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Home My Public Portal AboutTraffic Impact Study_TIS_Final_2014_0710_201407211234531996 TRANSPORTATION CONSULTANTS,INC. MDMPlanners&Engineers PRINCIPALS Robert J.Michaud,P.E. Ronald D.Desrosiers,P.E.,PTOE Daniel J.Mills,P.E.,PTOE MEMORANDUM DATE: July 10, 2014 TO: Mr. Robert S. Korff Mark Investments,Inc. 54 Jaconnet Street,Suite 203 Newton,MA 02461 FROM: Robert J.Michaud,P.E.-Managing Principal Daniel A.Dumais, E.I.T. -Senior Transportation Engineer RE: Proposed CVS Pharmacy 631,653 &655 Mount Auburn St/268 Arlington St-Watertown,Massachusetts MDM Transportation Consultants, Inc. (MDM)has prepared this traffic impact study (TIS) for a proposed CVS pharmacy to be located at 631, 653 & 655 Mount Auburn Street/268 Arlington Street in Watertown, Massachusetts. This memorandum describes existing (baseline) traffic conditions for area roadways and key study intersections, trip generation characteristics of the project and provides a qualitative assessment of incremental traffic impacts of the site. Key findings of the traffic assessment are as follows: ❑ Site Traffic Generation. The proposed CVS development will replace existing gasoline/service station, office uses, and an Elks Club at the Site, resulting in a small net estimated increase of only 5 vehicle-trips during the weekday morning peak hour, a 39 vehicle-trip increase during the weekday evening peak hour and a 51 vehicle-trip increase on a Saturday Midday peak hour. These trip increases will not materially impact traffic operations on area roadways and represent fewer than 20 new vehicles per hour on Mt. Auburn Street or Arlington Street, and in the case of Wells Avenue represents up to 46 vehicles per hour (less than one vehicle per minute that are destined to Mount Auburn Street or Arlington Street to the north of Mount Auburn Street). These trip increases fall within normal day-to-day traffic fluctuations in the area. 28 Lord Road,Suite 280 • Marlborough, Massachusetts 01752 Phone(508)303-0370•Fax (508)303-0371 • www.mdmtrans.com ❑ Mt. Auburn StreetlArlington Street Operations. The signalized Mount Auburn Street/Arlington Street intersection generally operates below capacity at Level-of-service (LOS) D or better operations during the weekday morning and Saturday midday peak hours under Existing (Baseline) conditions. Longer delays (LOS F) are experienced during the weekday evening peak hours. Negligible impact to intersection operations is anticipated as a result of the proposed site redevelopment. ❑ Safety Characteristics. No immediate safety countermeasures are required at the site driveways or the adjacent Mount Auburn Street/Arlington Street intersection based on historic crash data and trends. Proposed Site access improvements will reduce conflicts at the adjacent Mount Auburn Street signal by eliminating the two (2) site driveway along Arlington Street, removal of the Mount Auburn Street driveway, and installing a channelizing island to promote right-turn only egress movements onto Arlington Street. ❑ Mitigation. Review of signal operations at Mt. Auburn Street/Arlington Street indicates malfunctioning pedestrian pushbuttons. Recognizing the importance of controlled crossings and to facilitate pedestrian access to/from the Site, the Proponent will replace malfunctioning equipment at the signal as part of its development program. In summary, MDM finds that the proposed use will generate only a nominal increase in trip activity at the Site that will represent fewer than 20 new vehicles per hour on Mt. Auburn Street or Arlington Street, and in the case of Wells Avenue represents up to 46 vehicles per hour (less than one vehicle per minute that are destined to Mount Auburn Street or Arlington Street to the north of Mount Auburn Street). These additional trips fall within normal day-to-day fluctuations in area traffic and will not materially impact traffic operations. Proposed access improvements will reduce potential vehicular conflict points along Mount Auburn Street and Arlington Street relative to existing conditions. Proponent-sponsored improvements will also include repair of pedestrian pushbutton equipment at the adjacent signal at Mt. Auburn Street/Arlington Street that will allow for controlled pedestrian crossings to/from the Site. PROJECT DESCRIPTION Existing Conditions The existing site consists of an active 2,982± sf Citizen Bank (631 Mount Auburn Street), an active 4-pump (2 fueling position) gas station with a 1,200± sf automobile service center (655 Mount Auburn Street), a vacant 10,800± sf office building (653 Mount Auburn Street), and a 8,960± sf Elks Club —Watertown (268 Arlington Street) in Watertown, MA. The site location relative to area roadways is shown in Figure 1. Access to the site is currently provided via a single (1) full access/egress driveway along Mount Auburn Street, three(3)full-access driveways along Arlington Street, and two (2)right-in/right- out driveways along the rear portion of the property to Wells Avenue. 2 MDM S:\Projects\743-Watertown(Pharmacy)\Documents\743 MR02_Final.doc Traffic Impact Study Watertown,Massachusetts Ism F O 4 x . .y .. _. � _ r `16 A r SITE `� - -� _ �• - �o14, _ Wells Avenue * . yet • f I� `- _ •� _- - �� - �- -� '� I f- North Study Locations Scale: Not to Scale - - TRANSPORTATION CONSULTANTS,INC. Figure 1 DPlanners&Engineers Site Location Date: rane2014 Dwg No.743 T AM.dwg Copyright 0 by MDM Transportation Consukants,Inc. All rights reserved Proposed Conditions Under the proposed site program, three existing buildings on-site (automobile service center, office building, and Elks Club) will be removed and the Site will re-developed to include a 14,000± sf CVS pharmacy with a 83± space off-street parking lot (40± spaces provided for the Pharmacy). The existing 2,982± sf Citizen Bank building will remain unchanged. The existing site driveway along Mount Auburn Street (existing gas station driveway) and the two driveways on Arlington Street closest to Mount Auburn Street (existing gas station driveways) will all be removed. The Elks driveway along Arlington Street will be re-constructed to allow for full access from Arlington Street but will be restricted to right out egress movements. Likewise, the eastern driveway along Wells Avenue will be removed while the western driveway closest to Bigelow Avenue will be retained as a right-in/ right-out driveway to Wells Avenue. A preliminary site plan prepared by Bohler Engineering is presented in Figure 2. EXISTING TRAFFIC & SAFETY CHARACTERISTICS An overview of existing roadway conditions, traffic volumes and safety characteristics is provided below. Roadwav Mount Auburn Street Mount Auburn Street (Route 16) is classified by the Massachusetts Department of Transportation (MassDOT) as a Principal Arterial roadway under local (Town) jurisdiction within the study area. Mount Auburn Street is generally an east-west roadway providing two travel lanes in each direction with additional turn lanes at major intersections within the study area. Mount Auburn Street provides a connection between Route 20 and the City line with Cambridge. Sidewalks are provided along both sides of the roadway and crosswalks are provided at major intersections within the study area. Land use along Mount Auburn Street in the site vicinity is primarily commercial and includes a Mobil gas station, 7-Eleven, Tufts Health Plan offices and several restaurants. Arlington Street Arlington Street is classified by MassDOT as an Urban Minor Arterial roadway under local (Town) jurisdiction within the study area. Arlington Street is generally north-south roadway that generally provides one travel lane in each direction with additional lanes at major intersections. Sidewalks are provided along both sides of the roadway and crosswalks are provided at major intersections within the study area. Land use along Arlington Street in the site vicinity generally consists of commercial, residential, recreational and community uses including Coolidge Playground and an Elks Club (Site). 3 MDM S:\Projects\743-Watertown(Pharmacy)\Documents\743 MR02_Final.doc Traffic Impact Study Watertown, Massachusetts t 3 Ix N - 0/4 IIIIII = IIIII - �� b 4 — �1 o- �J Mount Auburn Street a (Route 16) North Scale: Not to Scale Site Plan Source: Bohler Engineering TRANSPORTATION CONSULTANTS,INC. Figure 2 M D M Planners&Engineers Preliminary Site Layout Date: June 2014 Dwg No.743 Figure 2.dwg Copyright©by MDM Transportation Consultants,Inc.All rights reserved. Baseline Traffic Data Traffic volume data was collected at the Mount Auburn Street/Arlington Street study intersection and at the existing site driveways along Mount Auburn Street and Arlington Street during the weekday morning (7:00 AM-9:00 AM), weekday evening (4:00 PM-6:00 PM), and Saturday midday (11:00 AM - 1:00 PM) periods to coincide with peak traffic activity of the proposed use and the adjacent streets. Traffic data used in this evaluation was collected in November 2013. These data reflect average traffic conditions based on review of MassDOT permanent count station data for the area. Therefore, no seasonal adjustment to the November 2013 observed traffic volumes was applied. Traffic count data and MassDOT permanent count station data are provided in the Attachments. The baseline weekday morning, weekday evening, and Saturday midday peak hour traffic volumes for the study intersections are shown in Figure 3, Figure 4 and Figure 5. Existing Trip Generation-Premier Petrol Observed trip generation for the existing Premier Petrol use at the site has been determined based on turning movement counts conducted at the site driveways in November 2013. Table 1 presents Premier Petrol's existing trip generation characteristics during the study periods. TABLE 1 EXISTING TRIP GENERATION—PREMIER PETROL Period/Direction Site Trips, Weekday Morning Peak Hour Entering 9 Exitine 5 Total 14 Weekday Evening Peak Hour Entering 10 Exitin 9 Total 19 Saturday Midday Peak Hour Entering 21 Exitin 10 Total 31 'Based on turning movement counts conducted at the existing site driveways on November 16,2013 and November 19,2013. As summarized in Table 1, the existing use at the site (Premier Petrol) currently generates approximately 14 vehicle trips (9 entering and 5 exiting) during the weekday morning peak hour, 19 vehicle trips (10 entering and 9 exiting) during the weekday evening peak hour and 31 vehicle trips (21 entering and 10 exiting) during the Saturday midday peak hour of the site. 4 MDM S:\Projects\743-Watertown(Pharmacy)\Documents\743MR02 Final.doc Traffic Impact Study Watertown, Massachusetts 0 = a4 _ , •L � a � L 8 525 M FO — 438 � NEGL. � 1 � 274 Mt. Auburn Street 16 AV 16 Mt.Auburn Street 779 49 5 � 415 00 w 314 � �i co Z m d o SITE c N EXISTING Site Drive SITE TRIPS (North) NEGL. � Enter 9 1 Exit 5 i D LLj Total 14 Z rn rn N �2 Site Drive + (South) I 1 2 � � N CU W Z J W Z �I Arlington Street j + Passageway NEGL. � NEGL _ N 0 � W Z c r a� O i NOTES: c co North ® = Signalized Intersection a Scale: Not to Scale NEGL. = Ne Ic�i ible TRANSPORTATION CONSULTANTS,INC. Figure 3 MDMPlanners&Engineers Existing (Baseline) Condition Weekday Morning Peak Hour Traffic Volumes Date: June 2014 Dwg No.743 TIAS02.dwg Copyright©by MDM Transportation Consultants,Inc. All rights reserved. Traffic Impact Study Watertown, Massachusetts 0 = a4 _ , •L � a � L 26 809 M 520 � NEGL. � 1 � � 140 Mt. Auburn Street 16 AV 16 Mt.Auburn Street 552 � '� �' 58 � `� r 4 438 V) coN W 73 N t0 N Z SITE c M LO EXISTING Site Drive j 1 SITE TRIPS (North) I NEGL. � Enter 10 Exit 9 2 CD �O LLI Total 19 Z r of N LO Site Drive j 1 (South) I NEGL. � 3 � O J 00 w lr7 Z to Arlington Street j 1 Passageway I 1 NEGL. � NEGL i � LUO w z � = r a� O i NOTES: c co North ® = Signalized Intersection a Scale: Not to Scale NEGL. = Ne Ic�i ible TRANSPORTATION CONSULTANTS,INC. Figure 4 MDMPlanners&Engineers Existing (Baseline) Condition Weekday Evening Peak Hour Traffic Volumes Date: June 2014 Dwg No.743 TIAS02.dwg Copyright©by MDM Transportation Consultants,Inc. All rights reserved. Traffic Impact Study Watertown, Massachusetts 0 >s = a4 _ , •L � 00 a � � L 17 4 490 coo 333 � NEGL. j 1 � 164 Mt. Auburn Street 16 AV 16 Mt.Auburn Street 531 68 � '� �' � '� r 6 r) 356 -t r ,n w 109 � °' � � Z PO SITE c 00 EXISTING Site Drive SITE TRIPS (North) 2 Enter 21 3 Exit 10 000 LA Total 31 N 00 (0 Site Drive j 1 (South) I I NEGL. � 2 o rn LO J C9 � W 00 Z c0 Arlington Street j 1 Passageway NEGL. � NEGL LO Z c r a) O i NOTES: c co North ® = Signalized Intersection a Scale: Not to Scale NEGL. = Ne Ic�i ible TRANSPORTATION CONSULTANTS,INC. Figure 5 MDMPlanners&Engineers Existing (Baseline) Condition Saturday Midday Peak Hour Traffic Volumes Date: June 2014 Dwg No.743 TIAS02.dwg Copyright©by MDM Transportation Consultants,Inc. All rights reserved. Intersection Crash History In order to identify crash trends and safety characteristics for study area intersections, crash data were obtained from MassDOT for the Town of Watertown for the three-year period 2009 through 2011 (the most recent data currently available from MassDOT). Crash data for the study intersections is summarized in Table 2 with detailed data provided in the Attachments. Crash rates were calculated for the study area intersections as reported in Table 2. This rate quantifies the number of crashes per million entering vehicles. MassDOT has determined the official District 6 (which includes the Town of Watertown) crash rate to be 0.58 for unsignalized intersections and 0.76 for signalized intersections. This rate represents MassDOT's "average" crash experience for District 6 communities and serves as a basis for comparing reported crash rates for the study intersections. Where calculated crash rates notably exceed the district average, some form of safety countermeasures may be warranted. Crash rate calculations are provided in the Attachments. As summarized in Table 2: ❑ There are a total of twelve (12) crashes reported at the Mount Auburn Street(Route 16)/ Arlington Street signalized intersection during the three-year study period. The resulting crash rate is 0.37 which is well below the District 6 average of 0.76 for signalized intersections. The majority of crashes involved single vehicle crashes (33%) followed by angle-type (25%), and rear-end (25%) type collisions. The majority (75%) resulted in property damage type crashes under dry roadway conditions (83%). All but one (1) of the reported crashes occurred outside of the weekday morning and evening peak commuter periods. ❑ There were no reported crashes at the site driveways during the three-year study period. In summary, the study intersections all experienced crash rates well below the District 6 averages and no immediate safety countermeasures are warranted based on the crash history at the study intersections. 5 MDM S:\Projects\743-Watertown(Pharmacy)\Documents\743 MR02_Final.doc TABLE 2 INTERSECTION CRASH SUMMARY 2009 THROUGH 2O11' INTERSECTION Mt Auburn Street(Route 16)at Data Category Arlington Street Traffic Control Signalized Crash Ratez 0.37 District 6 Avg3 0.76 Year: 2009 5 2010 4 2011 3 Total 12 Type: Angle 3 Rear-End 3 Head-On 1 Sideswipe 1 Single Vehicle 4 Other/Unknown 0 Severity: P.Damage Only 9 Personal Injury 3 Fatality 0 Unknown 0 Conditions: Dry 10 Wet 2 Snow 0 Other/Unknown 0 Time: 7:00 to 9:00 AM 0 4:00 to 6:00 PM 1 Rest of Day 11 I Source:MassDOT Crash Database 2 Crashes per million entering vehicles 3 District 6 averages=0.76(signalized)and 0.58(unsignalized) 6 MDM S:\Projects\743-Watertown(Pharmacy)\Documents\743 MR02_Final.doc PROJECTED TRIP GENERATION The trip generation estimates for the proposed pharmacy development are provided for the weekday morning, weekday evening and Saturday midday periods, which correspond to the critical analysis periods for the proposed use and adjacent street traffic flow. Under the proposed development program, the existing Premier Petrol gas station, vacant office building, and Elks Club building will be removed and a 14,000± sf pharmacy building will be constructed. The existing Citizen Bank building will remain unchanged. Trip Generation Methodology New traffic generated by the pharmacy development was estimated using trip rates published in ITE's Trip Generation' for the Land Use Code (LUC) 880 (Pharmacy/Drugstore without Drive- Through Window). Trip rates for ITE LUC 880 were applied to the proposed 14,000± sf pharmacy building. The trip estimates were then adjusted to reflect pass-by traffic, which represents the portion of site-generated trips that is drawn from the existing traffic stream and that is not"new" traffic to area roadways. A pass-by rate of 53%was applied per ITE guidance for the pharmacy (without drive-through window) land use category. Trip generation calculations are provided in the Attachments. As a conservative measure, no credit or reduction is taken for trips that may be shared between the adjacent commercial land uses. Furthermore, no reduction in trips was taken for pedestrian-related trips, despite the likelihood that walking trips will represent a significant portion of business for the site from the neighborhood and/or local businesses. The trip generation for the Site is presented below in Table 3. Trip Generation,Ninth Edition;Institute of Transportation Engineers;Washington,DC;2012. 7 MDM S:\Projects\743-Watertown(Pharmacy)\Documents\743 MR02_Final.doc TABLE 3 TRIP-GENERATION SUMMARY Site Trips' Period/Direction Total Pass-By Net New Weekday Morning Peak Hour Entering 27 -11 16 Exiting 14 -11 3 Total 41 -22 19 Weekday Evening Peak Hour Entering 58 -31 27 Exiting 60 -31 i 29 Total 118 -62 I 56 Saturday Midday Peak Hour Entering 74 -40 34 Exiting 76 -40 36 Total 150 -80 70 Weekday Daily 1,260 -668 592 Saturday Daily 1,604 -850 754 Source:ITE Trip Generation,Ninth Edition;2012. 'Based on rTE LUC 880 applied to 14,000 sf;adjusted to reflect 53%pass-by trips per ITE guidance. As summarized in Table 3, the proposed pharmacy development is estimated to generate approximately 19 new vehicle trips (16 entering and 3 exiting) during the weekday morning peak hour, 56 new vehicle trips (27 entering and 29 exiting) during the weekday evening peak hour and 70 new vehicle trips (34 entering and 36 exiting) during the Saturday midday peak hour. On a daily basis, the proposed development is estimated to generate approximately 592 new vehicle trips on a weekday and 754 new vehicle trips on a Saturday with 50 percent entering and exiting. Comparison to Existing Site Uses Table 4 presents a summary of the net peak hour trip increases for the site based on the anticipated use of the Site by a CVS pharmacy compared to the operational characteristics of the existing Site uses (Premier Petrol, office space, and Elks Lodge). The Premier Petrol use was based on observations at the Site driveways, the office space was estimated base on ITE Trip Generation guidelines based on historical employment levels, and field observations indicated that the Elks Club generated negligible trips during the peak study periods during normal operations as a Fraternal Club. 8 MD S:\Projects\743-Watertown(Pharmacy)\Documents\743 MR02_Final.doc TABLE 4 TRIP-GENERATION COMPARISON Net Site Trips Pharmacy Gas Station Office Elks Net Period/Direction (Proposed)' (Existing)2 (Existing)3 (Existing)4 Difference Weekday Morning Peak Hour Entering 16 5 5 Negl. +6 Exitin 3 3 1 Neel. -1 Total 19 8 6 Negl. +5 Weekday Evening Peak Hour Entering 27 6 1 Negl. +20 Exitin e 29 5 5 Neel. +19 Total 56 11 6 Negl. +39 Saturday Midday Peak Hour Entering 34 12 1 Negl. +21 Exitin 36 6 0 Neel. +30 Total 70 18 1 Negl. +51 I Net New Trips after applying pass-by factor of 53%-see Table 3 2 Observed trip activity as reported in Table 1 reduced by 42 percent to reflect pass-by trips per TTE Land Use Code 944 (Gasoline/Service Station). 315ased on TTE LUC 710(General Office)applied to 12 employees;estimated employment level of the most recent building tenant. 4Negl.=Negligible;no trip credit was taken for the Elks use under normal operating conditions. As summarized in Table 4, relative to the existing uses at the site (Premier Petrol, vacant office space, and Elks Lodge), the proposed Pharmacy is expected to result in a small net estimated increase of only 5 vehicle-trips during the weekday morning peak hour, a 39 vehicle-trip increase during the weekday evening peak hour and a 51 vehicle-trip increase on a Saturday Midday peak hour. This represents approximately one to two additional vehicles every two minutes at the site driveways — a level of traffic increase that is immaterial and will not measurably impact area traffic flow or traffic operations.' Triv Distribution The distribution for projected traffic for the proposed pharmacy development is based primarily on existing travel patterns and volumes of the adjacent roadway system. The resulting trip distribution for new trips is presented in Figure 6 for the weekday morning, weekday evening and Saturday midday peak hours. Trip distribution calculations are provided in the Attachments. 9 MDM S:\Projects\743-Watertown(Pharmacy)\Documents\743 MR02_Final.doc Traffic Impact Study Watertown, Massachusetts c 0 a�r c m .L L Q 25% LO L N � 25% Mt. Auburn 25% 16 16 25%10,Mt. Auburn Street (2570) f Street �25�1 (257) 25% \o`N 6�ge ue N4e ke Pr fx je 0 �N r 74 .J 1 Site �co Drive (25%) X9 to N 0 f 9 25% s reek NOTES: ® =Signalized Intersection NEGL. = Negligible North Scale: Not to Scale #(#) = Entering Trip Distribution (Exiting Trip Distribution) TRANSPORTATION CONSULTANTS,INC. Figure 6 MDMPlanners&Engineers Trip Distribution Date: June 2014 Dwg No.743 TIAS02.dwg Copyright©by MDM Transportation Consultants,Inc. All rights reserved. Development-related trips for the proposed pharmacy are assigned to the roadway network using the ITE trip-generation estimates shown in Table 3 and the distribution patterns presented in Figures 6. Development-related trips at each intersection approach for the weekday morning, weekday evening and Saturday midday peak hours are quantified in Figure 7, Figure 8 and Figure 9,respectively. In summary, approximately 25% of trips will be oriented along Mount Auburn Street either east or west of the Site, and 25% along Arlington Street either north or south of the site. As with existing observed site trip patterns, virtually all of these trips will be right-turns into or exiting the site, except for a small number of left-turns into the property from Arlington Street. Relative trip increases for the pharmacy use therefore represent fewer than 20 new vehicles per hour on Mt.Auburn Street or Arlington Street, and in the case of Wells Avenue represents up to 46 vehicles per hour (less than one vehicle per minute that are destined to Mount Auburn Street or Arlington Street to the north of Mount Auburn Street). Design Year Traffic Conditions Design Year condition traffic volumes are derived by adding the incremental traffic increases for a pharmacy use at the site to the Existing (Baseline) conditions. As part of the proposed development plan, the existing gas station use at the site will be eliminated. Therefore, in order to obtain the future Design Year traffic volumes, the trips associated with the existing use at the site were removed from the roadway network and the trips associated with the proposed pharmacy use (as presented in Table 3) were added to the Existing (Baseline) traffic volumes. Figure 10, Figure 11 and Figure12 present the Design Year condition traffic-volume networks for the weekday morning, weekday evening and Saturday midday peak hours, respectively. Trip tracings for removal of the existing site trips are presented in the Attachments. 10 MDM S:\Projects\743-Watertown(Pharmacy)\Documents\743 MR02_Final.doc Traffic Impact Study Watertown, Massachusetts c 0 r c 0 _ m Q v! 4 Mt. Auburn IE 16 Mt. Auburn Street Street `k1 (+1)1 �k21 4 .'.-i T \o`N 6�ge ue PJer 2`k3� 0 ve C� �L + Proposed Site Trips mN 04 Total Pass-By Net New L I Trips Trips Trips Site •J + Enter 27 -11 16 �co Drive Exit 14 -11 3 'T.. M � Total 41 -22 19 + 9 p_r��s reek NOTES: ® = Signalized Intersection North # (#) = Net New Trips (Pass-By Trips) Scale: Not to Scale TRANSPORTATION CONSULTANTS,INC. Figure 7 MDMPlanners&Engineers Site-Generated Trips Weekday Morning Peak Hour Date: June 2014 Dwg No.743 TIAS02.dwg Copyright©by MDM Transportation Consultants,Inc. All rights reserved. Traffic Impact Study Watertown, Massachusetts c 0 r c 0 _ m Q v! 7 Mt. Auburn IE 16 Mt. Auburn Street Street(+1 1)8 f 1X5�15 (+4)7 <k�5> 6 v \O*'o VA erue Pi k2ol5ite ,v 22< D fxje +� Proposed Site Trips mN N.1. Total Pass-By Net New L I Trips Trips Trips Site •J + Enter 58 -31 27 �c0 Drive(+11)7� Exit 60 -31 29 O cV Total 118 -62 56 N 1 o +v v 9 p'rV�s reek ® = Signalized Intersection North # (#) = Net New Trips (Pass-By Trips) Scale: Not to Scale TRANSPORTATION CONSULTANTS,INC. Figure 8 MDMPlanners&Engineers Site-Generated Trips Weekday Evening Peak Hour Date: June 2014 Dwg No.743 TIAS02.dwg Copyright©by MDM Transportation Consultants,Inc. All rights reserved. Traffic Impact Study Watertown, Massachusetts c 0 r c 0 _ m Q v! o 9 Mt. Auburn IE 16 Mt. Auburn Street (+11)9 I Street �k318 (±5)9 r i�_ to\k16� 8 v v v \O*'o VA ue Pier Or`e Proposed Site Trips N Total Pass-By Net New L I Trips Trips Trips 0 Site •J + Enter 74 40 34 �co Drive t Exit 76 -40 36 Total 150 -80 70 0 + —1 9 s reek ® = Signalized Intersection North # (#) = Net New Trips (Pass-By Trips) Scale: Not to Scale TRANSPORTATION CONSULTANTS,INC. Figure 9 MDMPlanners&Engineers Site-Generated Trips Saturday Midday Peak Hour Date: June 2014 Dwg No.743 TIAS02.dwg Copyright©by MDM Transportation Consultants,Inc. All rights reserved. Traffic Impact Study Watertown, Massachusetts c 0 r c 0 _ m Q v! 8 M 00 438 � Mt. Auburn 277 IE 16 Mt. Auburn Street 51 f Street 416 � cow ^ 318 In N rn \o`N 6�ge P4evue Sake 5 D fx4e m rn 74 .J 1 Site �co Drive 8 � 0 9 s reek NOTES: ® = Signalized Intersection North NEGL. = Neglible Scale: Not to Scale TRANSPORTATION CONSULTANTS,INC. Figure 10 MDMPlanners&Engineers Design Year Condition Weekday Morning Peak Hour Date: June 2014 Dwg No.743 TIAS02.dwg Copyright©by MDM Transportation Consultants,Inc. All rights reserved. Traffic Impact Study Watertown, Massachusetts c 0 r c 0 _ m Q v! O L 26 � 520 � Mt. Auburn 146 IE 16 Mt. Auburn Street 77 — j f r Street 445 00 00 ,n 79 NtLoN � 6�ge\O ue Pver �2 S\k � Drive PM IM 74 .J 1 Site �co Drive 18 � N N O o � f 9 s reek NOTES: ® = Signalized Intersection North NEGL. = Neglible Scale: Not to Scale TRANSPORTATION CONSULTANTS,INC. Figure 11 MDMPlanners&Engineers Design Year Condition Weekday Evening Peak Hour Date: June 2014 Dwg No.743 TIAS02.dwg Copyright©by MDM Transportation Consultants,Inc. All rights reserved. Traffic Impact Study Watertown, Massachusetts c 0 r c 0 _ m Q v! 0 '0 L 17 '0 333 �Mt. Auburn 171 IE 16 Mt. Auburn Street 88 * r Street 367 I,n a, 117 � � MN � 6�ge\O P4evue Sake Iv 46 OrNe 00 �L ON r- LO 74 .J 1 Site �co Drive 30--� r- LO N to LO 0 f 9 s reek NOTES: ® = Signalized Intersection North NEGL. = Neglible Scale: Not to Scale TRANSPORTATION CONSULTANTS,INC. Figure 12 MDMPlanners&Engineers Design Year Condition Saturday Midday Peak Hour Date: June 2014 Dwg No.743 TIAS02.dwg Copyright©by MDM Transportation Consultants,Inc. All rights reserved. SIGNALIZED INTERSECTION OPERATIONS ANALYSIS This section provides an overview of operational analysis methodology and an assessment of the Mount Auburn Street/Arlington Street signalized operations under Existing (Baseline) and projected future Design Year Conditions. Analysis Methodology Intersection capacity analyses are presented in this section for the Existing and Design Year traffic-volume conditions for the Mount Auburn Street/Arlington Street signalized intersection. Capacity analyses, conducted in accordance with EEA/MassDOT guidelines, provide an index of how well the roadway facilities serve the traffic demands placed upon them. The operational results provide the basis for recommended access and roadway improvements in the following section. Capacity analysis of intersections is developed using the Synchro® computer software, which implements the methods of the 2010 Highway Capacity Manual (HCM). The resulting analysis presents a level-of-service (LOS) designation for individual intersection movements. The LOS is a letter designation that provides a qualitative measure of operating conditions based on several factors including roadway geometry, speeds, ambient traffic volumes, traffic controls, and driver characteristics. Since the LOS of a traffic facility is a function of the traffic flows placed upon it, such a facility may operate at a wide range of LOS, depending on the time of day, day of week, or period of year. A range of six levels of service are defined on the basis of average delay, ranging from LOS A (the least delay) to LOS F (delays greater than 80 seconds for signalized movements). The specific control delays and associated LOS designations are presented in the Attachments. Analvsis Results Level-of-Service (LOS) analyses were conducted for the Existing (Baseline) and Design Year conditions for the study intersections. The results of the intersection capacity are summarized below in Table 5. Detailed analysis results are presented in the Attachments. 11 MDM S:\Projects\743-Watertown(Pharmacy)\Documents\743 MR02_Final.doc TABLE 5 INTERSECTION CAPACITY ANALYSIS RESULTS MOUNT AUBURN STREET/ARLINGTON STREET Existing(Baseline) Design Year Period/Approach v/c' Delay' LOS' v/c Delay LOS Weekday Morning Peak Hour Eastbound 1.00 72 E 1.02 75 E Westbound 0.69 26 C 0.69 26 C Northbound 0.71 39 D 0.70 38 D Southbound 0.89 47 D 0.89 47 D Overall 1.00 47 D 1.00 48 D Weekday Evening Peak Hour Eastbound 0.45 29 C 0.46 29 C Westbound 0.40 18 B 0.42 18 B Northbound >1.0 >80 F >1.0 >80 F Southbound 0.46 30 C 0.47 30 C Overall >1.0 >80 F >1.0 >80 F Saturday Midday Peak Hour Eastbound 0.44 33 C 0.45 33 C Westbound 0.44 22 C 0.46 22 C Northbound 0.80 41 D 0.80 41 D Southbound 0.52 31 C 0.53 31 C Overall 0.80 32 C 0.80 32 C 'Volume-to-capacity ratio 2Average control delay per vehicle(in seconds) 3Level of service As summarized in Table 5, the signalized Mount Auburn Street/Arlington Street intersection generally operates below capacity at LOS D or better (overall) operations during the weekday morning and Saturday midday peak hours under Existing (Baseline) conditions. Longer delays (LOS F) are experienced during the weekday evening peak hours. The proposed redevelopment of the site into a pharmacy is expected to have negligible impact on signalized intersection operations with no change in level of service anticipated. Signal Queue Impacts The estimated average and 95ffi percentile vehicle queue lengths for the traffic signal at Mount Auburn Street (Route 16)/Arlington Street are presented in Table 6. The estimated queue lengths are based on the capacity analysis results provided using Synchro computer software. 12 MDM S:\Projects\743-Watertown(Pharmacy)\Documents\743 MR02_Final.doc TABLE 6 VEHICLE QUEUE ANALYSIS SUMMARY MOUNT AUBURN STREET/ARLINGTON STREET Existing(Baseline) Design Year Available Queue Storage Length Average Maximum Average Maximum Period/Approach (feet) Queue Length' Queue Length' Queue Length' Queue Length' Weekday Morning Peak Hour Eastbound L 75± <25 63 26 67 Eastbound T/R 300± 233 417 236 420 Westbound L 200± 87 365 88 370 Westbound T/R >1000 71 163 71 163 Northbound L/T/R 300±/>10002 129 188 127 186 Southbound L/T/R 150±/>10003 286 402 287 403 Weekday Evening Peak Hour Eastbound L 75± 26 75 35 96 Eastbound T/R 300± 131 232 134 237 Westbound L 200± 45 118 47 123 Westbound T/R >1000 100 203 99 203 Northbound L/T/R 300±/>1000 478 643 467 626 Southbound L/T/R 150±/>1000 109 165 111 167 Saturday Midday Peak Hour Eastbound L 75± 31 86 41 109 Eastbound T/R 300± 119 223 125 244 Westbound L 200± 54 142 55 158 Westbound T/R >1000 60 135 58 135 Northbound L/T/R 300±/>1000 182 256 177 245 Southbound L/T/R 150±/>1000 137 190 140 192 'Average and 95th percentile queue lengths are reported in feet per lane. 2The northbound through/left-turn lane has a storage capacity of approximately 300 ft and the northbound through/right-turn lane has a storage capacity of more than 1,000 ft. 3The southbound through/left-turn lane has a storage capacity of approximately 200 ft and the southbound through/right-turn lane has a storage capacity of more than 500 ft. As summarized in Table 6, the calculated average and maximum (951' percentile) queues are generally within the available queue storage lengths. Queues along the northbound Arlington Street approach and eastbound Mount Auburn Street approach to the intersection often extend beyond the site driveways during peak hours. Field observations also indicate that queues often extend beyond the site driveways resulting in only occasional left-turn movements exiting the site on to Mount Auburn Street and Arlington Street. The proposed redevelopment of the site is anticipated to remove four driveways and will restricting left turns from the site onto both Arlington Street and Mount Auburn Street; therefore the project will have negligible impact to queues at the Mount Auburn Street/Arlington Street intersection. 13 MDM S:\Projects\743-Watertown(Pharmacy)\Documents\743 MR02_FinaLdoc CONCLUSIONS In summary, MDM finds that the proposed use will generate only a nominal increase in trip activity at the Site that will represent fewer than 20 new vehicles per hour on Mt. Auburn Street or Arlington Street, and in the case of Wells Avenue represents up to 46 vehicles per hour (less than one vehicle per minute that are destined to Mount Auburn Street or Arlington Street to the north of Mount Auburn Street). These additional trips fall within normal day-to-day fluctuations in area traffic and will not materially impact traffic operations. Proposed access improvements will reduce potential vehicular conflict points along Mount Auburn Street and Arlington Street relative to existing conditions. Proponent-sponsored improvements will also include repair of pedestrian pushbutton equipment at the adjacent signal at Mt. Auburn Street/Arlington Street that will allow for controlled pedestrian crossings to/from the Site. 14 MDM S:\Projects\743-Watertown(Pharmacy)\Documents\743 MR02_Final.doc Attachments ❑ Traffic Volume Data ❑ Seasonal Data ❑ Crash Data ❑ Trip Generation Calculations ❑ Trip Distribution Calculations ❑ Existing Site Trip Tracings ❑ Capacity Analysis Worksheets ❑ Traffic Volume Data IVIDM TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 S: Arlington Street File Name : 133646 AA W- Mt.Auburn Street (Route 16) Site Code : 743 ty, State- Watertown, MA Start Date : 11/19/2013 lent: MDM/ C. Jones Page No : 2 Arlington Street Out In Total 304 837I 1141 19 26 45 323 863 1186 1 27 792 18 1 01 5 20 1 0 32I 812 19 01 ht Thru Left -Turn 4-T1 Peak Hour Data NOOC o m r�2 0 rnrr � N N I� V �, � F- Peak Hour Begins at 07:45 AM U) Cars ry N N m rn Heaw Vehicles a w o ¢0 7 a NtdtO—m F' Left Thru Right U-Turn 56 250 87 0 01 57I 266 98 01 I I P 393 1758286 421 1820 Out In Total Ariinnton Street MDM TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 (S: Arlington Street File Name : 133646 AA IVV- Mt.Auburn Street (Route 16) Site Code : 743 ity, State: Watertown, MA Start Date : 11/19/2013 lient: MDM/ C. Jones Page No : 1 Groups Printed-Cars_Heavy Vehicles Arlington Street Mt.Auburn Street(Route 16) Arlington Street Mt.Auburn Street(Route 16) From North From East From South From West tart Time Right Thru I Left I u-Tom App Total Right I Thru I Left I u-Tarn App Total Right I Thru I Left u-Tam App Total Right I Thru I Left I u-Turn App Total Int.Total 07:00 AM 5 167 6 0 178 0 72 49 0 121 11 42 10 0 63 78 81 14 0 173 535 07:15 AM 7 195 2 0 204 3 97 67 0 167 17 63 16 0 96 60 82 6 0 148 615 07:30 AM 4 212 4 0 220 4 102 61 0 167 11 70 8 0 89 82 107 16 0 205 681 07:45 AM 13 211 1 0 225 1 107 55 0 163 20 68 8 0 96 91 113 17 0 221 705 Total 29 785 13 0 827 8 378 232 0 618 59 243 42 0 344 311 383 53 0 747 2536 08:00 AM 6 204 10 0 220 2 117 65 0 184 22 56 13 0 91 87 97 12 0 196 691 08:15 AM 6 199 3 0 208 2 110 77 0 189 20 75 17 0 112 76 106 11 0 193 702 08:30 AM 7 198 5 0 210 3 104 77 0 184 36 67 19 0 122 59 99 9 0 167 683 08:45 AM 13 180 4 0 197 1 98 64 0 163 27 47 12 0 86 57 106 14 0 177 623 Total 32 781 22 0 835 8 429 283 0 720 105 245 61 0 411 279 408 46 0 733 2699 irand Total 61 1566 35 0 1662 16 807 515 0 1338 164 488 103 0 755 590 791 99 0 1480 5235 Apprch% 3.7 94.2 2.1 0 1.2 60.3 38.5 0 21.7 64.6 13.6 0 39.9 53.4 6.7 0 Total% 1.2 29.9 0.7 0 31.7 0.3 15.4 9.8 0 25.6 3.1 9.3 2 0 14.4 11.3 15.1 1.9 0 28.3 Cars 53 1533 34 0 1620 16 771 488 0 1275 135 459 97 0 691 585 755 90 0 1430 5016 %Cars 86.9 97.9 97.1 0 97.5 100 95.5 94.8 0 95.3 82.3 94.1 94.2 0 91.5 99.2 95.4 90.9 0 96.6 95.8 leavy Vehicles 8 33 1 0 42 0 36 27 0 63 29 29 6 0 64 5 36 9 0 50 219 Heavy Vehicles 13.1 2.1 2.9 0 2.5 0 4.5 5.2 0 4.7 17.7 5.9 5.8 0 8.5 0.8 4.6 9.1 0 3.4 4.2 Arlington Street Mt-Auburn Street(Route 16) Arlington Street MtAuburn Street(Route 16) _ From North From East From South From West Start Time Right I Thru Left I u-rum`App.TotaJ Right I Thru I Left I u-Tam I App.Total Right I Thru I Left I u-rum I App.Total Right I Thru I Left I u-ram App.Total Int-Total j ak Hour Analysis From 07:00�M to 08:45 AM-Peak 1 1 yak Hour f�f Entire Intersection Begins at 07:z 5 AM 07:45 AM 13 211 1 0 225 1 107 55 0 163 20 68 8 0 96 91 113 17 0 221 705 08:00 AM 6 204 10 0 220 2 117 65 0 184 22 56 13 0 91 87 97 12 0 196 691 08:15 AM 6 199 3 0 208 2 110 77 0 189 20 75 17 0 112 76 106 11 0 193 702 08:30 AM 7 198 5 0 210 3 104 77 0 184 36 67 19 0 122 59 99 9 0 167 683 rotal volume 32 812 19 0 863 8 438 274 0 720 98 266 57 0 421 313 415 49 0 777 2781 6 App.Total 3.7 94.1 2.2 0 1.1 60.8 38.1 0 23.3 63.2 13.5 0 40.3 53.4 6.3 0 PHF .615 .962 .475 .000 .959 .667 .936 .890 .000 .952 .681 .887 .750 .000 .863 .860 .918 .721 .000 .879 .986 Cars 27 792 18 0 837 8 425 263 0 696 87 250 56 0 393 310 398 46 0 754 2680 %Cars 84.4 97.5 94.7 0 97.0 100 97.0 96.0 0 96.7 88.8 94.0 98.2 0 93.3 99.0 95.9 93.9 0 97.0 96.4 ieavy Vehicles 5 20 1 0 26 0 13 11 0 24 11 16 1 0 28 3 17 3 0 23 101 Heavy Vah,clas 15.6 2.5 5.3 0 3.0 0 3.0 4.0 0 3.3 11.2 &0 1.8 0 6.7 1.0 4.1 6.1 0 3.0 3.6 MDM TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 S: Arlington Street File Name : 133646 AA JV: Mt.Auburn Street (Route 16) Site Code : 743 :y State: Watertown, MA Start Date : 11/19/2013 ent: MDM/ C. Jones Page No : 1 Groups Printed-reds and Bikes Arlington Street Mt.Auburn Street(Route 16) Arlington Street Mt.Auburn Street(Route 16) From North From East From South From West art Time Right Thru I Left I Peds I App Totat Right I Thru I Left I Peds i App T-1 Right i Thru I Left I Peds I App Total Right I Thru Left I Peds I App Tb1a1 int Total 17:00 AM 0 1 0 2 3 0 1 0 0 1 0 0 0 3 3 1 0 0 1 2 9 17:15AM 0 1 0 1 2 0 1 0 1 2 0 0 0 0 0 0 2 0 1 3 7 17:30 AM 0 1 0 8 9 0 1 0 1 2 0 0 0 5 5 0 2 0 0 2 18 1_7:45 AM 0 2 0 1 3 0 3 0 4 7 0 0 0 10 10 0 0 0 2 2 22 Total 0 5 0 12 17 0 6 0 6 12 0 0 0 18 18 1 4 0 4 9 56 )8:00 AM 0 3 0 4 7 0 2 0 1 3 2 0 0 10 12 1 3 0 0 4 26 )8:15 AM 0 1 1 4 6 0 3 0 2 5 0 0 0 10 10 0 3 0 1 4 25 )8:30 AM 0 2 0 3 5 0 2 3 1 6 0 0 0 11 11 0 4 0 0 4 26 )8:45 AM 0 0 0 3 3 0 3 1 0 4 0 1 0 12 13 1 4 0 1 6 26 Total 0 6 1 14 21 0 10 4 4 18 2 1 0 43 46 2 14 0 2 18 103 -and Total I 0 11 1 26 38 I 0 16 4 10 30( 2 1 0 61 64 3 18 0 6 27 159 kpprch% 0 28.9 2.6 68.4 0 53.3 13.3 33.3 3.1 1.6 0 95.3 11.1 66.7 0 22.2 To % 0 6.9 0.6 16.4 23.9 0 10.1 2.5 6.3 18.9 1.3 0.6 0 38.4 40.3 1.9 11.3 0 3.8 17 MDM TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 S: Arlington Street File Name : 133646 AAA W: Mt.Auburn Street (Route 16) Site Code . 743 Ly, State: Watertown, MA Start Date : 11/19/2013 ient: MDM/ C. Jones Page No : 2 Arlington Street Out In Total M643 388 1031 10 10 20 653 398 1051 I I 45 328 15 0 1 9 0 0 1 46 337 15 01 Right Thru Left -Turn Peak Hour Data Ip yON� _�N In�J Zl -iD.�.M o m m N Q l O C Northcc NON Q N F Peak Hour Begins at 04:45 PM c No m 1 U) L Cars 1n m Heavy Vehicles .o¢-:5 _ - c 0t� w o 00 � ~ C m O ID-01 Left Thru Right U-T,, 237 561I fl161 OI 6 8 13 0 1 243 569 229 01 I I q528 N10141 11579, Out In Total Arlinaton Street MDM TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 IS: Arlington Street File Name : 133646 AAA 'W- Mt.Auburn Street (Route 16) Site Code : 743 ty, State- Watertown, MA Start Date : 11/19/2013 lent- MDM/ C. Jones Page No : 1 Groups Printed-Cars-Haa:,Vehicles Arlington Street Mt.Auburn Street(Route 16) Arlington Street Mt.Auburn Street(Route 16) From North From East From South From West tart Time Right I Thru I Left I u-rum I App Tww Right I Thru I Left I U-Tum I App Twat Right I Thou I Left I U-Tum App Totat Right I Thru I Left I U-Tum I App Total Int.Total 34:00 PM 13 76 5 0 94 4 121 36 0 161 46 130 66 0 242 22 76 13 0 111 608 34:15 PM 15 75 2 0 92 7 123 58 0 188 51 139 63 0 253 28 89 13 0 130 663 34:30 PM 8 82 6 0 96 6 117 40 0 163 65 130 59 0 254 15 115 9 0 139 652 34:45 PM 10 79 2 0 91 10 123 31 0 164 48 139 57 0 244 23 100 10 0 133 632 Total 46 312 15 0 373 27 484 165 0 676 210 538 245 0 993 88 380 45 0 513 2555 35:00 PM 9 84 3 0 96 6 131 37 0 174 83 138 64 0 285 20 107 15 0 142 697 35:15 PM 12 91 7 0 110 4 136 29 0 169 53 157 60 0 270 17 114 15 0 146 695 ]5:30 PM 15 83 3 0 101 6 130 43 0 179 45 135 62 0 242 13 117 18 0 148 670 35:45 PM 14 104 6 0 124 1 115 29 0 145 40 128 49 0 217 20 100 8 0 128 614 Total 50 362 19 0 431 17 512 138 0 667 221 558 235 0 1014 70 438 56 0 564 2676 rand Total 96 674 34 0 804 44 996 303 0 1343 431 1096 480 0 2007 158 818 101 0 1077 5231 4pprch% 11.9 83.8 4.2 0 3.3 74.2 22.6 0 21.5 54.6 23.9 0 14.7 76 9.4 0 Total% 1.8 12.9 0.6 0 15.4 0.8 19 5.8 0 25.7 8.2 21 9.2 0 38.4 3 15.6 1.9 0 20.6 Cars 92 660 34 0 786 43 973 281 0 1297 402 1082 473 0 1957 154 794 98 0 1046 5086 %Cars 95.8 97.9 100 0 97.8 97.7 97.7 92.7 0 96.6 93.3 98.7 98.5 0 97.5 97.5 97.1 97 0 97.1 9T2 =_avy vehicles 4 14 0 0 18 1 23 22 0 46 29 14 7 0 50 4 24 3 0 31 145 ,Hea yven;eie: 4.2 2.1 0 0 2.2 2.3 2.3 7.3 0 3.4 6.7 1.3 1.5 0 2.5 2.5 2.9 3 0 2-9 2.8 Arlington Street Mt.Auburn Street(Route 16) Arlington Street Mt.Auburn Street(Route 16) From North From East From South From West Start Time I Right Thru I Left u-rum`App.Total Right I Thru I Left U-rum I App.Total Right I Thru I Left I U-Tum I App.Total Right I Thru I Left I U-Tum I App.Total Int.Total lk Hour Analysis From 04.00 PM to 05:45 PM-Peak 1 o 1 ak Hour fcr Entire Intersection Begins at 04:z 5 PM 34:45 PM 10 79 2 0 91 10 123 31 0 164 48 139 57 0 244 23 100 10 0 133 632 05:00 PM 9 84 3 0 96 6 131 37 0 174 83 138 64 0 285 20 107 15 0 142 697 D5:15 PM 12 91 7 0 110 4 136 29 0 169 53 157 60 0 270 17 114 15 0 146 695 D5:30 PM 15 83 3 0 101 6 130 43 0 179 45 135 62 0 242 13 117 18 0 148 670 otal Volume 46 337 15 0 398 26 520 140 0 686 229 569 243 0 1041 73 438 58 0 569 2694 App.Total 11.6 84.7 3.8 0 3.8 75.8 20.4 0 22 54.7 23.3 0 12.8 77 10.2 0 PHF .767 .926 .536 .000 .905 .650 .956 .814 .000 .958 .690 .906 .949 .000 .913 .793 .936 .806 .000 .961 .966 Cars 45 328 15 0 388 26 511 130 0 667 216 561 237 0 1014 70 431 56 0 557 2626 %Cars 97.8 97.3 100 0 97.5 100 98.3 92.9 0 97.2 94.3 98.6 97.5 0 97.4 95.9 98.4 96.6 0 97.9 97.5 navy vehicles 1 9 0 0 10 0 9 10 0 19 13 8 6 0 27 3 7 2 0 12 68 2.6 4.1 1.6 3.4 0 2.1 2.5 Heavy Vehicles 2.2 2.7 0 0 2.5 0 1.7 7.1 0 235.7 1.4 2.5 0 MDM TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 IS: Arlington Street File Name : 133646 AAA 'W: Mt.Auburn Street (Route 16) Site Code : 743 ty, State: Watertown, MA Start Date : 11/19/2013 'ient: MDM/ C. Jones Page No : 1 Groups Printed-Reds and Bikes Arlington Street Mt.Auburn Street(Route 16) Arlington Street Mt.Aubum Street(Route 16) From North From East From South From West tart Time Right I Thru I Left I Peds Opp Total Right Thru Left I Peds App Total Right I Thru I Left Peds App Total Right Thru 1 Left I Peds I App Total int.Total 54:00 PM 0 0 0 4 4 0 1 0 1 2 0 0 0 5 5 0 0 0 3 3 14 D4:15 PM 0 0 0 2 2 0 1 0 3 4 1 0 0 3 4 0 0 0 2 2 12 D4:30 PM 0 0 0 4 4 0 2 0 2 4 0 0 0 4 4 0 1 0 1 2 14 D4:45 PM 0 0 0 6 6 0 2 0 4 6 0 1 0 7 8 0 0 0 2 2 22 Total 0 0 0 16 16 0 6 0 10 16 1 1 0 19 21 0 1 0 8 9 62 D5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 6 6 0 0 0 2 2 8 D5:15 PM 0 0 0 1 1 0 1 0 2 3 0 3 0 7 10 0 0 0 1 1 15 D5:30 PM 0 0 0 3 3 1 3 1 1 6 0 1 0 2 3 0 1 0 0 1 13 05:45 PM 0 1 0 5 6 0 2 2 3 7 0 1 1 7 9 0 1 0 2 3 25 Total 0 1 0 9 10 1 6 3 6 16 0 5 1 22 28 0 2 0 5 7 61 rand Total 0 1 0 25 26 1 12 3 16 32 1 6 1 41 49 0 3 0 13 16 123 Apprch%I 0 3.8 0 96.2 3.1 37.5 9.4 50 2 12.2 2 83.7 0 18.8 0 81.2 Total% 0 0.8 0 20.3 21.1 0.8 9.8 2.4 13 26 0.8 4.9 0.8 33.3 39.8 0 2.4 0 10.6 13 IVIDM TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 S- Arlington Street File Name : 133646 A W: Mt.Auburn Street (Route 16) Site Code : 743 ty, State- Watertown, MA Start Date : 11/16/2013 ient- MDM/ C. Jones Page No : 2 Arlington Street ut 0447 I495 Total 934 1 0 1 4091 181 01 I 0 5 0 0 601 414 18� 01 Right Thru Left Tum e� I Ll, Peak Hour Data tD�OO-oN (ONtDrJ a, I L~o�.V O V IIIIW. All D 0 — o mmm North ` C o F Peak Hour Begins at 11:00 AM c �NIr o o Low Cars r A 1 o m m m r T 1 Heavy Vehicles =p w rn z O v v o0 � c Q� 0 17 j 0 0 0 r' Left Thru Rigqht U-Tum 93 352 1 2I 0 1 5 3 0 94 357 135 01 I 1 Q687 M586 1256 17 1273 Out In Total Arlinnton Street MDM TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 S- Arlington Street File Name : 133646 A W: Mt.Auburn Street (Route 16) Site Code : 743 ty, State: Watertown, MA Start Date : 11/16/2013 ient: MDM/ C. Jones Page No : 1 Groups Printed-Cars-Heavy Vehicles Arlington Street Mt.Auburn Street(Route 16) Arlington Street Mt.Auburn Street(Route 16) From North From East I From South From West tart Time Right I Thru I Left I U-T.,( App Tolat Right I ThruI Left I U-T.. I App Tmel I Right I Thru I Left I u-Turn i App mtal Right I Thru I Left i u-Tum I App Tmel Int.Total 11:00 AM 9 107 4 0 120 3 98 43 0 144 39 94 27 0 160 23 76 14 0 113 537 11:15 AM 17 88 3 0 108 2 80 49 0 131 34 83 17 0 134 31 89 23 0 143 516 11:30 AM 16 110 7 0 133 4 72 32 0 108 37 99 20 0 156 21 91 15 0 127 524 11:45 AM 18 109 4 0 131 8 83 40 0 131 25 81 30 0 136 34 100 16 0 150 548 Total 60 414 18 0 492 17 333 164 0 514 135 357 94 0 586 109 356 68 0 533 2125 12:00 PM 21 73 4 0 98 4 80 49 0 133 33 81 32 0 146 27 100 24 0 151 528 12:15 PM 12 85 4 0 101 9 98 38 0 145 32 68 26 0 126 35 86 19 0 140 512 12:30 PM 16 86 9 0 111 4 87 43 0 134 41 82 21 0 144 23 92 17 0 132 521 1_2:45 PM 15 91 3 0 109 8 71 51 0 130 38 50 21 0 109 37 90 20 0 147 495 Total 64 335 20 0 419 25 336 181 0 542 144 281 100 0 525 122 368 80 0 570 2056 rand Total 124 749 38 0 911 42 669 345 0 1056 279 638 194 0 1111 231 724 148 0 1103 4181 4pprch% 13.6 82.2 4.2 0 4 63.4 32.7 0 25.1 57.4 17.5 0 20.9 65.6 13.4 0 Total% 3 17.9 0.9 0 21.8 1 16 8.3 0 25.3 6.7 15.3 4.6 0 26.6 5.5 17.3 3.5 0 26.4 Cars 123 741 37 0 901 42 651 341 0 1034 272 629 193 0 1094 229 707 145 0 1081 4110 %Cars. 99.2 -98.9 97.4 0 98.9 100 97.3 98.8 0 97.9 97.5 98.6 99.5 0 98.5 99.1 97.7 98 0 98 98.3 eavy Vehicles 1 8 1 0 10 0 18 4 0 22 7 9 1 0 17 2 17 3 0 22 71 o Heavy Vehicles 0.8 1.1 2.6 0 1.1 0 2.7 1.2 0 2.1 2.5 1.4 0.5 0 1.5 0.9 2.3 2 0 2 1.7 - Arlington Street Mt.Auburn Street(Route 16) I Arlington Street MLAuburn Street(Route 16) From North From East From South From West Start Time Right I Thru I Left I u-Tum `App-TotaJ Right I Thru I Left I u-Tum I App.Total Right I Thru I Left I u-Tum App.Tetat Right I Thru I Left I u-Tum I API.Tmal InL Total 1 3k Hour Analysis From 11:00 AM to 12:45 PM-Peak 1 1 ak Hour fW Entire Intersection Begins at 11:00 AM 11:00 AM 9 107 4 0 120 3 98 43 0 144 39 94 27 0 160 23 76 14 0 113 537 11:15 AM 17 88 3 0 108 2 80 49 0 131 34 83 17 0 134 31 89 23 0 143 516 11:30 AM 16 110 7 0 133 4 72 32 0 108 37 99 20 0 156 21 91 15 0 127 524 11:45 AM 18 109 4 0 131 8 83 40 0 131 25 81 30 0 136 34 100 16 0 150 548 otal Volume 60 414 18 0 492 17 333 164 0 514 135 357 94 0 586 109 356 68 0 533 2125 App.Total 12.2 84.1 3.7 0 3.3 64.8 31.9 0 23 60.9 16 0 20.5 66.8 12.8 0 PHF .833 .941 .643 .000 .925 .531 .849 .837 .000 .892 .865 .902 .783 .000 .916 .801 .890 .739 .000 .888 .969 Cars 60 409 18 0 487 17 325 161 0 503 132 352 93 0 577 109 348 66 0 523 2090 %Cars 100 98.8 100 0 99.0 100 97.6 98.2 0 97.9 97.8 98.6 98.9 0 98.5 100 97.8 97.1 0 98.1 98.4 leaay Vehicles 0 5 0 0 5 0 8 3 0 11 3 5 1 0 9 0 8 2 0 10 35 &HEeVYVehicles 0 1.2 0 0 1.0 0 2.4 1.8 0 2.1 2.2 1.4 1.1 0 1.5 0 2.2 2.9 0 1.9 1.6 IVIDIVI TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 IS: Arlington Street File Name : 133646 A 'W: Mt.Auburn Street (Route 16) Site Code : 743 ty, State: Watertown, MA Start Date : 11/16/2013 ient: MDM/ C. Jones Page No : 1 Groups Printed-Pads and Riker Arlington Street Mt.Auburn Street(Route 16) Arlington Street I Mt.Auburn Street(Route 16) From North From East From South From West tart Time Right I Thru I Left I Pads I App Tolai Right I Thru I Left I Pads I App Total Right I Thru I Left I Pads I App Total� Right I Thru I Left I Pads I App Total int Total 11:00 AM 0 0 0 6 6 0 0 0 2 2 0 1 0 9 10 0 1 0 0 1 19 11:15AM 0 0 0 7 7 0 1 0 3 4 0 0 0 8 8 0 0 0 0 0 19 11 i30 AM 0 1 0 8 9 0 1 0 4 5 0 0 0 8 8 0 1 0 7 8 30 11:45 AM 0 0 0 3 3 0 1 0 1 2 0 0 0 4 4 0 0 0 6 6 15 Total 0 1 0 24 25 0 3 0 10 13 0 1 0 29 30 0 2 0 13 15 83 12:00 PM 0 1 0 7 8 0 0 0 1 1 0 2 0 4 6 0 2 0 2 4 19 12:15 PM 0 0 0 8 8 0 1 0 4 5 0 1 0 6 7 0 0 0 5 5 25 12:30 PM 0 0 0 3 3 0 1 0 0 1 1 2 0 6 9 0 2 0 3 5 18 12:45 PM 0 0 0 14 14 0 1 2 0 3 0 1 0 1 2 1 0 0 0 1 20 Total 0 1 0 32 33 0 3 2 5 10 1 6 0 17 24 1 4 0 10 15 82 rand Total 0 2 0 56 58 I 0 6 2 15 23 1 7 0 46 54 1 6 0 23 30 I 165 Apprch% 0 3.4 0 96.6 I 0 26.1 8.7 65.2 I 1.9 13 0 85.2 3.3 20 0 76.7 To °fo I 0 1.2 0 33.9 35.2 f 0 3.6 1.2 9.1 13.9 0.6 4.2 0 27.9 32.7 0.6 3.6 0 13.9 18.2 IVIDM TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 (S: Gas Station / Gas Station Driveway File Name : 133646 BB VV- Mt.Auburn Street (Route 16) Site Code : 743 ity, State: Watertown, MA Start Date : 11/19/2013 lient: MDM/ C. Jones Page No : 2 Gas Station Driveway Out In Total 2 D 0 0 2 2 4 I I 2 0 0 01 0 0 0 0 1 2 0 0 01 Rilght Thru Left -Turn Peak Hour Data Fn—co N v w —o o o 0 North a N n W __H Peak Hour Begins at 07:46 AM 2 N N o W o L—LFv �n..- in in m Low Cars r mom Heavv Vehicles ,� z j N N V 1 O O O 0 0 0 O Q _ C W N O N T r► Left Thru Right U-Turn o 0 0 of 1 0 0 1 01 I I F15 [11 1 6 Out In Total Gas Station Drivewav MDM TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 IS: Gas Station / Gas Station Driveway Fife Name : 133646 BB NV: Mt.Auburn Street (Route 16) Site Code : 743 ity, State: Watertown, MA Start Date : 11/19/2013 fient- MDM/ C. Jones Page No : 1 Groups Printed-cars-Heavy vehictes Gas Station Driveway MtAuburn Street(Route 16) Gas Station Driveway MtAuburn Street(Route 16) From North From East From South From West tart Time Right' Thru I Left I U-T I App Total Right I Thru I Left I u-Tum I App To,., Right I Thru I Left I u-rum I App Total Right I Thru I Left I U-T..I App.Total tnt Total 07:00 AM 0 0 0 0 0 2 84 0 0 86 0 0 0 0 0 0 179 1 0 180 266 07:15 AM 0 0 0 0 0 1 118 0 0 119 0 0 0 0 0 0 152 1 1 154 273 07:30 AM 1 0 0 0 1 2 111 0 0 113 0 0 1 0 1 1 195 0 0 196 311 07:45 AM 1 0 0 0 1 1 127 0 0 128. 0 0 0 0 0 1 221 0 0 222 351 Total 2 0 0 0 2 6 440 0 0 4461 0 0 1 0 1 2 747 2 1 752 1201 08:00 AM 0 0 0 0 0 0 136 0 0 136 0 0 0 0 0 2 202 0 0 204 340 08:15 AM 1 0 0 0 1 0 130 0 1 131 1 0 0 0 1 1 189 0 0 190 323 08:30 AM 0 0 0 0 0 1 130 0 0 131 0 0 0 0 0 1 166 0 0 167 298 08:45 AM 1 0 0 0 1 1 124 0 0 125 1 0 1 0 2 0 178 0 0 178 306 Total 2 0 0 0 2 2 520 0 1 523 2 0 1 0 3 4 735 0 0 739 1267 rand Total 4 0 0 0 4 8 960 0 1 969 2 0 2 0 4 6 1482 2 1 1491 2468 Apprch% 100 0 0 0 0.8 99.1 0 0.1 50 0 50 0 0.4 99.4 0.1 0.1 Total% 0.2 0 0 0 0.2 0.3 38.9 0 0 39.3 0.1 0 0.1 0 0.2 0.2 60 0.1 0 60.4 Cars 4 0 0 0 4 7 908 0 1 916 2 0 1 0 3 4 1425 2 1 1432 2355 % Cars 100 0 0 0 100 87.5 94.6 0 100 94.5 100 0 50 0 75 66.7 96.2 100 100 96 95.4 heavy Vehicles 0 0 0 0 0 1 52 0 0 53 0 0 1 0 1 2 57 0 0 59 113 C Ho-y WHO- 0 0 0 0 0 12.5 5.4 0 0 5.5 0 0 50 0 25 33.3 3.8 0 0 4 4.6 Gas Station Driveway Mt.Auburn Street(Route 16) Gas Station Driveway Mt.Auburn Street(Route 16) From North From East From South From West Start Time Right I Thru Left`u-Tum I App,Total IJ Right I Thru I Left I u-rum I App Total I Right I Thru I _ Left I u-_Tum I App.Total Right I Thru; Left I u-Tum I App.Total Int Total 0 5 I M to 08:3O AM-Peak 1 of 1 ak Hour Analysis From 7.4 A yak Hour frr Entire Intersection Begins at 07:45 AM 07:45 AM 1 0 0 0 1 1 127 0 0 128 0 0 0 0 0 1 221 0 0 222 351 08:00 AM 0 0 0 0 0 0 136 0 0 136 0 0 0 0 0 2 202 0 0 204 340 08:15 AM 1 0 0 0 1 0 130 0 1 131 1 0 0 0 1 1 189 0 0 190 323 08:30 AM 0 0 0 0 0 1 130 0 0 131 0 0 0 0 0 1 166 0 0 167 298 'otal volume 2 0 0 0 2` 2 523 0 1 526 1 0 0 0 1 5 778 0 0 783 1312 >App.Total 100 0 0 0 I 0.4 99.4 0 0.2 100 0 0 0 0.6 99.4 0 0 PHF .500 .000 .000 .000 .5001 .500 .961 .000 .250 .967 .250 .000 .000 .000 .250 .625 .880 .000 .000 .882 .934 Cars 2 0 0 0 2 2 503 0 1 506 1 0 0 0 1 4 754 0 0 758 1267 %Cars 100 0 0 0 100 100 96.2 0 100 96.2 100 0 0 0 100 80.0 96.9 0 0 96.8 96.6 leavy Vehicles 0 0 0 0 0 0 20 0 0 20 0 0 0 0 0 1 24 0 0 25 45 16 Heavy Vehdn 0 0 0 0 0 0 3.8 0 0 3.8 0 0 0 0 0 20.0 3.1 0 0 3.2 3.4 MDM TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 S: Gas Station / Gas Station Driveway File Name : 133646 BB W: Mt-Auburn Street (Route 16) Site Code : 743 ty, State: Watertown, MA Start Date : 11/19/2013 lent: MDM/ C. Jones Page No : 1 _ Groups Printed-Peds and Bikes Gas Station Driveway Mt.Auburn Street(Route 161 Gas Station Driveway Mt.Aubum Street(Route 16) From North From East From South From West Fart Time Right I Thru I Left I Peds I Apo Total Right I Thru I Left I Peds I App Total Right I Thru� Left I Peds ( App Total I Right Thru Left� Peds App Total Int Total )7:00 AM 0 0 0 2 2 0 1 0 1 2 0 0 0 7 7 0 1 0 0 1 12 )7:15 AM 0 0 0 2 2 0 1 0 2 3 0 0 0 1 1 0 2 0 2 4 10 )7:30 AM 0 0 0 8 8 0 1 0 1 2 0 0 0 8 8 0 1 0 1 2 20 )7:45 AM 0 0 0 3 3 0 3 0 1 4 0 0 0 7 7 0 0 0 1 1 15 Total 0 0 0 15 15 0 6 0 5 11 0 0 0 23 23 0 4 0 4 8 57 )8:00 AM 0 0 0 1 1 0 2 0 0 2 0 0 0 20 20 0 4 0 0 4 27 )8:15 AM 0 0 0 6 6 0 3 0 4 7 0 0 0 11 11 0 2 0 0 2 26 )8:30 AM 0 0 0 3 3 0 2 0 2 4 0 0 0 15 15 0 4 0 0 4 26 )8:45 AM 0 0 0 3 3 0 2 0 0 2 0 0 0 14 14 0 5 0 0 5 24 Total 0 0 0 13 13 0 9 0 6 15 0 0 0 60 60 0 15 0 0 15 103 rand Total 0 0 0 28 28 0 15 0 11 26 0 0 0 83 83 0 19 0 4 23 160 gpprch% 0 0 0 100 0 57.7 0 42.3 0 0 0 100 0 82.6 0 17.4 Total% 0 0 0 17.5 17.5 0 9.4 0 6.9 16.2 0 0 0 51.9 51.9 0 11.9 0 2.5 14.4 MDM TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 'S: Gas Station / Gas Station Driveway File Name : 133646 BBB W: Mt.Auburn Street (Route 16) Site Code : 743 ty, State: Watertown, MA Start Date : 11/19/2013 ient: MDM/ C. Jones Page No . 2 Gas Station Driveway Out In Total P10 2 13 � I D 0 0 0 0 2 0 OI 2 0 0 01 Right Thu Left Turn F Peak Hour Data f0 62O w, ,I Z, � O North N tv N C c N_ Peak Hour Begins at 04:45 PM c o Cr Cars r o N n m y Heavv Vehicles 0 0 o z a mro -- Qr m o 0 0 ? C m W o m IT N— y D j 0 0 N O N 0 Q� 1 4-1 L' Left Thru Riqht U-Turn 0 0 0 01 1 0 1 3 01 1 1 [14 1 4 B Out In Total Gas Station Drivewav MDM TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 S- Gas Station / Gas Station Driveway File Name : 133646 BBB W: Mt.Auburn Street (Route 16) Site Code : 743 ty, State: Watertown, MA Start Date : 11/19/2013 ient: MDM/ C. Jones Page No : 1 Groups Printed-Cars-Hear;Vehicles Gas Station Driveway Mt.Auburn Street(Route 16) Gas Station Driveway Mt.Auburn Street(Route 16) From North From East I From South From West .art Time I Right I Thru I Left u-Tum I App mtai Right I Thru I Left u-Tum I App Total Right I Thru Left U-Tum I App Total Right i Thru Left U-Tum App Total Inc Total I )4:00 PM 1 0 0 0 1 6 196 0 0 202 0 0 0 0 0 3 115 1 0 119 322 )4:15 PM 1 0 0 0 1 3 199 0 0 202 0 0 0 0 0 0 126 0 0 126 329 )4:30 PM 0 0 0 0 0 1 185 0 0 186 2 0 1 0 3 0 138 0 0 138 327 )4:45 PM 1 0 0 0 1 5 190 0 0 195 1 0 0 0 1 1 129 0 0 130 327 Total 3 0 0 0 3 15 770 0 0 785 1 3 0 1 0 4 4 508 1 0 513 1305 )5:00 PM 1 0 0 0 1 2 205 0 0 207 0 0 0 0 0 0 142 0 0 142 350 )5:15 PM 0 0 0 0 0 1 208 0 0 209 1 0 0 0 1 3 137 0 0 140 350 )5:30 PM 0 0 0 0 0 2 204 0 0 206 1 1 0 0 2 0 144 0 0 144 352 )5:45 PM 0 0 0 0 0 1 179 0 0 180 0 0 0 0 0 0 129 0 0 129 309 Total 1 0 0 0 1 6 796 0 0 802 2 1 0 0 3 3 552 0 0 555 1361 -and Total 4 0 0 0 4 21 1566 0 0 1587 5 1 1 0 7 7 1060 1 0 1068 2666 apprch% 100 0 0 0 1.3 98.7 0 0 71.4 14.3 14.3 0 0.7 99.3 0.1 0 _Total% 0.2 0 0 0 0.2 0.8 58.7 0 0 59.5 0.2 0 0 0 0.3 0.3 39.8 0 0 40.1 Cars 4 0 0 0 4 21 1531 0 0 1552 5 1 1 0 7 6 1027 1 0 1034 2597 - % Cars 100 0 0 0 100 100 97.8 0 0 97.8 100 100 100 0 100 85.7 96.9 100 0 96-8 97.4 navy Vehicles 0 0 0 0 0 0 35 0 0 35 0 0 0 0 0 1 33 0 0 34 69 Heavy Vehid. 0 0 0 0 0 0 2.2 0 0 2.2 0 0 0 0 0 14.3 3.1 0 0 3.2 2.6 Gas Station Driveway Mt.Auburn Street(Route 16) Gas Station Driveway MtAubum Street(Route 16) _ From North From East From South From West Start Time Right I Thru I Left J u-rum App.Total Right I Thru I Left I u-rum I App.Total Right Thru I Left I U-Tum I App Total Right I Thru I Left u-Tum I App,Total Inc Total j -Start Hour Analysis From 04:00 PM to 0 :45 PM- eak 1 o 1 ak Hour fcr Entire Intersection Begins at 04:z-5 PM )4:45 PM 1 0 0 0 1 5 190 0 0 195 1 0 0 0 1 1 129 0 0 130 327 05:00 PM 1 0 0 0 1 2 205 0 0 207 0 0 0 0 0 0 142 0 0 142 350 05:15 PM 0 0 0 0 0 1 208 0 0 209 1 0 0 0 1 3 137 0 0 140 350 05:30 PM 0 0 0 0 0 2 204 0 0 206 1 1 0 0 2 0 144 0 0 144 352 otal Volume 2 0 0 0 2 10 807 0 0 817 3 1 0 0 4 4 552 0 0 556 i 1379 App.Total 100 0 0 0 1.2 98.8 0 0 75 25 0 0 0.7 99.3 0 0 PHF .500 .000 .000 .000 .500 .500 .970 .000 .000 .977 .750 .250 .000 .000 .500 .333 .958 .000 .000 .965 j .979 Cars 2 0 0 0 2 10 790 0 0 800 3 1 0 0 4 3 539 0 0 542 1348 % Cars 100 0 0 0 100 100 97.9 0 0 97.9 100 100 0 0 100 75.0 97.6 0 0 97.5 97.8 eavy Vehicles 0 0 0 0 0 0 17 0 0 17 0 0 0 0 0 1 13 0 0 14 31 6 Heavy Vehides 0 0 0 0 0 0 2.1 0 0 2.1 0 0 0 0 0 25.0 2.4 0 0 2.5 2.2 MDM TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 'S- Gas Station / Gas Station Driveway File Name : 133646 BBB W: Mt.Auburn Street (Route 16) Site Code : 743 ty, State: Watertown, MA Start Date : 11/19/2013 ient: MDM/ C. Jones Page No : 1 Groups Printed-Peds and Bikes Gas Station Driveway Mt.Auburn Street(Route 16) Gas Station Driveway Mt.Auburn Street(Route 16) From North From East From South I From West Fart Time I Right Thru I Left I Peds I App Total Right I Thru I Left I Peds App Total Right I Thru I Left Peds I App Total Right � Thni Left� Peds App Total int Total� )4:00 PM 0 0 0 6 6 0 1 0 3 4 0 0 0 2 2 0 0 0 0 0 12 )4:15 PM 0 0 0 2 2 0 3 0 1 4 0 0 0 0 0 0 0 0 0 0 6 )4:30 PM 1 0 0 4 5 0 2 0 0 2 0 0 0 4 4 0 2 0 0 2 13 )4:45 PM 0 0 0 6 6 0 2 0 2 4 0 0 0 5 5 0 0 0 0 0 15 Total 1 0 0 18 19 0 8 0 6 14 0 0 0 11 111 0 2 0 0 2 46 )5:00 PM 0 0 0 1 1 0 0 0 0 0 0 0 0 6 6 0 2 0 0 2 9 )5:15 PM 0 0 0 0 0 0 2 0 1 3 0 0 0 4 4 0 1 0 1 2 9 )5:30 PM 0 0 0 3 3 0 3 0 0 3 0 0 0 3 3 0 2 0 0 2 11 )_5:45 PM 0 0 0 6 6 0 3 0 2 5 0 0 0 8 8 0 1 0 0 1 20 Total 0 0 0 10 10 0 8 0 3 11 0 0 0 21 21 0 6 0 1 7 49 -and Total 1 0 0 28 29 0 16 0 9 25 0 0 0 32 32 0 8 0 1 9 95 %pprch% 3.4 0 0 96.6 0 64 0 36 0 0 0 100 0 88.9 0 11.1 Total% 1.1 0 0 29.5 30.5 0 16.8 0 9.5 26.3 0 0 0 33.7 33.7 0 8.4 0 1.1 9.5 MDIVI TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 IS: Gas Station / Gas Station Driveway File Narne : 133646 B W- Mt.Auburn Street (Route 16) Site Code : 743 ty, State- Watertown, MA Start Date : 11/16/2013 ient: MDM/ C. Jones Page No . 2 Gas Station Driveway Out In Total P61 F:14 ]10 I � I 01 AI 0 OI 01 Right Thru Left U-Turn Peak Hour Data p O O j I (P Ui�D o m rn North N m w m Peak Hour Begins at 11:00 AM m o m c�n in — �— Cars r o00 [D o00 Heavy Vehicles o 0 0 0 8p y �0v a o00 ED ~ j F+ Left Thru Right U-Tum 0 0 1 0 0 0I 001 00I 6 0 1 1 6 3 9 Out In Total Gas Station Drivewav MDM TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 S: Gas Station / Gas Station Driveway File Name : 133646 B JV- Mt.Auburn Street (Route 16) Site Code : 743 :y, State- Watertown, MA Start Date : 11/16/2013 ent: MDM/ C. Jones Page No : 1 Groups Printed-cars-Heavy Vehicles Gas Station Driveway Mt.Auburn Street(Route 16) Gas Station Driveway Mt.Auburn Street(Route 16) From North From East From South From West art Time Right Thru I Left I U-T.. Ape Tmal Right I Thru I Left u-rum I App Total Right Thru I Lett u-Tern I App Total Right I Thru Left I U-T.. I App Totet Int.Total 1:00 AM 0 0 0 0 0 0 140 0 0 140 0 0 0 0 0 3 115 0 0 118 258 1:15 AM 3 0 0 0 3 0 109 0 0 109 0 0 0 0 0 1 144 1 0 146 258 1:30 AM 0 0 0 0 0 2 104 0 0 106 0 0 0 0 0 1 127 0 0 128 234 1:45 AM 1 0 0 0 1 2 133 0 0 135 3 0 0 0 3 1 143 1 0 145 284 Total 4 0 0 0 4 4 486 0 0 4901 3 0 0 0 3 6 529 2 0 537 1034 2:00 PM 2 0 0 0 2 1 132 0 0 133 2 0 0 0 2 1 152 0 0 153 290 2:15 PM 0 0 0 0 0 3 134 0 0 137 2 0 1 0 3 0 137 0 0 137 277 2:30 PM 0 0 0 0 0 2 125 0 0 127 0 0 0 0 0 1 133 0 0 134 261 2:45 PM 0 0 0 0 0 3 108 0 0 111 0 0 0 0 0 1 143 0 0 144 255 Total 2 0 0 0 2 9 499 0 0 508 4 0 1 0 5 3 565 0 0 568 1083 and Total 6 0 0 0 6 13 985 0 0 998 7 0 1 0 8 9 1094 2 0 1105 2117 \perch% 100 0 0 0 1.3 98.7 0 0 87.5 0 12.5 0 0.8 99 0.2 0 _Total% 0.3 0 0 0 0.3 0.6 46.5 0 0 47.1 0.3 0 0 0 0.4 0.4 51.7 0.1 0 52.2 Cars 6 0 0 0 6 13 964 0 0 977 6 0 1 0 7 9 1075 2 0 1086 2076 % Cars 100 0 0 0 100 100 97.9 0 0 97.9 85.7 0 100 0 87.5 100 98.3 100 0 98.3 98.1 :avy vehicles 0 0 0 0 0 0 21 0 0 21 1 0 0 0 1 0 19 0 0 19 41 Heavy Vehicles 0 0 0 0 0 0 2.1 0 0 2.1 14.3 0 0 0 12.5 0 1.7 0 0 1.7 1.9 Gas Station Driveway MtAuburn Street(Route 16) Gas Station Driveway MLAuburn Street(Route 16) From North From East From South From West Start Time Right Thru I Left) u-Tem App.Totaj Right Thru I Left I u-Tum I App Total Right I Thru I Left I u-rum I App.Telal Right I Thru I Left I u-Tum I App.Total InL Total j k Hour Analysis From 11:00 AM to 11:45 AM eak 1 1 ak Hour fcr Entire Intersection Begins at 11:00 AM 11:00 AM 0 0 0 0 0 0 140 0 0 140 0 0 0 0 0 3 115 0 0 118 258 11:15 AM 3 0 0 0 3 0 109 0 0 109 0 0 0 0 0 1 144 1 0 146 258 11:30 AM 0 0 0 0 0 2 104 0 0 106 0 0 0 0 0 1 127 0 0 128 234 11:45 AM 1 0 0 0 1 2 133 0 0 135 3 0 0 0 3 1 143 1 0 145 284 )tal Volume 4 0 0 0 4 4 486 0 0 490 3 0 0 0 3 6 529 2 0 537 1034 App.Total 100 0 0 0 0.8 99.2 0 0 100 0 0 0 1.1 98.5 0.4 0 PHF .333 .000 .000 .000 .333 .500 .868 .000 .000 .875 .250 .000 .000 .000 .250 .500 .918 .500 .000 .920 .910 Cars 4 0 0 0 4 4 476 0 0 480 2 0 0 0 2 6 521 2 0 529 1015 % Cars 100 0 0 0 100 100 97.9 0 0 98.0 66.7 0 0 0 66.7 100 98.5 100 0 98.5 98.2 a-avy vehicles 0 0 0 0 0 0 10 0 0 10 1 0 0 0 1 0 8 0 0 8 19 i Heavy Vehicles 0 0 0 0 0 0 2.1 0 0 2.0 33.3 0 0 0 33.3 0 1.5 0 0 1.5 1.8 IVIDM TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 (S: Gas Station / Gas Station Driveway File Name : 133646 B 'W: Mt.Auburn Street (Route 16) Site Code : 743 ity, State: Watertown, MA Start Date : 11/16/2013 fient: MDM/ C. Jones Page No : 1 Groups Printed-Peds and Bikes Gas Station Driveway Mt.Auburn Street(Route 16) Gas Station Driveway Mt.Auburn Street(Route 16) From North From East From South From West tart Time Right I Thru ( Left Peds I ppp—wai Right Thru Left I Peds I App T-1 Right I Thru Leff Peds I App Tolai Right Thru I Left Peds App Total Int.Tolal 11:00 AM 0 0 0 2 2 0 0 0 0 0 0 0 0 16 16 0 3 0 1 4 22 11:15AM 0 0 0 10 10 0 1 0 0 1 0 0 0 10 10 0 0 0 0 0 21 11:30 AM 0 0 0 3 3 0 0 0 2 2 0 0 0 14 14 0 1 0 0 1 20 1 1:45 AM 0 0 0 1 1 0 1 0 4 5 0 0 0 5 5 0 3 0 0 3 14 Total 0 0 0 16 16 0 2 0 6 8 0 0 0 45 45 0 7 0 1 8 j 77 12:00 PM 0 0 0 9 9 0 1 0 2 3 0 0 0 9 9 0 3 0 0 3 24 12:15 PM 0 0 0 7 7 0 1 0 5 6 0 0 0 15 15 0 0 0 1 1 29 12:30 PM 0 0 0 2 2 0 1 0 3 4 0 0 0 7 7 0 4 0 0 4 17 12:45 PM 0 0 0 15 15 0 1 0 0 1 0 0 0 12 12 0 2 0 1 3 31 Total 0 0 0 33 33 0 4 0 10 14 0 0 0 43 43 0 9 0 2 11 101 rand Total 0 0 0 49 49 0 6 0 16 22 0 0 0 88 88 0 16 0 3 19 178 Apprch% 0 0 0 100 0 27.3 0 72.7 0 0 0 100 0 84.2 0 15.8 To % 0 0 0 27.5 27.5 0 3.4 0 9 12.4 0 0 0 49.4 49.4 0 9 0 1.7 10.7 MDIVI TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 'S: Arlington Street File Name : 133646 CC '/SW:Gas Station North/Gas Station South Site Code 743 ty, State: Watertown, MA Start Date : 11/19/2013 ient: MDM/ C. Jones Page No : 2 Arlington Street Out In Total 395 1363 1758 20 39 59 415 1402 1817 I i ' 2 2 13591 0� 0 0 39 0 ! 1 2 2 13981 01 ' Right Bear Thru U-Turn d Right Peak Hour Data 1 �inO�n o0o i ID 0 �s T -o North t: L 0 m o Z s t Peak Hour Begins at 07:45 AM o O O o 2 L Cars m i (n R Hea Vehicles NON w D J — 1 wi O \ Pd� Hard 4- Q Saa Left Left Thru U-Turn h 0 0 394 0 �r I 0 0 20I 0 O O I 0 0 4141 01 1 I 1362 394 1756 39 20 59 J O S 1401 414 1815 or S Out In Total Gas Sta Arlinaton Street I MDM TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 S: Arlington Street File Name : 133646 CC /SW:Gas Station North/Gas Station South Site Code : 743 ty, State: Watertown, MA Start Date : 11/19/2013 lent: MDM/ C. Jones Page No : 1 _ Groups Printed-Cars-Hea,,Vehicles Arlington Street Arlington Street Gas Station South Drive Gas Station North Drive From North From South From Southwest From West :art Time Right a,,,q,e,,. I Thru I U-Tum I App mtai I Thru I Left I Ha,dL.M I U-Tum I App T.,al „I a-LO( Haa10 U-Tum I App Tolal " I Right I Left I u-Tum I App T-1 Inc Total )7:00 AM 0 1 303 0 304 59 0 0 0 59 q 1 0 0 0 1 q 0 0 1 0 1 365 )7:15 AM 0 0 320 0 320 83 2 0 0 85 0 1 0 0 1 0 1 1 0 2 408 )7:30 AM 1 0 360 0 361 78 1 0 0 79 0 0 0 0 0 0 1 0 0 1 441 )7:45 AM 0 0 360 0 360 88 0 0 0 88 0 0 0 0 0 0 0 0 0 0 448 Total 1 1 1343 0 1345 308 3 0 0 311 1 1 0 0 2 0 2 2 0 4 1662 )8:00 AM 0 1 351 0 352 91 0 0 0 91 0 0 0 0 0 0 0 0 0 0 443 )8:15 AM 2 1 350 0 353 114 0 0 0 114 1 1 0 0 2 0 1 0 2 3 472 )8:30 AM 0 0 337 0 337 121 0 0 0 121 1 0 0 0 1 0 0 0 0 0 459 )_8:45 AM 0 2 292 0 294 83 0 0 0 83 0 1 0 0 1 0 0 0 1 1 379 Total 2 4 1330 0 1336 409 0 0 0 409 2 2 0 0 4 0 1 0 3 4 1753 -and Total 3 5 2673 0 2681 717 3 0 0 720 3 3 0 0 6 0 3 2 3 8 3415 apprch% 0.1 0.2 99.7 0 99.6 0.4 0 0 50 50 0 0 0 37.5 25 37.5 Total% 0.1 0.1 78.3 0 78.5 21 0.1 0 0 21.1 0.1 0.1 0 0 0.2 0 0.1 0.1 0.1 0.2 Cars 3 5 2599 0 2607 690 0 0 0 690 3 2 0 0 5 0 1 2 3 6 3308 % Cars 100 100 9T2 0 97.2 96.2 0 0 0 95.8 100 66.7 0 0 83.3 0 33.3 100 100 75 96.9 aavy Vehicles 0 0 74 0 74 27 3 0 0 30 0 1 0 0 1 0 2 0 0 2 107 Heavy Vehicles 0 0 2.8 0 2.8 3.8 100 0 0 4.2 0 33.3 0 0 16.7 0 66.7 0 0 25 3.1 Arlington Street Arlington Street Gas Station South Drive Gas Station North Drive _ From North From South From Southwest From West Start Time Right I amgiphi Thru I U-Tum I App Total Thal I Left I Hann Len I U-Tum App.Tolal qhm I Bem Len I H"a Leq I U-Tum I App.Total A io I Right I Left I U-Tum I App.Total Inc Total ik Hour Analysis From 07:00 M to 08:45 AM ak 1 ol 1 ak Hour fcr Entire Intersection Begins at 07:15 AM )7:45 AM 0 0 360 0 360 88 0 0 0 88 0 0 0 0 0 0 0 0 0 0 448 08:00 AM 0 1 351 0 352 91 0 0 0 91 0 0 0 0 0 0 0 0 0 0 443 08:15 AM 2 1 350 0 353 114 0 0 0 114 1 1 0 0 2 0 1 0 2 3 472 08:30 AM 0 0 337 0 337 121 0 0 0 121 1 0 0 0 1 0 0 0 0 0 459 Aal Volume 2 2 1398 0 1402 414 0 0 0 414 2 1 0 0 3 0 1 0 2 3 1822 App.Total 0.1 0.1 99.7 0 100 0 0 0 66.7 33.3 0 0 0 33.3 0 66.7 PHF .250 .500 .971 .000 .974 .855 .000 .000 .000 .855 .500 .250 .000 .000 .375 .000 .250 .000 .250 .250 j .965 Cars 2 2 1359 0 1363 394 0 0 0 394 2 1 0 0 3 0 1 0 2 3 1763 % Cars 100 100 97.2 0 97.2 95.2 0 0 0 95.2 100 100 0 0 100 0 100 0 100 100 96.8 eavy Vehicles 0 0 39 0 39 20 0 0 0 20 0 0 0 0 0 0 0 0 0 0 59 o Heavy Vehicles 0 0 2.8 0 2.8 4.8 0 0 0 4.8 0 0 0 0 0 0 0 0 0 0 3.2 MDM TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 S: Arlington Street File Name : 133646 CC /SW:Gas Station North/Gas Station South Site Code : 743 ty, State: Watertown, MA Start Date : 11/19/2013 lent: MDM/ C. Jones Page No : 1 Groups Printed-Peds and nes Arlington Street Arlington Street Gas Station South Drive Gas Station North Drive From North From South From Southwest From West :art Time Right firm fiigm I Thru I Peds App Tolal Thru I Left I "a'°ien I Peds App to al eau ien I Peds I App T. " ° I Right I Left I Peds App Tclal I Ind Total am )7:00 AM 0 0 0 4 4 8 0 0 0 8 0 0 0 3 3 fi 0 0 0 1 1 16 )7:15 AM 0 0 2 0 2 14 0 0 0 14 0 0 0 0 0 0 0 0 0 0 16 )7:30 AM 0 0 1 4 5 8 0 0 0 8 0 0 0 1 1 0 0 0 1 1 15 )7:45 AM 0 0 2 10 12 7 0 0 0 7 0 1 0 3 4 0 0 0 2 2 25 Total 0 0 5 18 23 37 0 0 0 37 0 1 0 7 8 0 0 0 4 4 72 )8:00 AM 0 0 5 10 15 3 0 0 0 3 0 0 0 0 0 0 0 0 0 0 18 )8:15 AM 0 0 1 9 10 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 11 )8:30 AM 0 0 2 10 12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12 )8:45 AM 0 0 3 3 6 0 0 0 0 0 0 0 0 2 2 0 0 0 0 0 8 Total 0 0 11 32 43 4 0 0 0 4 0 0 0 2 2 0 0 0 0 0 49 'and Total 0 0 16 50 66 41 0 0 0 41 0 1 0 9 10 0 0 0 4 4 121 apprch% 0 0 24.2 75.8 100 0 0 0 0 10 0 90 0 0 0 100 To % 0 0 13.2 41.3 54.5 33.9 0 0 0 33.9 0 0.8 0 7.4 8.3 0 0 0 3.3 3.3 MDM TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 S: Arlington Street File Name : 133646 CCC (SW-Gas Station North/Gas Station South Site Code : 743 :y, State: Watertown, MA Start Date : 11/19/2013 ent- MDM/ C. Jones Page No . 2 Arlington Street Out In Total 997 528 1525 28 22 50 1025 1 550 1575 I I I 3 21 52223 0 0 0 0 1 31 21 545 01 i Right Bear Thru -Turn d Ri�ht i Peak Hour Data i o00 (U i I >� J r N North r r z [T— v Peak Hour Begins at 04:45 PM 0 00012 L Cars Heavy Vehicles mp= 000 E — H tiy d �rfd, Hard o pya Left Left Thru U-Turn a 1 0 997 0 p O��G� I 1LOP0 0I 1025 0 0 '� � [;5270 998 1525 23 28 51 6 553 1026 1576 T0. /I Out In Total Gas stalion SnnArive / I Arlinoton Street MDIVI TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 S- Arlington Street File Name : 133646 CCC /SW:Gas Station North/Gas Station South Site Code : 743 ty, State- Watertown, MA Start Date : 11/19/2013 ient: MDM/ C. Jones Page No : 1 Groups Printed-Car:-Nea.y Vehicles Arlington Street Arlington Street Gas Station South Drive Gas Station North Drive From North From South From Southwest I From West :art Time Right I m,m I Thr. I U-Tum I App Tolal Thru I Left I Ha,u left I U-Tum I All Tolol "aM len I Hae len I U-Tum I App Tolal Right I Left I U-Tum I App Tolal Inl-Total )4:00 PM 1 0 132 0 133 240 0 0 0 240 0 0 0 0 0 0 0 1 0 1 374 14:15 PM 0 0 161 0 161 255 0 0 0 255 1 0 0 0 1 0 0 0 0 0 417 )4:30 PM 1 0 137 0 138 249 1 1 0 251 0 0 0 0 0 0 0 0 0 0 389 )4:45 PM 1 1 132 0 134 251 0 0 0 251 0 0 0 0 0 0 0 0 0 0 385 Total 3 1 562 0 566 995 1 1 0 997 1 0 0 0 1 1 0 0 1 0 1 1565 )5:00 PM 0 0 140 0 140 272 0 1 0 273 2 0 0 0 2 0 0 0 0 0 415 )5:15 PM 1 0 138 0 139 259 0 0 0 259 0 0 0 0 0 0 2 0 0 2 400 )5:30 PM 1 1 135 0 137 243 0 0 0 243 1 0 0 0 1 0 0 0 0 0 381 )5:45 PM 0 0 152 0 152 213 0 0 0 213 1 0 0 0 1 0 0 0 0 0 366 Total 2 1 565 0 568 987 0 1 0 988 4 0 0 0 4 0 2 0 0 2 1562 rand Total 5 2 1127 0 1134 1982 1 2 0 1985 5 0 0 0 5 0 2 1 0 3 3127 4pprch% 0.4 0.2 99.4 0 99.8 0.1 0.1 0 100 0 0 0 0 66.7 33.3 0 Total% 0.2 0.1 36 0 36.3 63.4 0 0.1 0 63.5 0.2 0 0 0 0.2 0 0.1 0 0 0.1 Cars 5 2 1087 0 1094 1932 1 2 0 1935 5 0 0 0 5 0 1 1 0 2 3036 % Cars 100 100 96.5 0 96.5 97.5 100 100 0 97.5 100 0 0 0 100 0 50 100 0 66.7 97.1 aavy Vehides 0 0 40 0 40 50 0 0 0 50 0 0 0 0 0 0 1 0 0 1 91 Heavy Vehides 0 0 3.5 0 3.5 2.5 0 0 0 2.5 0 0 0 0 0 0 50 0 0 33.3 2.9 Arlington Street Arlington Street Gas Station South Drive Gas Station North Drive From North From South From Southwest From West Start Time Right I u,,moral I Thu) U-Tum App.Tolal Thru I Left I H„a ft I U-Tum I App.Tolal p w 10-Un I Ha,aien I U-Tum I App Tolal q"n I Right I Left I u-Tum I App,Tolal InL Total 3k Hour Analysis From 04:45 PM to 0 :30 PM-`Peak 1 a 1 :ak Hour fW Entire Intersection Begins at 04:z 5 PM 04:45 PM 1 1 132 0 134 251 0 0 0 251 0 0 0 0 0 0 0 0 0 0 385 05:00 PM 0 0 140 0 140 272 0 1 0 273 2 0 0 0 2 0 0 0 0 0 415 05:15 PM 1 0 138 0 139 259 0 0 0 259 0 0 0 0 0 0 2 0 0 2 400 05:30 PM 1 1 135 0 137 243 0 0 0 243 1 0 0 0 1 0 0 0 0 0 381 otal Volume 3 2 545 0 550 1025 0 1 0 1026 3 0 0 0 3 0 2 0 0 2 1581 >App.Total 0.5 0.4 99.1 0 99.9 0 0.1 0 100 0 0 0 0 100 0 0 PHF .750 .500 .973 .000 .982 .942 .000 .250 .000 .940 .375 .000 .000 .000 .375 .000 .250 .000 .000 .250 .952 Cars 3 2 523 0 528 997 0 1 0 998 3 0 0 0 3 0 1 0 0 1 1530 %Cars 100 100 96.0 0 96.0 97.3 0 100 0 97.3 100 0 0 0 100 0 50.0 0 0 50.0 96.8 leavy Vehicles 0 0 22 0 22 28 0 0 0 28 0 0 0 0 0 0 1 0 0 1 51 Heavy Vel,ie, 0 0 4.0 0 4.0 2.7 0 0 0 2.7 0 0 0 0 0 0 50.0 0 0 50.0 3.2 MDM TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 S: Arlington Street File Name : 133646 CCC /SW:Gas Station North/Gas Station South Site Code . 743 ty, State: Watertown, MA Start Date : 11/19/2013 ient: MDM/ C. Jones Page No : 1 Groups Printed-Peds and Bikes Arlington Street Arlington Street Gas Station South Drive Gas Station North Drive From North From South From Southwest From West :art Time Right I „w,,,,, I Thru I Peds Apo T. Thru I Left I Ha,a�O Peds App T.tol "o I oc.,LO I naa10 I Peds I App Total I Right I Left I Peds I Fpp To�zl Int.Total WOO PM 0 0 0 5 5 0 0 0 0 0 PO 0 0 2 2 n0 0 0 1 1 8 )4:15 PM 0 0 0 3 3 0 0 0 0 0 0 0 0 4 4 0 0 0 5 5 12 14:30 PM 0 0 0 5 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 )4:45 PM 0 0 0 5 5 1 0 0 0 1 0 0 0 1 1 0 0 0 1 1 8 Total 0 0 0 18 18 1 0 0 0 1 0 0 0 7 71 0 0 0 7 7 33 )5:00 PM 0 0 0 5 5 1 0 0 0 1 0 0 0 1 1 0 0 0 1 1 8 )5:15 PM 0 0 0 8 8 7 0 0 0 7 0 0 0 2 2 0 0 0 1 1 18 )5:30 PM 0 0 1 3 4 1 0 0 0 1 0 0 0 1 1 0 0 0 1 1 7 )5:45 PM 0 0 3 5 8 1 0 0 0 1 0 0 0 4 4 0 0 0 4 4 17 Total 0 0 4 21 25 10 0 0 0 10 0 0 0 8 81 0 0 0 7 7 50 and Total 0 0 4 39 43 11 0 0 0 11 I 0 0 0 15 15( 0 0 0 14 14 83 \pprch% 0 0 9.3 90.7 100 0 0 0 0 0 0 100 0 0 0 100 Total% 0 0 4.8 47 51.8 13.3 0 0 0 13.3 0 0 0 18.1 18.1 0 0 0 V 16.9 MDM TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 S: Arlington Street File Name : 133646 C /SW:Gas Station North/Gas Station South Site Code : 743 ty, State: Watertown, MA Start Date : 11/16/2013 ient: MDM/ C. Jones Page No : 2 Arlington Street Out In Total 211 1267 I I 4 4 :78 70 0 0 0 8 OI 1 4 4 01 Right Bear Thu -Turn '� Right Peak Hour Data h m o North L L Peak Hour Begins at 11:00 AM 0 000-2 . Cars �° _i Heavy Vehicles cn 0 o 0 0 FJ yd� J O Hard 0 ya Left Left Thru U-Turn 1 5 572 0I s 2rL 0 1 7 0 per \'O �� 1 6 579 01 o I I \0 675 578 [12153 B683 586 Tor Out In Total _Qas Station South'$ i Arlinoton Street MDM TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01752 S- Arlington Street File Name : 133646 C ISW:Gas Station North/Gas Station South Site Code : 743 :y, State- Watertown, MA Start Date : 11/16/2013 ent: MDM/ C. Jones Page No : 1 Groups Pri rated-Cars-H2a:^C'"hicles Arlington Street Arlington Street Gas Station South Drive Gas Station North Drive From North From South From Southwest From West art Time Right I „roan, I Thru I U-Tum I App TOW I Thru I Left I H,,CLen I U-Tum I Alp Total I " °I I Ha,tl ten I U-Tum I App Total I " I Right I Left I U-Tum I App Total Int.Total 1:00 AM 1 0 173 0 174 156 1 0 0 157 n 1 0 0 0 1 n 0 1 0 0 1 333 1:15 AM 0 0 168 0 168 136 0 1 0 137 0 0 0 0 0 0 0 1 0 1 306 1:30 AM 1 1 159 0 161 151 1 0 0 152 0 0 0 0 0 0 0 0 0 0 313 1:45 AM 2 3 178 0 183 136 4 0 0 140 1 0 0 0 1 0 2 1 0 3 327 Total 4 4 678 0 686 579 6 1 0 586 2 0 0 0 2 0 3 2 0 5 1279 2:00 PM 1 3 145 0 149 134 1 0 0 135 2 2 0 0 4 0 0 0 0 0 288 2:15 PM 1 2 154 0 157 120 0 0 0 120 0 1 0 0 1 0 0 0 0 0 278 2:30 PM 1 0 154 0 155 130 0 0 0 130 0 0 0 0 0 0 0 0 0 0 285 2:45 PM 1 0 175 0 176 107 0 0 0 107 1 3 0 0 4 0 0 0 0 0 287 Total 4 5 628 0 637 491 1 0 0 492 3 6 0 0 9 0 0 0 0 0 1138 -and Total 8 9 1306 0 1323 1070 7 1 0 1078 5 6 0 0 11 0 3 2 0 5 2417 apprch% 0.6 0.7 98.7 0 99.3 0.6 0.1 0 45.5 54.5 0 0 0 60 40 0 Total% 0.3 0.4 54 0 54.7 44.3 0.3 0 0 44.6 0.2 0.2 0 0 0.5 0 0.1 0.1 0 0.2 Cars 8 9 1293 0 1310 1055 6 1 0 1062 5 6 0 0 11 0 3 2 0 5 2388 % Cars 100 100 99 0 99 98.6 85.7 100 0 98.5 100 100 0 0 100 0 100 100 0 100 98.8 -avy Vehicles 0 0 13 0 13 15 1 0 0 16 0 0 0 0 0 0 0 0 0 0 29 Heavy Vehicles 0 0 1 0 1 1.4 14.3 0 0 1.5 0 0 0 0 0 0 0 0 0 0 1.2 Arlington Street Arlington Street Gas Station South Drive Gas Station North Drive From North From South From Southwest From West Start Time Right I e slam I Thru I U-Tum I`App.T. Thru I Left I H,m uen I U-Tum I All.Total A I ems,ien I Ham Len I U-Tum I App.Total n eJ I Right I Left I U-Tum I Alp.T.W I lr L Total ak Hour Analysis From 11:00 AM to 12:45 PM-Peak 1 o 1 ak Hour fc-Entire Intersection Begins at 11:00 AM 11:00 AM 1 0 173 0 174 156 1 0 0 157 1 0 0 0 1 0 1 0 0 1 333 1 1:15 AM 0 0 168 0 168 136 0 1 0 137 0 0 0 0 0 0 0 1 0 1 306 11:30 AM 1 1 159 0 161 151 1 0 0 152 0 0 0 0 0 0 0 0 0 0 313 11:45 AM 2 3 178 0 183 136 4 0 0 140 1 0 0 0 1 0 2 1 0 3 327 otal Volume 4 4 678 0 686 579 6 1 0 586 2 0 0 0 2 0 3 2 0 5 1279 ,-App.Total 0.6 0.6 98.8 0 98.8 1 0.2 0 100 0 0 0 0 60 40 0 PHF .500 .333 .952 .000 .937 .928 .375 .250 .000 .933 .500 .000 .000 .000 .500 .000 .375 .500 .000 .417 .960 Cars 4 4 670 0 678 572 5 1 0 578 2 0 0 0 2 0 3 2 0 5 1263 % Cars 100 100 98.8 0 98.8 98.8 83.3 100 0 98.6 100 0 0 0 100 0 100 100 0 100 98.7 leavy Vehicles 0 0 8 0 8 7 1 0 0 8 0 0 0 0 0 0 0 0 0 0 16 Y.Heavy Veh,cles 0 0 1.2 0 1.2 1.2 16.7 0 0 1.4 0 0 0 0 0 0 0 0 0 0 1.3 MDM TRANSPORTATION CONSULTANTS, INC. 28 Lord Road, Suite 280 Marlborough, MA 01 752 S: Arlington Street File Name : 133646 C /SW:Gas Station North/Gas Station South Site Code : 743 ty, State: Watertown, MA Start Date : 11/16/2013 ient: MDM/ C. Jones Page No : 1 _ Groups Printed-Peds and Bikes Arlington Street Arlington Street Gas Station South Drive Gas Station North Drive From North From South From Southwest From West _:art Time Right Thru Peds iFpp Total Thu ILeft Idcie Peds app Total I IPeds I I 0 on IRig p .eaa, �O App Tmai 1:00 AM 0 0 0 9 9 1 0 0 0 1 0 0 0 2 2 p 0 0 0 1 1 13 i1:15AM 0 0 0 5 5 0 0 0 0 0 0 0 0 4 4 0 0 0 4 4 13 1:30 AM 0 0 0 4 4 0 0 0 0 0 2 0 0 5 7 0 0 0 4 4 15 11:45 AM 0 0 0 4 4 0 0 0 0 0 0 0 0 3 3 0 0 0 4 4 11 Total 0 0 0 22 22 1 0 0 0 1 2 0 0 14 16 0 0 0 13 13 52 12:00 PM 0 0 1 4 5 0 0 0 0 0 0 0 0 3 3 0 0 0 2 2 10 12:15PM 0 0 0 1 1 2 0 0 0 2 0 0 0 9 9 0 0 0 3 3 15 12:30 PM 0 0 0 4 4 3 0 0 0 3 0 0 0 5 5 0 0 0 4 4 16 2:45 PM 0 0 3 1 4 3 0 0 0 3 0 0 0 3 3 0 0 0 0 0 10 Total 0 0 4 10 14 8 0 0 0 8 0 0 0 20 20 0 0 0 9 9 51 and Total 0 0 4 32 36 9 0 0 0 9 2 0 0 34 36 0 0 0 22 22 103 apprch% 0 0 11.1 88.9 100 0 0 0 5.6 0 0 94.4 0 0 0 100 Total% 0 0 3.9 31.1 35 8.7 0 0 0 8.7 1.9 0 0 33 35 0 0 0 21.4 21.4 ❑ Seasonal Data LIJ tsj It - �'--Lo ED 4 _ > fV ED N -•r tj Lu � ® i U 0 - o m v U U ULL A 1 y J N Cn (n � •� f - f ce ti Tr ILI- cc c}-Y UM, s rn� 01 z n t, I p p E •- i, 4mi � '' m awl a6esny-�o'uor#aei�-,' 0 0 f77 RAMS Q C Al- i" I- I' _" r a rJ_ rJ J J r CC - CID - T - a '7 I_ o ID m - r CI - - o a v U U U C7 C7 G L -° m m m LL LL -3 (] Z (n (n i � n I w t � a5 a \ a •�� 7 +uJ Sei /// z LW v� Y r G�' v 1- }•: N CV I• r� L m N 1 a += d mar < w ..mj 77 = Z a a U; c „E' w .74 - ,:o, m� o l'a6eJanY%go-uogaeij o Crash Data �tia�r.•ir�htauachure:ts Foivua y. OT 3� W1!;iahway INTERSECTION CRASH RATE WORKSHEET CITY/TOWN : Watertown, MA COUNT DATE : Nov-13 DISTRICT : 6 UNSIGNALIZED : I SIGNALIZED : X - INTERSECTION DATA ------------------------------------------------------------------------------------------------------------------------------- MAJOR STREET : Mount Auburn Street (Route 16) MINOR STREET(S) : Arlington Street Arlington Street (2) INTERSECTION North DIAGRAM Mt Auburn Street Mt Auburn Street (Label Approaches) (3) (4) Arlington Street (1) PEAK HOUR VOLUMES APPROACH : 1 2 3 4 5 Total Peak Hourly DIRECTION : NB SB EB WB Approach Volume PEAK HOURLY VOLUMES (PM) : 1,041 398 569 686 2,694 INTERSECTION ADT(V) =TOTAL DAILY " K" FACTOR : 0.090 APPROACH VOLUME : 29,933 AVERAGE#OF TOTAL#OF CRASHES : 12 # OF 3 CRASHES PER YEAR ( 4.00 . YEARS : A) : ------------------------------------------------------------------------------------------------------------------------------- CRASH RATE CALCULATION : 0,37 RATE _ (A`1,000,000) ( V -365) Comments : MassDOT District 6 Avgs: Signalized = 0.76, Unsignalized = 0.58 Project Title & Date: 743-Watertown (Walgreens) i Z-9 gIg � � \\ � \ \ 0-3 A A, A.- � �\ \/ \ d� \ \ \ \ \ 174 ui cc �k \! \ Mil i HH ;H-H ib !§h AIM � \ \\ { ) �� \ \\! \ \ 0 2—ak Lu t, its 25". L) -A tR � � ! . \ \ t - � ` � �\ � d � \ �; y _ \ � � « - � \ < , \ � \ w � % ! &\T o y. \ »; ! #� * 0 ! % » �� ti ® $ %�m ❑ Trip Generation Calculations Institute of Transportation Engineers(ITE)9th Edition Land Use Code(LUC)880-Pharmacy/Drugstore without Drive-Through Window Average Vehicle Trips Ends vs: 1,000 Sq.Feet Gross Floor Area Independent Variable(X): 14.000 Pass-By: 0.53 AVERAGE WEEKDAY DAILY Total Pass-By Net New T=90.06*(X) AM T=90.06* 14 In 27 11 16 T= 1260.84 Out 14 11 3 T= 1,260 vehicle trips Total 41 22 19 with 50%( 630 vpd)entering and 50%( 630 vpd)exiting. PM WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC In 58 31 27 T=2.94*(X) Out 60 31 29 T= 2.94* 14.0 Total 118 62 56 T= 41.16 T= 41 vehicle trips Sat with 65%( 27 vpd)entering and 35%( 14 vpd)exiting. In 74 40 34 Out 76 40 36 Total 150 80 70 WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 8.40*(X) Weekday Daily 1,260 668 592 T= 8.40* 14.0 T= 117.60 Saturday Daily 1,603 850 753 T= 118 vehicle trips with 49%( 58 vph)entering and 51%( 60 vph)exiting. SATURDAY DAILY (Weekday Daily/Weekday PM)*Saturday Midday 90_06 = X y= 115 8.40 10.68 T=y*(X) T=1603 with 50%( 802 vph)entering and 50%( 802 vph)exiting. SATURDAY MIDDAY PEAK HOUR OF GENERATOR T= 10.68*(X) (Small Sample Size-Use with Caution) T= 10.68* 0.0 T= 149.52 T--, 150 vehicle trips with 49%( 74 vph)entering and 51%( 76 vph)exiting. 743-LUC 880(Avg.Rates).xls Institute .., of Yrans ortation En sneer P g� ..S (IYE).9th Edition.......... ............. -Land Use Code (LUC) 710 - General Office Building Average Vehicle Trips Ends vs: Employees Independent Variable (X): 12 (AVERAGE WEEKDAY DAILY T= 3.32*(X) 1 T= 3.32* 12 T= 39.84 T= 40 vehicle trips with 50% ( 20 vpd)entering and 50% ( 20 vpd)exiting. WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC f T= 0.48*(X) T= 0.48* 12 T= 5.76 T= 6 vehicle trips with 88%( 5 vph)entering and 12%( 1 vph)exiting. WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 0.46*(X) T= 0.46* 12 T= 5.52 T= 6 vehicle trips with 17%( 1 vph) entering and 83%( 5 vph)exiting. SATURDAY DAILY T= 0.54*(x) I T= 0.54* 12 T= 6.48 T= 6 velicle trips with 50%( 3 vpd)entering and 50%( 3 vpd)exiting. SATURDAY MIDDAY PEAK HOUR OF GENERATOR i T= 0.09*(X) 1 T= 0.09* 12 T= 1.08 T= 1 velicle trips with 54% ( 1 vph)entering and 46%( 0 vph)exiting. 743 - LUC 710 Employees (Avg Rates).xis ❑ Trip Distribution Calculations Traffic Impact Study Watertown, Massachusetts c 0 t;)4) 31% Q C0 865 720 d- L 4— 525 to CO0O +— 438 2671. r-- NEGL. � � � r— 274 Mt. Auburn Street 16 16 Mt. Auburn Street 779 --� '� �' 49 � 5 -j 415 —+ co 784 w 314 --� In N CD 28% z ,°+_'' > o I SITE N o N EXISTING Site Drive SITE TRIPS (North) } NEGL. � Enter 9 1 —Z J N Exit 5 w st Total 14 z rn VOLUME N IN % 784 28% Site Drive 865 31% (South) 1 720 26% 2 _jC,D N 420 F15--%—j Z z 2789 100% J 03 Z d Arlington Street j + Passageway NEGL. � 157. NEGL _j N w 't 420 z c *� 0 m L NOTES: =;5 North Signalized Intersection a Scale: Not to Scale NEGL. = NeVipible Attachments /�� (��/� TRANSPORTATION CONSULTANTS,INC. ��/� Planners&Engineers Trip IDistribution Calculations - Step 1 Existing 'Travel Patterns - Weekday Morning Peak Dour (Net New 'Trips) Date: November 1013 Dwg No 743 TINS dwe Traffic Impact Study TfTatertown, 1Llassachusetis c 0 r c 247. Q � 653 809 307 I` L 26 4 809 4 520 � NEGL. 140 Mt. Auburn Street 16 AV ? 16 Mt. Auburn Street 552 ---► 1 r' 58 � � I 4 J d 43814,—► _I�, 73 Z NON 682 25% SITE I c5 o F, LO EXISTING Site Drive j T SITE TRIPS (North) NEGL. Enter 10 � 2 Exit 9 d Total 19 Z O t\ VOLUME N , OUT % 809 309. Site Drive 653 2471. (South) NEGL t 682 25% 3 550 21% 2694 100% J C� O W Lo Z LO Arlington Street Passageway 21y NEGL NEGL i N 550 w o z � c 0 NOTES: North = Signalized Intersection Q Scale: Not to Scale NEGL. = Negligible �! �� TRANSPORTATION CONSULTANTS, INC. Attachments ,�/1 Planners&Engineers Trip Distribution Calculations - Step 2 Existing Travel Patterns - Weekday Evening Peak Hour Date: November 2013 (Net New Trips) Dwg No.743 TIAS dwg Traf f7c Impact Study Watertown, 1Vlassachusetts 22% c 0 r c d d 492 Q U) 442 490 It L-- 17 514 4 490 CO � +— 333 2471,, f— NEGL. AV 164 Mt. Auburn Street 16 531 --� "� �` � � t 16 Mt.Auburn Street 24% 68 6 M 356 --► CD 1• ILo n 537 w 109 —Z CDrt+j 509 z _ > to SITE o 't100 EXISTING Site Drive j 1 SITE TRIPS (North) � 2 Enter 21 3 Exit 10 00 Total 31 00 VOLUME IN/OUT % 1027 2471. Site Drive 93 4 22% (South) NEGL 1 1 A. 1 1023 247. 2 —Z — o 1275 307- `n 4259 100% J c� ¢ w co z to Arlington Street j 1 Passageway NEGL � NEGL. —Z J 684 w to 591 z c +r d O L NOTES; c U) North 0 = Signalized Intersection Scale: Not to Scale NEGL.= Negligible 3 Attachments D� /(� TRANSPORTATION CONSULTANTS,INC. ��/� Planners&Engineers Trip Distribution Calculations - Step 3 Existing Travel Patterns - Saturday Midday Peak Hour (Net New Trips) Date: Novernber2013 D,vg No.743 TtAS dwg Copyright©by MDM Transportation Consultants,Inc All riehtc reserved Traffic Impact Study uTatertmi,n, Alassachusetts Trip Distribution Calculations (Net New Trips): Average of Weekday Morning,Weekday Evening and Saturday Midday Peak Hours: Route 16 (To/From West) _ (28%+30%+24%)/3 = 27% SAY 25% Arlington Street (To/From North) _ (31%+24%+22%)/3 =26% SAY 25% Route 16 (To/From East)_ (26%+25%+241l0)13 =25% SAY 25% Arlington Street(To/From South)_ (15%+21%+30%)/3 = 22% SAY 25% North Scale: Not to Scale Attachments MDMTRANSPORTATION CONSULTANTS,INC. Planners&Engineers Trip Distribution Calculations - Step 4 Existing Travel Patterns - Averages (Net New Trips) Date November 2013 Dwe No 743 T1AS.dwe Traffic Impact Study Watertown, Massachusetts c 0 r m� c m an 8 �-- 525 to CO +- 438 r- NEGL. 1 r- 274 Mt. Auburn Street 16 16 Mt.Auburn Street 5 _j 5% 415 —► I. co co w 314 --3 to N a) VOLUME % Z Fn] 57 3% > 0 266 15% SITE N 98 5% EXISTING Site Drive 421 23% SITE TRIPS (North) I 1 NEGL. � Enter 9 1 Exit 5 w Total 14 Z 77% rn 1399 CD N VOLUME % Site Drive j 1399 77% (South) 1 `l t 420 2371. 2 --3 ...i N 1819 100% w 420 Z 23% 00 w � Z �I Arlington Street j + Passageway NEGL. � NEGL. --3 N Ui w Z L c NOTES: c v� North = Signalized Intersection a Scale: Not to Scale NEGL. = Negligible Attachments MDMTRANSPORTATION CONSULTANTS,INC. Planners&Engineers Trip Distribution Calculations - Step 1 Existing Travel Patterns - Weekday Morning Peak Hour (Pass-By Trips) Date: June 2014 Dwg No.743 TIAS02.dwg Copyright©by MDM Transportation Consultants,Inc. All rights reserved. Traffic Impact Study Watertown, Massachusetts c 0 c � Q � L 26 4— 809 520 ;— NEGL. � 1 � � 140 Mt. Auburn Street Ib 16 Mt.Auburn Street 552 --► I 36% 58 - }I I r 438 --► w a 15% to o) o, 73 N N N VOLUME % z 243 N � M 15% SITE ' 569 3sq ' p K) 'LO 229 1 s% EXISTING Site Drive j 1 1041 66% SITE TRIPS (North) I 1 NEGL. � Enter 10 2 Exit 9 w Total 19 Z 34q 547 N If') VOLUME Site Drive 547 34q (South) 1041 66% NEGL. � 3 1645 100% 1041 66q J 0 O W LO Z aO Arlington Street j 1 Passageway I ? NEGL. � NEGL i c,4 wo z � c o NOTES: 0.1 North =Signalized Intersection a Scale: Not to Scale NEGL. = Neglivible Attachments MDMTRANSPORTATION CONSULTANTS,INC. Planners&Engineers Trip Distribution Calculations - Step 2 Existing Travel Patterns - Weekday Evening Peak Hour (Pass-By Trips) Date: June 2014 Dwg No.743 TIAS02.dwg Copyright©by MDM Transportation Consultants,Inc. All rights reserved. Traffic Impact Study Watertown, Massachusetts c 0 r a� c m do) .L L. a v, 1_ 17 r 490 co 'q- — t— 333 j-- NEGL. j 1 � j-- 164 Mt. Auburn Street 16 � � � � � 16 Mt.Auburn Street 531 --► r 2Bq, 68 6 _j PO 11% 356 r ,n w 10g —� °' O 10 VOLUME % Z r 94 7% > r� N 357 28% SITE I y o co 135 11% EXISTING Site Drive ` 586 46% SITE TRIPS (North) 2 Enter 21 3 co ,t Exit 10 03 Total 31 54% 682 M �t co VOLUME % Site Drive j 1 682 54% (South) NEGL. t 590 46% 2 1272 100% LO 590 46 C9 �t w ao Z CID Arlington Street j 1 Passageway NEGL. --+ NEGL ---,+ rn w `n z c w r m NOTES; cCA North =Signalized Intersection a Scale: Not to Scale NEGL. = Negligible Attachments }� TRANSPORTATION CONSULTANTS,INC. ��/� Planners&Engineers Trip Distribution Calculations - Step 3 Existing Travel Patterns - Saturday Midday Peak Hour (Pass-By Trips) Date: June 2014 Dwg No.743 TIA502.dwg Copyright©by MDM Transportation Consultants,Inc. All rights reserved. ❑ Existing Site Trip Tracings Traffic Impact Study Watertown, Massachusetts c 0 c 44 L W Cn M Mt. Auburn Street 16 16 Mt. Auburn Street —5 —' I I SITE Cn o N N EXISTING Site Drive SITE TRIPS (North) Enter 9 _ Exit 5 —� Total 14 N I I Site Drive (South) _ 1 —2 --j M I Arlington Street Passageway � c � c U) NOTES: North a =Scale: Not to Scale Signalized Intersection TRANSPORTATION CONSULTANTS,INC. Attachments MDM Planners&Engineers Removal of Existing Site 'Trips Weekday Morning Peak Hour Date: November 2013 D-g No.743 TIAS.dwe Traffic Impact Study Wotertmim, Massachusetts c 0 c m Q Cn �-- � Mt.Auburn Street 16 --a 16 Mt. Auburn Street —4 —4 I � +� a� SITE I o N EXISTING Site Drive + SITE TRIPS (North) 4 Enter 10 —2 —� Exit 9 Total 19 N N 1 I Site Drive (South) T -3 i LO I Arlington Street Passageway + c +� a� c NOTES: Q North = Signalized Intersection Scale: Not to Scale Attachments MDMTRANSPORTATION CONSULTANTS,INC. Planners&Engineers Removal of Existing Site Trips Weekday Evening Peak Hour Date:November^_013 Dwg No 743 71AS.dwg (i nn..�.�ti,n I,, 11—A I...._I'll....._ Traffic Impact Study Watertown, Massachusetts c 0 r c 00 �L L Q co 4 -2 Mt. Auburn Street 16 AV } 16 Mt. Auburn Street —6 —3 I I I I SITE o EXISTING Site Drive SITE TRIPS (North) — } 2 Enter 21 —3 Exit 10 Total 31 �F M I I Site Drive (South) t I. —2 T (0 I Arlington Street Passageway + + r I c O � L 1� co NOTES: North Q =Scale: Not to Scale Signalized Intersection ., ■ �! /(r TRANSPORTATION CONSULTANTS,INC. Attachments ��/� Planners&Engineers Removal of Existing Site Trips Saturday )Midday Peak ):lour Date. November 2013 Dwg No.743 T1AS.dwg o Capacity Analysis Worksheets LEVEL OF SERVICE METHODOLOGY Capacity analysis of intersections is developed using the Syrichro® computer software, which implements the methods of the 2010 Highway Capacity Manual (HCM). The resulting analysis presents a level-of-service (LOS) designation for individual intersection movements and (for signalized intersections) for the entire intersection. The LOS is a letter designation that provides a qualitative measure of operating conditions based on several factors including roadway geometry, speeds, ambient traffic volumes, traffic controls, and driver characteristics. Since the LOS of a traffic facility is a function of the traffic flows placed upon it, such a facility may operate at a wide range of LOS, depending on the time of day, day of week, or period of year. A range of six levels of service are defined on the basis of average delay, ranging from LOS A (the least delay) to LOS F (delays greater than 50 seconds for unsignalized movements, and greater than 80 seconds for signalized movements). Sibnalized Intersection Performance Measures The six LOS designations for signalized intersections may be described as follows: • LOS A describes operations with low control delay; most vehicles do not stop at all. • LOS B describes operations with relatively low control delay. However, more vehicles stop than LOS A. • LOS C describes operations with higher control delays. Individual cycle failures may begun to appear. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. • LOS D describes operations with control delay in the range where the influence of congestion becomes more noticeable. Many vehicles stop and individual cycle failures are noticeable. • LOS E describes operations with high control delay values. Individual cycle failures are frequent occurrences. • LOS F describes operations with high control delay values that often occur with over-saturation. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. The LOS for signalized intersections are calculated using the operational analysis methodology of the 2010 Highway Capacity Mamcal.' This method assesses the effects of signal type, timing, phasing, and progression; vehicle mix; and geometries on delay. LOS designations are based on the criterion of control or signal delay per vehicle. Control or signal delay is a measure of driver discomfort, frustration, and fuel consumption, and includes initial deceleration delay approaching the traffic signal, queue move-up time, stopped delay and final acceleration delay. Table Al summarizes the relationship between LOS and control delay. The tabulated control delay criterion may be applied u1 assigning LOS designations to individual lane groups, to individual intersection approaches, or to entire intersections. Table Al LEVEL-OF-SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONS' Control (Signal) Delay per Vehicle Level of Service (Seconds) A <10.0 B 10.1 to 20.0 C 20.1 to 35.0 D 35.1 to 55.0 E 55.1 to 80.0 F >80.0 'Source: Highway Capacity Manual 2010, Transportation Research Board;Washington,DC;2010. 'Highway Capacity Manual 2010;Transportation Research Board;Washington,DQ 2010. Unsi--nalized Intersection Performance Measures The sic LOS designations for unsignalized intersections may be described as follows: • LOS A represents a condition with little or no control delay to minor street traffic. • LOS B represents a condition with short control delays to minor street traffic. • LOS C represents a condition with average control delays to minor street traffic. • LOS D represents a condition with long control delays to minor street traffic. • LOS E represents operating conditions at or near capacity level, with very long control delays to minor street traffic. e LOS F represents a condition where minor street demand volume exceeds capacity of an approach lane,with extreme control delays resulting. The LOS designations of tunsignalized intersections are determined by application of a procedure described in the 2010 Higl2way Capacity Manual.' LOS is measured in terms of average control delay. Mathematically, control delay is a function of the capacity and degree of saturation of the lane group and/or approach under study and is a quantification of motorist delay associated with traffic control devices such as traffic signals and STOP signs. Control delay includes the effects of initial deceleration delay approaching a STOP sign, stopped delay, queue move-up time, and final acceleration delay from a stopped condition. Definitions for LOS at unsignalized intersections are also given in the Highway Capacillj Mainial 2010. Table A2 summarizes the relationship between LOS and average control delay. Table A2 LEVEL-OF-SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONS' Level of Service Average Control Delay (seconds per vehicle) v/c<_1 v/c>1 <10.0 A F 10.1 to 15.0 B F 15.1 to 25.0 C F 25.1 to 35.0 D F 35.1 to 50.0 E F >50.0 F F 'Source:Highwmj Capncihj Manua12010,Transportation Research Board;Washington,DC; 2010. ibid Lanes, Volumes, Timings Existing (Baseline) 1: Arlington Street & Mount Auburn Street Weekday Morning Peak Hour -� -. ---* 1, *- t •1 t �► 1 *' Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 0 t1a 41a 0131 Volume(vph) 49 415 314 274 438 8 57 266 98 19 814 32 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 12 12 12 12 12 12 11 11 11 Storage Length(ft) 75 0 200 0 0 0 0 0 Storage Lanes 1 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Frt 0.935 0.997 0.965 0.995 Fit Protected 0.950 0.950 0.993 0.999 Satd.Flow(prot) 1646 3177 0 1736 3496 0 0 3245 0 0 3351 0 Fit Permitted 0.492 0.153 0.595 0.938 Satd.Flow(perm) 852 3177 0 280 3496 0 0 1944 0 0 3146 0 Right Turn on Red No No No No Satd.Flow(RTOR) Link Speed(mph) 30 30 30 30 Link Distance(ft) 500 500 500 80 Travel Time(s) 11.4 11.4 11.4 1.8 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles(%) 6% 4% 1% 4% 3% 0% 2% 6% 11% 5% 3% 16% Adj.Flow(vph) 49 419 317 277 442 8 58 269 99 19 822 32 Shared Lane Traffic(%) Lane Group Flow(vph) 49 736 0 277 450 0 0 426 0 0 873 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector(ft) 20 100 20 100 20 100 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Turn Type Perm NA pm+pt NA pm+pt NA Perm NA Protected Phases 2 1 6 3 8 4 G:IProjects1743-Watertown(Pharmacy)ISynchro1743 XAM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings Existing (Baseline) 1: Arlington Street & Mount Auburn Street Weekday Morning Peak Hour Lane Group 09 Lane Configurations Volume(vph) Ideal Flow(vphpl) Lane Width(ft) Storage Length(ft) Storage Lanes Taper Length(ft) Lane Util. Factor Frt Fit Protected Satd. Flow(prot) Fit Permitted Satd.Flow(perm) Right Turn on Red Satd.Flow(RTOR) Link Speed(mph) Link Distance(ft) Travel Time(s) Peak Hour Factor Heavy Vehicles(%) Adj.Flow(vph) Shared Lane Traffic(%) Lane Group Flow(vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed(mph) Number of Detectors Detector Template Leading Detector(ft) Trailing Detector(ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend(s) Detector 1 Queue(s) Detector 1 Delay(s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend(s) Turn Type Protected Phases 9 G:IProjects1743-Watertown(Pharmacy)1Synchro1743 XAM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings Existing (Baseline) 1: Arlington Street & Mount Auburn Street Weekday Morning Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 2 6 8 4 Detector Phase 2 2 1 6 3 8 4 4 Switch Phase Minimum Initial(s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 Minimum Split(s) 12.0 12.0 12.0 12.0 10.0 12.0 12.0 12.0 Total Split(s) 27.0 27.0 13.0 40.0 10.0 38.0 28.0 28.0 Total Split(%) 26.2% 26.2% 12.6°% 38.8% 9.7% 36.9% 27.2% 27.2% Maximum Green(s) 21.0 21.0 7.0 34.0 4.0 32.0 22.0 22.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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 Total Lost Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 LeadlLag Lag Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Min C-Min None C-Min None None None None Walk Time(s) Flash Dont Walk(s) Pedestrian Calls(#/hr) Act Effct Green (s) 23.8 23.8 49.0 49.0 32.0 32.0 Actuated g/C Ratio 0.23 0.23 0.48 0.48 0.31 0.31 v/c Ratio 0.25 1.00 0.69 0.27 0.71 0.89 Control Delay 36.9 74.4 37.0 19.5 38.9 46.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.9 74.4 37.0 19.5 38.9 46.9 LOS D E D B D D Approach Delay 72.0 26.2 38.9 46.9 Approach LOS E C D D 90th%ile Green(s) 21.0 21.0 7.0 34.0 0.0 32.0 32.0 32.0 90th%ile Term Code Coord Coord Max Coord Skip Max Max Max 70th%ile Green(s) 21.0 21.0 7.0 34.0 0.0 32.0 32.0 32.0 70th %ile Term Code Coord Coord Max Coord Skip Max Max Max 50th%ile Green(s) 30.4 30.4 22.6 59.0 0.0 32.0 32.0 32.0 50th %ile Term Code Coord Coord Gap Coord Skip Hold Max Max 30th%ile Green(s) 25.8 25.8 27.2 59.0 0.0 32.0 32.0 32.0 30th%ile Term Code Coord Coord Gap Coord Skip Hold Max Max 10th%ile Green(s) 21.0 21.0 32.0 59.0 0.0 32.0 32.0 32.0 10th%ile Term Code Coord Coord Max Coord Skip Hold Max Max Queue Length 50th(ft) 24 233 87 71 129 286 Queue Length 95th(ft) 63 #417 #365 163 188 #402 Internal Link Dist(ft) 420 420 420 1 Turn Bay Length(ft) 75 200 Base Capacity(vph) 197 735 403 1663 603 977 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 0.25 1.00 0.69 0.27 0.71 0.89 Intersection Summary Area Type: Other „ G:1Projects1743-Watertown(Pharmacy)1Synchro1743 XAM.syn MDM Transportation Consultants,Inc. Lanes, Volumes, Timings Existing (Baseline) 1: Arlington Street & Mount Auburn Street Weekday Morning Peak Hour Lane Group 09 Permitted Phases Detector Phase Switch Phase Minimum Initial(s) 7.0 Minimum Split(s) 25.0 Total Split(s) 25.0 Total Split(%) 24% Maximum Green(s) 19.0 Yellow Time(s) 4.0 All-Red Time(s) 2.0 Lost Time Adjust(s) Total Lost Time(s) Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 Recall Mode None Walk Time(s) 7.0 Flash Dont Walk(s) 12.0 Pedestrian Calls(#/hr) 15 Act Effct Green(s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th%ile Green(s) 19.0 90th%ile Term Code Ped 70th%ile Green(s) 19.0 70th %ile Term Code Ped 50th%ile Green(s) 0.0 50th%ile Term Code Skip 30th%ile Green(s) 0.0 30th%ile Term Code Skip 10th%ile Green(s) 0.0 10th%ile Term Code Skip Queue Length 50th(ft) Queue Length 95th(ft) Internal Link Dist(ft) Turn Bay Length(ft) Base Capacity(vph) Starvation Cap Reductn Spiliback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary G:1Projects1743-Watertown(Ph arm acy)1Synchro1743 XAM.syn MDM Transportation Consultants,Inc. Lanes, Volumes, Timings Existing (Baseline) 1: Arlington Street & Mount Auburn Street Weekday Morning Peak Hour Cycle Length:103 Actuated Cycle Length: 103 Offset:28(27%),Referenced to phase 2:EBTL and 6:WBTL,Start of Green Natural Cycle: 140 Control Type:Actuated-Coordinated Maximum v/c Ratio: 1.00 Intersection Signal Delay:47.3 Intersection LOS: D Intersection Capacity Utilization 92.9% ICU Level of Service F Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1:Arlington Street&Mount Auburn Street II44 ��i =►�2 I 03 #'04 409 WWI i2m,, 06 G:IProjectsV43-Watertown(Pharmac#SynchroV43 XAM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings Existing (Baseline) 1: Arlington Street & Mount Auburn Street Weekday Evening Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 0 0 41a 41a Volume(vph) 58 438 73 140 520 26 243 569 229 15 337 46 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 12 12 12 12 12 12 11 11 11 Storage Length(ft) 75 0 200 0 0 0 0 0 Storage Lanes 1 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 1.00 0.95 0.95 1.00 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Fri: 0.979 0.993 0.967 0.983 Fit Protected 0.950 0.950 0.988 0.998 Said.Flow(prot) 1694 3340 0 1687 3518 0 0 3363 0 0 3331 0 Fit Permitted 0.441 0.297 0.713 0.785 Satd.Flow(perm) 786 3340 0 527 3518 0 0 2427 0 0 2620 0 Right Turn on Red No No No No Said.Flow(RTOR) Link Speed(mph) 30 30 30 30 Link Distance(ft) 500 500 500 80 Travel Time(s) 11.4 11.4 11.4 1.8 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 Heavy Vehicles(%) 3% 2% 4% 7% 2% 0% 3% 1% 6% 0% 3% 2% Adj.Flow(vph) 60 452 75 144 536 27 251 587 236 15 347 47 Shared Lane Traffic(%) Lane Group Flow(vph) 60 527 0 144 563 0 0 1074 0 0 409 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector(ft) 20 100 20 100 20 100 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 , 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Turn Type Perm NA pm+pt NA pm+pt NA Perm NA Protected Phases 2 1 6 3 8 4 G:IProjects1743-Watertown(Pharmacy)ISynchro1743 XPM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings Existing (Baseline) 1: Arlington Street & Mount Auburn Street Weekday Evening Peak Hour Lane Group 09 Lane Configurations Volume(vph) Ideal Flow(vphpl) Lane Width(ft) Storage Length(ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt At Protected Satd. Flow(prot) Flt Permitted Satd.Flow(perm) Right Turn on Red Satd. Flow(RTOR) Link Speed(mph) Link Distance(ft) Travel Time(s) Peak Hour Factor Heavy Vehicles(%) Adj.Flow(vph) Shared Lane Traffic Lane Group Flow(vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed(mph) Number of Detectors Detector Template Leading Detector(ft) Trailing Detector(ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend(s) Detector 1 Queue(s) Detector 1 Delay(s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend(s) Turn Type Protected Phases 9 G:1Projects1743-Watertown(Pharmacy)1Synchro1743 XPM.syn MDM Transportation Consultants,Inc. Lanes, Volumes, Timings Existing (Baseline) 1: Arlington Street & Mount Auburn Street Weekday Evening Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 2 6 8 4 Detector Phase 2 2 1 6 3 8 4 4 Switch Phase Minimum Initial(s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 Minimum Split(s) 12.0 12.0 12.0 12.0 10.0 12.0 12.0 12.0 Total Split(s) 28.0 28.0 13.0 41.0 10.0 37.0 27.0 27.0 Total Split(%) 27.2% 27.2% 12.6% 39.8% 9.7% 35.9% 26.2% 26.2% Maximum Green (s) 22.0 22.0 7.0 35.0 4.0 31.0 21.0 21.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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 Total Lost Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lag Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Min C-Min None C-Min None None None None Walk Time(s) Flash Dont Walk(s) Pedestrian Calls(#/hr) Act Effct Green(s) 36.2 36.2 51.1 51.1 34.9 34.9 Actuated g/C Ratio 0.35 0.35 0.50 0.50 0.34 0.34 v/c Ratio 0.22 0.45 0.40 0.32 1.31 0.46 Control Delay 29.1 28.6 20.2 17.5 177.7 29.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.1 28.6 20.2 17.5 177.7 29.6 LOS C C C B F C Approach Delay 28.6 18.0 177.7 29.6 Approach LOS C B F C 90th°toile Green(s) 22.0 22.0 7.0 35.0 0.0 31.0 31.0 31.0 90th%ile Term Code Coord Coord Max Coord Skip Max Hold Hold 70th%ile Green(s) 42.1 42.1 11.0 59.1 0.0 31.9 31.9 31.9 70th%ile Term Code Coord Coord Gap Coord Skip Max Hold Hold 50th%ile Green(s) 39.8 39.8 10.1 55.9 0.0 35.1 35.1 35.1 50th%ile Term Code Coord Coord Gap Coord Skip Max Hold Hold 30th%Ile Green (s) 39.3 39.3 9.0 54.3 0.0 36.7 36.7 36.7 30th%ile Term Code Coord Coord Gap Coord Skip Max Hold Hold 10th%ile Green(s) 37.8 37.8 7.4 51.2 0.0 39.8 39.8 39.8 10th%ile Term Code Coord Coord Gap Coord Skip Max Hold Hold Queue Length 50th(ft) 26 131 45 100 -478 109 Queue Length 95th(ft) 75 232 118 203 #643 165 Internal Link Dist(ft) 420 420 420 1 Turn Bay Length(ft) 75 200 Base Capacity(vph) 276 1173 361 1745 822 887 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 0.22 0.45 0.40 0.32 1.31 0.46 Intersection Summary Area Type: Other G:1Projects1743-Watertown(Pharmacy)1Synchr043 XPM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings Existing (Baseline) 1: Arlington Street & Mount Auburn Street Weekday Evening Peak Hour Lane Group 09 Permitted Phases Detector Phase Switch Phase Minimum Initial(s) 7.0 Minimum Split(s) 25.0 Total Split(s) 25.0 Total Split(%) 24% Maximum Green(s) 19.0 Yellow Time(s) 4.0 All-Red Time(s) 2.0 Lost Time Adjust(s) Total Lost Time(s) Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 Recall Mode None Walk Time(s) 7.0 Flash Dont Walk(s) 12.0 Pedestrian Calls(#/hr) 11 Act Effct Green(s) Actuated g/C Ratio vlc Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th%ile Green(s) 19.0 90th%ile Term Code Ped 70th%ile Green(s) 0.0 70th%ile Term Code Skip 50th%ile Green(s) 0.0 50th%ile Term Code Skip 30th%ile Green(s) 0.0 30th%ile Term Code Skip 10th%ile Green(s) 0.0 10th%ile Term Code Skip Queue Length 50th(ft) Queue Length 95th(ft) Internal Link Dist(ft) Turn Bay Length(ft) Base Capacity(vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary G:IProjects1743-Watertown(Pharmacy)ISynchro1743 XPM.syn MDM Transportation Consultants,Inc. Lanes, Volumes, Timings Existing (Baseline) 1: Arlington Street & Mount Auburn Street Weekday Evening Peak Hour Cycle Length: 103 Actuated Cycle Length: 103 Offset:28(27%),Referenced to phase 2:EBTL and 6:WBTL,Start of Green Natural Cycle: 120 Control Type:Actuated-Coordinated Maximum v/c Ratio: 1.31 Intersection Signal Delay:83.7 Intersection LOS:F Intersection Capacity Utilization 83.5% ICU Level of Service E Analysis Period(min) 15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1:Arlington Street&Mount Auburn Street fI , —►5�2 03 M06 247- To 0 G:1Projects1743-Watertown(Pharmacy)1Synchro1743 XPM.syn MDM Transportation Consultants,Inc. Lanes, Volumes, Timings Existing (Baseline) 1: Arlington Street & Mount Auburn Street Saturday Midday Peak Hour -* 4- '- ,- 4\ t 1 -V Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ti. 0 0131 413, Volume(vph) 68 356 109 164 333 17 94 357 135 18 414 60 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 12 12 12 12 12 12 11 11 11 Storage Length(ft) 75 0 200 0 0 0 0 0 Storage Lanes 1 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Frt 0.965 0.993 0.965 0.982 Fit Protected 0.950 0.950 0.992 0.998 Satd.Flow(prot) 1694 3317 0 1770 3518 0 0 3414 0 0 3391 0 Fit Permitted 0.536 0.322 0.693 0.916 Satd.Flow(perm) 956 3317 0 600 3518 0 0 2385 0 0 3113 0 Right Turn on Red No No No No Satd.Flow(RTOR) Link Speed(mph) 30 30 30 30 Link Distance(ft) 500 500 500 80 Travel Time(s) 11.4 11.4 11.4 1.8 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 Heavy Vehicles(°1°) 3% 2% 0% 2% 2% 0% 1% 1% 2% 0% 1% 0% Adj.Flow(vph) 70 367 112 169 343 18 97 368 139 19 427 62 Shared Lane Traffic(%) Lane Group Flow(vph) 70 479 0 169 361 0 0 604 0 0 508 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector(ft) 20 100 20 100 20 100 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Turn Type Perm NA pm+pt NA pm+pt NA Perm NA Protected Phases 2 1 6 3 8 4 G:1Projects1743-Watertown(Pharmacy)1Synchro1743 XSat.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings Existing (Baseline) 1: Arlington Street & Mount Auburn Street Saturday Midday Peak Hour Lane Group 09 Lane Configurations Volume(vph) Ideal Flow(vphpl) Lane Width(ft) Storage Length(ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Fit Protected Satd.Flow(prot) Fit Permitted Satd. Flow(perm) Right Turn on Red Satd.Flow(RTOR) Link Speed(mph) Link Distance(ft) Travel Time(s) Peak Hour Factor Heavy Vehicles(%) Adj.Flow(vph) Shared Lane Traffic(%) Lane Group Flow(vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed(mph) Number of Detectors Detector Template Leading Detector(ft) Trailing Detector(ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend(s) Detector 1 Queue(s) Detector 1 Delay(s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend(s) Turn Type Protected Phases 9 ... G:\Projects\743-Watertown(Ph arm acy)\Synchro\743 XSat.syn MDM Transportation Consultants,Inc. Lanes, Volumes, Timings Existing (Baseline) 1: Arlington Street & Mount Auburn Street Saturday Midday Peak Hour --* r *- 4\ t 4 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 2 6 8 4 Detector Phase 2 2 1 6 3 8 4 4 Switch Phase Minimum Initial(s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 Minimum Split(s) 12.0 12.0 12.0 12.0 10.0 12.0 12.0 12.0 Total Split(s) 25.0 25.0 13.0 38.0 10.0 40.0 30.0 30.0 Total Split(%) 24.3% 24.3% 12.6% 36.9% 9.7% 38.8% 29.1% 29.1% Maximum Green (s) 19.0 19.0 7.0 32.0 4.0 34.0 24.0 24.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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 Total Lost Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lag Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Min C-Min None C-Min None None None None Walk Time(s) Flash Dont Walk(s) Pedestrian Calls(#Ihr) Act Etfct Green(s) 33.9 33.9 48.5 48.5 32.5 32.5 Actuated g/C Ratio 0.33 0.33 0.47 0.47 0.32 0.32 v/c Ratio 0.22 0.44 0.44 0.22 0.80 0.52 Control Delay 34.1 32.3 25.5 19.9 41.3 30.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.1 32.3 25.5 19.9 41.3 30.7 LOS C C C B D C Approach Delay 32.5 21.7 41.3 30.7 Approach LOS C C D C 90th%ile Green(s) 19.0 19.0 7.0 32.0 0.0 34.0 34.0 34.0 90th%ile Term Code Coord Coord Max Coord Skip Max Hold Hold 70th%ile Green(s) 19.0 19.0 7.0 32.0 0.0 34.0 34.0 34.0 70th%ile Term Code Coord Coord Max Coord Skip Max Hold Hold 50th %ile Green(s) 38.5 38.5 11.3 55.8 0.0 35.2 35.2 35.2 50th%ile Term Code Coord Coord Gap Coord Skip Max Hold Hold 30th%ile Green(s) 42.7 42.7 9.8 58.5 0.0 32.5 32.5 32.5 30th%ile Term Code Coord Coord Gap Coord Skip Gap Hold Hold 10th%ile Green(s) 50.3 50.3 7.9 64.2 0.0 26.8 26.8 26.8 10th %ile Term Code Coord Coord Gap Coord Skip Gap Hold Hold Queue Length 50th(ft) 31 119 54 60 182 137 Queue Length 95th(ft) 86 #223 #142 135 256 190 Internal Link Dist(ft) 420 420 420 1 Turn Bay Length(ft) 75 200 Base Capacity(vph) 314 1091 380 1656 793 982 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 0.22 0.44 0.44 0.22 0.76 0.52 Intersection Summary Area Type: Other G:1Projects1743-Watertown(Pharmacy)1Synchro1743 XSat.syn MDM Transportation Consultants,Inc. Lanes, Volumes, Timings Existing (Baseline) 1: Arlington Street & Mount Auburn Street Saturday Midday Peak Hour Lane Group e9 Permitted Phases Detector Phase Switch Phase Minimum Initial(s) 7.0 Minimum Split(s) 25.0 Total Split(s) 25.0 Total Split(%) 24% Maximum Green(s) 19.0 Yellow Time(s) 4.0 All-Red Time(s) 2.0 Lost Time Adjust(s) Total Lost Time(s) Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 Recall Mode None Walk Time(s) 7.0 Flash Dont Walk(s) 12.0 Pedestrian Calls(#Ihr) 17 Act Effct Green(s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th%ile Green(s) 19.0 90th %ile Term Code Ped 70th%ile Green(s) 19.0 70th %ile Term Code Ped 50th%ile Green(s) 0.0 50th%ile Term Code Skip 30th%ile Green(s) 0.0 30th%ile Term Code Skip 10th%ile Green(s) 0.0 10th%ile Term Code Skip Queue Length 50th(ft) Queue Length 95th(ft) Internal Link Dist(ft) Turn Bay Length(ft) Base Capacity(vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary G:1Projects1743-Watertown (Pharmacy)1Synchro1743 XSat.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings Existing (Baseline) 1: Arlington Street & Mount Auburn Street Saturday Midday Peak Hour Cycle Length: 103 Actuated Cycle Length: 103 Offset:28(27%), Referenced to phase 2:EBTL and 6:WBTL,Start of Green Natural Cycle:90 Control Type:Actuated-Coordinated Maximum vlc Ratio:0.80 Intersection Signal Delay:31.9 Intersection LOS:C Intersection Capacity Utilization 73.2% ICU Level of Service D Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1:Arlington Street&Mount Auburn Street 2 03 "PO4 king ` E _ _ 1 _ �38 G:IProjects1743-Watertown(Pharmacy)ISynchro1743 XSat.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings Design Year Condition 1: Arlington Street & Mount Auburn Street Weekday Morning Peak Hour --.;v f- 4 t /0- ti Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vi t1a Vi t1a 41a 41a Volume(vph) 51 416 318 277 438 8 56 264 97 19 815 32 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 12 12 12 12 12 12 11 11 11 Storage Length(ft) 75 0 200 0 0 0 0 0 Storage Lanes 1 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Frt 0.935 0.997 0.965 0.995 Fit Protected 0.950 0.950 0.993 0.999 Satd. Flow(prot) 1646 3177 0 1736 3496 0 0 3244 0 0 3351 0 Fit Permitted 0.492 0.153 0.598 0.938 Satd. Flow(perm) 852 3177 0 280 3496 0 0 1954 0 0 3146 0 Right Turn on Red No No No No Satd. Flow(RTOR) Link Speed(mph) 30 30 30 30 Link Distance(ft) 500 500 500 80 Travel Time(s) 11.4 11.4 11.4 1.8 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles(%) 6% 4% 1% 4% 3% 0% 2% 6% 11% 5% 3% 16% Adj. Flow(vph) 52 420 321 280 442 8 57 267 98 19 823 32 Shared Lane Traffic(%) Lane Group Flow(vph) 52 741 0 280 450 0 0 422 0 0 874 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector(ft) 20 100 20 100 20 100 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Turn Type Perm NA pm+pt NA pm+pt NA Perm NA Protected Phases 2 1 6 3 8 4 G:IProjects1743-Watertown(P harm acy)\Synchro1MR021743 Design Year AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings Design Year Condition 1: Arlington Street & Mount Auburn Street Weekday Morning Peak Hour Lane Group 09 Lane Configurations Volume(vph) Ideal Flow(vphpl) Lane Width(ft) Storage Length(ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd.Flow(prot) Flt Permitted Satd.Flow(perm) Right Turn on Red Satd. Flow(RTOR) Link Speed(mph) Link Distance(ft) Travel Time(s) Peak Hour Factor Heavy Vehicles(%) Adj.Flow(vph) Shared Lane Traffic(%) Lane Group Flow(vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed(mph) Number of Detectors Detector Template Leading Detector(ft) Trailing Detector(ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend(s) Detector 1 Queue(s) Detector 1 Delay(s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend(s) Turn Type Protected Phases 9 G:1Projects1743-Watertown(Pharmacy)1Synchro1MR021743 Design Year AM.syn MDM Transportation Consultants,Inc. Lanes, Volumes, Timings Design Year Condition 1: Arlington Street & Mount Auburn Street Weekday Morning Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 2 6 8 4 Detector Phase 2 2 1 6 3 8 4 4 Switch Phase Minimum Initial(s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 Minimum Split(s) 12.0 12.0 12.0 12.0 10.0 12.0 12.0 12.0 Total Split(s) 27.0 27.0 13.0 40.0 10.0 38.0 28.0 28.0 Total Split(%) 26.2% 26.2% 12.6% 38.8% 9.7% 36.9% 27.2% 27.2% Maximum Green(s) 21.0 21.0 7.0 34.0 4.0 32.0 22.0 22.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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 Total Lost Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lag Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Min C-Min None C-Min None None None None Walk Time(s) Flash Dont Walk(s) Pedestrian Calls(#Ihr) Act Effct Green(s) 23.7 23.7 49.0 49.0 32.0 32.0 Actuated g/C Ratio 0.23 0.23 0.48 0.48 0.31 0.31 vlc Ratio 0.27 1.02 0.69 0.27 0.70 0.89 Control Delay 37.4 77.4 37.2 19.5 38.4 47.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.4 77.4 37.2 19.5 38.4 47.0 LOS D E D B D D Approach Delay 74.7 26.3 38.4 47.0 Approach LOS E C D D 90th%ile Green(s) 21.0 21.0 7.0 34.0 0.0 32.0 32.0 32.0 90th%ile Term Code Coord Coord Max Coord Skip Max Max Max 70th%ile Green(s) 21.0 21.0 7.0 34.0 0.0 32.0 32.0 32.0 70th%ile Term Code Coord Coord Max Coord Skip Max Max Max 50th %ile Green(s) 30.1 30.1 22.9 59.0 0.0 32.0 32.0 32.0 50th%ile Term Code Coord Coord Gap Coord Skip Hold Max Max 30th%ile Green(s) 25.4 25.4 27.6 59.0 0.0 32.0 32.0 32.0 30th%ile Term Code Coord Coord Gap Coord Skip Hold Max Max 10th%ile Green(s) 21.0 21.0 32.0 59.0 0.0 32.0 32.0 32.0 10th %ile Term Code Coord Coord Max Coord Skip Hold Max Max Queue Length 50th(ft) 26 236 88 71 127 287 Queue Length 95th(ft) 67 #420 #370 163 186 #403 Internal Link Dist(ft) 420 420 420 1 Turn Bay Length(ft) 75 200 Base Capacity(vph) 195 730 406 1663 607 977 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 vlc Ratio 0.27 1.02 0.69 0.27 0.70 0.89 Intersection Summary Area Type: Other G:1Projects1743-Watertown(Pharmacy)1Synchro1MR021743 Design Year AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings Design Year Condition 1: Arlington Street & Mount Auburn Street Weekday Morning Peak Hour Lane Group e9 Permitted Phases Detector Phase Switch Phase Minimum Initial(s) 7.0 Minimum Split(s) 25.0 Total Split(s) 25.0 Total Split(%) 24% Maximum Green(s) 19.0 Yellow Time(s) 4.0 All-Red Time(s) 2.0 Lost Time Adjust(s) Total Lost Time(s) Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 Recall Mode None Walk Time(s) 7.0 Flash Dont Walk(s) 12.0 Pedestrian Calls(#/hr) 15 Act Effct Green(s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th°!vile Green(s) 19.0 90th°!vile Term Code Ped 70th %Ile Green(s) 19.0 70th%Ile Term Code Ped 50th %Ile Green(s) 0.0 50th %Ile Term Code Skip 30th°!vile Green(s) 0.0 30th%Ile Term Code Skip 10th°!vile Green(s) 0.0 10th%Ile Term Code Skip Queue Length 50th(ft) Queue Length 95th(ft) Internal Link Dist(ft) Turn Bay Length(ft) Base Capacity(vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary G:1Projects1743-Watertown(Pharmacy)1Synchro1MR021743 Design Year AM.syn MDM Transportation Consultants,Inc. Lanes, Volumes, Timings Design Year Condition 1: Arlington Street & Mount Auburn Street Weekday Morning Peak Hour Cycle Length:103 Actuated Cycle Length: 103 Offset:28(27%),Referenced to phase 2:EBTL and 6:WBTL,Start of Green Natural Cycle: 140 Control Type:Actuated-Coordinated Maximum vlc Ratio: 1.02 Intersection Signal Delay:48.1 Intersection LOS: D Intersection Capacity Utilization 93.2% ICU Level of Service F Analysis Period(min)15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1:Arlington Street&Mount Auburn Street u, �¢1 --►5�2 � �03 �"'44 �hio9 ROM, mom ON 1 6 �08 G:1Projects1743-Watertown(Pharmacy)1Synchro1MR021743 Design Year AM.syn MDM Transportation Consultants,Inc. Lanes, Volumes, Timings Design Year Condition 1: Arlington Street & Mount Auburn Street Weekday Evening Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt. t1a 01 01 Volume(vph) 77 445 79 146 520 26 238 558 225 15 340 46 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 12 12 12 12 12 12 11 11 11 Storage Length(ft) 75 0 200 0 0 0 0 0 Storage Lanes 1 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Frt 0.977 0.993 0.967 0.983 Flt Protected 0.950 0.950 0.988 0.998 Satd.Flow(prot) 1694 3333 0 1687 3518 0 0 3363 0 0 3331 0 Flt Permitted 0.441 0.289 0.710 0.792 Satd.Flow(perm) 786 3333 0 513 3518 0 0 2416 0 0 2643 0 Right Turn on Red No No No No Satd.Flow(RTOR) Link Speed(mph) 30 30 30 30 Link Distance(ft) 500 500 500 80 Travel Time(s) 11.4 11.4 11.4 1.8 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 Heavy Vehicles(%) 3% 2% 4% 7% 2% 0% 3% 1% 6% 0% 3% 2% Adj.Flow(vph) 79 459 81 151 536 27 245 575 232 15 351 47 Shared Lane Traffic(%) Lane Group Flow(vph) 79 540 0 151 563 0 0 1052 0 0 413 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.00 1,00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector(ft) 20 100 20 100 20 100 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Turn Type Perm NA pm+pt NA pm+pt NA Perm NA Protected Phases 2 1 6 3 8 4 G:1Projects1743-Watertown (Ph arm acy)1Synchro1MR021743 Design Year PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings Design Year Condition 1: Arlington Street & Mount Auburn Street Weekday Evening Peak Hour Lane Group 09 Lane Configurations Volume(vph) Ideal Flow(vphpl) Lane Width(ft) Storage Length(ft) Storage Lanes Taper Length(ft) Lane Util. Factor Frt Flt Protected Satd.Flow(prot) Flt Permitted Satd.Flow(perm) Right Turn on Red Satd.Flow(RTOR) Link Speed(mph) Link Distance(ft) Travel Time(s) Peak Hour Factor Heavy Vehicles(%) Adj.Flow(vph) Shared Lane Traffic(%) Lane Group Flow(vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed(mph) Number of Detectors Detector Template Leading Detector(ft) Trailing Detector(ft) Detector 1 Posibon(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend(s) Detector 1 Queue(s) Detector 1 Delay(s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend(s) Turn Type Protected Phases 9 G:IProjects1743-Watertown(Pharmacy)ISynchro1MR021743 Design Year PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings Design Year Condition 1: Arlington Street & Mount Auburn Street Weekday Evening Peak Hour --► t r' y Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 2 6 8 4 Detector Phase 2 2 1 6 3 8 4 4 Switch Phase Minimum Initial(s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 Minimum Split(s) 12.0 12.0 12.0 12.0 10.0 12.0 12.0 12.0 Total Split(s) 28.0 28.0 13.0 41.0 10.0 37.0 27.0 27.0 Total Split(%) 27.2% 27.2% 12.6% 39.8% 9.7% 35.9% 26.2% 26.2% Maximum Green(s) 22.0 22.0 7.0 35.0 4.0 31.0 21.0 21.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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 Total Lost Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lag Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Min C-Min None C-Min None None None None Walk Time(s) Flash Dont Walk(s) Pedestrian Calls(#Ihr) Act Effct Green(s) 36.2 36.2 51.4 51.4 34.6 34.6 Actuated g/C Ratio 0.35 0.35 0.50 0.50 0.34 0.34 vlc Ratio 0.29 0.46 0.42 0.32 1.30 0.47 Control Delay 30.3 28.8 20.6 17.3 174.4 29.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.3 28.8 20.6 17.3 174.4 29.9 LOS C C C B F C Approach Delay 29.0 18.0 174.4 29.9 Approach LOS C B F C 90th%ile Green(s) 22.0 22.0 7.0 35.0 0.0 31.0 31.0 31.0 90th%ile Term Code Coord Coord Max Coord Skip Max Hold Hold 70th%ile Green(s) 42.2 42.2 11.4 59.6 0.0 31.4 31.4 31.4 70th %ile Term Code Coord Coord Gap Coord Skip Max Hold Hold 50th%ile Green(s) 39.9 39.9 10.5 56.4 0.0 34.6 34.6 34.6 50th%ile Term Code Coord Coord Gap Coord Skip Max Hold Hold 30th%ile Green(s) 39.3 39.3 9.4 54.7 0.0 36.3 36.3 36.3 30th%ile Term Code Coord Coord Gap Coord Skip Max Hold Hold 10th%ile Green(s) 37.7 37.7 7.8 51.5 0.0 39.5 39.5 39.5 10th%ile Term Code Coord Coord Gap Coord Skip Max Hold Hold Queue Length 50th(ft) 35 134 47 99 --467 111 Queue Length 95th(ft) 96 237 123 203 #627 167 Internal Link Dist(ft) 420 420 420 1 Turn Bay Length(ft) 75 200 Base Capacity(vph) 276 1171 361 1757 810 886 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 vlc Ratio 0.29 0.46 0.42 0.32 1.30 0.47 Intersection Summary Area Type: Other G:1Projects1743-Watertown(Pharmacy)1Synchro1MR021743 Design Year PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings Design Year Condition 1: Arlington Street & Mount Auburn Street Weekday Evening Peak Hour Lane Group 09 Permitted Phases Detector Phase Switch Phase Minimum Initial(s) 7.0 Minimum Split(s) 25.0 Total Split(s) 25.0 Total Split(%) 24% Maximum Green(s) 19.0 Yellow Time(s) 4.0 All-Red Time(s) 2.0 Lost Time Adjust(s) Total Lost Time(s) Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 Recall Mode None Walk Time(s) 7.0 Flash Dont Walk(s) 12.0 Pedestrian Calls(#/hr) 11 Act Effct Green(s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green(s) 19.0 90th%ile Term Code Ped 70th %ile Green(s) 0.0 70th %ile Term Code Skip 50th%ile Green(s) 0.0 50th %ile Term Code Skip 30th %ile Green(s) 0.0 30th%ile Term Code Skip 10th%ile Green(s) 0.0 10th%ile Term Code Skip Queue Length 50th(ft) Queue Length 95th(ft) Internal Link Dist(ft) Turn Bay Length(ft) Base Capacity(vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary G:1Projects1743-Watertown(Ph arm acy)1Synchro1MR021743 Design Year PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings Design Year Condition 1: Arlington Street & Mount Auburn Street Weekday Evening Peak Hour Cycle Length: 103 Actuated Cycle Length: 103 Offset:28(27%), Referenced to phase 2:EBTL and 6:WBTL,Start of Green Natural Cycle:120 Control Type:Actuated-Coordinated Maximum v/c Ratio: 1.30 Intersection Signal Delay:81.0 Intersection LOS: F Intersection Capacity Utilization 83.7% ICU Level of Service E Analysis Period(min) 15 — Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1:Arlington Street&Mount Auburn Street ¢3 �i^ i 6 . * ¢8 G:1Projects1743-Watertown(Ph arm acy)1Synchro1MR021743 Design Year PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings Design Year Condition 1: Arlington Street & Mount Auburn Street Saturday Midday Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vi tF ' Vi t1a 41a 41a Volume(vph) 88 367 117 171 333 17 91 345 129 18 417 60 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 12 12 12 12 12 12 11 11 11 Storage Length(ft) 75 0 200 0 0 0 0 0 Storage Lanes 1 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Frt 0.964 0.993 0.966 0.982 Flt Protected 0.950 0.950 0.992 0.998 Satd.Flow(prot) 1694 3314 0 1770 3518 0 0 3417 0 0 3391 0 Flt Permitted 0.536 0.310 0.689 0.918 Satd.Flow(perm) 956 3314 0 577 3518 0 0 2374 0 0 3120 0 Right Turn on Red No No No No Satd.Flow(RTOR) Link Speed(mph) 30 30 30 30 Link Distance(ft) 500 500 500 80 Travel Time(s) 11.4 11.4 11.4 1.8 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 Heavy Vehicles(%) 3% 2% 0% 2% 2% 0% 1% 1% 2% 0% 1% 0% Adj.Flow(vph) 91 378 121 176 343 18 94 356 133 19 430 62 Shared Lane Traffic(%) Lane Group Flow(vph) 91 499 0 176 361 0 0 583 0 0 511 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.04 1.04 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector(ft) 20 100 20 100 20 100 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Turn Type Perm NA pm+pt NA pm+pt NA Perm NA Protected Phases 2 1 6 3 8 4 G:1Projects1743-Watertown(Pharmacy)1Synchro1MR021743 Design Year Sat.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings Design Year Condition 1: Arlington Street & Mount Auburn Street Saturday Midday Peak Hour Lane Group 09 Lane Configurations Volume(vph) Ideal Flow(vphpl) Lane Width(ft) Storage Length(ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd.Flow(prot) Fit Permitted Satd.Flow(perm) Right Turn on Red Satd. Flow(RTOR) Link Speed(mph) Link Distance(ft) Travel Time(s) Peak Hour Factor Heavy Vehicles(%) Adj.Flow(vph) Shared Lane Traffic(%) Lane Group Flow(vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed(mph) Number of Detectors Detector Template Leading Detector(ft) Trailing Detector(ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend(s) Detector 1 Queue(s) Detector 1 Delay(s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend(s) Turn Type Protected Phases 9 G:1Projects1743-Watertown(Pharmacy)1Synchro1MR021743 Design Year Sat.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings Design Year Condition 1: Arlington Street & Mount Auburn Street Saturday Midday Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 2 6 8 4 Detector Phase 2 2 1 6 3 8 4 4 Switch Phase Minimum Initial(s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 Minimum Split(s) 12.0 12.0 12.0 12.0 10.0 12.0 12.0 12.0 Total Split(s) 25.0 25.0 13.0 38.0 10.0 40.0 30.0 30.0 Total Split(%) 24.3% 24.3% 12.6% 36.9% 9.7% 38.8% 29.1% 29.1% Maximum Green (s) 19.0 19.0 7.0 32.0 4.0 34.0 24.0 24.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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 Total Lost Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lag Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Min C-Min None C-Min None None None None Walk Time(s) Flash Dont Walk(s) Pedestrian Calls(#Ihr) Act Effct Green(s) 34.1 34.1 49.2 49.2 31.8 31.8 Actuated g/C Ratio 0.33 0.33 0.48 0.48 0.31 0.31 vlc Ratio 0.29 0.45 0.46 0.22 0.80 0.53 Control Delay 35.0 32.5 26.1 19.6 41.3 31.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.0 32.5 26.1 19.6 41.3 31.3 LOS C C C B D C Approach Delay 32.9 21.7 41.3 31.3 Approach LOS C C D C 90th%ile Green(s) 19.0 19.0 7.0 32.0 0.0 34.0 34.0 34.0 90th%ile Term Code Coord Coord Max Coord Skip Max Hold Hold 70th%ile Green(s) 19.0 19.0 7.0 32.0 0.0 34.0 34.0 34.0 70th%ile Term Code Coord Coord Max Coord Skip Max Hold Hold 50th%ile Green(s) 38.7 38.7 12.1 56.8 0.0 34.2 34.2 34.2 50th %ile Term Code Coord Coord Gap Coord Skip Max Hold Hold 30th %ile Green(s) 43.0 43.0 10.6 59.6 0.0 31.4 31.4 31.4 30th %ile Term Code Coord Coord Gap Coord Skip Gap Hold Hold 10th %ile Green(s) 50.8 50.8 8.6 65.4 0.0 25.6 25.6 25.6 10th %ile Term Code Coord Coord Gap Coord Skip Gap Hold Hold Queue Length 50th(ft) 41 125 55 58 177 140 Queue Length 95th(ft) 109 #244 #158 135 245 192 Internal Link Dist(ft) 420 420 420 1 Turn Bay Length(ft) 75 200 Base Capacity(vph) 316 1097 380 1678 784 964 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 vlc Ratio 0.29 0.45 0.46 0.22 0.74 0.53 Intersection Summary Area Tvpe: Other G:1Projects1743-Watertown(Pharmacy)1Synchro1MR021743 Design Year Sat.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings Design Year Condition 1: Arlington Street & Mount Auburn Street Saturday Midday Peak Hour Lane Group 09 Permitted Phases Detector Phase Switch Phase Minimum Initial(s) 7.0 Minimum Split(s) 25.0 Total Split(s) 25.0 Total Split(%) 24% Maximum Green (s) 19.0 Yellow Time(s) 4.0 All-Red Time(s) 2.0 Lost Time Adjust(s) Total Lost Time(s) Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 Recall Mode None Walk Time(s) 7.0 Flash Dont Walk(s) 12.0 Pedestrian Calls(#/hr) 17 Act Effct Green(s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green(s) 19.0 90th %ile Term Code Ped 70th %ile Green(s) 19.0 70th %ile Term Code Ped 50th %ile Green(s) 0.0 50th %ile Term Code Skip 30th %ile Green(s) 0.0 30th %ile Term Code Skip 10th %ile Green(s) 0.0 10th %ile Term Code Skip Queue Length 50th(ft) Queue Length 95th(ft) Internal Link Dist(ft) Turn Bay Length(ft) Base Capacity(vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn ` Reduced v/c Ratio Intersection Summary G:1Projects1743-Watertown(Ph arm acy)1Synchro1MR021743 Design Year Sat.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings Design Year Condition 1: Arlington Street & Mount Auburn Street Saturday Midday Peak Hour Cycle Length: 103 Actuated Cycle Length: 103 Offset:28(27%), Referenced to phase 2:EBTL and 6:WBTL,Start of Green Natural Cycle:90 Control Type:Actuated-Coordinated Maximum vlc Ratio:0.80 Intersection Signal Delay:32.0 Intersection LOS:C Intersection Capacity Utilization 73.6% ICU Level of Service D Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1:Arlington Street&Mount Auburn Street 41 -► 2(R 43 �!"04 R�9 I :TOO a6 ! G:1Projects1743-Watertown(Pharmacy)1Synchro1MR021743 Design Year Sat.syn MDM Transportation Consultants, Inc.