM Level of Service E HCM Volume to Capacity ratio 1.07 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 20.0 Intersection Capacity Utilization 92.7% ICU Level of Service F Analysis Period(min) 15 ' c Critical Lane Group V:\08571\Analysis\RTC\B SAT Additional lnts.syn Synchro 7- Report ' Greenman-Pedersen, Inc. Page 2 1 ' 10: Marlborough Road & Route 107 2014 Build Timing Report, Sorted By Phase Saturday Midday Phase Number 1 2 3 4 5 6 Movement NBL SBT WBTL EBTL SBL NBT Lead/Lag Lead Lag Lead Lag Lag Lead Lead-Lag Optimize Recall Mode None C-Min None None None C-Min Maximum Split(s) 33 28 17 22 13 48 Maximum Split(%) 33.0% 28.0% 17.0% 22.0% 13.0% 48.0% Minimum Split(s) 11 21 11 21 11 21 Yellow Time(s) 4 4 4 4 4 4 ' All-Red Time(s) 1 1 1 1 1 1 Minimum Initial(s) 6 6 6 6 6 6 Vehicle Extension(s) 2 4 2 2 2 4 Minimum Gap(s) 2 4 2 2 2 4 Time Before Reduce(s) 0 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 0 Walk Time(s) ' Flash Dont Walk(s) Dual Entry No Yes No No No Yes Inhibit Max Yes Yes Yes Yes Yes Yes ' Start Time(s) 57 90 18 35 5 57 End Time(s) 90 18 35 57 18 5 YieldlForce Off(s) 85 13 30 52 13 0 Yield/Force Off 170(s) 85 13 30 52 13 0 ' Local Start Time(s) 57 90 18 35 5 57 Local Yield(s) 85 13 30 52 13 0 Local Yield 170(s) 85 13 30 52 13 0 ' Intersection Summary Cycle Length 100 Control Type Actuated-Coordinated ' Natural Cycle 110 Offset:0(0%),Referenced to phase 2:SBT and 6:NBT,Start of Yellow,Master Intersection Splits and Phases: 10:Marlborough Road&Route 107 01 4 02 t e3 4 o4 33*s 1 U28 s 17s I U22 s I Ill ' 1' e6 � 05 48s 13s V:k085711AnalysiskRTC1B SAT—Additional Ints.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 3 2014 Build ' Queuing and Blocking Report Saturday Midday Intersection: 24: Swampscott Road & Route 107 ' Movement WB WB NB NB NB SB SB SB Directions Served L R> T T R> <L T T Maximum Queue (ft) 542 301 762 829 335 284 438 320 Average Queue (ft) 185 205 463 486 99 210 69 64 95th Queue (ft) 452 323 859 897 348 300 249 184 Link Distance (ft) 1083 957 957 743 743 , Upstream Blk Time (%) 2 3 Queuing Penalty(veh) 0 0 Storage Bay Dist (ft) 280 310 260 ' Storage Blk Time (%) 0 9 23 0 4 0 Queuing Penalty(veh) 0 19 46 0 28 0 1 1 V:\08571\Analysis\RTC\B SAT Additional Ints.syn SimTraffic Report ' GPI Page 1 1 24: Swampscott Road & Route 107 2014 Build HCM Signalized Intersection Capacity Analysis Saturday Midday t t r i' IW b 1 l ti Movement WBL WBR NBT NBR NBR2 SB1_2 SBL SBT SWL SWR Lane Configurations 4 d +4 g A ¢} Y Volume(vph) 208 313 1196 0 200 2 386 1275 0 3 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane width 14 13 11 11 11 12 12 12 11 11 Grade(%) 2% 4% -3% -10% Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 Lane Util, Factor 1.00 1.00 0.95 1.00 1.00 0.95 1.00 "t1.00 0.85 1.00 0.85 1.00 1.00 0.86 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Said. Flow(prot) 1887 1636 3386 1515 1832 3628 1668 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 ' Satd.Flow(perm) 1887 1636 3386 1515 1832 3628 1668 Peak-hour factor,PHF 0.90 0.90 0.92 0.92 0.92 0.90 0.90 0.90 0.50 0.50 Adj.Flow(vph) 231 348 1300 0 217 2 429 1417 0 6 RTOR Reduction(vph) 0 0 0 153 0 0 0 0 6 0 Lane Group Flow(vph) 231 348 1300 64 0 0 431 1417 0 0 Heavy Vehicles(%) 1% 1% 1% 0% 1% 0% 0% 1% 0% 0% Tum Type Prot Prot Prot Prot 1 Protected Phases 3 3 2 2 1 1 6 4 Permitted Phases Actuated Green,G(s) 23.2 23.2 28.3 28.3 28.7 62.0 0.8 ' Effective Green,g(s) 24.2 24.2 29.3 29.3 29.7 63.0 1.8 Actuated g/C Ratio 0.24 0.24 0.29 0.29 0.30 0.63 0.02 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 4.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ' Lane Grp Cap(vph) 457 396 992 444 544 2286 30 vis Ratio Prot 0.12 c0.21 c0.38 0.04 c0.24 0.39 c0.00 vls Ratio Perm vlc Ratio 0.51 0.88 1.31 0.14 0.79 0.62 0.00 Uniform Delay,dl 32.7 36.5 35.4 26.1 32.3 11.2 48.2 Progression Factor 1.00 1.00 1.00 1.00 0.63 0.49 1.00 Incremental Delay,d2 0.3 18.8 147.0 0.7 0.7 0.1 0.0 Delay(s) 33.1 55.3 182.3 26.8 21.0 5.6 48.2 Level of Service C E F C C A D Approach Delay(s) 46.4 160.1 9.2 48.2 ' Approach LOS D F A D Intersection Summary HCM Average Control Delay 72.6 HCM Level of Service E ' HCM Volume to Capacity ratio 0.98 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 15.0 Intersection Capacity Utilization 83.9% ICU Level of Service E Analysis Period(min) 15 ' c Critical Lane Group I V:1085711AnalysislRTC1B SAT-Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 2 24: Swampscott Road & Route 107 2014 Build ' Timing Report, Sorted By Phase Saturday Midday 14 t 1 Phase Number 1 2 3 4 6 Movement SBL NBT WBL SWL SBT , Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Min None None C-Min Maximum Split(s) 26 36 30 8 62 ' Maximum Split(%) 26.0% 36.0% 30.0% 8.0% 62.0% Minimum Split(s) 11 11 11 8 11 Yellow Time(s) 4 4 4 3 4 , All-Red Time(s) 1 1 1 1 1 Minimum Initial(s) 6 6 6 4 6 Vehicle Extension(s) 2 2 2 2 2 Minimum Gap(s) 2 2 2 2 2 , Time Before Reduce(s) 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 Walk Time(s) ' Flash Dont Walk(s) Dual Entry No Yes No No Yes Inhibit Max Yes Yes Yes Yes Yes Start Time(s) 7 33 69 99 7 , End Time(s) 33 69 99 7 69 Yield/Force Off(s) 28 64 94 3 64 Yield/Force Off 170(s) 28 64 94 3 64 , Local Start Time(s) 43 69 5 35 43 Local Yield(s) 64 0 30 39 0 Local Yield 170(s) 64 0 30 39 0 Intersection Summary ' Cycle Length 100 Control Type Actuated-Coordinated Natural Cycle 110 , Offset:64(64%),Referenced to phase 2:NBT and 6:SBT,Start of Yellow Splits and Phases: 24:Swampscott Road&Route 107 64 01 1 t m2 #31 03 m4 26s I H36s I 30s 8s 1 06 62s ' V:\08571\P.nalysis\RTC\B SAT_Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 3 28: Belleaire Avenue & Route 107 2014 Build HCM Unsignalized Intersection Capacity Analysis Saturday Midday --t 1 t j d Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y Q A Volume(vehlh) 2 5 3 1183 1308 7 Sign Control Stop Free Free Grade 0% 0% 0% ' Peak Hour Factor 0.80 0.80 0.98 0.98 0.96 0.96 Hourly flow rate(vph) 2 6 3 1207 1362 7 Pedestrians Lane Width(ft) Walking Speed(fl/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 869 pX, platoon unblocked 0.30 vC,conflicting volume 2579 1366 1370 vC1,stage 1 cont vol vC2,stage 2 conf vol ' vCu,unblocked vol 5044 1366 1370 lC,single(s) 6.4 6.2 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 ' p0 queue free% 0 97 99 cM capacity(vehlh) 0 182 508 Direction,Lane# EB 1 NB 1 SB 1 ' Volume Total 9 1210 1370 Volume Left 2 3 0 Volume Right 6 0 7 ' cSH 1 508 1700 Volume to Capacity 12.77 0.01 0.81 Queue Length 95th(ft) Err 0 0 Control Delay(s) Err 0.3 0.0 Lane LOS F A Approach Delay(s) Err 0.3 0.0 Approach LOS F ' Intersection Summary Average Delay 33.9 Intersection Capacity Utilization 79.3% ICU Level of Service D Analysis Period(min) 15 ' V:108571VanalysislRTC1B SAT—Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 7 30: Buchanan Circle & Route 107 2014 Build ' HCM Unsignalized Intersection Capacity Analysis Saturday Midday < < t P 1'1� 4 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations M 1+ rt ' Volume(vehlh) 32 40 1146 35 26 1287 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.98 0.98 0.96 0.96 ' Hourly flow rate(vph) 33 41 1169 36 27 1341 Pedestrians Lane Width(ft) ' Walking Speed(f/s) Percent Blockage Right turn flare(veh) Median type None None ' Median storage veh) Upstream signal(ft) 635 pX,platoon unblocked 0.28 0.28 0.28 , vC,conflicting volume 2582 1187 1205 vC1,stage 1 conf vol vC2,stage 2 cont vol vCu,unblocked vol 5400 373 437 ' tC,single(s) 6.4 6.2 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 0 78 91 cM capacity(vehlh) 0 188 314 Direction,Lane# WB 1 NB 1 SB 1 Volume Total 74 1205 1368 Volume Left 33 0 27 Volume Right 41 36 0 cSH 0 1700 314 ' Volume to Capacity 354.06 0.71 0.09 Queue Length 95th(ft) Err 0 7 Control Delay(s) Err 0.0 7.3 ' Lane LOS F A Approach Delay(s) Err 0.0 7.3 Approach LOS F t Intersection Summary Average Delay 284.2 Intersection Capacity Utilization 99.5% ICU Level of Service F Analysis Period(min) 15 ' V:1085711AnalysislRTC115 SAT—Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen, Inc. Page 8 2014 Build Queuing and Blocking Report Saturday Midday ' Intersection: 32: Maple Street & Route 107 Movement EB WB NB NB SB Directions Served LTR LTR LT R LTR Maximum Queue(ft) 571 576 889 65 832 Average Queue(ft) 297 345 431 30 262 95th Queue (ft) 601 619 816 75 556 ' Link Distance(ft) 708 558 1532 1526 Upstream Blk Time (%) 6 15 Queuing Penalty (veh) 0 0 ' Storage Bay Dist(ft) 40 Storage Blk Time (%) 46 4 Queuing Penalty(veh) 42 30 1 1 V:1085711AnalysislRTC113 SAT-Additional Ints.syn SimTraffic Report GPI Page 1 1 32: Maple Street & Route 107 2014 Build HCM Signalized Intersection Capacity Analysis Saturday Midday Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4P 4 Q r 4+ Volume(vph) 81 326 2 109 298 8 2 702 93 7 615 22 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 15 15 15 14 14 10 15 15 15 Grade(%) 2% 2% -3% 5% Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 Fit Protected 0.99 0.99 1.00 1.00 1.00 ' Satd.Flow(prot) 1764 1997 2016 1500 1987 Flt Permitted 0.80 0.71 1.00 1.00 0.99 Satd. Flow(perm) 1433 1445 2015 1500 1973 , Peak-hour factor,PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 88 354 2 118 324 9 2 763 101 8 668 24 RTOR Reduction(vph) 0 0 0 0 1 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 444 0 0 450 0 0 765 101 0 700 0 ' Turn Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 2 6 , Actuated Green,G(s) 26.2 26.2 38.8 38.8 38.8 Effective Green,g(s) 27.2 27.2 39.8 39.8 39.8 Actuated g/C Ratio 0.36 0.36 0.53 0.53 0.53 ' Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 520 524 1069 796 1047 v/s Ratio Prot , v/s Ratio Perm 0.31 c0.31 c0.38 0.07 0.35 v/c Ratio 0.85 0.86 0.72 0.13 0.67 Uniform Delay,dl 22.1 22.1 13.3 8.9 12.8 ' Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 12.4 12.7 4.1 0.3 3.4 Delay(s) 34.5 34.8 17.4 9.2 16.2 Level of Service C C B A B , Approach Delay(s) 34.5 34.8 16.5 16.2 Approach LOS C C B B Intersection Summary HCM Average Control Delay 23.0 HCM Level of Service C HCM Volume to Capacity ratio 0.77 Actuated Cycle Length(s) 75.0 Sum of lost time(s) 8.0 ' Intersection Capacity Utilization 79.1% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group V:1085711AnalysislRTC1B SAT-Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 10 32: Maple Street & Route 107 2014 Build Timing ReportSorted By Phase Saturday Midday, .t> -4. 1� Phase Number 2 4 6 8 Movement NBTL EBTL SBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Min None C-Min None ' Maximum Split(s) 38 37 38 37 Maximum Split(%) 50.7% 49.3% 50.7% 49.3% Minimum Split(s) 20 15 20 15 Yellow Time(s) 3 3 3 3 All-Red Time(s) 2 2 2 2 Minimum Initial(s) 4 4 4 4 Vehicle Extension(s) 2 2 2 2 ' Minimum Gap(s) 2 2 2 2 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 No Yes No Inhibit Max Yes Yes Yes Yes Start Time(s) 42 5 42 5 End Time(s) 5 42 5 42 Yield/Force Off(s) 0 37 0 37 ' Yield/Force Off 170(s) 0 37 0 37 Local Start Time(s) 42 5 42 5 Local Yield(s) 0 37 0 37 Local Yield 170(s) 0 37 0 37 ' Intersection Summary Cycle Length 75 Control Type Actuated-Coordinated Natural Cycle 50 Offset:0(0%),Referenced to phase 2:NBTL and 6:SBTL,Start of Yellow t Splits and Phases: 32:Maple Street&Route 107 4l ti a2 m4 38 s 1 1—,',137 s ' l* 06 f e8 8 1 17137s ' V:\08571\Analysis\RTC\B SAT—Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 11 2014 Build Mitigated Queuing and Blocking Report Weekday AM Intersection: 13: Marlborough Road & Route 107 , Movement EB EB WB WB WB NB NB NB NB SB SB SB Directions Served LT R L LT R L T T R L T T , Maximum Queue (ft) 430 248 250 696 225 325 755 732 147 214 720 732 Average Queue(ft) 198 107 146 442 77 311 606 410 40 74 361 357 95th Queue (ft) 435 233 279 806 248 380 977 853 102 192 673 662 Link Distance(ft) 688 678 743 743 1269 1269 ' Upstream Blk Time (%) 2 17 12 0 Queuing Penalty(veh) 0 0 81 0 Storage Bay Dist(ft) 235 225 200 300 125 190 Storage Blk Time(%) 7 0 0 50 0 56 2 0 1 38 28 , Queuing Penalty (veh) 26 0 1 66 0 190 5 0 3 28 37 Intersection: 13: Marlborough Road & Route 107 , Movement SB Directions Served R Maximum Queue (ft) 255 ' Average Queue(ft) 97 95th Queue (ft) 238 Link Distance(ft) , Upstream Blk Time (%) Queuing Penalty(veh) Storage Bay Dist (ft) 230 , Storage Blk Time(%) 0 Queuing Penalty (veh) 0 1 V:1085711Analysis\RTC1B Mit AM-Additional Ints.syn SirnTraffic Report ' GPI Page 1 1 1 ' 13: Marlborough Road & Route 107 2014 Build Mitigated HCM Signalized Intersection Capacity Analysis Weekday AM 14,_ *- t 4N t J* ti 1 V Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 F 1 4 if 44 r I 4t r Volume(vph) 125 125 380 148 229 59 514 684 215 74 718 131 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 11 11 12 12 12 12 11 12 12 10 ' Grade(%) 0% 0% 3% 0% Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 ' Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1826 1531 1641 1782 1615 1778 3556 1523 1787 3471 1436 Flt Permitted 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 ' Satd Flow(perm) 1826 1531 1641 1782 1615 1778 3556 1523 1787 3471 1436 Peak-hour factor, PHF 0.90 0.90 0.90 0.78 0.78 0.78 0.92 0.92 0.92 0.97 0.97 0.97 Adj.Flow(vph) 139 139 422 190 294 76 559 743 234 76 740 135 ' RTOR Reduction(vph) 0 0 38 0 0 66 0 0 146 0 0 105 Lane Group Flow(vph) 0 278 385 171 313 10 559 743 88 76 740 30 Heavy Vehicles(%) 3% 0% 2% 1% 1% 0% 0% 0% 1% 1% 4% 5% Turn Type Split pt+ov Split Prot Prot Prot Prot Prot Protected Phases 4 4 41 3 3 3 1 6 6 5 2 2 Permitted Phases Actuated Green,G(s) 16.0 50.0 13.0 13.0 13.0 29.0 36.8 36.8 14.2 22.0 22.0 ' Effective Green,g(s) 16.0 50.0 13.0 13.0 13.0 29.0 36.8 36.8 14.2 22.0 22.0 Actuated g/C Ratio 0.16 0.50 0.13 0.13 0.13 0.29 0.37 0.37 0.14 0.22 0.22 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 ' Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 292 766 213 232 210 516 1309 560 254 764 316 v/s Ratio Prot c0.15 0.25 0.10 c0.18 0.01 c0.31 0.21 0.06 0;04 c0.21 0.02 v/s Ratio Perm ' v/c Ratio 0.95 0.50 0.80 1.35 0.05 1.08 0.57 0.16 0.30 0.97 0.09 Uniform Delay,dl 41.6 16.7 42.3 43.5 38.1 35.5 25.2 21.2 38.4 38.7 31.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.61 0.57 0.31 1.00 1.00 1.00 ' Incremental Delay,12 39.4 0.2 18.3 182.9 0.0 52.8 0.9 0.3 0.2 25.7 0.6 Delay(s) 81.0 16.9 60.5 226.4 38.1 74.4 15.2 6.9 38.7 64.4 31.7 Level of Service F B E F D E B A D E C Approach Delay(s) 42.4 150.2 35.5 57.7 ' Approach LOS D F D E Intersection Summary HCM Average Control Delay 59.5 HCM Level of Service E ' HCM Volume to Capacity ratio 1.07 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 20.0 Intersection Capacity Utilization 90.5% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group V:1085711AnalysislRTC18 Mit AM-Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 2 1 13: Marlborough Road & Route 107 2014 Build Mitigated Timing Report, Sorted By Phase Weekday AM Phase Number 1 2 3 4 5 6 Movement NBL SBT WBTL EBTL SBL NBT Lead/Lag Lead Lag Lead Lag Lag Lead , Lead-Lag Optimize Recall Mode None C-Min None None None C-Min Maximum Split(s) 34 27 18 21 12 49 ' Maximum Split(%) 34.0% 27.0% 18.0% 21.0% 12.0% 49.0% Minimum Split(s) 11 21 11 21 11 21 Yellow Time(s) 4 4 4 4 4 4 All-Red Time(s) 1 1 1 1 1 1 , Minimum Initial(s) 6 6 6 6 6 6 Vehicle Extension(s) 2 4 2 2 2 4 Minimum Gap(s) 2 4 2 2 2 4 , Time Before Reduce(s) 0 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 0 Walk Time(s) Flash Dont Walk(s) Dual Entry No Yes No No No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time(s) 56 90 17 35 5 56 , End Time(s) 90 17 35 56 17 5 Yield/Force Off(s) 85 12 30 51 12 0 Yield/Force Off 170(s) 85 12 30 51 12 0 Local Start Time(s) 56 90 17 35 5 56 ' Local Yield(s) 85 12 30 51 12 0 Local Yield 170(s) 85 12 30 51 12 0 Intersection Summary , Cycle Length 100 Control Type Actuated-Coordinated Natural Cycle 110 ' Offset:0(0%),Referenced to phase 2:SBT and 6:NBT,Start of Yellow,Master Intersection Splits and Phases: 13:Marlborough Road&Route 107 q t 01 K o2 f 03 e4 ' 34s 27s 18s 1 H21 s ` P o6 r o5 t 49 1 U12s V:1085711AnalysislRTC113 Mit AM—Additional lntssyn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 3 29: Belleaire Avenue & Route 107 2014 Build Mitigated HCM Unsignalized Intersection Capacity Analysis Weekday AM -.4 --* .4\ t 1 Movement EBL EBR NBL NBT SBT SBR ' Lane Configurations Y I + f► Volume(veh/h) 6 9 4 1199 1036 4 Sign Control Stop Free Free Grade 0% 0% 0% ' Peak Hour Factor 0.75 0.75 0.94 0.94 0.94 0.94 Hourly flow rate(vph) 8 12 4 1276 1102 4 Pedestrians ' Lane Width(ft) Walking Speed(f/s) Percent Blockage Right tum flare(veh) Median type None TWLTL Median storage veh) 2 Upstream signal(ft) 869 pX,platoon unblocked 0.23 vC,conflicting volume 2388 1104 1106 vC1,stage 1 conf vol 1104 vC2,stage 2 conf vol 1284 ' vCu,unblocked vol 5400 1104 1106 tC,single(s) 6.6 6.2 4.4 tC,2 stage(s) 5.6 ' IF(s) 3.7 3.3 2.4 p0 queue free% 93 95 99 cM capacity(veh/h) 108 259 553 ' Direction,Lane# EB 1 NB 1 NB 2 SB 1 Volume Total 20 4 1276 1106 Volume Left 8 4 0 0 Volume Right 12 0 0 4 ' cSH 166 553 1700 1700 Volume to Capacity 0.12 0.01 0.75 0.65 Queue Length 95th(ft) 10 1 0 0 Control Delay(s) 29.7 11.6 0.0 0.0 Lane LOS D B Approach Delay(s) 29.7 0.0 0.0 Approach LOS D Intersection Summary Average Delay 0.3 ' Intersection Capacity Utilization 73.1% ICU Level of Service D Analysis Period(min) 15 VA085711Analysis\RTC\B Mit AM_Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 1 31: Buchanan Circle & Route 107 2014 Build Mitigated ' HCM Unsignalized Intersection Capacity Analysis Weekday AM 4,- ',- t /'0. \b� 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y T+ I Volume(vehlh) 29 18 1185 20 11 1034 , Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.71 0.71 0.94 0.94 0.94 0.94 ' Hourly flow rate(vph) 41 25 1261 21 12 1100 Pedestrians Lane Width(ft) Walking Speed(ftls) , Percent Blockage Right turn flare(veh) Median type TWLTL None ' Median storage veh) 2 Upstream signal(ft) 635 pX, platoon unblocked 0.21 0.21 0.21 vC,conflicting volume 2395 1271 1282 , vC1,stage 1 cont vol 1271 vC2,stage 2 cont vol 1123 vCu,unblocked vol 5724 420 470 , tC,single(s) 6.5 6.3 4.2 tC,2 stage(s) 5.5 IF(s) 3.6 3.4 2.3 p0 queue free% 65 81 95 cM capacity(vehlh) 115 132 224 Direction,Lane# WB 1 NB 1 SB 1 SB 2 Volume Total 66 1282 12 1100 Volume Left 41 0 12 0 Volume Right 25 21 0 0 cSH 121 1700 224 1700 ' Volume to Capacity 0.55 0.75 0.05 0.65 Queue Length 95th(ft) 65 0 4 0 Control Delay(s) 65.5 0.0 22.0 0.0 Lane LOS F C ' Approach Delay(s) 65.5 0.0 0.2 Approach LOS F Intersection Summary ' Average Delay 1.9 Intersection Capacity Utilization 73.6% ICU Level of Service D Analysis Period(min) 15 , V:1085711AnalysislRTC1B Mit AM—Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 1 2014 Build Mitigated Queuing and Blocking Report Weekday PM Intersection: 13: Marlborough Road & Route 107 Movement EB EB WB WB WB NB NB NB NB SB SB SB Directions Served LT R L LT R L T T R L T T Maximum Queue (ft) 715 260 250 665 225 325 756 756 150 214 1225 1247 Average Queue (ft) 629 205 188 536 88 320 664 426 66 107 907 896 95th Queue (ft) 892 352 295 875 264 351 968 900 147 226 1532 1517 ' Link Distance (ft) 688 678 743 743 1269 1269 Upstream Blk Time (%) 37 30 17 0 15 11 Queuing Penalty(veh) 0 0 124 3 0 0 Storage Bay Dist(ft) 235 225 200 300 125 190 Storage Blk Time (%) 55 2 3 54 0 66 0 4 1 0 60 55 Queuing Penalty(veh) 229 5 15 109 1 205 0 12 2 2 79 114 ' Intersection: 13: Marlborough Road & Route 107 Movement SB Directions Served R Maximum Queue (ft) 260 Average Queue (ft) 176 95th Queue (ft) 324 Link Distance(ft) Upstream Blk Time (%) Queuing Penalty(veh) ' Storage Bay Dist (ft) 230 Storage Blk Time(%) 0 Queuing Penalty(veh) 2 V:108571VanalysislRTC1B Mit PM-Additional Ints.syn SimTraffic Report GPI Page 1 13: Marlborough Road & Route 107 2014 Build Mitigated HCM Signalized Intersection Capacity Analysis Weekday PM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r 4' If +T r 11 tt if ' Volume(vph) 117 187 411 246 270 77 483 621 325 133 949 207 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 11 11 12 12 12 12 11 12 12 10 Grade(%) 0% 0% 3% 0% ' Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 ' Satd.Flow(prot) 1857 1546 1658 1781 1599 1778 3521 1538 1770 3574 1478 Flt Permitted 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Said.Flow(perm) 1857 1546 1658 1781 1599 1778 3521 1538 1770 3574 1478 Peak-hour factor,PHF 0.93 0.93 0.93 0.92 0.92 0.92 0.94 0.94 0.94 0.98 0.98 0.98 Adj.Flow(vph) 126 201 442 267 293 84 514 661 346 136 968 211 RTOR Reduction(vph) 0 0 27 0 0 71 0 0 220 0 0 139 ' Lane Group Flow(vph) 0 327 415 240 320 13 514 661 126 136 968 72 Heavy Vehicles(%) 1% 0% 1% 0% 1% 1% 0% 1% 0% 2% 1% 2% Tum Type Split pt+ov Split Prot Prot Prot Prot Prot Protected Phases 4 4 41 3 3 3 1 6 6 5 2 . 2 , Permitted Phases Actuated Green,G(s) 17.0 50.0 17.0 17.0 17.0 28.0 31.2 31.2 24.8 28.0 28.0 Effective Green,g(s) 17.0 50.0 17.0 17.0 17.0 28.0 31.2 31.2 24.8 28.0 28.0 Actuated g/C Ratio 0.15 0.45 0.15 0.15 0.15 0.25 0.28 0.28 0.23 0.25 0.25 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 287 703 256 275 247 453 999 436 399 910 376 , vis Ratio Prot c0.18 0.27 0.14 c0.18 0.01 c0.29 0.19 0.08 0.08 c0.27 0.05 v/s Ratio Perm v/c Ratio 1.14 0.59 0.94 1.16 0.05 1.13 0.66 0.29 0.34 1.06 0.19 ' Uniform Delay,dl 46.5 22.4 46.0 46.5 39.6 41.0 34.7 30.7 35.7 41.0 32.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.57 0.56 0.49 1.00 1.00 1.00 Incremental Delay,d2 96.2 0.8 38.8 106.0 0.0 70.9 1.3 0.6 0.2 48.3 1.1 Delay(s) 142.7 23.2 84.7 152.5 39.7 94.4 20.6 15.7 35.9 89.3 33.3 ' Level of Service F C F F D F C B D F C Approach Delay(s) 74.0 112.5 44.4 74.8 Approach LOS E F D E , Intersection Summary HCM Average Control Delay 69.5 HCM Level of Service E HCM Volume to Capacity ratio 1.12 ' Actuated Cycle Length(s) 110.0 Sum of lost time(s) 20.0 Intersection Capacity Utilization 100.2% ICU Level of Service G Analysis Period(min) 15 c Critical Lane Group V:\085711Analysis\RTC\B Mit PM-Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 2 1 � ' 13: Marlborough Road & Route 107 2014 Build Mitigated Timing Report, Sorted By Phase Weekday PM Phase Number 1 2 3 4 5 6 ' Movement NBL SBT WBTL EBTL SBL NBT Lead/Lag Lead Lag Lead Lag Lag Lead Lead-Lag Optimize Recall Mode None C-Min None None None C-Min ' Maximum Split(s) 33 33 22 22 21 45 Maximum Split(%) 30.0% 30.0% 20.0% 20.0% 19.1% 40.9% Minimum Split(s) 11 21 11 21 11 21 ' Yellow Time(s) 4 4 4 4 4 4 All-Red Time(s) 1 1 1 1 1 1 Minimum Initial(s) 6 6 6 6 6 6 Vehicle Extension(s) 2 4 2 2 2 4 Minimum Gap(s) 2 4 2 2 2 4 Time Before Reduce(s) 0 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 0 Walk Time(s) Flash Dont Walk(s) Dual Entry No Yes No No No Yes Inhibit Max Yes Yes Yes Yes Yes Yes ' Start Time(s) 70 103 26 48 5 70 End Time(s) 103 26 48 70 26 5 Yield/Force Off(s) 98 21 43 65 21 0 Yield/Force Off 170(s) 98 21 43 65 21 0 Local Start Time(s) 70 103 26 48 5 70 Local Yield(s) 98 21 43 65 21 0 Local Yield 170(s) 98 21 43 65 21 0 ' Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated ' Natural Cycle 120 Offset:0(0%),Referenced to phase 2:SBT and 6:NBT,Start of Yellow,Master Intersection Splits and Phases: 13:Marlborough Road&Route 107 01 4 o2 o3 o4 33s I 1133s 22s I 1122s P m `6 r 6 45s l U21 s V:108571VAnalysislRTC1B Mit PM—Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 3 29: Belleaire Avenue & Route 107 2014 Build Mitigated , HCM Unsignalized Intersection Capacity Analysis Weekday PM X 7 1 t l r Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y I + T , Volume(veh/h) 3 3 2 1194 1392 1 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.58 0.58 0.97 0.97 0.96 0.96 , Hourly flow rate(vph) 5 5 2 1231 1450 1 Pedestrians Lane Width(ft) , Walking Speed(fUs) Percent Blockage Right turn flare(veh) Median type None TWLTL , Median storage veh) 2 Upstream signal(ft) 869 pX, platoon unblocked 0.25 ' vC,conflicting volume 2686 1451 1451 vC1,stage 1 conf vol 1451 vC2,stage 2 conf vol 1235 vCu, unblocked vol 6169 1451 1451 ' tC,single(s) 6.7 6.5 4.1 tC,2 stage(s) 5.7 tF(s) 3.8 3.6 2.2 p0 queue free% 95 96 100 cM capacity(veh/h) 106 136 473 Direction,Lane# EB 1 NB 1 NB 2 SB 1 , Volume Total 10 2 1231 1451 Volume Left 5 2 0 0 Volume Right 5 0 0 1 cSH 119 473 1700 1700 ' Volume to Capacity 0.09 0.00 0.72 0.85 Queue Length 95th(ft) 7 0 0 0 Control Delay(s) 38.1 12.6 0.0 0.0 ' Lane LOS E B Approach Delay(s) 38.1 0.0 0.0 Approach LOS E ' Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 83.3% ICU Level of Service E Analysis Period(min) 15 ' V:1085711AnalysislRTCIB Mit PM—Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 1 ' 31: Buchanan Circle & Route 107 2014 Build Mitigated HCM Unsignalized Intersection Capacity Analysis Weekday PM ' 4,- 4�- t P ti 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations ►Yt T+ + ' Volume(veh/h) 12 10 1186 28 14 1381 Sign Control Stop Free Free Grade 0% 0% 0% ' Peak Hour Factor 0.52 0.52 0.97 0.97 0.96 0.96 Hourly flow rate(vph) 23 19 1223 29 15 1439 Pedestdans Lane Width(ft) ' Walking Speed(ft/s) Percent Blockage Right turn flare(veh) ' Median type TWLTL None Median storage veh) 2 Upstream signal(ft) 635 pX,platoon unblocked 0.24 0.24 0.24 vC,conflicting volume 2705 1237 1252 vC1,stage 1 cont vol 1237 vC2,stage 2 conf vol 1468 ' vCu, unblocked vol 6591 389 450 tC,single(s) 6.4 6.3 4.1 tC,2 stage(s) 5.4 tF(s) 3.5 3.4 2.2 p0 queue free% 80 87 95 cM capacity(vehlh) 117 152 265 Direction,Lane# WB 1 NB 1 SB 1 SB 2 ' Volume Total 42 1252 15 1439 Volume Left 23 0 15 0 Volume Right 19 29 0 0 ' cSH 131 1700 265 1700 Volume to Capacity 0.32 0.74 0.05 0.85 Queue Length 95th(ft) 32 0 4 0 ' Control Delay(s) 45.2 0.0 19.4 0.0 Lane LOS E C Approach Delay(s) 45.2 0.0 0.2 Approach LOS E ' Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 82.7% ICU Level of Service E Analysis Period(min) 15 V:1085711AnalysislRTC1B Mit PM—Additional Ints.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 1 2014 Build Mitigated ' Queuing and Blocking Report Saturday Midday Intersection: 13: Marlborough Road & Route 107 , Movement EB EB WB WB WB NB NB NB NB SB SB SB Directions Served LT R L LT R L T T R L T T ' Maximum Queue (ft) 703 260 250 693 225 325 750 756 150 214 1189 1141 Average Queue (ft) 430 178 191 463 97 284 475 465 95 107 707 701 95th Queue (ft) 823 326 288 813 274 390 914 880 175 234 1286 1275 Link Distance (ft) 688 678 743 743 1269 1269 ' Upstream Blk Time (%) 16 17 3 0 4 3 Queuing Penalty(veh) 0 0 19 3 0 0 Storage Bay Dist (ft) 235 225 200 300 125 190 Storage Blk Time (%) 33 1 2 48 0 42 1 10 1 1 50 44 , Queuing Penalty(veh) 113 4 11 120 1 180 2 32 4 6 69 87 Intersection: 13: Marlborough Road & Route 107 ' Movement SB Directions Served R Maximum Queue (ft) 255 Average Queue (ft) 139 95th Queue (ft) 295 Link Distance (ft) ' Upstream Blk Time (%) Queuing Penalty(veh) Storage Bay Dist (ft) 230 Storage Blk Time (%) 0 Queuing Penalty(veh) 1 V:1085711Analysis\RTC18 Mit SAT-Additional Ints.syn SinnTraflic Report ' GPI Page 1 1 ' 13: Marlborough Road & Route 107 2014 Build Mitigated HCM Signalized Intersection Capacity Analysis Saturday Midday Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 F 4 r I tT r I ++ IN Volume(vph) 101 193 337 245 228 128 319 862 331 138 1081 198 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 11 11 12 12 12 12 11 12 12 10 ' Grade(%) 0% 0% 3% 0% Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 ' Fr: 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow(prot) 1844 1531 1658 1796 1599 1760 3521 1538 1770 3574 1507 Fit Permitted 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 ' Satd.Flow(perm) 1844 1531 1658 1796 1599 1760 3521 1538 1770 3574 1507 Peak-hour factor,PHF 0.89 0.89 0.89 0.96 0.96 0.96 0.92 0.92 0.92 0.90 0.90 0.90 Adj.Flow(vph) 113 217 379 255 238 133 347 937 360 153 1201 220 RTOR Reduction(vph) 0 0 22 0 0 114 0 0 163 0 0 128 Lane Group Flow(vph) 0 330 357 229 264 19 347 937 198 153 1201 92 Heavy Vehicles 1%) 0% 2% 2% 0% 0% 1% 1% 1% 0% 2% 1% 0% Tum Type Split pt+ov Split Prot Prot Prot Prot Prot ' Protected Phases 4 4 41 3 3 3 1 6 6 5 2 2 Permitted Phases Actuated Green,G(s) 17.0 40.0 14.0 14.0 14.0 18.0 35.0 35.0 14.0 31.0 31.0 Effective Green,g(s) 17.0 40.0 14.0 14.0 14.0 18.0 35.0 35.0 14.0 31.0 31.0 Actuated g/C Ratio 0.17 0.40 0.14 0.14 0.14 0.18 0.35 0.35 0.14 0.31 0.31 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 313 612 232 251 224 317 1232 538 248 1108 467 vls Ratio Prot c0.18 0.23 0.14 c0.15 0.01 c0.20 0.27 0.13 0.09 c0.34 0.06 vis Ratio Perm vlc Ratio 1.05 0.58 0.99 1.05 0.08 1.09 0.76 0.37 0.62 1.08 0.20 Uniform Delay,dl 41.5 23.5 42.9 43.0 37.4 41.0 28.8 24.2 40.5 34.5 25.4 Progression Factor 1.00 1.00. 1.00 1.00 1.00 0.64 0.50 0.87 1.00 1.00 1.00 Incremental Delay,d2 65.9 0.9 54.8 71.1 0.1 47.8 0.4 0.2 3.2 52.8 0.9 Delay(s) 107.4 24.4 97.7 114.1 37.5 74.1 14.7 21.4 43.7 87.3 26.3 Level of Service F C F F D E B C D F C Approach Delay(s) 63.0 91.8 28.7 74.5 ' Approach LOS E F C E Intersection Summary HCM Average Control Delay 58.6 HCM Level of Service E HCM Volume to Capacity ratio 1.07 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 20.0 Intersection Capacity Utilization 92.7% ICU Level of Service F ' Analysis Period(min) 15 c Critical Lane Group 1 VA085711Analysis\RTC\13 Mit SAT-Additional Ints.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 2 13: Marlborough Road & Route 107 2014 Build Mitigated ' Timing Report, Sorted By Phase Saturday Midday Phase Number 1 2 3 4 5 6 Movement NBL SBT WBTL EBTL SBL NBT ' Lead/Lag Lead Lag Lead Lag Lag Lead Lead-Lag Optimize Recall Mode None C-Min None None None C-Min Maximum Split(s) 23 36 19 22 17 42 ' Maximum Split(%) 23.0% 36.0% 19.0% 22.0% 17.0% 42.0% Minimum Split(s) 11 21 11 21 11 21 Yellow Time(s) 4 4 4 4 4 4 , All-Red Time(s) 1 1 1 1 1 1 Minimum Initial(s) 6 6 6 6 6 6 Vehicle Extension(s) 2 4 2 2 2 4 Minimum Gap(s) 2 4 2 2 2 4 ' Time Before Reduce(s) 0 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 0 Walk Time(s) Flash Dont Walk(s) Dual Entry No Yes No No No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time(s) 63 86 22 41 5 63 ' End Time(s) 86 22 41 63 22 5 Yield/Force Off(s) 81 17 36 58 17 0 Yield/Force Off 170(s) 81 17 36 58 17 0 Local Start Time(s) 63 86 22 41 5 63 Local Yield(s) 81 17 36 58 17 0 Local Yield 170(s) 81 17 36 58 17 0 Intersection Summary ' Cycle Length 100 Control Type Actuated-Coordinated Natural Cycle 110 ' Offset:0(0%),Referenced to phase 2:SBT and 6:NBT,Start of Yellow,Master Intersection Splits and Phases: 13:Marlborough Road&Route 107 01 4 e2 t e3 e4 ' 23s I U36s ` 19s H22s N 06 r 05 , 42s 1 U17s 1 V:1085711Analysis\RTC1B Mit SAT—Additional Ints.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 3 29: Belleaire Avenue & Route 107 2014 Build Mitigated HCM Unsignalized Intersection Capacity Analysis Saturday Midday -.4 --* 4% t 1 Movement EBL EBR NBL NBT SBT SBR ' Lane Configurations Y I + T* Volume(veh/h) 2 5 3 1183 1308 7 Sign Control Stop Free Free Grade 0% 0% 0% ' Peak Hour Factor 0.80 0.80 0.98 0.98 0.96 0.96 Hourly flow rate(vph) 2 6 3 1207 1362 7 Pedestrians ' Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right tum flare(veh) ' Median type None TWLTL Median storage veh) 2 Upstream signal(ft) 869 pX,platoon unblocked 0.25 vC,conflicting volume 2579 1366 1370 vC1,stage 1 conf vol 1366 vC2,stage 2 conf vol 1213 vCu, unblocked vol 5822 1366 1370 IC,single(s) 6.4 6.2 4.1 tC,2 stage(s) 5.4 ' IF(s) 3.5 3.3 2.2 p0 queue free% 98 97 99 cM capacity(veh/h) 132 182 508 ' Direction,Lane# EB 1 NB 1 NB 2 SB 1 Volume Total 9 3 1207 1370 Volume Left 2 3 0 0 Volume Right 6 0 0 7 cSH 164 508 1700 1700 Volume to Capacity 0.05 0.01 0.71 0.81 Queue Length 95th(ft) 4 0 0 0 ' Control Delay(s) 28.2 12.1 0.0 0.0 Lane LOS D B Approach Delay(s) 28.2 0.0 0.0 Approach LOS D Intersection Summary Average Delay 0.1 ' Intersection Capacity Utilization 79.3% ICU Level of Service D Analysis Period(min) 15 V:1085711AnalysislRTMB Mit SAT—Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 1 31: Buchanan Circle & Route 107 2014 Build Mitigated ' HCM Unsignalized Intersection Capacity Analysis Saturday Midday Ir t t P \► j 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y 1* R + ' Volume(veh/h) 32 40 1146 35 26 1287 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.98 0.98 0.96 0.96 ' Hourly flow rate(vph) 33 41 1169 36 27 1341 Pedestrians Lane Width(ft) ' Walking Speed(fVs) Percent Blockage Right tum flare(veh) Median type TWLTL None ' Median storage veh) 2 Upstream signal(ft) 635 pX,platoon unblocked 0.23 0.23 0.23 ' vC,conflicting volume 2582 1187 1205 vC1,stage 1 conf vol 1187 vC2,stage 2 conf vol 1395 vCu,unblocked vol 6186 145 223 ' tC,single(s) 6.4 6.2 4.1 tC,2 stage(s) 5.4 tF(s) 3.5 3.3 2.2 ' p0 queue free% 76 80 91 cM capacity(veh/h) 136 209 314 Direction,Lane# WB 1 NB 1 SB 1 SB 2 ' Volume Total 74 1205 27 1341 Volume Left 33 0 27 0 Volume Right 41 36 0 0 cSH 169 1700 314 1700 ' Volume to Capacity 0.44 0.71 0.09 0.79 Queue Length 95th(ft) 50 0 7 0 Control Delay(s) 42.2 0.0 17.6 0.0 , Lane LOS E C Approach Delay(s) 42.2 0.0 0.3 Approach LOS E Intersection Summary ' Average Delay 1.4 Intersection Capacity Utilization 78.6% ICU Level of Service D Analysis Period(min) 15 , V:1085711AnalysislRTC1B Mit SAT—Additional Ints.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 1 ' RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse—Salem,Massachusetts 1 MUTCD TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEET 1 t 1 Traffic Control Signal Warrant Analyses (Based onMUTCD-2o03Edition) ' Intersection: Western Avenue at Belleaire Avenue and Buchanan Circle Pop.<10,000?(YIN) N Count Date: Ma 2010 Analysis Date: 06/02/10 Speed(in mph): 35 m h Analysis Year: 2014 Build Analyst: IRP Is Major?' #Lanes• Adjustment Factor: 1 Raw counts Y/N one way) E6 N 1 Major Lanes: Enter the higher number of lanes for the major street approach WB N 1 Minor Lanes: 1 Enter the number of lanes for the minor street approach you want to analyze ' NB Y 1 SB Y 1 -Note:If intersection is a"T'intersection,leave cells blank for the non-existent approach Time EB LT EB TH EB RT WB LT WB TH WB RT NB LT NB TH NB RT SB LT SB TH SB RT ' 7:00 4 0 5 32 0 12 2 980 16 9 863 8 8:00 3 0 8 16 0 22 5 1,105 16 8 932 2 9:00 0 0 0 0 0 0 0 0 0 0 0 0 ' 10:00 0 0 0 0 0 0 0 0 0 0 0 0 11:00 0 0 0 0 0 0 0 0 0 0 0 0 12:00 0 0 0 0 0 0 0 0 0 0 0 0 13:00 0 0 0 0 0 0 0 0 0 0 0 0 ' 14:00 0 0 0 0 0 0 0 0 0 0 0 0 15:00 0 0 1 0 1 0 1 0 1 0 1 0 1 0 j 0 1 0 1 0 10 16:00 20 2 14 0 7 2 1,142 23 13 1,335 1 17:00 3 0 4 13 01 10 1 4 1,176 23 9 1 1,246 1 2 I ' 18:00 0 0 1 0 1 0 1 0 1 0 1 0 0 0 0 1 0 1 (T- 19:00 0 0 1 0 1 0 1 0 1 0 1 0 0 0 0 0 0 Time £EB £WB £NB E SB E Major £Minor E Max Minor W1 A Wl B Wlcombo W2 W3 7:00 9 44 998 880 1878 53 44 N N N N N ' 8:00 11 38 1126 942 2068 49 38 N N N N N 9:00 0 0 0 0 0 0 0 N N N N N 10:00 0 0 0 0 0 0 0 N N N N N 11:00 0 0 0 0 0 0 0 N N N N N 12:00 0 0 0 0 0 0 0 N N N N N 13:00 0 0 0 0 0 0 0 N N N N N 14:00 0 0 0 0 0 0 0 N N N N N 15:00 0 1 0 1 0 1 0 1 0 0 1 0 N N N N N ' 16:00 4 21 1167 1349 2516 25 21 N N N N N 17:00 7 23 1203 1257 2460 30 23 N N N N N 18:00 0 0 0 0 0 0 1 0 N N N N N 19:00 0 0 0 0 0 0 0 N N N N N O Will 0Of8 0of8 0of4 0of1 Warrant Analyses Warrant 1:Condition A Minimum Vehicular Volume Warrant is Not Met Warrant 1:Condition B Interruption of Continuous Traffic Warrant is Not Met Warrant 1:Combination of Warrants 1A and 1B is Not Met ' Warrant 2:Four-Hour Warrant Is Not Met Warrant 3:One-Hour Warrant Is Not Met 1 ' RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse—Salem,Massachusetts 1 AUTOMATIC TRAFFIC RECORDER COUNT DATA 1 1 TRANSDATA SERVICES Page 1 City/Town :SALEM 66 PLEASANT ST#3 Client :GPI NEWBURYPORT, MA 01960 Location :HIGHLAND AVE ADJACENT 978463-2029 FAX 978463-2043 TO#440 WAL-MART Site Code: 25805300801 Station ID: 258053001 ' Start 30-May SOUTHBOUND NORTHBOUND Combined 31-May SOUTHBOUND NORTHBOUND Combined Time Fri A.M. P.M. A.M. P.M. A.M. P.M. Sat A.M. P.M. A.M. P.M. A.M. P.M. 12:00 45 180 33 192 78 372 71 241 65 263 136 504 ' 12:15 27 158 32 187 59 345 37 209 41 233 78 442 12:30 27 215 28 180 55 395 49 201 48 211 97 412 12:45 32 184 22 185 54 369 35 221 30 2 2 65 01:00 32 167 17 186 49 353 47 205 49 216 96DT2101:15 32 175 19 184 51 359 43 230 31 285 74 01:30 14 180 19 209 33 389 33 235 33 66 01:45 13 197 9 205 22 402 26 217 30 202 56 419 02:00 17 175 10 230 27 405 23 203 33 261 56 464 ' 02:15 11 200 16 203 27 403 23 257 22 209 45 466 02:30 11 195 12 224 23 419 30 210 20 244 50 454 02:45 8 213 24 32 477 18 222 26 247 44 469 03:00 13 188 25 255 38 443 15 23 24 205 39 444 03:15 17 191 15 198 32 389 19 202 17 221 36 423 03:30 12 206 11 1: 23 447 17 253 20 193 37 446 03:45 4 217 12 224 16 441 14 205 13 208 27 413 04:00 10 197 8 157 18 354 10 210 14 202 24 412 04:15 13 116 7 146 20 262 10 171 21 212 31 383 ' 04:30 15 202 14 221 29 423 12 206 16 184 28 390 04:45 17 229 23 227 40 456 12 181 19 213 31 394 05:00 30 242 39 263 69 505 14 209 13 191 27 400 05:15 27 45 213 72 19 215 28 200 47 415 05:30 48 163 87 185 135 348 21 214 30 198 51 412 05:45 57 216 102 258 159 474 24 186 49 175 73 361 06:00 64 212 90 230 154 442 34 190 43 162 77 352 06:15 103 196 115 240 218 436 38 178 75 187 113 365 06:30 112 214 164 220 276 434 63 163 98 174 161 337 06:45 145 184 174 220 319 404 71 180 127 193 198 373 07:00 148 211 172 213 320 424 78 161 101 161 179 322 07:15 168 217 185 191 353 408 90 166 123 173 213 339 07:30 178 181 251 195 376 97 175 143 157 240 332 07:45 173 167 269 173 112 340 109 157 183 157 292 314 ' 08:00 173 187 261 181 434 368 103 157 130 144 233 301 08:15 193 188 152 340 98 125 159 146 257 271 08:30 161 152 231 149 392 301 127 147 154 127 281 274 08:45 157 163 217 132 374 295 144 135 186 107 330 242 ' 09:00 168 173 192 109 360 282 126 138 189 97 315 235 09:15 168 160 211 90 379 250 159 123 217 97 376 220 09:30 156 119 214 108 370 227 158 147 197 107 355 254 09:45 160 140 254 103 414 243 184 117 220 94 404 211 10:00 156 134 228 95 384 229 188 125 211 73 399 198 ' 10:15 173 114 212 76 385 190 199 130 257 96 456 226 10:30 142 96 179 82 321 178 196 1041 Z591 93 455 197 10:45 153 96 201 74 354 170 191 90 218 62 436 152 11:00 P176 73 203 73 384 146 192 83 79 412 162 ' 11:15 71 174 62 350 133 157 87 238 67 395 1541130 98 184 71 378 169 2H 78 217 61 458 13911:45 69 184 68 370 137 6 48 281 55 507 103 Total 4320 8244 5450 8344 9770 16588 3891 8346 4965 8103 8856 16449 ' Day 12564 13794 26358 12237 13068 25305 Total %Total 16.4% 31.3% 20.7% 31.7% 15.4% 33.0% 19.6% 32.0% Peak 11:00 04:30 07:30 02:45 07:30 04:30 11:00 02:15 10:15 00:45 11:00 00:45 ' Vol. 737 896 1037 958 1754 1820 816 928 981 962 1772 1853 P.H.F. 0.950 0.926 0.964 0.907 0.977 0.901 0.846 0.903 0.947 0.929 0.874 0.938 ADT ADT 25,832 AADT 25,832 TRANSDATA SERVICES Page 1 City/Town :SALEM 66 PLEASANT ST#3 Client :GPI NEWBURYPORT, MA 01960 Location :HIGHLAND AVE ADJACENT 978 463-2029 FAX 978 463-2043 TO#440 WAL-MART Site Code: 25805300801 SOUTHBOUND Station ID:258053001 Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 05/30/08 57 0 1 3 5 15 26 10 7 6 0 1 0 0 131 47 55 01:00 25 0 0 2 5 11 14 13 8 5 7 1 0 0 91 54 62 0200 22 0 0 1 1 3 6 6 4 3 0 1 0 0 47 51 57 03:00 30 0 0 1 0 3 4 3 1 1 1 2 0 0 46 45 65 04:00 37 0 0 0 1 1 7 3 2 3 1 0 0 0 55 46 56 05:00 75 0 0 3 6 15 16 20 11 5 5 3 1 2 162 51 63 06:00 83 0 1 12 26 64 109 80 25 13 7 2 1 1 424 50 56 07:00 111 1 1 20 93 210 133 62 23 7 3 2 1 0 667 45 51 0800 97 1 11 56 155 162 129 53 15 3 1 1 0 0 684 44 49 09:00 100 0 13 107 179 151 63 24 11 3 1 0 0 0 652 41 47 1000 132 0 20 75 153 144 69 24 6 1 0 0 0 0 624 41 45 11:00 169 2 14 91 206 166 62 21 2 4 0 0 0 0 737 40 45 12 PM 120 2 7 93 216 201 79 15 4 0 0 0 0 0 737 40 44 13:00 89 3 10. 83 216 217 79 20 2 0 0 0 0 0 719 40 45 1400 96 1 33 131 248 187 62 18 3 2 2 0 0 0 783 40 44 15:00 96 1 18 101 294 189 81 15 7 0 0 0 0 0 802 40 44 16:00 208 30 48 134 196 101 21 6 0 0 0 0 0 0 744 36 40 17:00 151 42 83 164 213 144 39 7 0 1 0 0 0 0 844 38 41 18:00 49 2 27 125 281 209 90 15 5 2 0 0 0 1 806 40 45 19:00 47 0 22 97 252 235 109 9 4 0 1 0 0 0 776 41 44 20:00 58 1 17 81 229 197 83 19 5 0 0 0 0 0 690 41 45 21:00 66 1 17 43 164 177 90 27 4 2 1 0 0 0 592 42 46 22:00 60 0 2 16 70 146 91 35 9 8 2 1 0 0 440 45 50 23:00 55 0 0 3 26 104 80 29 9 5 0 0 0 0 311 45 50 Total 2033 87 345 1442 3235 3052 1542 534 167 74 32 14 3 4 12564 Percent 16.2% 0.7% 2.7% 11.5% 25.7% 24.3% 12.3% 4.3% 1.3% 0.6% 0.3% 0.1% 0.0% 0.0% AM 1100 1100 10:00 09:00 11:00 07:00 07:00 06:00 06:00 06:00 01:00 05:00 05:00 05:00 1100 Peak Vol. 169 2 20 107 206 210 133 80 25 13 7 3 1 2 737 PM 16:00 17:00 17:00 17:00 15:00 1900 19:00 22:00 2200 22:00 14:00 22:00 18:00 17:00 Peak Vol. 208 42 83 164 294 235 109 35 9 8 2 1 1 844 TRANSDATA SERVICES Page 2 City/Town :SALEM 66 PLEASANT ST#3 Client :GPI NEWBURYPORT, MA 01950 Location :HIGHLAND AVE ADJACENT 978 463-2029 FAX 978 463-2043 TO#440 WAL-MART Site Code: 25805300801 SOUTHBOUND Station ID: 258053001 Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 05/31/08 64 0 0 4 18 34 42 19 4 6 1 0 0 0 192 46 52 01:00 50 0 0 1 2 35 33 16 8 2 1 1 0 0 149 47 53 02:00 39 0 0 0 6 17 21 5 3 3 0 0 0 0 94 45 53 03:00 26 0 1 2 4 8 13 7 1 3 0 0 0 0 65 46 55 04:00 27 0 0 0 3 6 3 3 2 0 0 0 0 0 44 43 48 05:00 42 0 0 0 7 11 3 4 5 5 1 0 0 0 78 49 57 06:00 86 0 1 1 6 36 35 21 14 5 1 0 0 0 206 48 54 07:00 79 0 0 11 56 108 72 34 11 0 2 1 0 0 374 45 50 0800 77 1 4 34 105 126 84 30 5 4 1 0 1 0 472 44 48 09:00 97 1 6 55 165 207 63 24 6 2 1 0 0 0 627 41 46 10:00 92 3 35 104 316 162 52 10 0 0 0 0 0 0 774 39 43 11:00 70 23 30 127 272 216 65 14 0 0 0 0 0 0 816 39 43 12 PM 63 1 39 173 349 202 35 8 2 0 0 0 0 0 872 38 41 13:00 94 28 96 258 288 95 22 5 0 0 0 1 0 0 887 35 40 14:00 65 28 81 223 307 153 25 8 2 0 0 0 0 0 892 37 40 15:00 69 10 47 271 312 140 41 6 2 1 0 0 0 0 899 37 41 16:00 59 6 38 122 273 196 57 12 4 1 0 0 0 0 768 39 44 17:00 60 3 31 192 274 194 58 8 3 1 0 0 0 0 824 39 43 1800 74 4 23 70 229 200 86 19 5 1 0 0 0 0 711 41 45 19:00 77 2 4 71 206 208 65 18 6 1 0 1 0 0 659 40 45 20:00 80 0 10 61 169 169 56 12 5 2 0 0 0 0 564 40 45 21:00 94 1 11 68 139 120 65 20 5 2 0 0 0 0 525 41 46 2200 76 0 2 14 95 145 79 27 8 3 0 0 0 0 449 44 48 23:00 63 0 1 6 24 74 70 40 13 3 1 0 0 1 296 47 51 Total 1623 111 460 1868 3625 2861 1145 370 114 45 9 4 1 1 12237 Percent 13.3% 0.9% 3.8% 15.3% 29.6% 23.4% 9.4% 3.0% 0.9% 0.4% 0.1% 0.0% 0.0% 0.0% AM 09:00 11:00 10:00 11:00 10:00 11:00 08:00 07:00 06:00 00:00 07:00 01:00 08:00 11:00 Peak Vol. 97 23 35 127 316 215 84 34 14 6 2 1 1 816 PM 13:00 13:00 13:00 15:00 12:00 1900 18:00 23:00 23:00 22:00 23:00 13:00 23:00 15:00 Peak Vol. 94 28 96 271 349 208 86 40 13 3 1 1 1 899 Grand 3656 198 805 3310 6860 5913 2687 904 281 119 41 18 4 5 24801 Total Percent 14.7% 0.8% 3.2% 13.3% 27.7% 23.8% 10.8% 3.6% 1.1% 0.5% 0.2% 0.1% 0.0% 0.0% 15th Percentile: 17 MPH 50th Percentile: 34 MPH 85th Percentile: 41 MPH 95th Percentile: 46 MPH Statistic 10 MPH Pace Speed : 3140 MPH s Number in Pace: 12773 Percent in Pace: 51.5% Number of Vehicles>55 MPH: 187 Percent of Vehicles>55 MPH: 0.8% Mean Speed(Average): 31 MPH Page 3 TRANSDATA SERVICES 9 City/Town :SALEM 66 PLEASANT ST#3 Client :GPI NEWBURYPORT, MA 01950 Location :HIGHLAND AVE ADJACENT 978 463-2029 FAX 978 463-2043 TO#440 WAL-MART Site Code: 25805300801 NORTHBOUND Station ID: 258053001 Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 05/30/08 0 0 0 1 2 21 49 29 10 3 0 0 0 0 115 50 54 01:00 0 0 0 0 3 16 25 14 5 0 0 0 0 1 64 49 53 02:00 0 0 0 0 4 14 20 9 10 5 0 0 0 0 62 53 57 03:00 1 0 0 1 4 9 20 16 10 1 1 0 0 0 63 52 55 04:00 0 0 0 0 3 7 9 19 7 6 0 1 0 0 52 54 58 05:00 5 0 2 2 6 37 82 79 42 15 3 0 0 0 273 53 57 06:00 15 0 1 0 11 106 199 134 61 12 4 0 0 0 543 50 55 07:00 24 0 5 11 62 234 340 146 48 3 3 1 0 0 877 48 52 08:00 27 1 8 24 126 303 336 102 30 7 0 1 0 0 965 45 50 09:00 21 1 16 49 174 325 218 55 10 2 0 0 0 0 871 44 48 10:00 23 0 9 55 219 335 143 29 7 0 0 0 0 0 820 42 45 11:00 20 3 4 27 166 303 187 29 5 1 0 0 0 0 745 43 45 12 PM 29 10 7 25 96 249 237 67 18 5 1 0 0 0 744 45 49 13:00 27 2 2 24 143 257 229 78 18 3 1 0 0 0 784 45 49 1400 27 1 0 20 114 292 326 109 27 5 0 0 0 0 921 46 50 15:00 19 0 2 17 86 301 321 141 25 5 1 0 0 0 918 47 50 16:00 44 0 4 8 84 222 259 101 26 1 2 0 0 0 751 46 50 17:00 42 0 1 6 96 313 308 108 35 9 0 0 1 0 919 46 50 18:00 27 0 2 12 76 305 311 145 31 1 0 0 0 0 910 47 50 19:00 15 2 1 5 77 252 265 114 31 7 3 0 0 0 772 47 51 20:00 13 0 0 4 56 213 226 75 20 6 1 0 0 0 614 46 50 21:00 9 0 0 7 28 125 146 68 19 4 1 3 0 0 410 48 52 2200 6 0 0 2 8 75 135 75 20 5 1 0 0 0 327 49 53 23:00 4 0 0 0 10 56 114 60 25 4 1 0 0 0 274 50 54 Total 398 20 64 300 1654 4370 4505 1802 540 110 23 6 1 1 13794 Percent 2.9% 0.1% 0.5% 2.2% 12.0% 31.7% 32.7% 13.1% 3.9% 0.8% 0.2% 0.0% 0.0% 0.0% AM 0800 11:00 09:00 10:00 10:00 10:00 07:00 0700 0600 0500 0600 0400 01:00 08:00 Peak Vol. 27 3 16 55 219 335 340 146 61 15 4 1 1 965 PM 1600 12:00 12:00 12:00 13:00 17:00 14:00 18:00 17:00 17:00 19:00 21:00 17:00 14:00 Peak Vol. 44 10 7 25 143 313 326 145 35 9 3 3 1 921 TRANSDATA SERVICES Page 4 City/Town :SALEM 66 PLEASANT ST#3 Client :GPI NEWBURYPORT, MA 01950 Location :HIGHLAND AVE ADJACENT 978 463-2029 FAX 978 463-2043 TO#440 WAL-MART Site Code: 25805300801 Station ID: 258053001 NORTHBOUND Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent Percent 05/31/08 0 0 0 3 5 40 71 44 16 5 0 0 0 0 184 50 54 01:00 0 0 0 0 7 41 55 32 6 2 0 0 0 0 143 48 51 02:00 0 0 0 0 4 27 35 24 8 2 1 0 0 0 101 49 53 03:00 1 0 1 1 4 17 21 17 7 4 0 1 0 0 74 51 56 04:00 0 1 0 0 3 11 23 16 10 5 1 0 0 0 70 53 57 05:00 1 0 0 1 3 17 37 30 19 7 3 0 0 2 120 54 59 06:00 6 0 0 1 4 49 126 86 55 15 1 0 0 0 343 52 55 07:00 13 1 1 2 34 133 207 109 33 13 4 0 0 0 550 49 54 08:00 14 0 6 19 66 191 209 93 26 4 1 0 0 0 629 47 50 09:00 17 0 2 21 104 290 276 87 22 3 1 0 0 0 823 45 50 10:00 27 0 9 42 177 357 268 74 14 3 0 1 0 0 972 44 48 !, 11:00 30 4 6 51 179 359 258 48 15 5 1 0 0 0 956 44 48 12 PM 27 3 13 47 209 343 227 66 24 0 0 0 0 0 959 44 49 13:00 34 1 5 39 181 313 237 84 17 1 0 0 0 0 912 45 49 14:00 31 0 7 31 133 358 294 86 17 2 2 0 0 0 961 45 49 15:00 28 0 0 19 79 290 293 96 18 3 1 0 0 0 827 45 49 16:00 24 0 1 9 98 295 276 82 24 0 0 2 0 0 811 45 50 17:00 21 0 0 4 46 277 279 109 22 4 2 0 0 0 764 46 50 18:00 17 0 0 9 58 207 284 107 27 5 1 1 0 0 716 47 50 19:00 19 0 0 12 50 215 223 91 26 10 2 0 0 0 648 47 51 20:00 12 0 0 12 78 163 188 51 16 2 2 0 0 0 524 45 50 21:00 9 0 0 3 38 142 140 44 16 3 0 0 0 0 395 46 50 2200 7 0 0 1 15 73 126 77 24 1 0 0 0 0 324 49 52 23:00 3 0 0 2 13 61 103 57 19 2 2 0 0 0 262 49 53 Total 341 10 51 329 1588 4269 4256 1610 481 101 25 5 0 2 13068 Percent 2.6% 0.1% 0.4% 2.5% 12.2% 32.7% 32.6% 12.3% 3.7% 0.8% 0.2% 0.0% 0.0% 0.0% AM 11:00 11:00 10:00 11:00 11:00 11:00 09:00 07:00 06:00 06:00 07:00 03:00 05:00 10:00 Peak Vol. 30 4 9 51 179 359 276 109 55 15 4 1 2 972 PM 13:00 12:00 12:00 12:00 12:00 14:00 14:00 17:00 1800 19:00 14:00 16:00 14:00 Peak Vol. 34 3 13 47 209 358 294 109 27 10 2 2 961 Grand 739 30 115 629 3242 8639 8761 3412 1021 211 48 11 1 3 26862 Total Percent 2.8% 0.1% 0.4% 2.3% 12.1% 32.2% 32.6% 12.7% 3.8% 0.8% 0.2% 0.0% 0.0% 0.0% 15th Percentile: 34 MPH 50th Percentile: 41 MPH 85th Percentile: 46 MPH 95th Percentile: 50 MPH Statistic 10 MPH Pace Speed : 3645 MPH s Number in Pace: 17400 Percent in Pace: 64.8% Number of Vehicles>55 MPH: 274 - Percent of Vehicles>55 MPH : 1.0% Mean Speed(Average): 40 MPH I RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse—Salem,Massachusetts I 1 1 INDIVIDUAL LAND USES TRIP-GENERATION DATA 1 ' 1 Institute of Transportation Engineers (ITE) Land Use Code (LUC) 813 - Free-Standing Discount Superstore ' Average Vehicle Trips Ends vs: 1,000 Sq.Feet Gross Floor Area Independent Variable(X): 152.192 AVERAGE WEEKDAY DAILY Ln(T)= 1.35 Ln(X)+2.11 Ln(T)= 1.351-rt (152.19) +2.11 ' Ln(T)= 8.89 T= 7287.70 T= 7,288 vehicle trips with 50%( 3,644 vpd)entering and 50%( 3,644 vpd)exiting. r WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC ' T= 1.67*(X) T= 1.67* 152.19 T= 254.16 ' T= 254 vehicle trips with 56%( 142 vph)entering and 44%( 112 vph)exiting. Ek f#]y -81 -60 4$y +VL ' WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 4.61 *(X) T= 4.61 * 152.19 T= 701.61 ' T= 702 vehicle trips with 49%( 344 vph)entering and 51%( 358 vph)exiting. EK"j -1 6 _194 +/48 41n SATURDAY DAILY Ln(T)= 1.45 Ln(X)+ 1.74 ' Ln(T)= 1.45 Ln (152.19) + 1.74 Ln(T)= 9.03 T= 8320.33 T= 8,320 vehicle trips ' with 50%( 4,160 vpd)entering and 50%( 4,160 vpd)exiting. ' SATURDAY MIDDAY PEAK HOUR Ln(T)= 1.40 Ln(X)-0.43 Ln(T)= 1.40 Ln (152.19) -0.43 Ln(T)= 6.61 ' T= 738.93 T— 740 vehicle trips with 50%( 370 vph)entering and 50%( 370 vph)exiting. Exrs�y -3�i -316 +3Z +ss ' Greenman-Pedersen,Inc. Updated ITE LUC 813- 152192 sf Wal-Mart.xls 1 Institute of Transportation Engineers(ITE) ' Land Use Code(LUC)942-Automobile Care Center Average Vehicle Trips Ends vs: 1,000 Sq.Feet Gross Floor Area ' Independent Variable(X): 3.084 WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC , T=2.94*(X) T= 2.94* 3.084 T= 9.07 T= 9 vehicle trips ' with 51%( 5 vph)entering and 49%( 4 vph)exiting. WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 3.38*(X) T=3.38 * 3.084 T= 10.42 T= 10 vehicle trips ' with 52%( 5 vph)entering and 48%( 5 vph)exiting. SATURDAY DAILY ' T= 15.86*(X) T= 15.86* 3.084 T=48.91 T= 50 vehicle trips ' with 50%( 25 vpd)entering and 50%( 25 vpd)exiting. SATURDAY PEAK HOUR OF GENERATOR* , T= 3,38*(X) T= 3.38* 3.084 T= 10.42 T= 10 vehicle trips ' with 52%( 5 vph)entering and 48%( 5 vph)exiting. *Data obtained from the weekday Evening Peak Hour of Adjacent Street Traffic(higher , of peak hour lraf is volumes). I Greenman-Pedersen,Inc. Updated ITE LUC 942-3084 sf.xls , 1 i 1 Institute of Transportation Engineers (ITE) Land Use Code(LUC) 862 - Home Improvement Superstore 1 Average Vehicle Trips Ends vs: 1,000 Sq.Feet Gross Floor Area Independent Variable(X): 121.859 1 AVERAGE WEEKDAY DAILY T= 29.80*(X) T= 29.80* 121.9 1 T= 3631.40 T= 3,632 vehicle trips with 50%( 1,816 vpd)entering and 50%( 1,816 vpd)exiting. i WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC 1 T= 1.26*(X) T= 1.26* 121.9IHYl�i- T= 153.54 �taTr LISPS 1 T= 154 vehicle trips with 57%( 88 vph)entering and 43%( 66 vph)exiting. WOM&+ 1 lye 1S'1 zl6iohtl WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 2.37*(X) 1 T= 2.37* 121.9 T= 288.81 T= 289 vehicle trips 1 with 48%( 139 vph)entering and 52%( 150 vph)exiting. t 4 ;-t' t1S9 —GL so;A 312. 314 1asof 1 SATURDAY DAILY -IZy SPZ4MI T= 56.72*(X) I T= 56.72 * 121.9 ' T= 6911.84 T= 6,912 vehicle trips with 50%( 3,456 vpd)entering and 50%( 3,456 vpd)exiting. 1 SATURDAY MIDDAY PEAK HOUR OF GENERATOR 1 T= 4.51 *(X) T= 4.51 * 121.9 T= 549.58 1 T= 550 vehicle trips with 51%( 281 vph)entering and 49%( 269 vph)exiting. Ma:nckc +S ff in 1 (✓0.�MVf +3t' f 6f i6(o Z730df 318 339 -13Z 52..0-h AI 1 Greenman-Pedersen,Inc. - ITE LUC 862- 121859 sf Lowes.xls ' RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse—Salem,Massachusetts ' WEEKDAY AM INDIVIDUAL LAND USES CAPACITY ANALYSIS WORKSHEETS 2014 Build - Individual Land Uses Queuing and Blocking Report Weekday AM Intersection: 10: Marlborough Road & Route 107 Movement EB EB WB WB WB NB NB NB NB SB SB SB Directions Served LT R L LT R L T T R L T T ' Maximum Queue(ft) 471 258 250 693 225 325 757 762 148 214 508 533 Average Queue (ft) 190 107 150 502 68 313 636 478 47 60 307 306 95th Queue (ft) 394 228 288 910 234 382 966 880 118 162 488 502 ' Link Distance(ft) 688 678 743 743 1269 1269 Upstream Blk Time (%) 0 34 13 0 Queuing Penalty (veh) 0 0 89 1 Storage Bay Dist(ft) 235 225 200 300 125 190 ' Storage Blk Time(%) 6 0 1 54 0 59 0 2 0 0 34 22 Queuing Penalty (veh) 21 1 3 72 0 203 1 5 0 0 25 29 ' Intersection: 10: Marlborough Road & Route 107 Movement SB Directions Served R Maximum Queue (ft) 255 Average Queue(ft) 105 95th Queue (ft) 250 ' Link Distance (ft) Upstream Blk Time(%) Queuing Penalty (veh) Storage Bay Dist(ft) 230 Storage Blk Time (%) 0 Queuing Penalty(veh) 0 1 1 I ' V:1085711Analysis\RTCllndividual Land Uses1B AM-individual Usessyn SinnTraffic Report GPI Page 1 10: Marlborough Road & Route 107 2014 Build - Individual Land Uses ' HCM Signalized Intersection Capacity Analysis Weekday AM --* _10. N 4,- +- "l t P `o 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations $ F 11 $ F I F I TT If Volume(vph) 125 125 383 149 229 59 518 693 216 74 728 131 , Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 11 11 12 12 12 12 11 12 12 10 Grade(%) 0% 0% 3% 0% ' Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Fr: 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1826 1531 1641 1782 1615 1778 3556 1523 1787 3471 1436 Flt Permitted 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Said Flow(perm) 1826 1531 1641 1782 1615 1778 3556 1523 1787 3471 1436 ' Peak-hour factor,PHF 0.90 0.90 0.90 0.78 0.78 0.78 0.92 0.92 0.92 0.97 0.97 0.97 Adj.Flow(vph) 139 139 426 191 294 76 563 753 235 76 751 135 RTOR Reduction(vph) 0 0 31 0 0 67 0 0 141 0 0 104 Lane Group Flow(vph) 0 278 396 172 313 9 563 753 94 76 751 31 Heavy Vehicles 1 ) 3% 0% 2% 1% 1% 0% 0% 0% 1% 1% 4% 5% Turn Type Split pt+ov Split Prot Prot Prot Prot Prot Protected Phases 4 4 41 3 3 3 1 6 6 5 2 2 ' Permitted Phases Actuated Green,G(s) 16.6 50.0 _ 12.0 12.0 12.0 28.4 37.4 37.4 14.0 23.0 23.0 Effective Green,g(s) 16.6 50.0 12.0 12.0 12.0 28.4 37.4 37.4 14.0 23.0 23.0 Actuated g/C Ratio 0.17 0.50 0.12 0.12 0.12 0.28 0.37 0.37 0.14 0.23 0.23 ' Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 303 766 197 214 194 505 1330 570 250 798 330 ' v/s Ratio Prot c0.15 0.26 0.10 c0.18 0.01 c0.32 0.21 0.06 0.04 c0.22 0.02 vls Ratio Perm v/c Ratio 0.92 0.52 0.87 1.46 0.05 1.11 0.57 0.17 0.30 0.94 0.09 Uniform Delay,di 41.0 16.8 43.3 44.0 38.9 35.8 24.9 20.9 38.6 37.8 30.3 ' Progression Factor 1.00 1.00 1.00 1.00 1.00 0.71 0.64 0.82 1.00 1.00 1.00 Incremental Delay,d2 30.4 0.2 31.2 232.0 0.0 64.4 0.8 0.3 0.3 20.4 0.6 Delay(s) 71.5 17.1 74.4 276.0 39.0 89.8 16.7 17.5 38.9 58.2 30.9 Level of Service E B E F D F B B D E C Approach Delay(s) 38.6 182.1 43.3 52.8 Approach LOS D F D D Intersection Summary ' HCM Average Control Delay 65.5 HCM Level of Service E HCM Volume to Capacity ratio 1.08 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 20.0 t Intersection Capacity Utilization 91.0% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group ' V:108571VAnalysislRTCllndividual Land Uses18 AM-Individual Uses.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 17 ' 10: Marlborough Road & Route 107 2014 Build - Individual Land Uses Timing ReportSorted By Phase Weekday AM Phase Number 1 2 3 4 5 6 Movement NBL SBT WBTL EBTL SBL NBT Lead/Lag Lead Lag Lead Lag Lag Lead Lead-Lag Optimize Recall Mode None C-Min None None None C-Min ' Maximum Split(s) 33 28 17 22 13 48 Maximum Split(%) 33.0% 28.0% 17.0% 22.0% 13.0% 48.0% Minimum Split(s) 11 21 11 21 11 21 ' Yellow Time(s) 4 4 4 4 4 4 All-Red Time(s) 1 1 1 1 1 1 Minimum Initial(s) 6 6 6 6 6 6 Vehicle Extension(s) 2 4 2 2 2 4 ' Minimum Gap(s) 2 4 2 2 2 4 Time Before Reduce(s) 0 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 0 ' Walk Time(s) Flash Dont Walk(s) Dual Entry No Yes No No No Yes Inhibit Max Yes Yes Yes Yes Yes Yes ' Start Time(s) 57 90 18 35 5 57 End Time(s) 90 18 35 57 18 5 Yield/Force Off(s) 85 13 30 52 13 0 ' Yield/Force Off 170(s) 85 13 30 52 13 0 Local Start Time(s) 57 90 18 35 5 57 Local Yield(s) 85 13 30 52 13 0 Local Yield 170(s) 85 13 30 52 13 0 Intersection Summary Cycle Length 100 Control Type Actuated-Coordinated ' Natural Cycle 120 Offset:0(0%),Referenced to phase 2:SBT and 6:NBT, Start of Yellow,Master Intersection ' Splits and Phases: 10:Marlborough Road&Route 107 of 4 o2 t o3 4 e4 33s H28 s 17s U22s 1 p 06 1 '%� e5 48s I F113s ' V:1085711AnalysislRTCllndividual Land UseslB AM—Individual Uses.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 18 1 2014 Build - Individual Land Uses , Queuing and Blocking Report Weekday AM Intersection: 24: Swampscott Road & Route 107 ' Movement WB WB NB NB NB SB SB SB SW Directions Served L R> T T R> <L T T <LR Maximum Queue (ft) 1108 305 707 705 335 284 455 264 4 ' Average Queue (ft) 669 265 396 371 64 196 76 60 0 95th Queue (ft) 1443 365 645 624 279 281 273 158 3 Link Distance (ft) 1083 957 957 743 743 266 ' Upstream Blk Time (%) 37 Queuing Penalty (veh) 0 Storage Bay Dist(ft) 280 310 260 Storage Blk Time (%) 52 15 0 4 , Queuing Penalty(veh) 94 22 0 20 1 V:k085711AnalysislRTCllndividual Land Uses1B AM-Individual Uses.syn SimTraffic Report ' GPI Page 1 24: Swampscott Road & Route 107 2014 Build - Individual Land Uses HCM Signalized Intersection Capacity Analysis Weekday AM Movement WBL WBR NBT NBR NBR2 S13L2 SBL SBT SWL SWR Lane Configurations R 9 t+ 9 A Y Volume(vph) 181 308 1112 1 143 4 304 953 0 7 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 14 13 11 11 11 12 12 12 11 11 ' Grade(%) 2% 4% -3% -10% Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.86 ' Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Said.Flow(prot) 1851 1604 3386 1458 1762 3557 1668 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 ' Said.Flow(perm) 1851 1604 3386 1458 1762 3557 1668 Peak-hour factor, PHF 0.90 0.90 0.92 0.92 0.92 0.97 0.97 0.97 0.97 0.97 Adj. Flow(vph) 201 342 1209 1 155 4 313 982 0 7 ' RTOR Reduction(vph) 0 0 0 97 0 0 0 0 7 0 Lane Group Flow(vph) 201 342 1209 59 0 0 317 982 0 0 Heavy Vehicles(%) 3% 3% 1% 0% 5% 0% 4% 3% 0% 0% Turn Type Prot Prot Prot Prot ' Protected Phases 3 3 2 2 1 1 6 4 Permitted Phases Actuated Green,G(s) 22.8 22.8 36.1 36.1 21.3 62.4 0.8 ' Effective Green,g(s) 23.8 23.8 37.1 37.1 22.3 63.4 1.8 Actuated g/C Ratio 0.24 0.24 0.37 0.37 0.22 0.63 0.02 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 4.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 441 382 1256 541 393 2255 30 v/s Ratio Prot 0.11 c0.21 c0.36 0.04 c0.18 0.28 c0.00 v/s Ratio Perm ' v/c Ratio 0.46 0.90 0.96 0.11 0.81 0.44 0.00 Uniform Delay,d1 32.6 36.9 30.8 20.6 36.8 9.3 48.2 Progression Factor 1.00 1.00 1.00 1.00 0.75 0.43 1.00 Incremental Delay,d2 0.3 22.0 17.9 0.4 6.3 0.3 0.0 Delay(s) 32.8 58.9 48.7 21.0 33.8 4.3 48.2 Level of Service C E D C C A D Approach Delay(s) 49.3 45.5 11.5 48.2 ' Approach LOS D D B D Intersection Summary HCM Average Control Delay 32.4 HCM Level of Service C ' HCM Volume to Capacity ratio 0.88 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 15.0 Intersection Capacity Utilization 76.9% ICU Level of Service D Analysis Period(min) 15 ' c Critical Lane Group ' V:1085711AnalysislRTCllndividual Land Uses113 AM-Individual Uses.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 20 24: Swampscott Road & Route 107 2014 Build - Individual Land Uses ! Timing ReportSorted By Phase Weekday AM 14 t t 4 1 ! Phase Number 1 2 3 4 6 Movement SBL NBT WBL SWL SBT Lead/Lag Lead Lag Lead Lag ! Lead-Lag Optimize Recall Mode None C-Min None None C-Min Maximum Split(s) 25 38 29 8 63 ! Maximum Split(%) 25.0% 38.0% 29.0% 8.0% 63.0% Minimum Split(s) 11 11 11 8 11 Yellow Time(s) 4 4 4 3 4 All-Red Time(s) 1 1 1 1 1 ! Minimum Initial(s) 6 6 6 4 6 Vehicle Extension(s) 2 2 2 2 2 Minimum Gap(s) 2 2 2 2 2 ! Time Before Reduce(s) 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 Walk Time(s) Flash Dont Walk(s) ! Dual Entry No Yes No No Yes Inhibit Max Yes Yes Yes Yes Yes Start Time(s) 6 31 69 98 6 ! End Time(s) 31 69 98 6 69 Yield/Force Off(s) 26 64 93 2 64 Yield/Force Off 170(s) 26 64 93 2 64 Local Start Time(s) 42 67 5 34 42 ! Local Yield(s) 62 0 29 38 0 Local Yield 170(s) 62 0 29 38 0 Intersection Summary ! Cycle Length 100 Control Type Actuated-Coordinated Natural Cycle 90 ! Offset:64(64%),Referenced to phase 2:NBT and 6:SBT,Start of Yellow Splits and Phases: 24:Swampscott Road&Route 107 s ,( 01 t o2 f 03 4 o4 ! 25s 38s 29s liss 1 06 ! 63S ! ! ! V:\08571\Analysis\RTC\Individual Land Uses\B AM—Individual Uses.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 21 ! ! ' 1: Ravenna Avenue & Route 107 2014 Build - Individual Land Uses Queues Weekday AM t Lane Group EBT WBT NBL NBT SBL SBT ' Lane Group Flow(vph) 60 44 49 1653 59 1081 v/c Ratio 0.35 0.22 0.17 0.62 0.32 0.45 Control Delay 31.2 19.8 30.1 11.8 37.2 10.7 Queue Delay 0.0 0.0 0.0 0.3 0.0 0.0 ' Total Delay 31.2 19.8 30.1 12.1 37.2 10.7 Queue Length 50th(ft) 21 8 21 351 28 203 Queue Length 95th(ft) 38 32 m47 293 60 230 ' Internal Link Dist(ft) 465 710 433 697 Turn Bay Length(ft) 125 80 Base Capacity(vph) 261 309 335 2654 282 2426 Starvation Cap Reductn 0 0 0 376 0 0 ' Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.23 0.14 0.15 0.73 0.21 0.45 ' Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. V:\08571\Analysis\RTC\Individual Land Uses\B AM—individual Uses.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 1 1: Ravenna Avenue & Route 107 2014 Build - Individual Land Uses ' HCM Signalized Intersection Capacity Analysis Weekday AM .-* --w --* 4,- *-- k *\ t 1 A/ ' Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations sus 4s 1 ?A I +11� Volume(vph) 26 4 11 8 7 23 38 1269 4 52 944 7 ' Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util.Factor 1.00 1.00 1.00 0.95 1.00 0.95 , Frt 0.96 0.92 1.00 1.00 1.00 1.00 Fit Protected 0.97 0.99 0.95 1.00 0.95 1.00 Satd.Flow(prot) 1595 1725 1719 3470 1736 3403 Fit Permitted 0.86 0.94 0.95 1.00 0.95 1.00 , Said Flow(perm) 1416 1640 1719 3470 1736 3403 Peak-hour factor,PHF 0.69 0.69 0.69 0.85 0.85 0.85 0.77 0.77 0.77 0.88 0.88 0.88 Adj.Flow(vph) 38 6 16 9 8 27 49 1648 5 59 1073 8 , RTOR Reduction(vph) 0 15 0 0 25 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 45 0 0 19 0 49 1653 0 59 1081 0 Heavy Vehicles(%) 10% 50% 0% 0% 0% 0% 5% 4% 0% 4% 6% 0% Turn Type Perm Perm Prot Prot , Protected Phases 4 8 1 6 5 2 Permitted Phases 4 8 Actuated Green,G(s) 5.4 5.4 9.8 54.5 5.1 49.8 Effective Green,g(s) 6.4 6.4 10.8 55.5 6.1 50.8 Actuated g/C Ratio 0.08 0.08 0.14 0.69 0.08 0.64 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 4.0 2.0 4.0 ' Lane Grp Cap(vph) 113 131 232 2407 132 2161 v/s Ratio Prot 0.03 c0.48 0.03 c0.32 v/s Ratio Perm c0.03 0.01 v/c Ratio 0.40 0.15 0.21 0.69 0.45 0.50 Uniform Delay,d1 35.0 34.3 30.8 7.2 35.3 7.8 Progression Factor 1.00 1.00 1.05 1.19 1.00 1.00 Incremental Delay,d2 0.8 0.2 0.2 1.5 0.9 0.8 ' Delay(s) 35.8 34.4 32.5 10.0 36.2 8.6 Level of Service D C C B D A Approach Delay(s) 35.8 34.4 10.7 10.1 ' Approach LOS D C B B Intersection Summary HCM Average Control Delay 11.3 HCM Level of Service B ' HCM Volume to Capacity ratio 0.65 Actuated Cycle Length(s) 80.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period(min) 15 ' c Critical Lane Group t V:\08571\Analysis\RTC\individual Land Uses\B AM-individual Uses.syn Synchro 7- Report ' Greenman-Pedersen, Inc. Page 2 1: Ravenna Avenue & Route 107 2014 Build - Individual Land Uses Timing ReportSorted By Phase Weekday AM 1 4 4 ti t Phase Number 1 2 4 5 6 8 ' Movement NBL SBT EBTL SBL NBT WBTL Lead/Lag Lag Lead Lead Lag Lead-Lag Optimize Recall Mode None C-Min None None C-Min None Maximum Split(s) 17 45 18 17 45 18 Maximum Split(%) 21.3% 56.3% 22.5% 21.3% 56.3% 22.5% Minimum Split(s) 11 11 11 11 11 11 Yellow Time(s) 4 4 4 4 4 4 All-Red Time(s) 1 1 1 1 1 1 Minimum Initial(s) 6 6 6 6 6 6 Vehicle Extension(s) 2 4 2 2 4 2 ' Minimum Gap(s) 3 3 3 3 3 3 Time Before Reduce(s) 0 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 0 Walk Time(s) Flash Dont Walk(s) Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes ' Start Time(s) 2 37 19 37 54 19 End Time(s) 19 2 37 54 19 37 Yield/Force Off(s) 14 77 32 49 14 32 ' Yield/Force Off 170(s) 14 77 32 49 14 32 Local Start Time(s) 5 40 22 40 57 22 Local Yield(s) 17 0 35 52 17 35 Local Yield 170(s) 17 0 35 52 17 35 ' Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated ' Natural Cycle 60 Offset:77(96%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 1: Ravenna Avenue&Route 107 4 m201 �► m4 45s 17s 18s r r 05 06 � m8 17 4 s 18 s V:1085711AnalysislRTCllndividual Land Uses1B AM—individual Uses.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 3 1 2: Olde Village Drive & Route 107 2014 Build - Individual Land Uses ' Queues Weekday AM t ' Lane Group EBL EBR NBL NBT SBT Lane Group Flow(vph) 68 26 43 1402 1029 v/c Ratio 0.36 0.07 0.25 0.51 0.46 ' Control Delay 37.6 8.5 34.8 3.1 4.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 37.6 8.5 34.8 3.2 4.2 Queue Length 50th(ft) 32 0 21 80 40 ' Queue Length 95th(ft) 53 11 m43 135 39 Internal Link Dist(ft) 541 496 433 Turn Bay Length(ft) 130 Base Capacity(vph) 362 550 372 2761 2240 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 150 0 , Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.19 0.05 0.12 0.54 0.46 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ' 1 V:1085711AnalysislRTCllndividual Land Uses1B AM—Individual Uses.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 4 2: Olde Village Drive & Route 107 2014 Build - Individual Land Uses HCM Signalized Intersection Capacity Analysis weekday AM l t 1 1 Movement EBL EBR NBL NBT SBT SBR ' Lane Configurations I r I 'M +14. Volume(vph) 49 19 39 1262 937 30 Ideal Flow(vphpi) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 ' Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 ' Said. Flow(prot) 1703 1538 1752 3343 3358 Fit Permitted 0.95 1.00 0.95 1.00 1.00 Satd.Flow(perm) 1703 1538 1752 3343 3358 Peak-hour factor,PHF 0.72 0.72 0.90 0.90 0.94 0.94 ' Adj.Flow(vph) 68 26 43 1402 997 32 RTOR Reduction(vph) 0 21 0 0 2 0 Lane Group Flow(vph) 68 5 43 1402 1027 0 ' Heavy Vehicles(%) 6% 5% 3% 8% 7% 7% Turn Type pm+ov Prot Protected Phases 4 1 1 6 2 Permitted Phases 4 Actuated Green,G(s) 6.7 13.6 6.9 63.3 51.4 Effective Green,g(s) 7.7 15.6 7.9 64.3 52.4 Actuated g/C Ratio 0.10 0.20 0.10 0.80 0.66 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 164 377 173 2687 2199 vls Ratio Prot c0.04 0.00 0.02 c0.42 0.31 v/s Ratio Perm 0.00 v/c Ratio 0.41 0.01 0.25 0.52 0.47 Uniform Delay,d1 34.0 26.0 33.3 2.7 6.9 ' Progression Factor 1.00 1.00 0.96 0.82 0.47 Incremental Delay,d2 0.6 0.0 0.2 0.7 0.7 Delay(s) 34.6 26.0 32.3 2.8 3.9 Level of Service C C C A A Approach Delay(s) 32.3 3.7 3.9 Approach LOS C A A Intersection Summary ' HCM Average Control Delay 4.8 HCM Level of Service A HCM Volume to Capacity ratio 0.51 Actuated Cycle Length(s) 80.0 Sum of lost time(s) 8.0 ' Intersection Capacity Utilization 46.6% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group 1 �I V:1085711Analysis\RTC\Individual Land Uses\B AM-Individual Uses.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 5 1 2: Olde Village Drive & Route 107 2014 Build - Individual Land Uses 1 Timing ReportSorted By Phase Weekday AM t 1 t 1 Phase Number 1 2 4 6 Movement NBL SBT EBL NBT Lead/Lag Lead Lag 1 Lead-Lag Optimize Recall Mode Min C-Min None C-Min Maximum Split(s) 21 38 21 59 1 Maximum Split(%) 26.3% 47.5% 26.3% 73.8% Minimum Split(s) 11 11 11 11 Yellow Time(s) 4 4 4 4 All-Red Time(s) 1 1 1 1 1 Minimum Initial(s) 6 6 6 6 Vehicle Extension(s) 2 2 2 2 Minimum Gap(s) 3 3 3 3 1 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) 26 47 5 26 1 End Time(s) 47 5 26 5 Yield/Force Off(s) 42 0 21 0 Yield/Force Off 170(s) 42 0 21 0 Local Start Time(s) 26 47 5 26 1 Local Yield(s) 42 0 21 0 Local Yield 170(s) 42 0 21 0 Intersection Summary 1 Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 45 1 Offset:0(0%),Referenced to phase 2:SBT and 6:NBT,Start of Yellow,Master Intersection Splits and Phases: 2:Olde Village DI rive&Route 107 mt 1 o2 o4 1 21s n38s 21s t o61i59 s 1 i 1 V:1085711AnalysislRTCllndividual Land Uses1B AM—individual Uses.syn Synchro 7- Report 1 Greenman-Pedersen, Inc. Page 6 i ' 3: Wal-Mart North Driveway & Route 107 2014 Build - Individual Land Uses HCM Unsignalized Intersection Capacity Analysis Weekday AM i --* --I. -%* 4e •- t 4\ t r �► 4 r Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR ' Lane Configurations IF IF +1* 0. Volume(veh/h) 0 0 21 0 0 40 0 1261 7 0 907 54 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% ' Peak Hour Factor 0.90 0.90 0.90 0.60 0.60 0.60 0.83 0.83 0.83 0.90 0.90 0.90 Hourly flow rate(vph) 0 0 23 0 0 67 0 1519 8 0 1008 60 Pedestrians ' Lane Width(ft) Walking Speed(fUs) Percent Blockage Right tum flare(veh) ' Median type None None Median storage veh) Upstream signal(ft) 295 576 ' pX,platoon unblocked 0.91 0.91 0.86 0.91 0.91 0.84 0.86 0.84 vC,conflicting volume 1864 2565 534 2051 2591 764 1068 1528 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 1031 1804 116 1237 1832 323 741 1238 tC,single(s) 7.5 6.5 6.9 7.5 6.5 7.0 4.1 4.1 tC,2 stage(s) tF(s) 3.5 4.0 3.3 3.5 4.0 3.4 2.2 2.2 p0 queue free% 100 100 97 100 100 88 100 100 cM capacity(veh/h) 149 71 781 118 68 550 737 476 Direction,Lane# EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 23 67 1013 515 672 396 Volume Left 0 0 0 0 0 0 Volume Right 23 67 0 8 0 60 cSH 781 550 1700 1700 1700 1700 Volume to Capacity 0.03 0.12 0.60 0.30 0.40 0.23 Queue Length 95th(ft) 2 10 0 0 0 0 ' Control Delay(s) 9.7 12.5 0.0 0.0 0.0 0.0 Lane LOS A B Approach Delay(s) 9.7 12.5 0.0 0.0 Approach LOS A B Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 45.1% ICU Level of Service A ' Analysis Period(min) 15 1 ' V:1085711AnalysislRTCllndividual Land UsesIB AM-Individual Uses.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 7 4: Main Wal-Mart Driveway & Route 107 2014 Build - Individual Land Uses , Queues Weekday AM t I J ■ Lane Group EBL EBR NBL NBT SBT SBR ■ Lane Group Flow(vph) 147 88 133 1287 941 57 vlc Ratio 0.59 0.17 0.54 0.52 0.51 0.05 , Control Delay 40.2 7.3 39.2 5.7 4.5 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.2 7.3 39.2 5.7 4.5 0.6 , Queue Length 50th(ft) 69 10 63 112 48 0 Queue Length 95th(ft) 73 15 105 185 56 m0 Internal Link Dist(ft) 791 249 215 Turn Bay Length(ft) 215 130 , Base Capacity(vph) 337 594 362 2505 1842 1293 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 , Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.44 0.15 0.37 0.51 0.51 0.04 Intersection Summary ' m Volume for 95th percentile queue is metered by upstream signal. 1 V:1085711AnalysislRTClIndividual Land USestB AM—individual Uses.syn Synchro 7- Report ' Greenman-Pedersen, Inc. Page 8 4: Main Wal-Mart Driveway & Route 107 2014 Build - Individual Land Uses HCM Signalized Intersection Capacity Analysis weekday AM X 7 1 1 1 d Movement EBL EBR NBL NBT SBT SBR Lane Configurations I r R f} r Volume(vph) 87 52 116 1120 875 53 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 ' Lane Util.Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prol) 1570 1346 1703 3374 3374 1583 ' Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd.Flow(perm) 1570 1346 1703 3374 3374 1583 Peak-hour factor,PHF 0.59 0.59 0.87 0.87 0.93 0.93 ' Adj.Flow(vph) 147 88 133 1287 941 57 RTOR Reduction(vph) 0 36 0 0 0 17 Lane Group Flow(vph) 147 52 133 1287 941 40 Heavy Vehicles 1%) 15% 20% 6% 7% 7% 2% Turn Type pt+ov Prot pm+ov Protected Phases 4 41 1 6 2 4 Permitted Phases 2 Actuated Green,G(s) 11.7 27.3 10.6 58.3 42.7 54.4 Effective Green,g(s) 12.7 28.3 11.6 59.3 43.7 56.4 Actuated g/C Ratio 0.16 0.35 0.14 0.74 0.55 0.70 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 249 476 247 2501 1843 1195 v/s Ratio Prot c0.09 0.04 0.08 c0.38 0.28 0.01 v/s Ratio Perm 0.02 v/c Ratio 0.59 0.11 0.54 0.51 0.51 0.03 Uniform Delay,d1 31.2 17.4 31.7 4.3 11.4 3.6 Progression Factor 1.00 1.00 1.00 1.00 0.27 0.49 Incremental Delay,d2 2.5 0.0 1.1 0.8 0.9 0.0 Delay(s) 33.7 17.4 32.9 5.1 4.0 1.8 Level of Service C B C A A A ' Approach Delay(s) 27.6 7.7 3.9 Approach LOS C A A Intersection Summary HCM Average Control Delay 8.0 HCM Level of Service A HCM Volume to Capacity ratio 0.53 Actuated Cycle Length(s) 80.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 45.6% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group 1 1 V:\08571\Analysis\RTC\Individual Land Uses\B AM-Individual Uses.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 9 I 1 1 4: Main Wal-Mart Driveway & Route 107 2014 Build - Individual Land Uses ' Timing ReportSorted By Phase Weekday AM Phase Number 1 2 4 6 Movement NBL SBT EBL NBT Lead/Lag Lead Lag ' Lead-Lag Optimize Recall Mode None C-Min None C-Min Maximum Split(s) 21 38 21 59 , Maximum Split(%) 26.3% 47.5% 26.3% 73.8% Minimum Split(s) 11 11 11 11 Yellow Time(s) 4 4 4 4 All-Red Time(s) 1 1 1 1 Minimum Initial(s) 6 6 6 6 Vehicle Extension(s) 2 2 2 2 Minimum Gap(s) 2 2 2 2 , 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) 36 57 15 36 ' End Time(s) 57 15 36 15 Yield/Force Off(s) 52 10 31 10 Yield/Force Off 170(s) 52 10 31 10 Local Start Time(s) 26 47 5 26 ' Local Yield(s) 42 0 21 0 Local Yield 170(s) 42 0 21 0 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 45 ' Offset: 10(13%),Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 4:Main Wal-Mart Driveway&Route 107 01 m2 o4 ' 21s I n38s 21s t 06 59S V:108571%nalysislRTCllndividual Land UseslB AM—Individual Uses.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 10 5: South Wal-Mart Driveway & Route 107 2014 Build - Individual Land Uses HCM Unsignalized Intersection Capacity Analysis Weekday AM X 1 1 t l d Movement EBL EBR NBL NBT SBT SBR Lane Configurations r ++ +11. Volume(veh/h) 0 0 0 1217 923 0 Sign Control Stop Free Free Grade 0% 0% 0% ' Peak Hour Factor 0.69 0.69 0.90 0.90 0.90 0.90 Hourly flow rate(vph) 0 0 0 1352 1026 0 Pedestrians Lane Width(ft) ' Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 329 pX, platoon unblocked 0.83 0.83 0.83 vC,conflicting volume 1702 513 1026 vC1,stage 1 cont vol vC2,stage 2 conf vol vCu,unblocked vol 1429 0 611 tC,single(s) 6.8 6.9 4.1 IC,2 stage(s) tF(s) 3.5 3.3 2.2 ' p0 queue free% 100 100 100 cM capacity(veh/h) 106 902 808 Direction,Lane# EB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 0 676 676 684 342 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 0 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.00 0.40 0A0 0.40 0.20 Queue Length 95th(ft) 0 0 0 0 0 ' Control Delay(s) 0.0 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay(s) 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 37.0% ICU Level of Service A ' Analysis Period(min) 15 1 V:\08571VAnalysis\RTC\Individual Land Uses\B AM—Individual Uses.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 11 1 2014 Build - Individual Land Uses ' Queuing and Blocking Report weekday AM Intersection: 7: Fays Avenue & Route 107 Movement EB NB NB SB Directions Served LR L T TR Maximum Queue(ft) 143 99 734 582 ' Average Queue(ft) 57 25 197 398 95th Queue(ft) 105 66 494 691 Link Distance (ft) 892 1526 567 Upstream Blk Time (%) 5 ' Queuing Penalty(veh) 55 Storage Bay Dist(ft) 100 Storage Bilk Time (%) 8 ' Queuing Penalty(veh) 3 1 V:1085711AnalysislRTCllndividual Land Uses1B AM—Individual Uses.syn SirnTraffc Report ' GPI Page 1 7: Fays Avenue & Route 107 2014 Build - Individual Land Uses HCM Signalized Intersection Capacity Analysis weekday AM X 1 1 t l r Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y f T► ' Volume(vph) 60 36 31 1167 954 31 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 ' Lane Util.Factor 1.00 1.00 1.00 1.00 Frt 0.95 1.00 1.00 1.00 Flt Protected 0.97 0.95 1.00 1.00 Satd. Flow(prot) 1728 1752 1776 1770 ' Flt Permitted 0.97 0.10 1.00 1.00 Satd. Flow(perm) 1728 179 1776 1770 Peak-hour factor,PHF 0.85 0.85 0.88 0.88 0.97 0.97 ' Adj.Flow(vph) 71 42 35 1326 984 32 RTOR Reduction(vph) 30 0 0 0 2 0 Lane Group Flow(vph) 83 0 35 1326 1014 0 Heavy Vehicles(%) 2% 0% 3% 7% 7% 4% Turn Type pm+pt Protected Phases 4 1 12 2 Permitted Phases 12 Actuated Green,G(s) 5.4 50.3 55.3 40.2 Effective Green,g(s) 6.4 52.3 56.3 41.2 Actuated g/C Ratio 0.09 0.74 0.80 0.58 Clearance Time(s) 5.0 5.0 5.0 ' Vehicle Extension(s) 3.0 3.0 3.0 Lane Grp Cap(vph) 156 379 1414 1031 v/s Ratio Prot c0.05 0.01 c0.75 0.57 v/s Ratio Perm 0.05 v/c Ratio 0.53 0.09 0.94 0.98 Uniform Delay,dl 30.7 11.0 5.8 14.4 Progression Factor 1.00 1.00 1.00 1.00 ' Incremental Delay,d2 3.5 0.1 11.9 24.0 Delay(s) 34.2 11.1 17.7 38.4 Level of Service C B B D Approach Delay(s) 34.2 17.6 38.4 Approach LOS C B D Intersection Summary ' HCM Average Control Delay 26.8 HCM Level of Service C HCM Volume to Capacity ratio 0.90 Actuated Cycle Length(s) 70.7 Sum of lost time(s) 8.0 Intersection Capacity Utilization 73.9% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group V:1085711AnalysislRTCllndividual Land Uses1B AM-Individual Uses.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 14 1 7: Fays Avenue & Route 107 2014 Build - Individual Land Uses Timing Report, Sorted By Phase Weekday AM Phase Number 1 2 4 Movement NBTL NBSB EBL Lead/Lag Lead Lag r Lead-Lag Optimize Recall Mode None Min None Maximum Split(s) 15 45 12 r Maximum Split(%) 20.8% 62.5% 16.7% Minimum Split(s) 9 15 12 Yellow Time(s) 4 4 4 All-Red Time(s) 1 1 1 Minimum Initial(s) 4 10 7 Vehicle Extension(s) 3 3 3 Minimum Gap(s) 3 3 3 r Time Before Reduce(s) 0 0 0 Time To Reduce(s) 0 0 0 Walk Time(s) Flash Dont Walk(s) r Dual Entry No Yes Yes Inhibit Max Yes Yes Yes Start Time(s) 0 15 60 End Time(s) 15 60 0 ' Yield/Force Off(s) 10 55 67 Yield/Force Off 170(s) 10 55 67 Local Start Time(s) 57 0 45 r Local Yield(s) 67 40 52 Local Yield 170(s) 67 40 52 Intersection Summary ' Cycle Length 72 Control Type Actuated-Uncoordinated Natural Cycle 110 , SSppl*its and Phases: 7: Fays Avenue&Route 107 1�'1 a, It o2 m4 r 1 s 45 r r r r V:\08571\Analysis\RTC\Individual Land Uses\B AM—Individual Uses.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 15 r ' 28: Belleaire Avenue & Route 107 2014 Build - Individual Land Uses HCM Unsignalized Intersection Capacity Analysis Weekday AM ---* --* t 4 41 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y 4 f► Volume(veh/h) 6 9 4 1218 1055 4 Sign Control Stop Free Free Grade 0% 0% 0% ' Peak Hour Factor 0.75 0.75 0.94 0.94 0.94 0.94 Hourly flow rate(vph) 8 12 4 1296 1122 4 Pedestrians Lane Width(ft) ' Walking Speed(fUs) Percent Blockage Right tum flare(veh) Median type None None Median storage veh) Upstream signal(ft) 869 pX,platoon unblocked 0.27 vC,conflicting volume 2429 1124 1127 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 4928 1124 1127 tC,single(s) 6.6 6.2 4.4 IC,2 stage(s) IF(s) 3.7 3.3 2.4 ' p0 queue free% 0 95 99 cM capacity(veh/h) 0 252 543 Direction,Lane# EB 1 NB 1 SB 1 Volume Total 20 1300 1127 Volume Left 8 4 0 Volume Right 12 0 4 ' cSH 0 543 1700 Volume to Capacity 48.36 0.01 0.66 Queue Length 95th(ft) Err 1 0 Control Delay(s) Err 0.4 0.0 Lane LOS F A Approach Delay(s) Err 0.4 0.0 Approach LOS F I ' Intersection Summary Average Delay 82.0 Intersection Capacity Utilization 77.3% ICU Level of Service D ' Analysis Period(min) 15 V:1085711AnalysislRTCllndividual Land Uses1B AM—Individual Uses.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 22 30: Buchanan Circle & Route 107 2014 Build - Individual Land Uses ' HCM Unsignalized Intersection Capacity Analysis Weekday AM I t t P e l ' Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y 1i 4 Volume(veh/h) 29 18 1204 20 11 1053 Sign Control Stop Free Free ' Grade 0% 0% 0% Peak Hour Factor 0.71 0.71 0.94 0.94 0.94 0.94 Hourly flow rate(vph) 41 25 1281 21 12 1120 Pedestrians ' Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None ' Median storage veh) Upstream signal(ft) 635 pX,platoon unblocked 0.25 0.25 0.25 vC,conflicting volume 2435 1291 1302 vC1,stage 1 cont vol vC2,stage 2 cont vol vCu,unblocked vol 5215 672 714 tC,single(s) 6.5 6.3 4.2 , tC,2 stage(s) tF(s) 3.6 3.4 2.3 p0 queue free% 0 78 95 , cM capacity(veh/h) 0 113 215 Direction,Lane# WB 1 NB 1 SB 1 Volume Total 66 1302 1132 ' Volume Left 41 0 12 Volume Right 25 21 0 cSH 0 1700 215 Volume to Capacity 402.32 0.77 0.05 ' Queue Length 95th(ft) Err 0 4 Control Delay(s) Err 0.0 3.8 Lane LOS F A , Approach Delay(s) Err 0.0 3.8 Approach LOS F Intersection Summary ' Average Delay 266.5 Intersection Capacity Utilization 74.6% ICU Level of Service D Analysis Period(min) 15 ' V:1085711AnalysislRTClIndividual Land Uses1B AM—Individual Uses.syn Synchro 7- Report ' Greenman-Pedersen, Inc. Page 23 ' 32: Maple Street & Route 107 2014 Build - Individual Land Uses HCM Signalized Intersection Capacity Analysis Weekday AM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + + a; F 4* Volume(vph) 64 291 9 113 348 4 10 529 104 3 579 12 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 15 15 15 14 14 10 15 15 15 ' Grade(%) 2% 2% -3% 5% Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 ' Flt Protected 0.99 0.99 1.00 1.00 1.00 Satd. Flow(prot) 1761 2002 1976 1471 1953 Fit Permitted 0.83 0.76 0.99 1.00 1.00 Satd. Flow(perm) 1475 1536 1954 1471 1950 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj.Flow(vph) 68 310 10 120 370 4 11 563 111 3 616 13 RTOR Reduction(vph) 0 0 0 0 1 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 388 0 0 493 0 0 574 111 0 632 0 Heavy Vehicles(%) 2% 2% 2% 2% 2% 2% 4% 4% 4% 4% 4% 4% Turn Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 2 6 Actuated Green,G(s) 26.8 26.8 38.2 38.2 38.2 Effective Green,g(s) 27.8 27.8 39.2 39.2 39.2 ' Actuated g/C Ratio 0.37 0.37 0.52 0.52 0.52 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 547 569 1021 769 1019 v/s Ratio Prot v/s Ratio Perm 0.26 c0.32 0.29 0.08 c0.32 v/c Ratio 0.71 0.87 0.56 0.14 0.62 Uniform Delay,d1 20.2 21.9 12.1 9.2 12.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.4 12.7 2.2 0.4 2.8 ' Delay(s) 23.6 34.6 14.3 9.6 15.5 Level of Service C C B A B Approach Delay(s) 23.6 34.6 13.6 15.5 Approach LOS C C B B Intersection Summary HCM Average Control Delay 20.6 HCM Level of Service C ' HCM Volume to Capacity ratio 0.72 Actuated Cycle Length(s) 75.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 79.0% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group V:\08571Vlnalysis\RTClindividual Land Uses\B AM-Individual Uses.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 25 1 32: Maple Street & Route 107 2014 Build - Individual Land Uses ' Timing ReportSorted By Phase Weekday AM a,a -4. y tl Phase Number 2 4 6 8 ' Movement NBTL EBTL SBTL WBTL Lead/Lag Lead-Lag Optimize ' Recall Mode C-Min None C-Min None Maximum Split(s) 38_ 37 38 37 ' Maximum Split(%) 50.7% 49.3% 50.7% 49.3% Minimum Split(s) 20 15 20 15 Yellow Time(s) 3 3 3 3 All-Red Time(s) 2 2 2 2 Minimum Initial(s) 4 4 4 4 Vehicle Extension(s) 2 2 2 2 Minimum Gap(s) 2 2 2 2 ' 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 No Yes No Inhibit Max Yes Yes Yes Yes Start Time(s) 1 39 1 39 ' End Time(s) 39 1 39 1 Yield/Force Off(s) 34 71 34 71 Yield/Force Off 170(s) 34 71 34 71 Local Start Time(s) 42 5 42 5 Local Yield(s) 0 37 0 37 Local Yield 170(s) 0 37 0 37 Intersection Summary ' Cycle Length 75 Control Type Actuated-Coordinated Natural Cycle 45 ' Offset:34(45%),Referenced to phase 2:NBTL and 6:SBTL,Start of Yellow Splits and Phases: 32:Maple Street&Route 107 ��+ m2 �► 04 38 s 37s 1* 06 08 ' 1381 37 V:\08571\Analysis\RTC\Individual Land Uses\B AM—individual Uses.syn Synchro 7- Report ' Greenman-Pedersen, Inc. Page 26 1 L ' 2014 Build Mitigated - Individual Uses Queuing and Blocking Report Weekday AM ' Intersection: 13: Marlborough Road & Route 107 Movement EB EB WB WB WB NB NB NB NB SB SB SB Directions Served LT R L LT R L T T R L T T ' Maximum Queue(ft) 474 259 250 692 225 325 755 750 150 214 570 581 Average Queue(ft) 224 125 148 401 79 308 593 390 41 73 326 322 95th Queue(ft) 502 264 284 736 253 378 977 833 113 193 585 581 ' Link Distance(ft) 688 678 743 743 1269 1269 Upstream Blk Time (%) 1 10 14 0 Queuing Penalty(veh) 0 0 95 1 Storage Bay Dist(ft) 235 225 200 300 125 190 ' Storage Blk Time(%) 10 0 1 47 0 51 3 0 36 25 Queuing Penalty(veh) 39 1 4 63 0 177 6 0 26 33 Intersection: 13: Marlborough Road & Route 107 Movement SB Directions Served R ' Maximum Queue(ft) 255 Average Queue (ft) 97 95th Queue (ft) 238 ' Link Distance(ft) Upstream Blk Time(%) Queuing Penalty (veh) Storage Bay Dist(ft) 230 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 I� VA085711AnalysislRTCllndividual Land UsesO Mit AM-Individual Uses.syn SinnTraffc Report GPI Page 1 i 13: Marlborough Road & Route 107 2014 Build Mitigated - Individual Uses ' HCM Signalized Intersection Capacity Analysis Weekday AM -*" -+ , ! '- 4- `\ tP �' id Movement EBL EBT EBR WBL WBT WBR NEIL NBT NBR SBL SBT SBR Lane Configurations 4 IF I .t r vi tt F V1 ++ F Volume(vph) 125 125 383 149 229 59 518 693 216 74 728 131 i Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 11 11 12 12 12 12 11 12 12 10 Grade(%) 0% 0% 3% 0% i Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 i Satd. Flow(Prot) 1826 1531 1641 1782 1615 1778 3556 1523 1787 3471 1436 Flt Permitted 0.98 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1826 1531 1641 1782 1615 1778 3556 1523 1787 3471 1436 i Peak-hour factor,PHF 0.90 0.90 0.90 0.78 0.78 0.78 0.92 0.92 0.92 0.97 0.97 0.97 Adj. Flow(vph) 139 139 426 191 294 76 563 753 235 76 751 135 RTOR Reduction(vph) 0 0 37 0 0 66 0 0 144 0 0 105 Lane Group Flow(vph) 0 278 389 172 313 10 563 753 91 76 751 30 i Heavy Vehicles(%) 3% 0% 2% 1% 1% 0% 0% 0% 1% 1% 4% 5% Turn Type Split pt+ov Split Prot Prot Prot Prot Prot Protected Phases 4 4 41 3 3 3 1 6 6 5 2 2 i Permitted Phases Actuated Green,G(s) 16.0 50.0 13.0 13.0 13.0 29.0 37.1 37.1 13.9 22.0 22.0 Effective Green,g(s) 16.0 50.0 13.0 13.0 13.0 29.0 37.1 37.1 13.9 22.0 22.0 Actuated g/C Ratio 0.16 0.50 0.13 0.13 0.13 0.29 0.37 0.37 0.14 0.22 0.22 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 292 766 213 232 210 516 1319 565 248 764 316 i v/s Ratio Prot c0.15 0.25 0.10 c0.18 0.01 c0.32 0.21 0.06 0.04 c0.22 0.02 v/s Ratio Perm v/c Ratio 0.95 0.51 0.81 1.35 0.05 1.09 0.57 0.16 0.31 0.98 0.09 Uniform Delay,dl 41.6 16.8 42.3 43.5 38.1 35.5 25.1 21.0 38.7 38.8 31.1 ' Progression Factor 1.00 1.00 1.00 1.00 1.00 0.70 0.64 0.78 1.00 1.00 1.00 Incremental Delay,d2 39.4 0.2 18.7 182.9 0.0 55.2 0.8 0.3 0.3 28.7 0.6 Delay(s) 81.0 16.9 61.0 226.4 38.1 80.2 16.8 16.7 39.0 67.5 31.7 ' Level of Service F B E F D F B B D E C Approach Delay(s) 42.3 150.1 39.8 60.2 Approach LOS D F D E ' Intersection Summary HCM Average Control Delay 61.8 HCM Level of Service E HCM Volume to Capacity ratio 1.08 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 20.0 i Intersection Capacity Utilization 91.0% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group i i V:\08571\Analysis\RTC\Individual Land Uses\B Mit AM-Individual Uses.syn Synchro 7- Report i Greenman-Pedersen,Inc. Page 2 4: Main Wal-Mart Driveway & Route 107 2014 Build Mitigated - Individual Uses Queues Weekday AM 7 1 t 4 Lane Group EBL EBT EBR WBT NBL NBT SBT SBR Lane Group Flow(vph) 73 74 88 1 133 1287 941 57 v/c Ratio 0.41 0.41 0.37 0.00 0.38 0.48 0.45 0.04 Control Delay 38.6 38.8 12.1 0.0 36.2 5.5 6.0 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ' Total Delay 38.6 38.8 12.1 0.0 36.2 5.5 6.0 0.2 Queue Length 50th(ft) 36 36 0 0 32 85 65 0 Queue Length 95th(ft) 47 47 11 0 55 242 82 m0 Internal Link Dist(ft) 791 622 381 544 Turn Bay Length(ft) 150 120 315 275 Base Capacity(vph) 228 228 281 313 363 2668 2144 1316 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.32 0.32 0.31 0.00 0.37 0.48 0.44 0.04 ' Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. I ' V:1085711AnalysislRTCllndividual Land Uses1B Mit AM-individual Uses.syn Synchro 7- Report Greenman-Pedersen, Inc. Page 1 4: Main Wal-Mart Driveway & Route 107 2014 Build Mitigated - Individual Uses HCM Signalized Intersection Capacity Analysis Weekday AM -.1 --b- --* r *- *-- -, t "0. \10. I i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 -4 IF 4► M 0 R ++ r Volume(vph) 87 0 52 0 0 1 116 1118 2 0 875 53 ' Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util.Factor 0.95 0.95 1.00 1.00 0.97 0.95 0.95 1.00 , Frt 1.00 1.00 0.85 0.86 1.00 1.00 1.00 0.85 Flt Protected 0.95 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prof) 1491 1491 1346 1611 3303 3373 3374 1583 Flt Permitted 0.95 0.95 1.00 1.00 0.95 1.00 1.00 1.00 ' Sald. Flow(perm) 1491 1491 1346 1611 3303 3373 3374 1583 Peak-hour factor, PHF 0.59 0.59 0.59 0.92 0.92 0.92 0.87 0.87 0.87 0.93 0.93 0.93 Adj.Flow(vph) 147 0 88 0 0 1 133 1285 2 0 941 57 ' RTOR Reduction(vph) 0 0 79 0 1 0 0 0 0 0 0 19 Lane Group Flow(vph) 73 74 9 0 0 0 133 1287 0 0 941 38 Heavy Vehicles 1%) 15% 2% 20% 2% 2% 2% 6% 7% 2% 2% 7% 2% Turn Type Split Perm Split Prot Prot pm+ov Protected Phases 4 4 8 8 1 6 5 2 4 Permitted Phases 4 2 Actuated Green,G(s) 7.4 7.4 7.4 1.1 7.5 56.5 44.0 51.4 , Effective Green,g(s) 8.4 8.4 8.4 2.1 8.5 57.5 45.0 53.4 Actuated g/C Ratio 0.11 0.11 0.11 0.03 0.11 0.72 0.56 0.67 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 3.0 2.0 2.0 2.0 2.0 , Lane Grp Cap(vph) 157 157 141 42 351 2424 1898 1136 v/s Ratio Prot 0.05 c0.05 c0.00 0.04 c0.38 0.28 0.00 v/s Ratio Perm 0.01 0.02 ' v/c Ratio 0.46 0.47 0.07 0.00 0.38 0.53 0.50 0.03 Uniform Delay,d1 33.7 33.7 32.3 37.9 33.3 5.1 10.6 4.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.52 0.08 Incremental Delay,d2 0.8 0.8 0.1 0.0 0.3 0.8 0.9 0.0 , Delay(s) 34.5 34.5 32.3 37.9 33.5 6.0 6.4 0.4 Level of Service C C C D C A A A Approach Delay(s) 33.7 37.9 8.5 6.1 ' Approach LOS C D A A Intersection Summary HCM Average Control Delay 9.8 HCM Level of Service A , HCM Volume to Capacity ratio 0.51 Actuated Cycle Length(s) 80.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period(min) 15 ' c Critical Lane Group 1 V:1085711Analysis\RTC1lndividual Land Uses1B Mit AM-Individual Uses.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 2 ' 4: Main Wal-Mart Driveway & Route 107 2014 Build Mitigated - Individual Uses Timing Report, Sorted By Phase Weekday AM ` I*\ 4 4 1* t 7 Phase Number 1 2 4 5 6 8 Movement NBL SBT EBTL SBL NBT WBTL Lead/Lag Lead Lag Lag Lead Lead-Lag Optimize Recall Mode None C-Min None None C-Min None ' Maximum Split(s) 12 43 16 10 45 9 Maximum Split(%) 15.0% 53.8% 20.0% 12.5% 56.3% 11.3% Minimum Split(s) 11 11 11 9 11 9 Yellow Time(s) 4 4 4 4 4 4 All-Red Time(s) 1 1 1 1 1 1 Minimum Initial(s) 6 6 6 4 6 4 Vehicle Extension(s) 2 2 2 3 2 3 Minimum Gap(s) 2 2 2 3 2 3 ' Time Before Reduce(s) 0 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 0 Walk Time(s) Flash Dont Walk(s) Dual Entry Yes Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time(s) 42 54 17 7 42 33 End Time(s) 54 17 33 17 7 42 Yield/Force Off(s) 49 12 28 12 2 37 Yield/Force Off 170(s) 49 12 28 12 2 37 III ' Local Start Time(s) 40 52 15 5 40 31 Local Yield(s) 47 10 26 10 0 35 Local Yield 170(s) 47 10 26 10 0 35 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated I ' Natural Cycle 60 Offset:2(3%),Referenced to phase 2:SBT and 6:NBT,Start of Yellow Splits and Phases: 4:Main Wal-Mart Driveway&Route 107 ' mt a e2 m4 m8 12s I U43 16s 1 Us$ 1 11 ' t 06 e5 45s I 10 I ' V:108571%nalysislRTCllndividual Land Uses1B Mit AM—Individual Uses.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 3 29: Belleaire Avenue & Route 107 2014 Build Mitigated - Individual Uses ' HCM Unsignalized Intersection Capacity Analysis Weekday AM N 1 t 4 4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y R + T+ Volume(veh/h) 6 9 4 1218 1055 4 ' Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.75 0.75 0.94 0.94 0.94 0.94 Hourly flow rate(vph) 8 12 4 1296 1122 4 , Pedestrians Lane Width(ft) Walking Speed(ff/s) , Percent Blockage Right turn flare(veh) Median type None TWLTL Median storage veh) 2 Upstream signal(ft) 869 pX,platoon unblocked 0.23 vC,conflicting volume 2429 1124 1127 vC1,stage 1 conf vol 1124 vC2,stage 2 conf vol 1304 vCu,unblocked vol 5611 1124 1127 tC,single(s) 6.6 6.2 4.4 , tC,2 stage(s) 5.6 tF(s) 3.7 3.3 2.4 p0 queue free% 92 95 99 , cM capacity(vehlh) 99 252 543 Direction,Lane# EB 1 NB 1 NB 2 SBI Volume Total 20 4 1296 1127 , Volume Left 8 4 0 0 Volume Right 12 0 0 4 cSH 156 543 1700 1700 Volume to Capacity 0.13 0.01 0.76 0.66 Queue Length 95th(ft) 11 1 0 0 Control Delay(s) 31.5 11.7 0.0 0.0 Lane LOS D B ' Approach Delay(s) 31.5 0.0 0.0 Approach LOS D Intersection Summary , Average Delay 0.3 Intersection Capacity Utilization 74.1% ICU Level of Service D Analysis Period(min) 15 V:1085711AnalysislRTCllndividual Land Uses1B Mil AM—Individual Uses.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 1 II ' 31: Buchanan Circle & Route 107 2014 Build Mitigated - Individual Uses HCM Uns_ignalized Intersection Capacity Analysis Weekday AM 1 � 4,- 4- t P ti 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y j, 1 + ' Volume(veh/h) 29 18 1204 20 11 1053 Sign Control Stop Free Free Grade 0% 0% 0% ' Peak Hour Factor 0.71 0.71 0.94 0.94 0.94 0.94 Hourly flow rate(vph) 41 25 1281 21 12 1120 Pedestrians Lane Width(ft) ' Walking Speed(ft/s) Percent Blockage Right tum flare(veh) ' Median type TWLTL None Median storage veh) 2 Upstream signal(ft) 635 pX,platoon unblocked 0.21 0.21 0.21 vC,conflicting volume 2435 1291 1302 vC1,stage 1 cont vol 1291 vC2,stage 2 conf vol 1144 ' vCu,unblocked vol 5946 509 559 tC,single(s) 6.5 6.3 4.2 tC,2 stage(s) 5.5 IF(s) 3.6 3.4 2.3 ' p0 queue free% 61 78 94 cM capacity(veh/h) 106 117 206 Direction,Lane# WB 1 NB 1 SB 1 SB 2 Volume Total 66 1302 12 1120 Volume Left 41 0 12 0 Volume Right 25 21 0 0 ' cSH 110 1700 206 1700 Volume to Capacity 0.60 0.77 0.06 0.66 Queue Length 95th(ft) 74 0 4 0 Control Delay(s) 78.1 0.0 23.6 0.0 ' Lane LOS F C Approach Delay(s) 78.1 0.0 0.2 Approach LOS F ' Intersection Summary Average Delay 2.2 Intersection Capacity Utilization 74.6% ICU Level of Service D ' Analysis Period(min) 15 ' V:1085711AnalysislRTCllndividual Land Uses1B Mit AM—Individual Uses.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 1 7: Fays Avenue & Route 107 2014 Build Mitigated - Individual Uses HCM Signalized Intersection Capacity Analysis Weekday AM --4 -,* 1 t 4 ' Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y 4 } * if Volume(vph) 60 36 31 1167 954 31 ' Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.95 1.00 1.00 1.00 0.85 ' Flt Protected 0.97 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1728 1752 1776 1776 1553 Flt Permitted 0.97 0.12 1.00 1.00 1.00 , Satd. Flow(perm) 1728 214 1776 1776 1553 Peak-hour factor, PHF 0.85 0.85 0.88 0.88 0.97 0.97 Adj.Flow(vph) 71 42 35 1326 984 32 RTOR Reduction(vph) 25 0 0 0 0 12 ' Lane Group Flow(vph) 88 0 35 1326 984 20 Heavy Vehicles(%) 2% 0% 3% 7% 7% 4% Tum Type Pm+pt Perm ' Protected Phases 4 1 12 2 Permitted Phases 12 2 Actuated Green,G(s) 5.1 60.6 65.6 50.1 50.1 Effective Green,g(s) 6.1 62.6 66.6 51.1 51.1 ' Actuated g/C Ratio 0.08 0.78 0.83 0.63 0.63 Clearance Time(s) 5.0 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 131 385 1466 1125 983 vls Ratio Prot c0.05 0.01 c0.75 0.55 v/s Ratio Perm 0.06 0.01 ' v/c Ratio 0.67 0.09 0.90 0.87 0.02 Uniform Delay,di 36.3 8.7 4.9 12.2 5.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 12.8 0.1 8.2 7.8 0.0 ' Delay(s) 49.1 8.8 13.1 19.9 5.5 Level of Service D A B B A Approach Delay(s) 49.1 13.0 19.5 , Approach LOS D B B Intersection Summary HCM Average Control Delay 17.3 HCM Level of Service B ' HCM Volume to Capacity ratio 0.89 Actuated Cycle Length(s) 80.7 Sum of lost time(s) 8.0 Intersection Capacity Utilization 73.9% ICU Level of Service D Analysis Period(min) 15 ' c Critical Lane Group V:1085711AnalysislRTCllndividual Land Uses1B Mit AM-Individual Uses.syn Synchro 7- Report ' Greenman-Pedersen,Inc. Page 13 7: Fays Avenue & Route 107 2014 Build Mitigated - Individual Uses Timing Report, Sorted By Phase Weekday AM Phase Number 1 2 4 Movement NBTL NBSB EBL Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None Min None ' Maximum Split(s) 15 60 12 Maximum Split(%) 17.2% 69.0% 13.8% Minimum Split(s) 9 15 12 Yellow Time(s) 4 4 4 All-Red Time(s) 1 1 1 Minimum Initial(s) 4 10 7 Vehicle Extension(s) 3 3 3 ' Minimum Gap(s) 3 3 3 Time Before Reduce(s) 0 0 0 Time To Reduce(s) 0 0 0 Walk Time(s) ' Flash Dont Walk(s) Dual Entry No Yes Yes Inhibit Max Yes Yes Yes Start Time(s) 0 15 75 End Time(s) 15 75 0 Yield/Force Off(s) 10 70 82 Yield/Force Off 170(s) 10 70 82 ' Local Start Time(s) 72 0 60 Local Yield(s) 82 55 67 Local Yield 170(s) 82 55 67 Intersection Summary Cycle Length 87 Control Type Actuated-Uncoordinated Natural Cycle 90 Splits and Phases: 7:Fays Avenue&Route 107 01 e2 e4 15 < 's 6 s 12 s I V:1085711AnalysislRTCllndividual Land Uses0 Mit AM—individual Uses.syn Synchro 7- Report Greenman-Pedersen,Inc. Page 14 1 RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse—Salem,Massachusetts ' TURNING MOVEMENT SKETCHES 1 i 1 1 R 4-7 OM1, -1 R3-4 I ME I E l R3-2 I FOR MEINEKE SITE DETAILS �l� O GM SEE PLAN PREPARED BY o TETRA TECH RIZZO T SU T�UCK/ ENTERING SITE (BL) �► y LAND S PER HIGHWAY OO M SEMENT ® 3-5R XW4-2R / - O _----- © - R6-1R R3- DL O O EXIST. ROW — _ _ SU TRUCK W I PRO _ E ENTERING SITE (NBL) I LEF /5/201 TRUCK-TURN MOVEMENTS ' = 400 I TWO SU TRUCKS NB LEFT TURN INTO SITE GPI Greenman-Pedersen, Inc. �"` ' AVENUE �7 �7 �7 'I ^/ Engineers,An;M1ltec�q,Planners,Consirudlon Engineers 6lnspecbrs NH%-2°°85)1 HIGHLAND AC V EN V E (ROUTE l0/) 61 Spit Brook Road. Suite 1 Nashua, NH 03060-Tel. (603)891-2213 SALEM MASSACHUSETTS eus South Mel,Street,1s1 Flooq.hes lO,MA 02(08-T.I.(SOB)79-55050 105 Centre)Sheel,Suite 9'100,StM-0.1,MA 02180-TeL.(°.. .3- g30 0 [M1er OKicoa In:FL,MO,MI,NJ.NY,OH.PA.VA.VT,WA Fttp://w .Opinet.com CF 2 OM1 -1 R3-4 I j R1 -1 M E 1 ' R3-2 FOR MEINEKE SITE DETAILS L SEE PLAN PREPARED BY I TETRA TECH RIZZO -- I � PER HIGHWAY �� SEMENT © / ° r1h �` i�W4-2R / D - iI m R6-1R R3-7DL - - - - - - - - - _--- 7 EXIST. ROW PASSENGER CAR I ATTEMPTING U-TURN AT SITE SIGNAL I TRUCK-TURN MOVEMENTS °¢ 5'= 40'9 PASSENGER CAR NB U-TURN AT SITE SIGNAL GPI Greenman-Pedersen, Inc. %"` Engineers,ArcMtacis.PlannosCEglncure 8lnepeclrs NH%-2008571 HIGHLAND AVENUE (ROUTE 10 7) 61 Spit Brook Road, Suite 110. Nashua, NH 03060-Tel.(603)891-2213 � Mp RUCK NRNS 80South Main Smeat.1st Floor.Mpustiold.MA T 7 o Centra Street,Suite 4100,,Stoneham.MA 0210002048 Tel( 781)279 5500 Atm SALEM MASSACHUSETTS toS Other Offices In:FL.MO,MI,NJ,NY,OH.PA,VA,VT.WA hh1.//-..1pino1co1 R 1 rFOR MEINEKE SITE DETAILS SEE PLAN PREPARED BY TETRA TECH RIZZO O LAND SWAP FROM MASSDOT (J1,� y LAND SWAP TO — 'j* � MASSDOT Qo O R6-1R R3-7DL - O O _ S ROW - - I PROPOSED LEFT-TURN LANE GM W4500 BOX TRUCK EXECUTI G I U-TURN (SdU) I I I I I 010 TRUCK—TURN MOVEMENTS GPI Greenman-Pedersen,Inc. e p 5'- 4V GM W4500 BOX TRUCK (221) SB U—TURN B.a. Englnaers.Ar<hllecLv,Planners,Cans[mdlon Engineers B Inspectors NH%-2°°B571 HIGHLAND AVENUE (ROUTE 107) 61 Spit Brook Road, Suite 110, Nashua, NH 03060-Tel.(603)891-2213 n pl,pl MMS SALEM, MASSACH L SETTS 800 SoutM1 Maln Stt,t ana Floor.Mflel4 MA 020A8-TeL(508)339-9350 ,� ree 105 Central SI-1.Sn.l.4100,Sl.n.h. ,MA 02180-Tel.(781)279-5509 O1M1er OMces In:FL,MD,MI.NJ,NY.OH,PA,VA.VT.WA http://�.gPin0i.cOm 2 . 2 RESPONSE TO TRAFFIC REVIEW COMMENTS Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse—Salem,Massachusetts 1 ' CONCEPTUAL IMPROVEMENT PLAN 1 1 i PREFERENTIAL PHASE SEQUENCE I SIGN SUMMARY 01 & 06 02 F-06 02 & 05 OS 04 08 ✓a ---'i i i J�4 Rt-t 1' R}SR M4-4 TRUCK .n. rs, �n +• 0L ONLY x6r 4 �e0 y.e UPON PEDESTRIAN i AC11VgiICN p}p p3-70L � ��ONLYONL j p R3-S(SPI) j owj ONLY tl I O / / � •DEIECTON LONTROWNG PHASE R3-4 �Y `\ CON FR3-5L 0 • R4-7 W/-2R NOTES 1. THIS PLAN IS FOR REVIEW PURPOSES ONLY AND m IS NOT INTENDED FOR CONSTRUCTION. 2 EASTING CON0171ONS DPORIIATION TAKEN FROM FIELD SURVEY. 10 SE PLAN TECH R ZZO PREPARED BY �tl FOR LOWE'S SITE DETAILS y WALMARTSTORE ; 0-03 FOR WALMART SITE DETAILS O 0 SEE PLAN PREPARED BY _-_---. BOHLER ENGINEERING g -- f \ _ It I 0/I R3-S(SP1 I // PROPOSED E�TCT DN 7iOW4-iPROPOSED ACCESSEA�I@!T \ --- MEINEKE a "R'ELOCA,EEOSION sa,ALAND : k ., 1 \ --- — 0 — / I \ FOR MEINOOE SITE DETADS 1 R1-1 CLQ OMVEWAY OPEMNO - SFE PLAN PREPARED IS / F'E�j]� �1jrL O I R7 1 TETRA TECH RIZZO /= I�11 1® PROM p} 4 - _t �_, l g _ T�1Z AY IArro swAP ��) FRaM u r b Tei GH CIrt CONIST YAS5007PORI HIGImlyG OMI-I O YASSDOT nu R4-7 EAS—, 1 / m _ I. A^O'E105T - _ EMSTVNO .. yw... OMt_, ..� R3-71M. l�W9@/10� O' RS 1R R3-4�� 9R RB-'R . 0-.. o ROWS EMST.-�-- CMI-1 R3-51. MODIFY ETOST CAMP _ m U0I1 ORAfWAY AEAuoN ROADWAY Fpi OD7ROVID LANE MFR6E PROPOSED ANAL lffT-NAA IAN6CC TEDL RAI'M I I DEFT-TURN LANE A. HIGHLAND AVENUE ' (MASSDOT - ROUTE 107) I I ' IMPROVEMENT 7��T 7 PROSECT: NO REVISION DATE 9EswJnRAMI sn. JAY/JDB CONCEPTUAL 1Mi AO V Ei MEi N'T'PLAN PROPOSED WALMART EXPANSION/LOWE'S HOME IMPROVEMENT C,pi Greenman Pedersen,Inc. RESPONSE TO CITY COMMEN 06/ID/10 CNEX a HM/JP GRAPHIC SCALE SALEM, MASSACHUSETTS 2 RESPONSE TO CITY COMMENTS 0/02/1 01@ 12/22/09 w.,�. 1•-100' 0 u w 75 100 1wFm:T EnRlneare.P7Mltecm,Planners,Coneimctlan EnGlnaers S lnepectOrs lB PREPARED FORN0: NH%-20085 71HIGHLAND I H AND AVE. (ROUTE 10 7) BOLHER ENGINEERING, P.C. LOWE`S HOME CENTERS SP N Book Road, StateTO, Nashus, NH 03080-Te_.�603)89T-22'3 xqeCONCEPT WN� uim ,N s�; `it1mae " 0r ' ) oSALEM, MASSACHUSETTS STI9ORq n2 MCORESMIJ NO=15 ��„ s400; mM21e(78127950 Mq FIGURE I4 ' Othar C R Oaa Im FL.MD.MI,NJ,NY,OH,PA,VA,VT,WA htt ://www. Inatc m 1 1 1 t t 4 1 4 Tea Lwork—Quj aIity-—Commitment–.- 61 Commitment .61 Spit Brook Road,Suite 110 ■ Nashua,NH 03060 ■ (603)891-2213 ' 105 Central Street,Suite 4100 ■ Stoneham,MA 02180 ■ (781)279-5500 www.gpinet.com '