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HomeMy Public PortalAbout385 Pleasant_Traffic Response MR02 MDMTRANSPORTATION CONSULTANTS,INC. Planners& E,ngineers PRINCIPALS Robert J.Michaud,P.E. Ronald D.Desrosiers,P.E.,PTOE MEMORANDUM Daniel J.Mills,P.E_,PTOE DATE: September 11, 2017 TO: Town of Watertown Department of Public Works c/o Mr. Matthew I. Shuman—Town Engineer 124 Orchard Street Watertown, MA 02472 FROM: Robert J.Michaud, P.E.—Managing Principal -13 A !"�Rl Daniel A. Dumais, P.E.—Senior Project Manager RC' r?Td, o s � TEE: Response to Peer Review Comments �; Grsre' r 3$5 Pleasant Road, Watertown, Massachusetts MDM Transportation Consultants, Inc. (MDM) has prepared the following responses to transportation-related comments as issued in a letter dated August 22, 2017 from the Town's peer review consultant, WorldTech Engineering, LLC. To facilitate review, specific comments that require supplemental responses are paraphrased with corresponding responses. Introduction Comment 1: "The proposed project is estimated to generate an additional 814 vehicle trips on an average weekday, including 47 trips (19 entering 28 exiting)during the morning peak hour and 68 trips (35 entering and 33 exiting) during the evening peak hour. No data or analyses were provided for weekend conditions." Response; The proposed project is estimated to generate an additional 722 vehicle trips on a Saturday, including 65 trips (34 entering, 31 exiting) during the Saturday midday peak hour, Saturday roadway volumes and trip generation projections are less than during the critical weekday period. Therefore, analysis during a Saturday midday period is not warranted. Furthermore, the analysis periods are consistent with other recently filed projects including the Water Mills at Bridge Point development. Study Area Comment 2: "The study area in the TI'A includes the signalized intersections of Pleasant Street at Rosedale Road, Pleasant Street at Bridge Street, and Pleasant Street at the site driveway. The study area intersections are adequate for this study.,. 28 Lord Toad,State 280-Marlborough,Massachusetts 01752 Plione(508)303-0370-Fax (508)303-0371 - www.mdmtrans.com Response: No further response required. Future Conditions—Specific Development by Others Comment 3: "The No-Build traffic network includes a conservative 1.0 percent annual compounded growth rate, plus additional traffic from all major approved developments. Since traffic counts for the baseline condition were taken in December and adjusted upward to account for seasonal variations, we believe the future No-Build growth factors are appropriate for this study.It should be noted that the TIAS recently performed for the Water Mills @ Bridge Point Development had approximately 200 vehicles per hour more in the afternoon peak far the baseline condition along Pleasant Street." Response: No further response required. Project-Generated Traffic Comment 4: "The assumptions used to estimate weekday daily and peak hour traffic volumes generated by the proposed development follow ITE standards and industry best practices. No credit was taken for internal capture between the residential and commercial uses or linked trips, nor was credit taken for non-motorized trips, resulting in a conservative analysis." Response: No further response required. Trip Distribution and Assignment Comment 5: "The trip distribution provided in the TIA is generally consistent with existing travel patterns and likely routes to and from the project site. Response: No further response required. Sight Distance Calculations Comment 6: "An evaluation of sight distances at the Project site driveway intersection with Pleasant Street was provided by the Applicant's engineer for both stopping sight distances (SSD) as well as intersection sight distances (ISD) to demonstrate that safe access can be provided to the Project site. The appendix contained only the stopping sight distance requirements calculations. Table 5 in the TIA summarized the available ISD as greater than 500 feet based on an eye height of 3.5 feet and the decision point 8 feet from the edge of the travelled way. AASHTO recommends a decision point of 14.5 feet from the edge of the major-road travel way. Observed average travel speeds on Pleasant Street were 33 mph in the eastbound direction and 28 in the westbound direction with 85th percentile speeds even higher. We recommend providing new ISO calculations based on the recommended decision point of 14.5 feet and a design speed 35 mph. If ISD requirement cannot be met for the design speed of 35 mph, addition traffic control measures should be provided." z All D M G:\ProjeaM903-Watertown(385 Pleasant)\Correspondence\Response to Comments\903 Response M002 091119.doc Response: The ISD has been revisited based on a design speed of 35 mph and a decision point 14.5 feet back from the travel way. The results are summarized in Table RI. TABLE RI INTERSECTION SIGHT DISTANCE SUMMARY CENTRAL SITE DRIVEWAY DEPARTURE TO PLEASANT STREET AASHTO Minimum' AASHTO Ideal' Approach/ Available 85U Percentile Travel Direction ISD 35 mph' Observed Speeds 35 mph' Looking East >500 Feet 250 Feet 230 Feet 335 Feet Looking West >500 Feet 250 Feet 290 Feet 390 Feet 'Recommended sight distance based on AASHM,A Policy on Geometric Design of Highways and Streets. Based on driver height of eye of 35 feet and an object height of 3.5 feet and adjustments for roadway grade if required. Minimum value as noted represents SSD per AASHM guidance. 'Design Speed is 35 mph. 306 Percentile travel speed is 39 mph EB and 33 mph WB. The results of the ISD analysis presented in Table R1 and shown in Exhibit 1 indicate that the proposed central site driveway onto Pleasant Street the available sight lines will satisfy the recommended ideal sight line requirements from AASHTO for a 35 mph design speed from a point 14.5 feet back from the travel way. MUM recommends that any existing and/or new plantings (shrubs, bushes) or physical landscape features (including retaining walls) located within the driveway sight lines should be maintained at a height of 2 feet above the adjacent roadway grade or less to ensure unobstructed lines of sight. Crash Data Comment 7: "The motor vehicle crash analysis was completed in accordance with MassDOT standards and following standard Traffic Engineering and Transportation Planning practices, and we agree with the findings of the analysis. We note that crash data is currently available from MassDOT through 2015 and 2016;however, inclusion of the 2 additional data would not impact the overall results of the motor vehicle crash analysis." Response: Per a discussion with MassDOT, crash data for the years 2015 and 2016 are not yet available. No further response required. 3 ¶¶'�� MDM GAl`rojects\9o3-Watertown(385 Pleasant)\Correspondenre\Response to Comments\903 Response hWq_Mlll7.doc Looking West _ v7RACK J I , 85 77777777t V EXISTING BUILDING �� W L T— - BRICK AND CONCRETE 12,115 SF , Li �������r�E /IP Available lSD=500' PLEASANT STREET Looking East 1-__j --- lx�� �I O _ UP GP GP LH _ SIG SIG 91eN———— - IV�SIIGGN d U LP _ HIT .6i. m.... m...��������Available ISD=500' ..... PLEASANT STREET Site Plan Source:McKenzie/ /Engineering Group �\}� TRANSPORTATION CONSULTANTS,INC. Exhibit Jj�JM P�eTs&Ens m rs Proposed Development 28 L.M Road,Si.280 SCALE 0 10 20 3o a0 Intersection Sight FEET M.1borough,MA 01752 Watertown,Massachusetts Scale:AS Noted Date:September 2017 Distance Analysis DWG No 903 Rgure 2-Autotum dwg Project No.903 Traffic Operation Analysis Comment 8: 'Based on the analysis presented in the TIA, the Pleasant Street at Bridge Street intersection is reported to function at LOS C for both the morning and afternoon peaks in 2023 under Build conditions. It appears that Build analyses were prepared with reduced cycle lengths and optimized green times, but not with an exclusive pedestrian phase. The intersection of Pleasant Street and Bridge Street has an exclusive pedestrian phase. Analyses provided in the TIAS for the Water Mills @ Bridge Point Development show significantly worse LOS with the inclusion of the exclusive pedestrian cycle. For example, they report that the LOS for their 2022 Build condition is F for both the morning and afternoon peak hours in 2022, with vlc ratios greater than 1. For mitigation, they proposed replacing the vehicle detection system and interconnecting the two intersections that share Bridge Street on either side of the river. In lieu of these physical improvements they have pledged to provide a cash payment to the Town of Watertown if these improvements have not been implemented. We recommend revised capacity analyses be performed with the inclusion of the exclusive pedestrian phase for both morning and afternoon peaks and appropriate mitigation, to supplement previous mitigation proposed by the Water Mills @ Bridge Point Development,be discussed." Response: The traffic volume networks have been updated to include the pedestrian counts on the Baseline traffic volume networks and to include the signalized intersection of Bridge Street and California Street (City of Newton). The capacity analysis has been updated to include the exclusive pedestrian phases with occasional push button calls per field observations. The updated traffic volume networks are included in the Attachments. The analysis was also updated to include the current phasing and coordinated timing plans based on a field inventory of the traffic signal controllers and programming. The field inventory indicated that the traffic signal equipment within the cabinets is in good condition and the vehicle detection systems are in working order. The traffic signal controllers at both intersections are currently operating using GPS synchronization to provide time based traffic signal coordination on weekdays. Coordinated operation is currently in effect on weekdays during the peak periods (6:00 am and 9:00 am and 3:00 pm to 7:00 pm). While the traffic signals are operating coordinated, field observations indicate that traffic signal optimization is possible with the GPS time based system to provide enhanced operations. Therefore, as mitigation the Proponent will implement optimized traffic signal plans for the coordinated system which includes the Pleasant Street and California Street intersections with Bridge Street, subject to approval of Watertown and the City of Newton. The capacity results are shown in Table R2 and the queue results are shown in Table R3 and Table R4. The capacity analysis worksheets are included in the Attachments 4 MDM G:\Pmjscts\9R3-Watertown(395 Pleasant)\Correspondence\Response to Comments\903 Response MR02_091117.doc U gwUQIQ wUaOl0 wUMUIQ m ❑ OMIM m w m O a6 O+ O O O A 0 t+y l� r+1 G G O ti 4 0 d� C+ Ds c8l 4� W A A 0 r; cG 0 'A' O 4 4 0 O O A A A 0 4 0A n A 4 n A w' ❑ P UuPl w wUwQlw Uwaawla u UwUlw b v N u C7I W L� I rj GO O 'm O A O A A d o n A G7 n CDn A A ClA L'y N O NI Cl O �1 W. Lw w w V w l C) U W m Wwl M w U w UI� a b � 0 •� 4 7 rV I p� a. L-n) en N � C v ni o w o 0 o d rn o m r; n r o _ rn x m a' O A O Al A O O A O A O n a n A n d C5 4M A U 0 LA pwUw1A wUwUlQ uQ UJIU wUwUTA C w aj yW � F+i y lJ a O O O A n Q O A O n C G O C7 O A 4 6 4 A C C I--I b "P -IS, 0 .d 'C 2 " •P '� 'R 7 7� .� d c� CC pp CCp} y 'p3p pp C 0 0 0 y y Y7 A p A : N V LTJo O wcu U w 7 d a Z sn a z rFi chi a o Gm tn w a •S � �' Srs W � � � u7 � � W �✓ m vs int2ir, vs ps w 49 a V5 m +6 V "d •� N � aa b � 4 ppO l[lV� d � rl H V N Lf ' W N V N .� N V W J 0 Z w V lh M N V N fV V L» a rfy _rrN CW [ryy l[fy� Fi • N m \r m M N rq w1� m V IV D Ln 00 lul H N � a 'C Lei a w y N 'r' % F A Q u5 C� CY a rtl J pQj � wn H o ci 0. o �J ;J o o b .C] A q 4 0 A A A y C. Eh ^l J u [ "— wpi> L`i W ts4 z z t°n Lon w rr r A 2 � 79 r x� 66D v L CY G b a a5 M N 4 O N ffj �y + v dD [v " N 2 ON+ Lti eNp allo vtl r" N N Ln C z Gl m yy ��ryy yuyy � 4 b US N N V SV Vy Qi 7 cy � N N N H N r+ 0 M C a a po a tz a�i ea aaoo 0 VN' iv n cn Ln t°�yy� o ee++'�yy �({yy o �i + vr-i — �--i V N +-y � CV H N V N H � 4 pa co � h o m � moo o Cy 4 C-4 Q w C17 HH� s4 eLnp �4 kI y Vi � v Ei P4 � As shown in Table R2 and Table R3: ❑ Capacity. Under future conditions, the signalized intersections will operate with long delays operating at an overall LOS E or better during the peak hours with several approaches operating at LOS F. Under Build conditions, the proposed development is expected to have minimal impact on the study area intersection and will not result in any notable changes in traffic operations in the study area relative to No-Build conditions. With traffic signal optimization, adjustments to the coordinated traffic signal timing plans would result in overall LOS D or better operations during the peak hours with all approaches operating at LOS E or better. ❑ Queues. Under Build conditions, the project will result in a change in queue lengths of 1 vehicle or less during the peak hours. The location of the centralized egress driveway onto Pleasant Street is expected to remain dear of queues from the adjacent traffic signals under normal operating conditions. With traffic signal optimization, adjustments to the coordinated traffic signal timing plans would generally result in better queue management,specifically, on the Bridge Street connection to Pleasant Street and California Street. In summary, the proposed development is expected to have minimal impact on the study area intersection and will not result in any notable changes in traffic operations in the study area relative to No-Build conditions. The field inventory indicated that the traffic signal equipment within the cabinets is in good condition, the vehicle detection systems are in working order, and the traffic signals are operating using time-based GPS traffic signal coordination on weekdays during the peak periods. A review of the coordinated traffic signal timing plans at the Bridge Street intersection with Pleasant Street and California Street indicates that optimized traffic signal timing plans would result in improved operations and improved queue management on Bridge Street. The Water Mills at Bridge Point development has committed to providing $60,000 to improve operations at the intersections. In addition to the commitments by others, the Proponent proposes to implement updated traffic signal coordination plans for the intersections, subject to review and approval on Watertown and the City of Newton. Site Access and Circulation Comment 9: 'Internal to the project site, the applicant should demonstrate that circulating aisles and turning radii will accommodate fire truck turning maneuvers pursuant to the requirements of NFPA® 1 and that the Watertown Fire Department has reviewed and approved the site plans." Response: Following a meeting between McKenzie Engineering and Captain Nicholson of the Watertown Fire Department it was determined that all fire access would be from the front of the buildings along Pleasant Street given the following reasons; (a)the narrow site does not provide ample operating distance from the back, (b) concerns that personnel may become trapped between the townhouse and the proposed retaining wall, and(c)a pump truck and ladder truck B MDM G:\Projects\903-Watertown(3M Pleasant)\Correspondence\Response to Comments\903 ResponseM 02_091119.doc would not be able to access structures from the back. Recommendations and Conclusions:Intersection Improvements Comment 10: "The proposed traffic operation analyses should be provided for the Pleasant Street/Bridge Street intersection with the exclusive pedestrian phase included. The conclusions section states "that the incremental traffic associated with the proposed development is not expected materially impact operating conditions at study area intersections and ample roadway capacity will be available to support the project. Depending on the results of the new operations analyses,proposed mitigation should be discussed." Response: See Response 8 and Table R2. A review of the coordinated traffic signal timing plans at the Bridge Street intersection with Pleasant Street and California Street indicates that optimized traffic signal timing plans would result in improved operations and queue management. In addition to the commitments by others, the Proponent proposes to implement updated traffic signal coordination plans for the intersections. Comment 11: "All signs and pavement markings to be installed within the Project site shall conform to the applicable specifications of the Manual on Uniform Traffic Control Devices (MUTCD). This note should be added to the Site Plans. Do Not Enter signs should be added to the central driveway facing Pleasant Street drivers as well,since it is an exit only drive. Revised ISD calculations should be provided and modifications proposed to the central site drive if necessary to meet these requirements." Response: All signs and pavement markings to be installed within the Project site will conform to the MUTCD. "Do-Not-Enter" signs will be added to the site plan set at the central driveway. As summarized in Response 6, modifications are not warranted at the central driveway to satisfy AASHTO's sight line criteria. Comment 12: "The proposed traffic impact mitigation should include the addition of a crosswalk across and associated ADA improvements to link up with the proposed pedestrian improvements at the western leg of the Pleasant Street at Rosedale Road intersection. This crosswalk should be included in the revised site plan. Additionally, the Build traffic analysis should consider any additional vehicle clearance time required if the stop line for the eastbound Pleasant Street approach is relocated to accommodate the crosswalk." Response: The traffic mitigation proposes a crosswalk and ADA improvements on the western leg of the Pleasant Street/Rosedale Road intersection as shown in Exhibit 2. These improvements will be added to the site plan set. The relocation of the eastbound "STOP"bar by approximately 5 feet to the west requires a nominally longer "all-red' phase on the eastbound phase (0.1 second increase) and presents no practical change from No-Build/unimproved conditions. The clearance times will be updated if required as part of the design process. Clearance Time calculations are provided in the Attachments. 9 MDM G:\Pmjeds\903-Watertown(385 Pleasant)\Correspondence\Response to Comments\903 Response MR02_091117.doc .' r �QPO k �1 W qG rygM STR f ��P�`v .. ' � 1 � 1 aw. . r ••w ^• am+ PLEASANT STREET 11.E .. .... _ PROPOSED CROSSWALK WITH WHEELCHAIR RAMPS & PEDESTRIAN SIGNALS PROPOSED LOOP DETECTORS CLOSE EXISTING DRIVEWAY PROPOSED CEM. CONC. WALK & GRAN. CURB I lf `, "r � Conceptual Improvements Plan PEDESTRIAN CROSSWALK IMPROVEMENI'S i � ROSED.ALE ROAD.AT PLEASANT STREET W ATERTO W N',.N1 ASSAC'I l l''SETTS -"fi r • 1t - PREPARED NOR: NOTES ' GLMAN, MCLAUGHLIN&HANRAHAN LLP 1, THIS PLAN INTENDED FOR DISCUSSION PURPOSES ONLY; _ 101 NIERRINIAC STREET,PO 13OX 9601 IT IS NOT FOR CONSTRUCTION. BOSTON,NI.ASSAC11USETTS02114 2. FINAL DESIGN IS SUBJECT TO FIELD SURVEY BY OTHERS. TRANSPORTATION CONSULTANTS,INC. 3. PROPERTY LINES AND ACCESS LINE LOCATIONS ARE A�YJL.LSI��YJl PLANNERS&ENGINEERS APPROXIMATE ONLY AND ARE SUBJECT TO DEED AND TITLE RECORDS. ,• # SCALE ..L1..g,,MAo%� 0 10 20 40 50 FEET Tel:(E06130 N M70G371 _ 3 4. BASE PLAN SOURCE: MCKENZIE ENGINEERING GROUP AND Fax:',06 Y USGS COLOR ORTHO IMAGERY. Project No.903 File Name:903 Concept Plan 1(7-31-2017).dwg � �� .. >� �_�_�_� i Date:July 31,2017 I Scale= As Noted I Sheet 1 of 1 Col—147Frr o � -iAN8=f1 A-INNf%YN8.1 AY'8,IIC: Attachments ❑ Sight Distance Calculations ❑ Revised Traffic Volume Networks ❑ Capacity Analysis ❑ Clearance Calculations ❑ Sight Distance Calculations Intersection Sight Distance Calculations Source: A Policy on Geometric Design of Highways and Street, 6th Edition; AASHTO;2011. Passenger Car ISD = 1.47 *V*t V= speed t=time gap t= 7.5 s for a passenger car for Left Turn from a Stop t=6.5 s for a passenger car for Right Turn from a Stop Posted (Requiatorv) Speed Limit Pleasant Street ISD = 1.47 *35 *7.5 = 386 ft SAY 390 ft (left-turn from a stop) Pleasant Street ISD = 1.47*35 *6.5 = 334 ft SAY 335 ft (right-turn from a stop) ❑ Revised Traffic Volume Networks M ■ � � Em � § � Go (0 10No -103 N P©ll m■P s©ll ma|J(] a g0 o q lgl1 t r m03 N P f lid 0 l § w ZL � $ � ma IJCI84S g03 N ■ I ƒOCO � z � 0 w $ G k ZLO '103N a LU � c » ma|iQ ma|Jams wor 2 2 °MS ƒ m 2 . N . 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I_ Aennani.Ja jewor ZL t '103N —+ 9 L —Z c LL oo LO LO IN -+— '103N Aeenaniia Z I I e;oAol % o ;= m ICON co v a '7 . z v G o0 — LLOt+ 04 � L ZL z N — M �— LL2 °' �— 09Z v 1 29Z 1 L jesils H 188.11s a6pi.Ig a6piJg h ? h ? 2 L � I I 9L-V I I 662 —+ — 0 0 9-OZ —+ rn N co z U 9Z N 04 N 99Z M N H a N C C N C N o d 2 z'm IL 3 0 Q Q U O 0D L '193N rn `� z � 5 C peob eleposob 4 ABMGnup GOLUO N 00 L 193N —► rq c ZOZ � Nu°iW O a z '� d � into � C Jl m � N 00 z rn n n W w0 Oz 00 z to — L � w 1 1 r- L U) Z1 -J t f 193N —► to lZ � 00W z 04 L Z Im 00 to 04 t— '193N l4 ABMGni.Jp M z I t ejoAol = � z to to vN CO w H z � z r oW ONrM gZg O00 Z Z L d toIM 192 to M 1IA ZeZ 0 l 4 Lt�Z l 4 �aa��s a, }aa.j}s a6piJB S�h �h a6pi.Jg o lZ —J I t LOt� —J I t ��„ L9Z —► O 00 ON —► r- o M z c U Lt� M M M OZ£ M N 0 v � U) �+ von a AaU0 ❑ Capacity Analysis Lanes, Volumes, Timings 2016 Baseline Condition 2: Bridge Street & Pleasant Street Weekday Morning Peak Hour ,A -• *-- t 1 -4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +' if T +T if +T if Volume(vph) 11 215 205 335 154 17 264 352 360 9 372 23 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 13 11 14 11 11 11 12 16 10 10 Storage Length (ft) 0 190 275 0 0 0 0 75 Storage Lanes 0 1 1 0 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.985 0.850 0.850 Flt Protected 0.998 0.950 0.979 0.999 Satd. Flow(prot) 0 1799 1636 1711 1916 0 0 1780 1583 0 1750 1449 Flt Permitted 0.981 0.245 *0.980 0.981 Satd. Flow(perm) 0 1768 1636 441 1916 0 0 1782 1583 0 1719 1449 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 211 6 371 131 Link Speed(mph) 30 30 30 30 Link Distance(ft) 500 450 500 650 Travel Time(s) 11.4 10.2 11.4 14.8 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(%) 0% 2% 2% 2% 4% 6% 1% 1% 2% 11% 1% 4% Adj. Flow(vph) 11 222 211 345 159 18 272 363 371 9 384 24 Shared Lane Traffic(%) Lane Group Flow(vph) 0 233 211 345 177 0 0 635 371 0 393 24 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) 0 11 11 11 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 0.96 1.04 0.92 1.04 1.04 1.04 1.00 0.85 1.09 1.09 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector(ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex 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 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 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 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+ov pm+pt NA pm+pt NA pt+ov Perm NA Prot Protected Phases 6 7 5 2 7 4 4 5 8 8 G:IProjects1903-Watertown (385 Pleasant)ISynchro\With California1903 Baseline AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2016 Baseline Condition 2: Bridge Street & Pleasant Street Weekday Morning Peak Hour Lane Group e9 Lan4onfigurations 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:1Projects1903-Watertown (385 Pleasant)1Synchro\With California1903 Baseline AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2016 Baseline Condition 2: Bridge Street & Pleasant Street Weekday Morning Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 6 2 4 8 Detector Phase 6 6 7 5 2 7 4 4 5 8 8 8 Switch Phase Minimum Initial(s) 8.0 8.0 5.0 8.0 8.0 5.0 8.0 8.0 8.0 8.0 Minimum Split(s) 13.0 13.0 10.0 13.0 13.0 10.0 13.0 13.0 13.0 13.0 Total Split(s) 30.0 30.0 12.0 27.0 57.0 12.0 44.0 32.0 32.0 32.0 Total Split(%) 24.0% 24.0% 9.6% 21.6% 45.6% 9.6% 35.2% 25.6% 25.6% 25.6% Maximum Green(s) 25.0 25.0 7.0 22.0 52.0 7.0 39.0 27.0 27.0 27.0 Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes 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 3.0 3.0 Recall Mode None None C-Max None None C-Max C-Max None None None Walk Time(s) Flash Dont Walk(s) Pedestrian Calls(#/hr) Act Effct Green (s) 20.8 55.2 47.8 47.8 62.4 89.4 27.0 27.0 Actuated g/C Ratio 0.17 0.44 0.38 0.38 0.50 0.72 0.22 0.22 v/c Ratio 0.79 0.25 0.88 0.24 0.71 0.30 1.06 0.06 Control Delay 69.0 3.4 54.1 25.5 28.6 5.6 110.2 0.3 Queue Delay 0.0 0.0 45.0 0.0 3.5 0.4 0.0 0.0 Total Delay 69.0 3.4 99.1 25.5 32.1 6.0 110.2 0.3 LOS E A F C C A F A Approach Delay 37.8 74.1 22.5 103.8 Approach LOS D E C F 90th%ile Green(s) 25.0 25.0 7.0 22.0 52.0 7.0 39.0 27.0 27.0 27.0 90th%ile Term Code Max Max Coord Max Hold Coord Coord Max Max Max 70th%ile Green(s) 24.5 24.5 31.5 22.0 51.5 31.5 63.5 27.0 27.0 27.0 70th%ile Term Code Gap Gap Coord Max Hold Coord Coord Max Max Max 50th%ile Green (s) 21.6 21.6 34.4 22.0 48.6 34.4 66.4 27.0 27.0 27.0 50th%ile Term Code Gap Gap Coord Max Hold Coord Coord Max Max Max 30th%ile Green (s) 18.6 18.6 37.4 22.0 45.6 37.4 69.4 27.0 27.0 27.0 30th%ile Term Code Gap Gap Coord Max Hold Coord Coord Max Max Max 10th%ile Green (s) 14.3 14.3 41.7 22.0 41.3 41.7 73.7 27.0 27.0 27.0 10th%ile Term Code Gap Gap Coord Max Hold Coord Coord Max Max Max Queue Length 50th(ft) 182 0 211 92 458 57 -349 0 Queue Length 95th(ft) 266 40 #337 140 m#774 m119 #547 0 Internal Link Dist(ft) 420 370 420 570 Turn Bay Length(ft) 190 275 75 Base Capacity(vph) 353 840 392 800 889 1237 371 415 Starvation Cap Reductn 0 0 0 0 167 434 0 0 Spillback Cap Reductn 0 10 74 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.66 0.25 1.08 0.22 0.88 0.46 1.06 0.06 Intersection Summary G:\Projects\903-Watertown(385 Pleas ant)\Synchro\With California\903 Baseline AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2016 Baseline Condition 2: Bridge Street & Pleasant Street Weekday Morning Peak Hour Lane Group 09 Permitted Phases Detector Phase Switch Phase Minimum Initial(s) 19.0 Minimum Split(s) 24.0 Total Split(s) 24.0 Total Split(%) 19% Maximum Green(s) 21.0 Yellow Time(s) 2.0 All-Red Time(s) 1.0 Lost Time Adjust(s) Total Lost Time(s) Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 Recall Mode None Walk Time(s) 5.0 Flash Dont Walk(s) 16.0 Pedestrian Calls(#Ihr) 6 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) 21.0 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 vlc Ratio Intersection Summary G:1Projects1903-Watertown(385 Pleasant)1Synchro\With California1903 Baseline AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2016 Baseline Condition 2: Bridge Street & Pleasant Street Weekday Morning Peak Hour Area Type: Other Cycle Length: 125 Actuated Cycle Length: 125 Offset:0(0%), Referenced to phase 4:NBTL and 7:NBL, Start of Green, Master Intersection Natural Cycle: 110 Control Type:Actuated-Coordinated Maximum v/c Ratio: 1.06 Intersection Signal Delay:50.8 Intersection LOS: D Intersection Capacity Utilization 100.4% ICU Level of Service G Analysis Period(min) 15 User Entered Value 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. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Bridge Street&Pleasant Street p2 . 9q4 a G:NProjectsN903-Watertown(385 Pleasant)NSynchroNWith CaliforniaN903 Baseline AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2016 Baseline Condition 5: Bridge Street & California Street Weekday Morning Peak Hour -10. 4 4--- 4-- t t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ *T r T Volume(vph) 284 263 6 8 165 434 1 258 11 430 225 257 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 10 10 12 12 13 15 12 12 12 11 13 12 Storage Length(ft) 150 0 0 400 0 0 250 0 Storage Lanes 1 0 0 1 0 0 1 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.997 0.850 0.994 0.920 Flt Protected 0.950 0.998 0.950 Satd. Flow(prot) 1518 1751 0 0 1923 1676 0 1864 0 1678 1779 0 Flt Permitted 0.309 0.976 0.998 0.167 Satd.Flow(perm) 494 1751 0 0 1880 1676 0 1860 0 295 1779 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 1 457 1 47 Link Speed(mph) 30 30 30 30 Link Distance(ft) 500 500 500 500 Travel Time(s) 11.4 11.4 11.4 11.4 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles(%) 11% 1% 1% 0% 2% 6% 0% 1% 9% 4% 1% 2% Adj.Flow(vph) 299 277 6 8 174 457 1 272 12 453 237 271 Shared Lane Traffic(%) Lane Group Flow(vph) 299 283 0 0 182 457 0 285 0 453 508 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) 10 10 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.00 1.00 0.96 0.88 1.00 1.00 1.00 1.04 0.96 1.00 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 2 Detector Template Left Thru Left Thru Right Left Thru Left Thru Leading Detector(ft) 20 100 20 100 20 20 100 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 6 Detector 1 Type CI+Ex 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 0.0 Detector 1 Queue(s) 0.0 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 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 pm+pt NA Perm NA pm+ov Perm NA pm+pt NA Protected Phases 1 6 2 3 4 3 8 G:1Projects1903-Watertown(385 Pleasant)1Synchro\With California1903 Baseline AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2016 Baseline Condition 5: Bridge Street & California 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:IProjects1903-Watertown(385 Pleasant)1Synchro\With California1903 Baseline AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2016 Baseline Condition 5: Bridge Street & California Street Weekday Morning Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 2 2 4 8 Detector Phase 1 6 2 2 3 4 4 3 8 Switch Phase Minimum Initial(s) 5.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 6.0 Minimum Split(s) 11.0 12.0 12.0 12.0 11.0 11.0 11.0 11.0 12.0 Total Split(s) 29.0 58.0 29.0 29.0 19.0 24.0 24.0 19.0 43.0 Total Split(%) 23.2% 46.4% 23.2% 23.2% 15.2% 19.2% 19.2% 15.2% 34.4% Maximum Green(s) 23.0 52.0 23.0 23.0 13.0 18.0 18.0 13.0 37.0 Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust(s) 0.0 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 6.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead-Lag Optimize? Yes 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 3.0 Recall Mode None Min Min Min C-Min Min Min C-Min None Walk Time(s) Flash Dont Walk(s) Pedestrian Calls(#Ihr) Act Effct Green(s) 45.1 45.1 17.2 55.2 18.0 58.3 58.3 Actuated g/C Ratio 0.36 0.36 0.14 0.44 0.14 0.47 0.47 vlc Ratio 0.84 0.45 0.71 0.46 1.06 0.88 0.59 Control Delay 52.2 31.9 65.7 3.3 123.2 42.4 17.0 Queue Delay 41.9 0.0 0.0 0.1 0.0 0.0 2.1 Total Delay 94.1 31.9 65.7 3.4 123.2 42.4 19.0 LOS F C E A F D B Approach Delay 63.9 21.1 123.2 30.0 Approach LOS E C F C 90th%ile Green (s) 23.0 52.0 23.0 23.0 13.0 18.0 18.0 13.0 37.0 90th%ile Term Code Max Hold Max Max Coord Max Max Coord Coord 70th%ile Green(s) 23.0 48.8 19.8 19.8 16.2 18.0 18.0 16.2 40.2 70th%ile Term Code Max Hold Gap Gap Coord Max Max Coord Coord 50th%ile Green(s) 23.0 46.3 17.3 17.3 42.7 18.0 18.0 42.7 66.7 50th%ile Term Code Max Hold Gap Gap Coord Max Max Coord Coord 30th%ile Green(s) 22.2 43.0 14.8 14.8 46.0 18.0 18.0 46.0 70.0 30th%ile Term Code Gap Hold Gap Gap Coord Max Max Coord Coord 10th%ile Green(s) 18.0 35.2 11.2 11.2 53.8 18.0 18.0 53.8 77.8 10th%ile Term Code Gap Hold Gap Gap Coord Max Max Coord Coord Queue Length 50th (ft) 188 170 142 0 -253 133 55 Queue Length 95th (ft) #273 232 211 49 #434 m#590 m413 Internal Link Dist(ft) 420 420 420 420 Turn Bay Length (ft) 150 400 250 Base Capacity(vph) 366 729 345 995 268 517 855 Starvation Cap Reductn 0 0 0 0 0 0 209 Spillback Cap Reductn 85 0 0 81 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced vlc Ratio 1.06 0.39 0.53 0.50 1.06 0.88 0.79 Intersection Summary G:1Projects1903-Watertown(385 Pleasant)1Synchro\With California1903 Baseline AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2016 Baseline Condition 5: Bridge Street & California Street Weekday Morning Peak Hour Lane Group 09 Permitted Phases Detector Phase Switch Phase Minimum Initial(s) 5.0 Minimum Split(s) 24.0 Total Split(s) 24.0 Total Split(%) 19% Maximum Green (s) 21.0 Yellow Time(s) 2.0 All-Red Time(s) 1.0 Lost Time Adjust(s) Total Lost Time(s) Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 Recall Mode None Walk Time(s) 5.0 Flash Dont Walk(s) 16.0 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) 21.0 90th%ile Term Code Ped 70th%ile Green(s) 21.0 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:1Projects1903-Watertown(385 Pleasant)1Synchro\With California1903 Baseline AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2016 Baseline Condition 5: Bridge Street & California Street Weekday Morning Peak Hour Area Type: Other Cycle Length: 125 Actuated Cycle Length: 125 Offset:47(38%), Referenced to phase 3:SBL, Start of Green Natural Cycle: 130 Control Type:Actuated-Coordinated Maximum vlc Ratio: 1.06 Intersection Signal Delay:46.5 Intersection LOS: D Intersection Capacity Utilization 86.7% 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. m Volume for 95th percentile queue is metered by upstream signal. Splits` and Phases: 5: Bridge Street&California Street l 01 12 •409 ! p3 tq4 ,0� G:IProjects1903-Watertown (385 Pleasant)ISynchro\With California1903 Baseline AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2016 Baseline Condition 2: Bridge Street & Pleasant Street Weekday Evening Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *' r 1� *T r *T r Volume(vph) 28 263 318 285 286 23 230 337 441 14 234 44 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 13 11 14 11 11 11 12 16 10 10 Storage Length(ft) 0 190 275 0 0 0 0 75 Storage Lanes 0 1 1 0 0 1 0 1 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.989 0.850 0.850 Flt Protected 0.995 0.950 0.980 0.997 Satd.Flow(prot) 0 1820 1652 1745 1961 0 0 1789 1615 0 1751 1436 Flt Permitted 0.937 0.221 *0.949 0.949 Satd. Flow(perm) 0 1714 1652 406 1961 0 0 1733 1615 0 1667 1436 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 324 4 450 148 Link Speed(mph) 30 30 30 30 Link Distance(ft) 500 450 500 650 Travel Time(s) 11.4 10.2 11.4 14.8 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles(%) 4% 0% 1% 0% 2% 5% 0% 1% 0% 0% 1% 5% Adj. Flow(vph) 29 268 324 291 292 23 235 344 450 14 239 45 Shared Lane Traffic(%) Lane Group Flow(vph) 0 297 324 291 315 0 0 579 450 0 253 45 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) 0 11 11 11 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 0.96 1.04 0.92 1.04 1.04 1.04 1.00 0.85 1.09 1.09 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector(ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex 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 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 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 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+ov pm+pt NA pm+pt NA pt+ov Perm NA Prot Protected Phases 6 7 5 2 7 4 4 5 8 8 G:1Projects1903-Watertown(385 Pleasant)1Synchro\With California1903 Baseline PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2016 Baseline Condition 2: Bridge Street & Pleasant Street Weekday Evening Peak Hour Lane Group 09 Lan4onfigurations 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:1Projects1903-Watertown(385 Pleas ant)1Synchro\With California1903 Baseline PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2016 Baseline Condition 2: Bridge Street & Pleasant Street Weekday Evening Peak Hour * 40-Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 6 2 4 8 Detector Phase 6 6 7 5 2 7 4 4 5 8 8 8 Switch Phase Minimum Initial(s) 8.0 8.0 5.0 8.0 8.0 5.0 8.0 8.0 8.0 8.0 Minimum Split(s) 13.0 13.0 10.0 13.0 13.0 10.0 13.0 13.0 13.0 13.0 Total Split(s) 35.0 35.0 15.0 20.0 55.0 15.0 39.0 24.0 24.0 24.0 Total Split(%) 29.7% 29.7% 12.7% 16.9% 46.6% 12.7% 33.1% 20.3% 20.3% 20.3% Maximum Green(s) 30.0 30.0 10.0 15.0 50.0 10.0 34.0 19.0 19.0 19.0 Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes 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 3.0 3.0 Recall Mode None None C-Max None None C-Max C-Max None None None Walk Time(s) Flash Dont Walk(s) Pedestrian Calls(#Ihr) Act Effct Green(s) 24.8 63.2 44.8 44.8 58.4 78.4 19.0 19.0 Actuated g/C Ratio 0.21 0.54 0.38 0.38 0.49 0.66 0.16 0.16 vlc Ratio 0.83 0.31 0.90 0.42 0.66 0.37 0.94 0.13 Control Delay 63.3 2.3 58.4 27.9 24.7 5.2 91.9 0.7 Queue Delay 0.0 0.0 6.4 0.0 1.8 0.4 0.0 0.0 Total Delay 63.3 2.3 64.8 27.9 26.5 5.6 91.9 0.7 LOS E A E C C A F A Approach Delay 31.5 45.6 17.4 78.2 Approach LOS C D B E 90th%ile Green(s) 30.0 30.0 10.0 15.0 50.0 10.0 34.0 19.0 19.0 19.0 90th%ile Term Code Max Max Coord Max Hold Coord Coord Max Max Max 70th%ile Green(s) 28.8 28.8 35.2 15.0 48.8 35.2 59.2 19.0 19.0 19.0 70th%ile Term Code Gap Gap Coord Max Hold Coord Coord Max Max Max 50th%ile Green(s) 25.5 25.5 38.5 15.0 45.5 38.5 62.5 19.0 19.0 19.0 50th%ile Term Code Gap Gap Coord Max Hold Coord Coord Max Max Max 30th%ile Green (s) 22.2 22.2 41.8 15.0 42.2 41.8 65.8 19.0 19.0 19.0 30th%ile Term Code Gap Gap Coord Max Hold Coord Coord Max Max Max 10th%ile Green (s) 17.3 17.3 46.7 15.0 37.3 46.7 70.7 19.0 19.0 19.0 10th%ile Term Code Gap Gap Coord Max Hold Coord Coord Max Max Max Queue Length 50th(ft) 216 0 161 171 366 55 193 0 Queue Length 95th(ft) 306 37 #265 233 m#614 m122 #355 0 Internal Link Dist(ft) 420 370 420 570 Turn Bay Length(ft) 190 275 75 Base Capacity(vph) 435 1035 324 833 874 1224 268 355 Starvation Cap Reductn 0 0 0 0 157 353 0 0 Spillback Cap Reductn 0 33 17 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.68 0.32 0.95 0.38 0.81 0.52 0.94 0.13 Intersection Summary G:1Projects1903-Watertown (385 Pleasant)1Synchro\With California1903 Baseline PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2016 Baseline Condition 2: Bridge Street & Pleasant Street Weekday Evening Peak Hour Lane Group 09 Permitted Phases Detector Phase Switch Phase Minimum Initial(s) 20.0 Minimum Split(s) 24.0 Total Split(s) 24.0 Total Split(%) 20% Maximum Green(s) 20.0 Yellow Time(s) 3.0 All-Red Time(s) 1.0 Lost Time Adjust(s) Total Lost Time(s) Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 Recall Mode None Walk Time(s) 5.0 Flash Dont Walk(s) 12.0 Pedestrian Calls(#/hr) 4 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) 20.0 90th%ile Term Code Max 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:1Projects1903-Watertown(385 Pleasant)1Synchro\With California1903 Baseline PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2016 Baseline Condition 2: Bridge Street & Pleasant Street Weekday Evening Peak Hour Area Type: Other Cycle Length: 118 Actuated Cycle Length: 118 Offset:0(0%), Referenced to phase 4:NBTL and 7:NBL,Start of Green,Master Intersection Natural Cycle: 100 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.94 Intersection Signal Delay: 34.6 Intersection LOS: C Intersection Capacity Utilization 92.1% ICU Level of Service F Analysis Period(min) 15 * User Entered Value # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Bridge Street&Pleasant Street "02M tl4 45 "'i"b6 07 ) = 08 G:1Projects1903-Watertown(385 Pleas ant)1SynchrolWith California1903 Baseline PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2016 Baseline Condition 5: Bridge Street & California Street Weekday Evening Peak Hour * Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ *T r T Volume(vph) 307 191 3 5 315 450 1 251 21 367 179 291 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 12 12 13 15 12 12 12 11 13 12 Storage Length(ft) 150 0 0 400 0 0 250 0 Storage Lanes 1 0 0 1 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.850 0.990 0.907 Flt Protected 0.950 0.999 0.950 Satd. Flow(prot) 1668 1770 0 0 1961 1759 0 1833 0 1728 1781 0 Flt Permitted 0.166 0.995 0.998 0.172 Satd. Flow(perm) 291 1770 0 0 1954 1759 0 1830 0 313 1781 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 1 459 3 71 Link Speed(mph) 30 30 30 30 Link Distance(ft) 500 500 500 500 Travel Time(s) 11.4 11.4 11.4 11.4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles(%) 1% 0% 0% 0% 0% 1% 0% 2% 10% 1% 0% 0% Adj. Flow(vph) 313 195 3 5 321 459 1 256 21 374 183 297 Shared Lane Traffic(%) Lane Group Flow(vph) 313 198 0 0 326 459 0 278 0 374 480 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) 10 10 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.00 1.00 0.96 0.88 1.00 1.00 1.00 1.04 0.96 1.00 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 2 Detector Template Left Thru Left Thru Right Left Thru Left Thru Leading Detector(ft) 20 100 20 100 20 20 100 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 6 Detector 1 Type CI+Ex 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 0.0 Detector 1 Queue(s) 0.0 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 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 pm+pt NA Perm NA pm+ov Perm NA pm+pt NA Protected Phases 1 6 2 3 4 3 8 G:1Projects1903-Watertown(385 Pleasant)1Synchro\With California1903 Baseline PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2016 Baseline Condition 5: Bridge Street & California 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 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:IProjects1903-Watertown(385 Pleas ant)ISynchro\With California1903 Baseline PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2016 Baseline Condition 5: Bridge Street & California Street } Weekday Evening Peak Hour --I. � i ■-- 4 I Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 2 2 4 8 Detector Phase 1 6 2 2 3 4 4 3 8 Switch Phase Minimum Initial(s) 5.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 6.0 Minimum Split(s) 11.0 12.0 12.0 12.0 11.0 11.0 11.0 11.0 12.0 Total Split(s) 19.0 52.0 33.0 33.0 16.0 26.0 26.0 16.0 42.0 Total Split(%) 16.1% 44.1% 28.0% 28.0% 13.6% 22.0% 22.0% 13.6% 35.6% Maximum Green(s) 13.0 46.0 27.0 27.0 10.0 20.0 20.0 10.0 36.0 Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust(s) 0.0 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 6.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead-Lag Optimize? Yes 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 3.0 Recall Mode None None None None C-Max None None C-Max C-Max Walk Time(s) Flash Dont Walk(s) Pedestrian Calls(#/hr) Act Effct Green(s) 42.6 42.6 23.6 55.0 20.0 53.8 53.8 Actuated g/C Ratio 0.36 0.36 0.20 0.47 0.17 0.46 0.46 v/c Ratio 1.22 0.31 0.84 0.43 0.89 0.79 0.56 Control Delay 158.0 27.8 63.9 2.8 77.6 37.7 16.0 Queue Delay 1.2 0.0 0.0 0.1 0.0 0.0 1.0 Total Delay 159.2 27.8 63.9 2.9 77.6 37.7 17.0 LOS F C E A E D B Approach Delay 108.3 28.2 77.6 26.1 Approach LOS F C E C 90th%ile Green(s) 13.0 46.0 27.0 27.0 10.0 20.0 20.0 10.0 36.0 90th%ile Term Code Max Hold Max Max Coord Max Max Coord Coord 70th%ile Green(s) 13.0 46.0 27.0 27.0 10.0 20.0 20.0 10.0 36.0 70th%ile Term Code Max Hold Max Max Coord Max Max Coord Coord 50th%ile Green (s) 13.0 43.8 24.8 24.8 36.2 20.0 20.0 36.2 62.2 50th%ile Term Code Max Hold Gap Gap Coord Max Max Coord Coord 30th%ile Green(s) 13.0 40.8 21.8 21.8 39.2 20.0 20.0 39.2 65.2 30th%ile Term Code Max Hold Gap Gap Coord Max Max Coord Coord 10th%ile Green(s) 13.0 36.3 17.3 17.3 43.7 20.0 20.0 43.7 69.7 10th%ile Term Code Max Hold Gap Gap Coord Hold Hold Coord Coord Queue Length 50th(ft) -229 105 237 0 207 113 60 Queue Length 95th(ft) #404 160 336 44 #364 m#469 m358 Internal Link Dist(ft) 420 420 420 420 Turn Bay Length(ft) 150 400 250 Base Capacity(vph) 256 690 447 1065 312 476 850 Starvation Cap Reductn 0 0 0 0 0 0 165 Spillback Cap Reductn 21 0 0 77 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 1.33 0.29 0.73 0.46 0.89 0.79 0.70 Intersection Summary G:IProjects1903-Watertown (385 Pleasant)ISynchrolWith California1903 Baseline PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2016 Baseline Condition 5: Bridge Street & California Street Weekday Evening Peak Hour Lane Group 09 Permitted Phases Detector Phase Switch Phase Minimum Initial(s) 5.0 Minimum Split(s) 24.0 Total Split(s) 24.0 Total Split(%) 20% Maximum Green (s) 21.0 Yellow Time(s) 2.0 All-Red Time(s) 1.0 Lost Time Adjust(s) Total Lost Time(s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 Recall Mode None Walk Time(s) 5.0 Flash Dont Walk(s) 16.0 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) 21.0 90th%Ile Term Code Ped 70th%Ile Green (s) 21.0 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:1Projects1903-Watertown (385 Pleasant)1Synchro\With California1903 Baseline PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2016 Baseline Condition 5: Bridge Street & California Street Weekday Evening Peak Hour Area Type: Other Cycle Length: 118 Actuated Cycle Length: 118 Offset:44(37%), Referenced to phase 3:SBL and 8:SBTL,Start of Green Natural Cycle: 130 Control Type:Actuated-Coordinated Maximum vlc Ratio: 1.22 Intersection Signal Delay: 50.0 Intersection LOS:D Intersection Capacity Utilization 95.7% ICU Level of Service F 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. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5: Bridge Street&California Street 01 *pZ I * 9 03 `t04 " 6 `'p8 G:1Projects1903-Watertown (385 Pleasant)1Synchro\With California1903 Baseline PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 No-Build Condition 2: Bridge Street & Pleasant Street } Weekday Morning Peak Hour --I, .�- I Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *' if Vi T *T if *T if Volume(vph) 11 236 220 380 177 18 283 377 394 11 399 25 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 13 11 14 11 11 11 12 16 10 10 Storage Length(ft) 0 190 275 0 0 0 0 75 Storage Lanes 0 1 1 0 0 1 0 1 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.986 0.850 0.850 Flt Protected 0.998 0.950 0.979 0.999 Satd. Flow(prot) 0 1799 1636 1711 1918 0 0 1780 1583 0 1750 1449 Flt Permitted 0.982 0.221 *0.976 0.976 Satd.Flow(perm) 0 1770 1636 398 1918 0 0 1775 1583 0 1709 1449 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 227 5 400 131 Link Speed(mph) 30 30 30 30 Link Distance(ft) 500 450 500 650 Travel Time(s) 11.4 10.2 11.4 14.8 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(%) 0% 2% 2% 2% 4% 6% 1% 1% 2% 11% 1% 4% Adj. Flow(vph) 11 243 227 392 182 19 292 389 406 11 411 26 Shared Lane Traffic(%) Lane Group Flow(vph) 0 254 227 392 201 0 0 681 406 0 422 26 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) 0 11 11 11 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 0.96 1.04 0.92 1.04 1.04 1.04 1.00 0.85 1.09 1.09 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector(ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex 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 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 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 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+ov pm+pt NA pm+pt NA pt+ov Perm NA Prot Protected Phases 6 7 5 2 7 4 4 5 8 8 G:1Projects1903-Watertown(385 Pleasant)1Synchro\With California1903 No-Build AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 No-Build Condition 2: Bridge Street & Pleasant Street Weekday Morning Peak Hour Lane Group 09 Lan4onfigurations 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:1Projects1903-Watertown (385 Pleasant)1Synchro\With California1903 No-Build AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 No-Build Condition 2: Bridge Street & Pleasant Street } Weekday Morning Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 6 2 4 8 Detector Phase 6 6 7 5 2 7 4 4 5 8 8 8 Switch Phase Minimum Initial(s) 8.0 8.0 5.0 8.0 8.0 5.0 8.0 8.0 8.0 8.0 Minimum Split(s) 13.0 13.0 10.0 13.0 13.0 10.0 13.0 13.0 13.0 13.0 Total Split(s) 30.0 30.0 12.0 27.0 57.0 12.0 44.0 32.0 32.0 32.0 Total Split(%) 24.0% 24.0% 9.6% 21.6% 45.6% 9.6% 35.2% 25.6% 25.6% 25.6% Maximum Green(s) 25.0 25.0 7.0 22.0 52.0 7.0 39.0 27.0 27.0 27.0 Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes 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 3.0 3.0 Recall Mode None None C-Max None None C-Max C-Max None None None Walk Time(s) Flash Dont Walk(s) Pedestrian Calls(#/hr) Act Effct Green(s) 21.8 55.2 48.8 48.8 61.4 88.4 27.0 27.0 Actuated g/C Ratio 0.17 0.44 0.39 0.39 0.49 0.71 0.22 0.22 v/c Ratio 0.82 0.27 1.02 0.27 0.78 0.33 1.14 0.06 Control Delay 71.1 3.4 81.4 25.7 31.0 5.8 136.0 0.3 Queue Delay 0.0 0.0 31.0 0.0 6.6 0.4 0.0 0.0 Total Delay 71.1 3.4 112.4 25.7 37.6 6.2 136.0 0.3 LOS E A F C D A F A Approach Delay 39.1 83.0 25.9 128.1 Approach LOS D F C F 90th %ile Green (s) 25.0 25.0 7.0 22.0 52.0 7.0 39.0 27.0 27.0 27.0 90th %ile Term Code Max Max Coord Max Hold Coord Coord Max Max Max 70th %ile Green (s) 25.0 25.0 31.0 22.0 52.0 31.0 63.0 27.0 27.0 27.0 70th %ile Term Code Max Max Coord Max Hold Coord Coord Max Max Max 50th %ile Green(s) 23.2 23.2 32.8 22.0 50.2 32.8 64.8 27.0 27.0 27.0 50th %ile Term Code Gap Gap Coord Max Hold Coord Coord Max Max Max 30th %ile Green(s) 20.1 20.1 35.9 22.0 47.1 35.9 67.9 27.0 27.0 27.0 30th %ile Term Code Gap Gap Coord Max Hold Coord Coord Max Max Max 10th %ile Green(s) 15.6 15.6 40.4 22.0 42.6 40.4 72.4 27.0 27.0 27.0 10th %ile Term Code Gap Gap Coord Max Hold Coord Coord Max Max Max Queue Length 50th (ft) 197 0 -244 104 511 64 -399 0 Queue Length 95th (ft) #293 42 #444 158 m#810 m119 #603 0 Internal Link Dist(ft) 420 370 420 570 Turn Bay Length(ft) 190 275 75 Base Capacity(vph) 354 849 386 800 873 1236 369 415 Starvation Cap Reductn 0 0 0 0 148 416 0 0 Spillback Cap Reductn 0 12 89 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.72 0.27 1.32 0.25 0.94 0.50 1.14 0.06 Intersection Summary G:IProjects1903-Watertown(385 Pleasant)ISynchrolWith California1903 No-Build AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 No-Build Condition 2: Bridge Street & Pleasant Street Weekday Morning Peak Hour Lane Group 09 Permitted Phases Detector Phase Switch Phase Minimum Initial(s) 19.0 Minimum Split(s) 24.0 Total Split(s) 24.0 Total Split(%) 19% Maximum Green(s) 21.0 Yellow Time(s) 2.0 All-Red Time(s) 1.0 Lost Time Adjust(s) Total Lost Time(s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 Recall Mode None Walk Time(s) 5.0 Flash Dont Walk(s) 16.0 Pedestrian Calls(#Ihr) 6 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) 21.0 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 vlc Ratio Intersection Summary G:1Projects1903-Watertown(385 Pleasant)1Synchro\With California1903 No-Build AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 No-Build Condition 2: Bridge Street & Pleasant Street Weekday Morning Peak Hour Area Type: Other Cycle Length: 125 Actuated Cycle Length: 125 Offset:0(0%), Referenced to phase 4:NBTL and 7:NBL,Start of Green, Master Intersection Natural Cycle: 140 Control Type:Actuated-Coordinated Maximum v/c Ratio: 1.14 Intersection Signal Delay: 58.9 Intersection LOS: E Intersection Capacity Utilization 107.9% ICU Level of Service G Analysis Period(min) 15 * User Entered Value 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. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Bridge Street&Pleasant Street {, V- .�g 9 r'c 4 . 05 -=tea 07(R �''a8 G:IProjects1903-Watertown(385 Pleasant)ISynchro\With California1903 No-Build AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 No-Build Condition 5: Bridge Street & California Street Weekday Morning Peak Hour } Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vi T 4 r Vi T+ Volume(vph) 307 282 6 9 177 469 1 278 12 471 245 283 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 10 10 12 12 13 15 12 12 12 11 13 12 Storage Length (ft) 150 0 0 400 0 0 250 0 Storage Lanes 1 0 0 1 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.997 0.850 0.994 0.920 Flt Protected 0.950 0.998 0.950 Satd. Flow(prot) 1518 1751 0 0 1923 1676 0 1864 0 1678 1779 0 At Permitted 0.289 0.973 0.998 0.167 Satd.Flow(perm) 462 1751 0 0 1875 1676 0 1860 0 295 1779 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 1 467 1 47 Link Speed(mph) 30 30 30 30 Link Distance(ft) 500 500 500 500 Travel Time(s) 11.4 11.4 11.4 11.4 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles(%) 11% 1% 1% 0% 2% 6% 0% 1% 9% 4% 1% 2% Adj. Flow(vph) 323 297 6 9 186 494 1 293 13 496 258 298 Shared Lane Traffic(%) Lane Group Flow(vph) 323 303 0 0 195 494 0 307 0 496 556 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) 10 10 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.00 1.00 0.96 0.88 1.00 1.00 1.00 1.04 0.96 1.00 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 2 Detector Template Left Thru Left Thru Right Left Thru Left Thru Leading Detector(ft) 20 100 20 100 20 20 100 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 6 Detector 1 Type CI+Ex 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 0.0 Detector 1 Queue(s) 0.0 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 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 pm+pt NA Perm NA pm+ov Perm NA pm+pt NA Protected Phases 1 6 2 3 4 3 8 G:IProjects1903-Watertown (385 Pleasant)ISynchro\With California1903 No-Build AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 No-Build Condition 5: Bridge Street & California 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:1Projects1903-Watertown (385 Pleasant)1Synchro\With California1903 No-Build AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 No-Build Condition 5: Bridge Street & California Street Weekday Morning Peak Hour } Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 2 2 4 8 Detector Phase 1 6 2 2 3 4 4 3 8 Switch Phase Minimum Initial(s) 5.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 6.0 Minimum Split(s) 11.0 12.0 12.0 12.0 11.0 11.0 11.0 11.0 12.0 Total Split(s) 29.0 58.0 29.0 29.0 19.0 24.0 24.0 19.0 43.0 Total Split(%) 23.2% 46.4% 23.2% 23.2% 15.2% 19.2% 19.2% 15.2% 34.4% Maximum Green(s) 23.0 52.0 23.0 23.0 13.0 18.0 18.0 13.0 37.0 Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust(s) 0.0 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 6.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead-Lag Optimize? Yes 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 3.0 Recall Mode None Min Min Min C-Min Min Min C-Min None Walk Time(s) Flash Dont Walk(s) Pedestrian Calls(#/hr) Act Effct Green(s) 46.3 46.3 17.9 54.6 18.0 57.1 57.1 Actuated g/C Ratio 0.37 0.37 0.14 0.44 0.14 0.46 0.46 v/c Ratio 0.90 0.47 0.73 0.50 1.15 0.99 0.66 Control Delay 59.7 31.7 66.5 4.1 147.3 57.4 18.4 Queue Delay 51.8 0.0 0.0 0.2 0.0 0.0 4.2 Total Delay 111.5 31.7 66.5 4.3 147.3 57.4 22.6 LOS F C E A F E C Approach Delay 72.9 21.9 147.3 39.0 Approach LOS E C F D 90th%ile Green(s) 23.0 52.0 23.0 23.0 13.0 18.0 18.0 13.0 37.0 90th%ile Term Code Max Hold Max Max Coord Max Max Coord Coord 70th%ile Green(s) 23.0 49.7 20.7 20.7 15.3 18.0 18.0 15.3 39.3 70th%ile Term Code Max Hold Gap Gap Coord Max Max Coord Coord 50th%ile Green(s) 23.0 47.2 18.2 18.2 41.8 18.0 18.0 41.8 65.8 50th%ile Term Code Max Hold Gap Gap Coord Max Max Coord Coord 30th%ile Green (s) 23.0 44.6 15.6 15.6 44.4 18.0 18.0 44.4 68.4 30th%ile Term Code Max Hold Gap Gap Coord Max Max Coord Coord 10th%ile Green(s) 19.9 37.8 11.9 11.9 51.2 18.0 18.0 51.2 75.2 10th%ile Term Code Gap Hold Gap Gap Coord Max Max Coord Coord Queue Length 50th(ft) 205 182 152 10 -291 200 66 Queue Length 95th(ft) #312 249 225 63 #477 m#592 m418 Internal Link Dist(ft) 420 420 420 420 Turn Bay Length(ft) 150 400 250 Base Capacity(vph) 365 729 345 995 268 501 838 Starvation Cap Reductn 0 0 0 0 0 0 203 Spillback Cap Reductn 99 0 0 92 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 1.21 0.42 0.57 0.55 1.15 0.99 0.88 Intersection Summary G:1Projects1903-Watertown(385 Pleasant)1Synchro\With California1903 No-Build AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 No-Build Condition 5: Bridge Street & California Street Weekday Morning Peak Hour Lane Group 09 Permitted Phases Detector Phase Switch Phase Minimum Initial(s) 5.0 Minimum Split(s) 24.0 Total Split(s) 24.0 Total Split(%) 19% Maximum Green(s) 21.0 Yellow Time(s) 2.0 All-Red Time(s) 1.0 Lost Time Adjust(s) Total Lost Time(s) Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 Recall Mode None Walk Time(s) 5.0 Flash Dont Walk(s) 16.0 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) 21.0 90th%ile Term Code Ped 70th%ile Green(s) 21.0 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:1Projects1903-Watertown(385 Pleasant)1SynchrolWith California1903 No-Build AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 No-Build Condition 5: Bridge Street & California Street Weekday Morning Peak Hour Area Type: Other Cycle Length: 125 Actuated Cycle Length: 125 Offset:47(38%), Referenced to phase 3:SBL,Start of Green Natural Cycle: 150 Control Type:Actuated-Coordinated Maximum v/c Ratio: 1.15 Intersection Signal Delay: 55.0 Intersection LOS: D Intersection Capacity Utilization 92.5% ICU Level of Service F 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. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5: Bridge Street&California Street y1==- gg 01 _' o2 .409 5�3 04 � r G:1Projects1903-Watertown (385 Pleasant)1Synchro\With California1903 No-Build AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 No-Build Condition 2: Bridge Street & Pleasant Street Weekday Evening Peak Hour } 00.Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *' r T *T r *T r Volume(vph) 30 304 341 331 323 28 247 361 512 19 251 47 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 13 11 14 11 11 11 12 16 10 10 Storage Length(ft) 0 190 275 0 0 0 0 75 Storage Lanes 0 1 1 0 0 1 0 1 Taper Length(ft) 25 25 25 25 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.988 0.850 0.850 Flt Protected 0.995 0.950 0.980 0.997 Satd.Flow(prot) 0 1821 1652 1745 1958 0 0 1789 1615 0 1752 1436 Flt Permitted 0.936 0.186 *0.927 0.927 Satd. Flow(perm) 0 1713 1652 342 1958 0 0 1693 1615 0 1629 1436 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 348 5 521 148 Link Speed(mph) 30 30 30 30 Link Distance(ft) 500 450 500 650 Travel Time(s) 11.4 10.2 11.4 14.8 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles(%) 4% 0% 1% 0% 2% 5% 0% 1% 0% 0% 1% 5% Adj.Flow(vph) 31 310 348 338 330 29 252 368 522 19 256 48 Shared Lane Traffic(%) Lane Group Flow(vph) 0 341 348 338 359 0 0 620 522 0 275 48 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) 0 11 11 11 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 0.96 1.04 0.92 1.04 1.04 1.04 1.00 0.85 1.09 1.09 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector(ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex 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 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 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 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+ov pm+pt NA pm+pt NA pt+ov Perm NA Prot Protected Phases 6 7 5 2 7 4 4 5 8 8 G:1Projects1903-Watertown (385 Pleasant)1Synchro\With California1903 No-Build PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 No-Build Condition 2: Bridge Street & Pleasant Street Weekday Evening Peak Hour Lane Group 09 Lan ejtonfigurations 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:1Projects1903-Watertown (385 Pleas ant)1Synchro\With California1903 No-Build PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 No-Build Condition 2: Bridge Street & Pleasant Street Weekday Evening Peak Hour, t t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 6 2 4 8 Detector Phase 6 6 7 5 2 7 4 4 5 8 8 8 Switch Phase Minimum Initial(s) 8.0 8.0 5.0 8.0 8.0 5.0 8.0 8.0 8.0 8.0 Minimum Split(s) 13.0 13.0 10.0 13.0 13.0 10.0 13.0 13.0 13.0 13.0 Total Split(s) 35.0 35.0 15.0 20.0 55.0 15.0 39.0 24.0 24.0 24.0 Total Split(%) 29.7% 29.7% 12.7% 16.9% 46.6% 12.7% 33.1% 20.3% 20.3% 20.3% Maximum Green(s) 30.0 30.0 10.0 15.0 50.0 10.0 34.0 19.0 19.0 19.0 Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes 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 3.0 3.0 Recall Mode None None C-Max None None C-Max C-Max None None None Walk Time(s) Flash Dont Walk(s) Pedestrian Calls(#/hr) Act Effct Green(s) 27.0 63.2 47.0 47.0 56.2 76.2 19.0 19.0 Actuated g/C Ratio 0.23 0.54 0.40 0.40 0.48 0.65 0.16 0.16 v/c Ratio 0.87 0.33 1.08 0.46 0.75 0.43 1.05 0.14 Control Delay 66.4 2.3 100.5 27.5 27.2 5.6 117.3 0.8 Queue Delay 0.0 0.0 10.0 0.0 3.3 0.5 0.0 0.0 Total Delay 66.4 2.4 110.5 27.5 30.5 6.1 117.3 0.8 LOS E A F C C A F A Approach Delay 34.1 67.7 19.4 99.9 Approach LOS C E B F 90th%ile Green(s) 30.0 30.0 10.0 15.0 50.0 10.0 34.0 19.0 19.0 19.0 90th%ile Term Code Max Max Coord Max Hold Coord Coord Max Max Max 70th%ile Green(s) 30.0 30.0 34.0 15.0 50.0 34.0 58.0 19.0 19.0 19.0 70th%ile Term Code Max Max Coord Max Hold Coord Coord Max Max Max 50th%ile Green (s) 29.0 29.0 35.0 15.0 49.0 35.0 59.0 19.0 19.0 19.0 50th %ile Term Code Gap Gap Coord Max Hold Coord Coord Max Max Max 30th %ile Green(s) 25.5 25.5 38.5 15.0 45.5 38.5 62.5 19.0 19.0 19.0 30th %ile Term Code Gap Gap Coord Max Hold Coord Coord Max Max Max 10th %ile Green (s) 20.3 20.3 43.7 15.0 40.3 43.7 67.7 19.0 19.0 19.0 10th %ile Term Code Gap Gap Coord Max Hold Coord Coord Max Max Max Queue Length 50th(ft) 245 0 -201 189 419 63 -228 0 Queue Length 95th(ft) #381 38 #385 269 m#628 m125 #399 0 Internal Link Dist(ft) 420 370 420 570 Turn Bay Length(ft) 190 275 75 Base Capacity(vph) 435 1046 314 832 832 1227 262 355 Starvation Cap Reductn 0 0 0 0 128 320 0 0 Spillback Cap Reductn 0 37 35 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.78 0.34 1.21 0.43 0.88 0.58 1.05 0.14 Intersection Summary G:1Projects1903-Watertown(385 Pleasant)1Synchro\With California1903 No-Build PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 No-Build Condition 2: Bridge Street & Pleasant Street Weekday Evening Peak Hour. Lane Group 09 Permitted Phases Detector Phase Switch Phase Minimum Initial(s) 20.0 Minimum Split(s) 24.0 Total Split(s) 24.0 Total Split(%) 20% Maximum Green (s) 20.0 Yellow Time(s) 3.0 All-Red Time(s) 1.0 Lost Time Adjust(s) Total Lost Time(s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 Recall Mode None Walk Time(s) 5.0 Flash Dont Walk(s) 12.0 Pedestrian Calls(#/hr) 4 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) 20.0 90th%ile Term Code Max 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:1Projects1903-Watertown (385 Pleasant)1SynchrolWith California1903 No-Build PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 No-Build Condition 2: Bridge Street & Pleasant Street Weekday Evening Peak Hour Area Type: Other Cycle Length: 118 Actuated Cycle Length: 118 Offset:0(0%), Referenced to phase 4:NBTL and 7:NBL, Start of Green, Master Intersection Natural Cycle: 130 Control Type:Actuated-Coordinated Maximum v/c Ratio: 1.08 Intersection Signal Delay:43.9 Intersection LOS: D Intersection Capacity Utilization 99.9% ICU Level of Service F Analysis Period(min) 15 User Entered Value 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. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Bridge Street&Pleasant Street 02 I kk It L 0 5" OftO 6 oT G:1Projects1903-Watertown (385 Pleas ant)1Synchro\With California1903 No-Build PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 No-Build Condition 5: Bridge Street & California Street Weekday Evening Peak Hour * Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I T 4 r +T+ I T Volume(vph) 342 205 3 5 338 500 1 278 23 405 199 319 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 10 10 12 12 13 15 12 12 12 11 13 12 Storage Length(ft) 150 0 0 400 0 0 250 0 Storage Lanes 1 0 0 1 0 0 1 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.850 0.990 0.908 Flt Protected 0.950 0.999 0.950 Satd.Flow(prot) 1668 1770 0 0 1961 1759 0 1833 0 1728 1783 0 Flt Permitted 0.145 0.995 0.998 0.154 Satd. Flow(perm) 255 1770 0 0 1954 1759 0 1830 0 280 1783 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 1 481 3 71 Link Speed(mph) 30 30 30 30 Link Distance(ft) 500 500 500 500 Travel Time(s) 11.4 11.4 11.4 11.4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles(%) 1% 0% 0% 0% 0% 1% 0% 2% 10% 1% 0% 0% Adj. Flow(vph) 349 209 3 5 345 510 1 284 23 413 203 326 Shared Lane Traffic(%) Lane Group Flow(vph) 349 212 0 0 350 510 0 308 0 413 529 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) 10 10 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.00 1.00 0.96 0.88 1.00 1.00 1.00 1.04 0.96 1.00 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 2 Detector Template Left Thru Left Thru Right Left Thru Left Thru Leading Detector(ft) 20 100 20 100 20 20 100 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 6 Detector 1 Type CI+Ex 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 0.0 Detector 1 Queue(s) 0.0 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 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 pm+pt NA Perm NA pm+ov Perm NA pm+pt NA Protected Phases 1 6 2 3 4 3 8 G:1Projects1903-Watertown(385 Pleasant)1Synchro\With California1903 No-Build PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 No-Build Condition 5: Bridge Street & California 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 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:1Projects1903-Watertown (385 Pleasant)1Synchro\With California1903 No-Build PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 No-Build Condition 5: Bridge Street & California Street Weekday Evening Peak Hour } Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 2 2 4 8 Detector Phase 1 6 2 2 3 4 4 3 8 Switch Phase Minimum Initial(s) 5.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 6.0 Minimum Split(s) 11.0 12.0 12.0 12.0 11.0 11.0 11.0 11.0 12.0 Total Split(s) 19.0 52.0 33.0 33.0 16.0 26.0 26.0 16.0 42.0 Total Split(%) 16.1% 44.1% 28.0% 28.0% 13.6% 22.0% 22.0% 13.6% 35.6% Maximum Green(s) 13.0 46.0 27.0 27.0 10.0 20.0 20.0 10.0 36.0 Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust(s) 0.0 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 6.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead-Lag Optimize? Yes 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 3.0 Recall Mode None None None None C-Max None None C-Max C-Max Walk Time(s) Flash Dont Walk(s) Pedestrian Calls(#/hr) Act Effct Green(s) 43.6 43.6 24.6 55.0 20.0 52.8 52.8 Actuated g/C Ratio 0.37 0.37 0.21 0.47 0.17 0.45 0.45 v/c Ratio 1.40 0.32 0.86 0.47 0.99 0.91 0.63 Control Delay 228.2 27.6 65.5 3.5 96.7 49.4 17.4 Queue Delay 1.8 0.0 0.0 0.2 0.0 0.0 1.6 Total Delay 230.0 27.6 65.5 3.7 96.7 49.4 19.0 LOS F C E A F D B Approach Delay 153.5 28.9 96.7 32.3 Approach LOS F C F C 90th %ile Green(s) 13.0 46.0 27.0 27.0 10.0 20.0 20.0 10.0 36.0 90th %ile Term Code Max Hold Max Max Coord Max Max Coord Coord 70th %ile Green(s) 13.0 46.0 27.0 27.0 10.0 20.0 20.0 10.0 36.0 70th %ile Term Code Max Hold Max Max Coord Max Max Coord Coord 50th%ile Green(s) 13.0 45.6 26.6 26.6 34.4 20.0 20.0 34.4 60.4 50th%ile Term Code Max Hold Gap Gap Coord Max Max Coord Coord 30th%ile Green(s) 13.0 42.5 23.5 23.5 37.5 20.0 20.0 37.5 63.5 30th%ile Term Code Max Hold Gap Gap Coord Max Max Coord Coord 10th%ile Green(s) 13.0 37.9 18.9 18.9 42.1 20.0 20.0 -42-4 &3.1 10th%ile Term Code Max Hold Gap Gap Coord Max Max Coord Coord Queue Length 50th (ft) -296 111 253 9 234 147 77 Queue Length 95th(ft) #485 172 #387 56 #419 m#482 m363 Internal Link Dist(ft) 420 420 420 420 Turn Bay Length (ft) 150 400 250 Base Capacity(vph) 250 690 447 1076 312 454 837 Starvation Cap Reductn 0 0 0 0 0 0 156 Spillback Cap Reductn 30 0 0 122 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 1.59 0.31 0.78 0.53 0.99 0.91 0.78 Intersection Summary G:1Projects1903-Watertown(385 Pleasant)1SynchrolWith California1903 No-Build PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 No-Build Condition 5: Bridge Street & California Street Weekday Evening Peak Hour Lane Group 09 Permitted Phases Detector Phase Switch Phase Minimum Initial(s) 5.0 Minimum Split(s) 24.0 Total Split(s) 24.0 Total Split(%) 20% Maximum Green (s) 21.0 Yellow Time(s) 2.0 All-Red Time(s) 1.0 Lost Time Adjust(s) Total Lost Time(s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 Recall Mode None Walk Time(s) 5.0 Flash Dont Walk(s) 16.0 Pedestrian Calls(#Ihr) 15 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) 21.0 90th %ile Term Code Ped 70th %ile Green (s) 21.0 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 vlc Ratio Intersection Summary G:1Projects1903-Watertown (385 Pleas ant)1Synchro\With California1903 No-Build PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 No-Build Condition 5: Bridge Street & California Street Weekday Evening Peak Hour Area Type: Other Cycle Length: 118 Actuated Cycle Length: 118 Offset:44(37%),Referenced to phase 3:SBL and 8:SBTL,Start of Green Natural Cycle: 150 Control Type:Actuated-Coordinated Maximum v/c Ratio: 1.40 Intersection Signal Delay: 64.1 Intersection LOS: E Intersection Capacity Utilization 103.1% ICU Level of Service G 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. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5: Bridge Street&California Street .114 +. - g pl �' �z '* 9 03�R t o4 08 G:IProjects1903-Watertown(385 Pleasant)ISynchro\With California1903 No-Build PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition 2: Bridge Street & Pleasant Street Weekday Morning Peak Hour * 9.Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *' r I 1� *T r *T r Volume(vph) 11 240 220 391 180 20 283 377 401 13 399 25 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 13 11 14 11 11 11 12 16 10 10 Storage Length(ft) 0 190 275 0 0 0 0 75 Storage Lanes 0 1 1 0 0 1 0 1 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.985 0.850 0.850 Fit Protected 0.998 0.950 0.979 0.998 Satd.Flow(prot) 0 1799 1636 1711 1916 0 0 1780 1583 0 1747 1449 Fit Permitted 0.982 0.217 *0.970 0.970 Satd. Flow(perm) 0 1770 1636 391 1916 0 0 1764 1583 0 1698 1449 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 227 6 407 131 Link Speed(mph) 30 30 30 30 Link Distance(ft) 500 450 500 650 Travel Time(s) 11.4 10.2 11.4 14.8 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(%) 0% 2% 2% 2% 4% 6% 1% 1% 2% 11% 1% 4% Adj. Flow(vph) 11 247 227 403 186 21 292 389 413 13 411 26 Shared Lane Traffic(%) Lane Group Flow(vph) 0 258 227 403 207 0 0 681 413 0 424 26 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) 0 11 11 11 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 0.96 1.04 0.92 1.04 1.04 1.04 1.00 0.85 1.09 1.09 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector(ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex 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 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 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 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+ov pm+pt NA pm+pt NA pt+ov Perm NA Prot Protected Phases 6 7 5 2 7 4 45 8 8 G:IProjects1903-Watertown(385 Pleasant)ISynchro\With California1903 Build AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition 2: Bridge Street & Pleasant Street Weekday Morning Peak Hour Lane Group 09 Lan4onfigurations 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:IProjects1903-Watertown(385 Pleasant)ISynchro\With California1903 Build AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition 2: Bridge Street & Pleasant Street Weekday Morning Peak Hour, ,A t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 6 2 4 8 Detector Phase 6 6 7 5 2 7 4 4 5 8 8 8 Switch Phase Minimum Initial(s) 8.0 8.0 5.0 8.0 8.0 5.0 8.0 8.0 8.0 8.0 Minimum Split(s) 13.0 13.0 10.0 13.0 13.0 10.0 13.0 13.0 13.0 13.0 Total Split(s) 30.0 30.0 12.0 27.0 57.0 12.0 44.0 32.0 32.0 32.0 Total Split(%) 24.0% 24.0% 9.6% 21.6% 45.6% 9.6% 35.2% 25.6% 25.6% 25.6% Maximum Green(s) 25.0 25.0 7.0 22.0 52.0 7.0 39.0 27.0 27.0 27.0 Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes 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 3.0 3.0 Recall Mode None None C-Max None None C-Max C-Max None None None Walk Time(s) Flash Dont Walk(s) Pedestrian Calls(#/hr) Act Effct Green(s) 22.0 55.2 49.0 49.0 61.2 88.2 27.0 27.0 Actuated g/C Ratio 0.18 0.44 0.39 0.39 0.49 0.71 0.22 0.22 v/c Ratio 0.83 0.27 1.05 0.27 0.79 0.33 1.16 0.06 Control Delay 71.4 3.4 89.9 25.6 31.2 5.8 141.2 0.3 Queue Delay 0.0 0.0 21.8 0.0 6.9 0.4 0.0 0.0 Total Delay 71.4 3.4 111.7 25.6 38.1 6.2 141.2 0.3 LOS E A F C D A F A Approach Delay 39.6 82.5 26.1 133.1 Approach LOS D F C F 90th%ile Green(s) 25.0 25.0 7.0 22.0 52.0 7.0 39.0 27.0 27.0 27.0 90th%ile Term Code Max Max Coord Max Hold Coord Coord Max Max Max 70th%ile Green(s) 25.0 25.0 31.0 22.0 52.0 31.0 63.0 27.0 27.0 27.0 70th%ile Term Code Max Max Coord Max Hold Coord Coord Max Max Max 50th%ile Green(s) 23.5 23.5 32.5 22.0 50.5 32.5 64.5 27.0 27.0 27.0 50th%ile Term Code Gap Gap Coord Max Hold Coord Coord Max Max Max 30th%ile Green(s) 20.5 20.5 35.5 22.0 47.5 35.5 67.5 27.0 27.0 27.0 30th%ile Term Code Gap Gap Coord Max Hold Coord Coord Max Max Max 10th%ile Green (s) 15.9 15.9 40.1 22.0 42.9 40.1 72.1 27.0 27.0 27.0 10th%ile Term Code Gap Gap Coord Max Hold Coord Coord Max Max Max Queue Length 50th(ft) 200 0 -272 107 512 65 -405 0 Queue Length 95th(ft) #301 42 #468 163 m#811 m119 #608 0 Internal Link Dist(ft) 420 370 420 570 Turn Bay Length(ft) 190 275 75 Base Capacity(vph) 354 849 385 800 867 1236 366 415 Starvation Cap Reductn 0 0 0 0 145 411 0 0 Spillback Cap Reductn 0 12 90 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.73 0.27 1.37 0.26 0.94 0.50 1.16 0.06 Intersection Summary G:1Projects1903-Watertown (385 Pleasant)1SynchrolWith Californiak903 Build AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition 2: Bridge Street & Pleasant Street Weekday Morning Peak Hour Lane Group 09 Permitted Phases Detector Phase Switch Phase Minimum Initial(s) 19.0 Minimum Split(s) 24.0 Total Split(s) 24.0 Total Split(%) 19% Maximum Green(s) 21.0 Yellow Time(s) 2.0 All-Red Time(s) 1.0 Lost Time Adjust(s) Total Lost Time(s) Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 Recall Mode None Walk Time(s) 5.0 Flash Dont Walk(s) 16.0 Pedestrian Calls(#Ihr) 6 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) 21.0 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 vlc Ratio Intersection Summary G:1Projects1903-Watertown (385 Pleasant)1Synchro\With California1903 Build AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition 2: Bridge Street & Pleasant Street Weekday Morning Peak Hour Area Type: Other Cycle Length: 125 Actuated Cycle Length: 125 Offset:0(0%),Referenced to phase 4:NBTL and 7:NBL,Start of Green, Master Intersection Natural Cycle: 150 Control Type:Actuated-Coordinated Maximum vlc Ratio: 1.16 Intersection Signal Delay: 59.8 Intersection LOS: E Intersection Capacity Utilization 108.8% ICU Level of Service G Analysis Period(min) 15 User Entered Value 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. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Bridge Street&Pleasant Street s�Z � 9 t4 'p8 G:1Projects1903-Watertown(385 Pleasant)1Synchro\With California1903 Build AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition 5: Bridge Street & California Street Weekday Morning Peak Hour } Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '+ +T r T Volume(vph) 309 282 6 9 177 472 1 280 12 476 248 286 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 10 10 12 12 13 15 12 12 12 11 13 12 Storage Length(ft) 150 0 0 400 0 0 250 0 Storage Lanes 1 0 0 1 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.997 0.850 0.994 0.920 Flt Protected 0.950 0.998 0.950 Satd. Flow(prot) 1518 1751 0 0 1923 1676 0 1864 0 1678 1779 0 Flt Permitted 0.289 0.973 0.998 0.167 Satd. Flow(perm) 462 1751 0 0 1875 1676 0 1860 0 295 1779 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 1 466 1 47 Link Speed(mph) 30 30 30 30 Link Distance(ft) 500 500 500 500 Travel Time(s) 11.4 11.4 11.4 11.4 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles(%) 11% 1% 1% 0% 2% 6% 0% 1% 9% 4% 1% 2% Adj. Flow(vph) 325 297 6 9 186 497 1 295 13 501 261 301 Shared Lane Traffic(%) Lane Group Flow(vph) 325 303 0 0 195 497 0 309 0 501 562 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) 10 10 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.00 1.00 0.96 0.88 1.00 1.00 1.00 1.04 0.96 1.00 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 2 Detector Template Left Thru Left Thru Right Left Thru Left Thru Leading Detector(ft) 20 100 20 100 20 20 100 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 6 Detector 1 Type CI+Ex 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 0.0 Detector 1 Queue(s) 0.0 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 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 pm+pt NA Perm NA pm+ov Perm NA pm+pt NA Protected Phases 1 6 2 3 4 3 8 G:IProjects1903-Watertown(385 Pleasant)ISynchroUth CaliforniM903 Build AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition 5: Bridge Street & California 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:IProjects1903-Watertown(385 Pleasant)ISynchro\With California1903 Build AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition 5: Bridge Street & California Street Weekday Morning Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 2 2 4 8 Detector Phase 1 6 2 2 3 4 4 3 8 Switch Phase Minimum Initial(s) 5.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 6.0 Minimum Split(s) 11.0 12.0 12.0 12.0 11.0 11.0 11.0 11.0 12.0 Total Split(s) 29.0 58.0 29.0 29.0 19.0 24.0 24.0 19.0 43.0 Total Split(%) 23.2% 46.4% 23.2% 23.2% 15.2% 19.2% 19.2% 15.2% 34.4% Maximum Green(s) 23.0 52.0 23.0 23.0 13.0 18.0 18.0 13.0 37.0 Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust(s) 0.0 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 6.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead-Lag Optimize? Yes 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 3.0 Recall Mode None None None None C-Max None None C-Max C-Max Walk Time(s) Flash Dont Walk(s) Pedestrian Calls(#Ihr) Act Effct Green(s) 46.3 46.3 17.9 54.6 18.0 57.1 57.1 Actuated g/C Ratio 0.37 0.37 0.14 0.44 0.14 0.46 0.46 vlc Ratio 0.90 0.47 0.73 0.50 1.15 1.00 0.67 Control Delay 60.4 31.7 66.5 4.2 149.7 59.4 18.4 Queue Delay 51.3 0.0 0.0 0.2 0.0 0.0 4.6 Total Delay 111.7 31.7 66.5 4.4 149.7 59.4 23.0 LOS F C E A F E C Approach Delay 73.1 21.9 149.7 40.2 Approach LOS E C F D 90th%ile Green(s) 23.0 52.0 23.0 23.0 13.0 18.0 18.0 13.0 37.0 90th%ile Term Code Max Hold Max Max Coord Max Max Coord Coord 70th%ile Green(s) 23.0 49.7 20.7 20.7 15.3 18.0 18.0 15.3 39.3 70th %ile Term Code Max Hold Gap Gap Coord Max Max Coord Coord 50th%ile Green(s) 23.0 47.2 18.2 18.2 41.8 18.0 18.0 41.8 65.8 50th%ile Term Code Max Hold Gap Gap Coord Max Max Coord Coord 30th%ile Green(s) 23.0 44.6 15.6 15.6 44.4 18.0 18.0 44.4 68.4 30th%ile Term Code Max Hold Gap Gap Coord Max Max Coord Coord 10th%ile Green(s) 20.1 38.0 11.9 11.9 51.0 18.0 18.0 51.0 75.0 10th%ile Term Code Gap Hold Gap Gap Coord Max Max Coord Coord Queue Length 50th(ft) 206 182 152 12 -294 210 67 Queue Length 95th (ft) #315 249 225 65 #480 m#589 m413 Internal Link Dist(ft) 420 420 420 420 Turn Bay Length(ft) 150 400 250 Base Capacity(vph) 365 729 345 994 268 501 838 Starvation Cap Reductn 0 0 0 0 0 0 203 Spillback Cap Reductn 98 0 0 93 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced vlc Ratio 1.22 0.42 0.57 0.55 1.15 1.00 0.89 Intersection Summary G:IProjects1903-Watertown(385 Pleasant)ISynchro\With California1903 Build AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition 5: Bridge Street & California Street Weekday Morning Peak Hour Lane Group 09 Permitted Phases Detector Phase Switch Phase Minimum Initial(s) 5.0 Minimum Split(s) 24.0 Total Split(s) 24.0 Total Split(%) 19% Maximum Green(s) 21.0 Yellow Time(s) 2.0 All-Red Time(s) 1.0 Lost Time Adjust(s) Total Lost Time(s) Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 Recall Mode None Walk Time(s) 5.0 Flash Dont Walk(s) 16.0 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) 21.0 90th%ile Term Code Ped 70th%ile Green(s) 21.0 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:IProjects1903-Watertown(385 Pleasant)ISynchro\With California1903 Build AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition 5: Bridge Street & California Street Weekday Morning Peak Hour Area Type: Other Cycle Length: 125 Actuated Cycle Length: 125 Offset:47(38%), Referenced to phase 3:SBL and 8:SBTL, Start of Green Natural Cycle: 150 Control Type:Actuated-Coordinated Maximum v/c Ratio: 1.15 Intersection Signal Delay: 55.7 Intersection LOS: E Intersection Capacity Utilization 93.0% ICU Level of Service F 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. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5: Bridge Street&California Street 01 02 •409 03 4 08 R. r G:1Projects1903-Watertown (385 Pleasant)1Synchro\With California1903 Build AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition 2: Bridge Street & Pleasant Street } Weekday Evening Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *' if I T *T if *T if Volume(vph) 30 308 341 335 328 40 247 361 528 21 251 47 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 13 11 14 11 11 11 12 16 10 10 Storage Length (ft) 0 190 275 0 0 0 0 75 Storage Lanes 0 1 1 0 0 1 0 1 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.984 0.850 0.850 Flt Protected 0.996 0.950 0.980 0.996 Satd. Flow(prot) 0 1823 1652 1745 1949 0 0 1789 1615 0 1750 1436 Flt Permitted 0.935 0.183 "0.946 "0.919 0.919 Satd. Flow(perm) 0 1711 1652 336 1949 0 0 1678 1615 0 1615 1436 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 348 6 538 148 Link Speed(mph) 30 30 30 30 Link Distance(ft) 500 450 500 650 Travel Time(s) 11.4 10.2 11.4 14.8 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles(%) 4% 0% 1% 0% 2% 5% 0% 1% 0% 0% 1% 5% Adj. Flow(vph) 31 314 348 342 335 41 252 368 539 21 256 48 Shared Lane Traffic(%) Lane Group Flow(vph) 0 345 348 342 376 0 0 620 539 0 277 48 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) 0 11 11 11 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 0.96 1.04 0.92 1.04 1.04 1.04 1.00 0.85 1.09 1.09 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector(ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex 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 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 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 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+ov pm+pt NA pm+pt NA pt+ov Perm NA Prot Protected Phases 6 7 5 2 7 4 4 5 8 8 G:1Projects1903-Watertown(385 Pleasant)1Synchro\With California1903 Build PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition 2: Bridge Street & Pleasant Street Weekday Evening Peak Hour Lane Group e9 Lan4onfigurations 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:IProjects1903-Watertown(385 Pleasant)ISynchro\With California1903 Build PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition 2: Bridge Street & Pleasant Street Weekday Evening Peak Hour --,, -*- 4,- I* # Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 6 2 4 8 Detector Phase 6 6 7 5 2 7 4 45 8 8 8 Switch Phase Minimum Initial(s) 8.0 8.0 5.0 8.0 8.0 5.0 8.0 8.0 8.0 8.0 Minimum Split(s) 13.0 13.0 10.0 13.0 13.0 10.0 13.0 13.0 13.0 13.0 Total Split(s) 35.0 35.0 15.0 20.0 55.0 15.0 39.0 24.0 24.0 24.0 Total Split(%) 29.7% 29.7% 12.7% 16.9% 46.6% 12.7% 33.1% 20.3% 20.3% 20.3% Maximum Green(s) 30.0 30.0 10.0 15.0 50.0 10.0 34.0 19.0 19.0 19.0 Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes 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 3.0 3.0 Recall Mode None None C-Max None None C-Max C-Max None None None Walk Time(s) Flash Dont Walk(s) Pedestrian Calls(#/hr) Act Effct Green(s) 27.2 63.2 47.2 47.2 56.0 76.0 19.0 19.0 Actuated g/C Ratio 0.23 0.54 0.40 0.40 0.47 0.64 0.16 0.16 v/c Ratio 0.88 0.33 1.09 0.48 0.75 0.44 1.07 0.14 Control Delay 66.8 2.3 106.1 27.8 27.3 5.7 121.6 0.8 Queue Delay 0.0 0.0 4.1 0.0 3.5 0.5 0.0 0.0 Total Delay 66.8 2.4 110.2 27.8 30.8 6.2 121.6 0.8 LOS E A F C C A F A Approach Delay 34.4 67.0 19.3 103.8 Approach LOS C E B F 90th%ile Green(s) 30.0 30.0 10.0 15.0 50.0 10.0 34.0 19.0 19.0 19.0 90th%ile Term Code Max Max Coord Max Hold Coord Coord Max Max Max 70th%ile Green(s) 30.0 30.0 34.0 15.0 50.0 34.0 58.0 19.0 19.0 19.0 70th%ile Term Code Max Max Coord Max Hold Coord Coord Max Max Max 50th%ile Green(s) 29.3 29.3 34.7 15.0 49.3 34.7 58.7 19.0 19.0 19.0 50th%ile Term Code Gap Gap Coord Max Hold Coord Coord Max Max Max 30th%ile Green(s) 25.9 25.9 38.1 15.0 45.9 38.1 62.1 19.0 19.0 19.0 30th%ile Term Code Gap Gap Coord Max Hold Coord Coord Max Max Max 10th%ile Green(s) 20.6 20.6 43.4 15.0 40.6 43.4 67.4 19.0 19.0 19.0 10th%ile Term Code Gap Gap Coord Max Hold Coord Coord Max Max Max Queue Length 50th(ft) 248 0 -209 199 420 65 -233 0 Queue Length 95th(ft) #389 38 #395 283 m#623 m125 #404 0 Internal Link Dist(ft) 420 370 420 570 Turn Bay Length(ft) 190 275 75 Base Capacity(vph) 435 1046 313 829 826 1231 260 355 Starvation Cap Reductn 0 0 0 0 126 314 0 0 Spillback Cap Reductn 0 37 35 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.34 1.23 0.45 0.89 0.59 1.07 0.14 Intersection Summary G:1Projects1903-Watertown (385 Pleas ant)1Synchro\With California1903 Build PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition 2: Bridge Street & Pleasant Street Weekday Evening Peak Hour Lane Group 09 Permitted Phases Detector Phase Switch Phase Minimum Initial(s) 20.0 Minimum Split(s) 24.0 Total Split(s) 24.0 Total Split(%) 20% Maximum Green(s) 20.0 Yellow Time(s) 3.0 All-Red Time(s) 1.0 Lost Time Adjust(s) Total Lost Time(s) Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 Recall Mode None Walk Time(s) 5.0 Flash Dont Walk(s) 12.0 Pedestrian Calls(#/hr) 4 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) 20.0 90th%ile Term Code Max 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:1Projects1903-Watertown(385 Pleasant)1SynchrolWith California1903 Build PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition 2: Bridge Street & Pleasant Street Weekday Evening Peak Hour Area Type: Other Cycle Length: 118 Actuated Cycle Length: 118 Offset:0(0%),Referenced to phase 4:NBTL and 7:NBL,Start of Green, Master Intersection Natural Cycle: 130 Control Type:Actuated-Coordinated Maximum v/c Ratio: 1.09 Intersection Signal Delay:44.3 Intersection LOS:D Intersection Capacity Utilization 101.3% ICU Level of Service G Analysis Period(min) 15 User Entered Value 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. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Bridge Street&Pleasant Street 02 *9 ;too A5 _"' b 07 `'pS G:IProjects1903-Watertown (385 Pleasant)ISynchro\With California1903 Build PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition 5: Bridge Street & California Street Weekday Evening Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ +T r *T* T Volume(vph) 347 205 3 5 338 507 1 282 23 407 200 320 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 10 10 12 12 13 15 12 12 12 11 13 12 Storage Length(ft) 150 0 0 400 0 0 250 0 Storage Lanes 1 0 0 1 0 0 1 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.850 0.990 0.908 Flt Protected 0.950 0.999 0.950 Satd. Flow(prot) 1668 1770 0 0 1961 1759 0 1834 0 1728 1783 0 Flt Permitted 0.145 0.995 0.998 0.154 Satd. Flow(perm) 255 1770 0 0 1954 1759 0 1830 0 280 1783 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 1 479 3 70 Link Speed(mph) 30 30 30 30 Link Distance(ft) 500 500 500 500 Travel Time(s) 11.4 11.4 11.4 11.4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles(%) 1% 0% 0% 0% 0% 1% 0% 2% 10% 1% 0% 0% Adj.Flow(vph) 354 209 3 5 345 517 1 288 23 415 204 327 Shared Lane Traffic(%) Lane Group Flow(vph) 354 212 0 0 350 517 0 312 0 415 531 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) 10 10 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.00 1.00 0.96 0.88 1.00 1.00 1.00 1.04 0.96 1.00 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 2 Detector Template Left Thru Left Thru Right Left Thru Left Thru Leading Detector(ft) 20 100 20 100 20 20 100 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 6 Detector 1 Type CI+Ex 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 0.0 Detector 1 Queue(s) 0.0 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 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 pm+pt NA Perm NA pm+ov Perm NA pm+pt NA Protected Phases 1 6 2 3 4 3 8 G:1Projects1903-Watertown(385 Pleasant)1Synchro\With California1903 Build PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition 5: Bridge Street & California 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 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:1Projects1903-Watertown(385 Pleas ant)1Synchro\With California1903 Build PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition 5: Bridge Street & California Street Weekday Evening Peak Hour -► f .- t /'' `*. I ,d Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 2 2 4 8 Detector Phase 1 6 2 2 3 4 4 3 8 Switch Phase Minimum Initial(s) 5.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 6.0 Minimum Split(s) 11.0 12.0 12.0 12.0 11.0 11.0 11.0 11.0 12.0 Total Split(s) 19.0 52.0 33.0 33.0 16.0 26.0 26.0 16.0 42.0 Total Split(%) 16.1% 44.1% 28.0% 28.0% 13.6% 22.0% 22.0% 13.6% 35.6% Maximum Green (s) 13.0 46.0 27.0 27.0 10.0 20.0 20.0 10.0 36.0 Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust(s) 0.0 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 6.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead-Lag Optimize? Yes 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 3.0 Recall Mode None None None None C-Max None None C-Max C-Max Walk Time(s) Flash Dont Walk(s) Pedestrian Calls(#/hr) Act Effct Green (s) 43.6 43.6 24.6 55.0 20.0 52.8 52.8 Actuated g/C Ratio 0.37 0.37 0.21 0.47 0.17 0.45 0.45 v/c Ratio 1.42 0.32 0.86 0.48 1.00 0.91 0.64 Control Delay 236.4 27.6 65.5 3.7 100.0 49.6 17.5 Queue Delay 1.8 0.0 0.0 0.2 0.0 0.0 1.6 Total Delay 238.2 27.6 65.5 3.9 100.0 49.6 19.1 LOS F C E A F D B Approach Delay 159.3 28.8 100.0 32.5 Approach LOS F C F C 90th%ile Green (s) 13.0 46.0 27.0 27.0 10.0 20.0 20.0 10.0 36.0 90th%ile Term Code Max Hold Max Max Coord Max Max Coord Coord 70th%ile Green(s) 13.0 46.0 27.0 27.0 10.0 20.0 20.0 10.0 36.0 70th %ile Term Code Max Hold Max Max Coord Max Max Coord Coord 50th%ile Green(s) 13.0 45.6 26.6 26.6 34.4 20.0 20.0 34.4 60.4 50th%ile Term Code Max Hold Gap Gap Coord Max Max Coord Coord 30th%ile Green(s) 13.0 42.5 23.5 23.5 37.5 20.0 20.0 37.5 63.5 30th%ile Term Code Max Hold Gap Gap Coord Max Max Coord Coord 10th%ile Green(s) 13.0 37.9 18.9 18.9 42.1 20.0 20.0 42.1 68.1 10th%ile Term Code Max Hold Gap Gap Coord Max Max Coord Coord Queue Length 50th (ft) -304 111 253 12 238 148 78 Queue Length 95th (ft) #495 172 #387 60 #427 m#479 m362 Internal Link Dist(ft) 420 420 420 420 Turn Bay Length(ft) 150 400 250 Base Capacity(vph) 250 690 447 1075 312 454 836 Starvation Cap Reductn 0 0 0 0 0 0 156 Spillback Cap Reductn 30 0 0 122 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 1.61 0.31 0.78 0.54 1.00 0.91 0.78 Intersection Summary G:1Projects1903-Watertown(385 Pleasant)1Synchro\With California1903 Build PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition 5: Bridge Street & California Street Weekday Evening Peak Hour Lane Group 09 Permitted Phases Detector Phase Switch Phase Minimum Initial(s) 5.0 Minimum Split(s) 24.0 Total Split(s) 24.0 Total Split(%) 20% Maximum Green(s) 21.0 Yellow Time(s) 2.0 All-Red Time(s) 1.0 Lost Time Adjust(s) Total Lost Time(s) Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 Recall Mode None Walk Time(s) 5.0 Flash Dont Walk(s) 16.0 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) 21.0 90th%ile Term Code Ped 70th%ile Green(s) 21.0 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:1Projects1903-Watertown (385 Pleasant)1SynchrolWith California1903 Build PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition 5: Bridge Street & California Street Weekday Evening Peak Hour Area Type: Other Cycle Length: 118 Actuated Cycle Length: 118 Offset:44(37%),Referenced to phase 3:SBL and 8:SBTL,Start of Green Natural Cycle: 150 Control Type:Actuated-Coordinated Maximum vlc Ratio: 1.42 Intersection Signal Delay:65.8 Intersection LOS:E Intersection Capacity Utilization 103.7% ICU Level of Service G 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. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5: Bridge Street&California Street " `pl oZ A09 03 ` 04 08 G:IProjects1903-Watertown (385 Pleas ant)ISynchro\With California1903 Build PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition - Mitigated 2: Bridge Street & Pleasant Street } Weekday Morning Peak Hour --,I. � � I Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *' if Vi T *T if *T if Volume(vph) 11 240 220 391 180 20 283 377 401 13 399 25 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 13 11 14 11 11 11 12 16 10 10 Storage Length(ft) 0 190 275 0 0 0 0 75 Storage Lanes 0 1 1 0 0 1 0 1 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.985 0.850 0.850 Flt Protected 0.998 0.950 0.979 0.998 Satd. Flow(prot) 0 1799 1636 1711 1916 0 0 1780 1583 0 1747 1449 Flt Permitted 0.980 0.200 *0.880 0.866 Satd. Flow(perm) 0 1766 1636 360 1916 0 0 1600 1583 0 1516 1449 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 227 7 413 164 Link Speed(mph) 30 30 30 30 Link Distance(ft) 500 450 500 650 Travel Time(s) 11.4 10.2 11.4 14.8 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(%) 0% 2% 2% 2% 4% 6% 1% 1% 2% 11% 1% 4% Adj. Flow(vph) 11 247 227 403 186 21 292 389 413 13 411 26 Shared Lane Traffic(%) Lane Group Flow(vph) 0 258 227 403 207 0 0 681 413 0 424 26 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) 0 11 11 11 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 0.96 1.04 0.92 1.04 1.04 1.04 1.00 0.85 1.09 1.09 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector(ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex 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 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 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 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+ov pm+pt NA pm+pt NA pt+ov Perm NA Prot Protected Phases 6 7 5 2 7 4 4 5 8 8 G:\Projects\903-Watertown (385 Pleasant)\Synchro\With California\Mitigated\903 Build AM(Mitigated)-100 with Ped.syn MDM Transportation Consultants Inc. Lanes, Volumes, Timings 2023 Build Condition - Mitigated 2: Bridge Street & Pleasant Street Weekday Morning Peak Hour Lane Group 09 Lan e?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:1Projects1903-Watertown (385 Pleasant)1Synchro\With California\Mitigated1903 Build AM(Mitigated)-100 with Ped.syn MDM Transportation Consultants Inc. Lanes, Volumes, Timings 2023 Build Condition - Mitigated 2: Bridge Street & Pleasant Street * Weekday Morning Peak Hour --1' � � .4- ',- I Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 6 2 4 8 Detector Phase 6 6 7 5 2 7 4 45 8 8 8 Switch Phase Minimum Initial(s) 8.0 8.0 5.0 8.0 8.0 5.0 8.0 8.0 8.0 8.0 Minimum Split(s) 13.0 13.0 10.0 13.0 13.0 10.0 13.0 13.0 13.0 13.0 Total Split(s) 20.0 20.0 18.0 25.0 45.0 18.0 31.0 13.0 13.0 13.0 Total Split(%) 20.0% 20.0% 18.0% 25.0% 45.0% 18.0% 31.0% 13.0% 13.0% 13.0% Maximum Green (s) 15.0 15.0 13.0 20.0 40.0 13.0 26.0 8.0 8.0 8.0 Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes 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 3.0 3.0 Recall Mode None None None None None None C-Max C-Max C-Max C-Max Walk Time(s) Flash Dont Walk(s) Pedestrian Calls(#Ihr) Act Effct Green(s) 15.0 25.0 40.0 40.0 45.2 70.2 34.2 34.2 Actuated g/C Ratio 0.15 0.25 0.40 0.40 0.45 0.70 0.34 0.34 vlc Ratio 0.98 0.39 0.97 0.27 0.93 0.33 0.82 0.04 Control Delay 93.9 4.9 66.1 20.6 36.1 0.7 46.7 0.1 Queue Delay 0.0 0.2 17.9 0.0 0.0 0.3 0.0 0.0 Total Delay 93.9 5.1 83.9 20.6 36.1 1.0 46.7 0.1 LOS F A F C D A D A Approach Delay 52.3 62.4 22.8 44.0 Approach LOS D E C D 90th%ile Green (s) 15.0 15.0 8.1 20.0 40.0 8.1 26.0 12.9 12.9 12.9 90th%ile Term Code Max Max Gap Max Hold Gap Coord Coord Coord Coord 70th%ile Green (s) 15.0 15.0 5.6 20.0 40.0 5.6 50.0 39.4 39.4 39.4 70th%ile Term Code Max Max Gap Max Hold Gap Coord Coord Coord Coord 50th%ile Green (s) 15.0 15.0 5.5 20.0 40.0 5.5 50.0 39.5 39.5 39.5 50th%ile Term Code Max Max Gap Max Hold Gap Coord Coord Coord Coord 30th %ile Green(s) 15.0 15.0 5.5 20.0 40.0 5.5 50.0 39.5 39.5 39.5 30th %ile Term Code Max Max Gap Max Hold Gap Coord Coord Coord Coord 10th%ile Green (s) 15.0 15.0 5.5 20.0 40.0 5.5 50.0 39.5 39.5 39.5 10th%ile Term Code Max Max Gap Max Hold Gap Coord Coord Coord Coord Queue Length 50th(ft) 166 0 206 84 291 0 223 0 Queue Length 95th(ft) #324 35 #399 137 m#744 m0 #622 0 Internal Link Dist(ft) 420 370 420 570 Turn Bay Length (ft) 190 275 75 Base Capacity(vph) 264 677 414 770 733 1234 517 602 Starvation Cap Reductn 0 0 0 0 0 317 0 0 Spillback Cap Reductn 0 96 27 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.98 0.39 1.04 0.27 0.93 0.45 0.82 0.04 Intersection Summary G:1Projects1903-Watertown (385 Pleasant)1Synchro\With Cal ifornia\Mitigated1903 Build AM(Mitigated)-100 with Ped.syn MDM Transportation Consultants Inc. Lanes, Volumes, Timings 2023 Build Condition - Mitigated 2: Bridge Street & Pleasant Street Weekday Morning Peak Hour Lane Group 09 Permitted Phases Detector Phase Switch Phase Minimum Initial(s) 4.0 Minimum Split(s) 24.0 Total Split(s) 24.0 Total Split(%) 24% Maximum Green(s) 21.0 Yellow Time(s) 2.0 All-Red Time(s) 1.0 Lost Time Adjust(s) Total Lost Time(s) Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 Recall Mode None Walk Time(s) 5.0 Flash Dont Walk(s) 16.0 Pedestrian Calls(#Ihr) 6 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) 21.0 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 vlc Ratio Intersection Summary G:1Projects1903-Watertown(385 Pleasant)1Synchro\With California\Mitigated1903 Build AM(Mitigated)-100 with Ped.syn MDM Transportation Consultants Inc. Lanes, Volumes, Timings 2023 Build Condition - Mitigated 2: Bridge Street & Pleasant Street Weekday Morning Peak Hour Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:0(0%), Referenced to phase 4:NBTL and 8:SBTL,Start of Yellow,Master Intersection Natural Cycle: 150 Control Type:Actuated-Coordinated Maximum vlc Ratio:0.98 Intersection Signal Delay:41.0 Intersection LOS:D Intersection Capacity Utilization 108.8% ICU Level of Service G Analysis Period(min) 15 * User Entered Value # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Bridge Street&Pleasant Street 02 .409 k34 -08 _.M .� �r ,u 1 � . G:1Projects1903-Watertown (385 Pleasant)1Synchro\With Cal ifornia\Mitigated1903 Build AM(Mitigated)-100 with Ped.syn MDM Transportation Consultants Inc. Lanes, Volumes, Timings 2023 Build Condition - Mitigated 5: Bridge Street & California Street Weekday Morning Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ +T r +T+ T+ Volume(vph) 309 282 6 9 177 472 1 280 12 476 248 286 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 12 12 13 15 12 12 12 11 13 12 Storage Length(ft) 150 0 0 400 0 0 250 0 Storage Lanes 1 0 0 1 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.997 0.850 0.994 0.920 Flt Protected 0.950 0.998 0.950 Satd. Flow(prot) 1518 1751 0 0 1923 1676 0 1864 0 1678 1779 0 Flt Permitted 0.235 0.967 0.998 0.242 Satd. Flow(perm) 375 1751 0 0 1863 1676 0 1860 0 427 1779 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 1 497 2 61 Link Speed(mph) 30 30 30 30 Link Distance(ft) 500 500 500 500 Travel Time(s) 11.4 11.4 11.4 11.4 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles(%) 11% 1% 1% 0% 2% 6% 0% 1% 9% 4% 1% 2% Adj.Flow(vph) 325 297 6 9 186 497 1 295 13 501 261 301 Shared Lane Traffic(%) Lane Group Flow(vph) 325 303 0 0 195 497 0 309 0 501 562 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) 10 10 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.00 1.00 0.96 0.88 1.00 1.00 1.00 1.04 0.96 1.00 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 2 Detector Template Left Thru Left Thru Right Left Thru Left Thru Leading Detector(ft) 20 100 20 100 20 20 100 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 6 Detector 1 Type CI+Ex 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 0.0 Detector 1 Queue(s) 0.0 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 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 pm+pt NA Perm NA pm+ov Perm NA pm+pt NA Protected Phases 1 6 2 3 4 3 8 G:IProjects1903-Watertown (385 Pleasant)ISynchro\With California\Mitigated1903 Build AM(Mitigated)-100 with Ped.syn MDM Transportation Consultants Inc. Lanes, Volumes, Timings 2023 Build Condition - Mitigated 5: Bridge Street & California 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) 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:1Projects1903-Watertown (385 Pleasant)1Synchro\With California\Mitigated1903 Build AM(Mitigated)-100 with Ped.syn MDM Transportation Consultants Inc. Lanes, Volumes, Timings 2023 Build Condition - Mitigated 5: Bridge Street & California Street Weekday Morning Peak Hour --* --I, t 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 2 2 4 8 Detector Phase 1 6 2 2 3 4 4 3 8 Switch Phase Minimum Initial(s) 5.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 6.0 Minimum Split(s) 11.0 12.0 12.0 12.0 11.0 11.0 11.0 11.0 12.0 Total Split(s) 21.0 38.0 17.0 17.0 27.0 11.0 11.0 27.0 38.0 Total Split(%) 21.0% 38.0% 17.0% 17.0% 27.0% 11.0% 11.0% 27.0% 38.0% Maximum Green(s) 15.0 32.0 11.0 11.0 21.0 5.0 5.0 21.0 32.0 Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust(s) 0.0 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 6.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max Walk Time(s) Flash Dont Walk(s) Pedestrian Calls(#/hr) Act Effct Green(s) 32.0 32.0 11.0 36.8 24.2 51.2 51.2 Actuated g/C Ratio 0.32 0.32 0.11 0.37 0.24 0.51 0.51 v/c Ratio 1.12 0.54 0.96 0.53 0.69 1.04 0.60 Control Delay 118.6 32.2 98.5 3.7 45.8 69.9 23.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 1.0 Total Delay 118.6 32.2 98.5 3.7 45.8 69.9 24.6 LOS F C F A D E C Approach Delay 76.9 30.4 45.8 46.0 Approach LOS E C D D 90th %ile Green(s) 15.0 32.0 11.0 11.0 21.0 5.0 5.0 21.0 32.0 90th%ile Term Code Max Hold Max Max Max Coord Coord Max Coord 70th%ile Green(s) 15.0 32.0 11.0 11.0 21.0 29.0 29.0 21.0 56.0 70th %ile Term Code Max Hold Max Max Max Coord Coord Max Coord 50th%ile Green(s) 15.0 32.0 11.0 11.0 21.0 29.0 29.0 21.0 56.0 50th %ile Term Code Max Hold Max Max Max Coord Coord Max Coord 30th %ile Green(s) 15.0 32.0 11.0 11.0 21.0 29.0 29.0 21.0 56.0 30th %ile Term Code Max Hold Max Max Max Coord Coord Max Coord 10th%ile Green(s) 15.0 32.0 11.0 11.0 21.0 29.0 29.0 21.0 56.0 10th%ile Term Code Max Hold Max Max Max Coord Coord Max Coord Queue Length 50th(ft) -195 157 126 0 166 251 261 Queue Length 95th(ft) #370 243 #264 36 #524 m#496 m#454 Internal Link Dist(ft) 420 420 420 420 Turn Bay Length(ft) 150 400 250 Base Capacity(vph) 291 561 204 931 451 481 940 Starvation Cap Reductn 0 0 0 0 0 0 166 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 1.12 0.54 0.96 0.53 0.69 1.04 0.73 Intersection Summary G:1Projects1903-Watertown (385 Pleasant)1Synchro\With California\Mitigated1903 Build AM(Mitigated)-100 with Ped.syn MDM Transportation Consultants Inc. Lanes, Volumes, Timings 2023 Build Condition - Mitigated 5: Bridge Street & California Street Weekday Morning Peak Hour Lane Group 09 Permitted Phases Detector Phase Switch Phase Minimum Initial(s) 4.0 Minimum Split(s) 24.0 Total Split(s) 24.0 Total Split(%) 24% Maximum Green(s) 21.0 Yellow Time(s) 2.0 All-Red Time(s) 1.0 Lost Time Adjust(s) Total Lost Time(s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 Recall Mode None Walk Time(s) 5.0 Flash Dont Walk(s) 16.0 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) 21.0 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:1Projects1903-Watertown (385 Pleas ant)1Synchro\With California\Mitigated1903 Build AM(Mitigated)-100 with Ped.syn MDM Transportation Consultants Inc. Lanes, Volumes, Timings 2023 Build Condition - Mitigated 5: Bridge Street & California Street Weekday Morning Peak Hour Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:69(69%),Referenced to phase 4:NBTL and 8:SBTL, Start of Yellow Natural Cycle: 150 Control Type:Actuated-Coordinated Maximum v/c Ratio: 1.12 Intersection Signal Delay:49.2 Intersection LOS: D Intersection Capacity Utilization 93.0% ICU Level of Service F 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. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5: Bridge Street&California Street p 1 �2 A09 p3 ­4 PZ) G:\Projects\903-Watertown (385 Pleasant)\Synchro\With California\Mitigated\903 Build AM(Mitigated)-100 with Ped.syn MDM Transportation Consultants Inc. Lanes, Volumes, Timings 2023 Build Condition - Mitigated 2: Bridge Street & Pleasant Street * Weekday Evening Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *' r T *T r *T r Volume(vph) 30 308 341 335 328 40 247 361 528 21 251 47 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 13 11 14 11 11 11 12 16 10 10 Storage Length (ft) 0 190 275 0 0 0 0 75 Storage Lanes 0 1 1 0 0 1 0 1 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.984 0.850 0.850 Flt Protected 0.996 0.950 0.980 0.996 Satd. Flow(prot) 0 1823 1652 1745 1949 0 0 1789 1615 0 1750 1436 Flt Permitted 0.930 0.174 *0.901 0.797 Satd.Flow(perm) 0 1702 1652 320 1949 0 0 1645 1615 0 1400 1436 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 348 8 539 164 Link Speed(mph) 30 30 30 30 Link Distance(ft) 500 450 500 650 Travel Time(s) 11.4 10.2 11.4 14.8 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles(%) 4% 0% 1% 0% 2% 5% 0% 1% 0% 0% 1% 5% Adj. Flow(vph) 31 314 348 342 335 41 252 368 539 21 256 48 Shared Lane Traffic(%) Lane Group Flow(vph) 0 345 348 342 376 0 0 620 539 0 277 48 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) 0 11 11 11 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 0.96 1.04 0.92 1.04 1.04 1.04 1.00 0.85 1.09 1.09 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector(ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex 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 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 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 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+ov pm+pt NA pm+pt NA pt+ov Perm NA Prot Protected Phases 6 7 5 2 7 4 4 5 8 8 G:IProjects1903-Watertown(385 Pleasant)ISynchro\With California\Mitigated1903 Build PM(Mitigated)-100 with Ped.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition - Mitigated 2: Bridge Street & Pleasant Street Weekday Evening Peak Hour Lane Group 09 Lan4onfigurations 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:1Projects1903-Watertown(385 Pleasant)1Synchro\With California\Mitigated1903 Build PM(Mitigated)-100 with Ped.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition - Mitigated 2: Bridge Street & Pleasant Street Weekday Evening Peak Hour * D.Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 6 2 4 8 Detector Phase 6 6 7 5 2 7 4 45 8 8 8 Switch Phase Minimum Initial(s) 8.0 8.0 5.0 8.0 8.0 5.0 8.0 8.0 8.0 8.0 Minimum Split(s) 13.0 13.0 10.0 13.0 13.0 10.0 13.0 13.0 13.0 13.0 Total Split(s) 23.0 23.0 15.0 25.0 48.0 15.0 28.0 13.0 13.0 13.0 Total Split(%) 23.0% 23.0% 15.0% 25.0% 48.0% 15.0% 28.0% 13.0% 13.0% 13.0% Maximum Green(s) 18.0 18.0 10.0 20.0 43.0 10.0 23.0 8.0 8.0 8.0 Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes 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 3.0 3.0 Recall Mode None None None None None None C-Max C-Max C-Max C-Max Walk Time(s) Flash Dont Walk(s) Pedestrian Calls(#/hr) Act Effct Green(s) 18.0 28.2 42.5 42.5 42.7 67.2 31.4 31.4 Actuated g/C Ratio 0.18 0.28 0.42 0.42 0.43 0.67 0.31 0.31 v/c Ratio 1.13 0.49 0.83 0.45 0.87 0.43 0.63 0.09 Control Delay 129.4 4.5 41.4 22.0 32.0 3.3 40.4 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 Total Delay 129.4 4.5 41.4 22.0 32.0 3.6 40.4 0.3 LOS F A D C C A D A Approach Delay 66.7 31.2 18.8 34.5 Approach LOS E C B C 90th%ile Green(s) 18.0 18.0 9.0 20.0 43.0 9.0 23.0 9.0 9.0 9.0 90th%ile Term Code Max Max Gap Max Hold Gap Coord Coord Coord Coord 70th%ile Green(s) 18.0 18.0 5.7 20.0 43.0 5.7 47.0 36.3 36.3 36.3 70th%ile Term Code Max Max Gap Max Hold Gap Coord Coord Coord Coord 50th %ile Green(s) 18.0 18.0 5.5 20.0 43.0 5.5 47.0 36.5 36.5 36.5 50th %ile Term Code Max Max Gap Max Hold Gap Coord Coord Coord Coord 30th %ile Green(s) 18.0 18.0 5.5 20.0 43.0 5.5 47.0 36.5 36.5 36.5 30th %ile Term Code Max Max Gap Max Hold Gap Coord Coord Coord Coord 10th %ile Green(s) 18.0 18.0 5.5 17.6 40.6 5.5 49.4 38.9 38.9 38.9 10th %ile Term Code Max Max Gap Gap Hold Gap Coord Coord Coord Coord Queue Length 50th (ft) -256 0 155 161 250 40 138 0 Queue Length 95th (ft) #429 38 #299 240 m#695 m97 #446 0 Internal Link Dist(ft) 420 370 420 570 Turn Bay Length(ft) 190 275 75 Base Capacity(vph) 306 765 420 842 711 1267 440 563 Starvation Cap Reductn 0 0 0 0 0 291 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.13 0.45 0.81 0.45 0.87 0.55 0.63 0.09 Intersection Summary G:\Projects\903-Watertown(385 Pleasant)\Synchro\With California\Mitigated\903 Build PM(Mitigated)-100 with Ped.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition - Mitigated 2: Bridge Street & Pleasant Street Weekday Evening Peak Hour Lane Group 09 Permitted Phases Detector Phase Switch Phase Minimum Initial(s) 4.0 Minimum Split(s) 24.0 Total Split(s) 24.0 Total Split(%) 24% Maximum Green(s) 21.0 Yellow Time(s) 2.0 All-Red Time(s) 1.0 Lost Time Adjust(s) Total Lost Time(s) Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 Recall Mode None Walk Time(s) 5.0 Flash Dont Walk(s) 16.0 Pedestrian Calls(#/hr) 6 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) 21.0 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:1Projects1903-Watertown (385 Pleasant)1Synchro\With California\Mitigated1903 Build PM(Mitigated)-100 with Ped.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition - Mitigated 2: Bridge Street & Pleasant Street Weekday Evening Peak Hour Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:0(0%), Referenced to phase 4:NBTL and 8:SBTL, Start of Yellow, Master Intersection Natural Cycle: 140 Control Type:Actuated-Coordinated Maximum vlc Ratio: 1.13 Intersection Signal Delay:35.1 Intersection LOS:D Intersection Capacity Utilization 101.3% ICU Level of Service G Analysis Period(min) 15 User Entered Value — 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. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2:Bridge Street&Pleasant Street 477- I : z 1.' 9 €.I 4 55 4' 6 t7 's8 G:1Projects1903-Watertown(385 Pleasant)1Synchro\With California\Mitigated1903 Build PM(Mitigated)-100 with Ped.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition - Mitigated 5: Bridge Street & California Street Weekday Evening Peak Hour --. '- 4% t 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I T *T if I T Volume(vph) 347 205 3 5 338 507 1 282 23 407 200 320 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 10 10 12 12 13 15 12 12 12 11 13 12 Storage Length(ft) 150 0 0 400 0 0 250 0 Storage Lanes 1 0 0 1 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.850 0.990 0.908 Flt Protected 0.950 0.999 0.950 Satd. Flow(prot) 1668 1770 0 0 1961 1759 0 1834 0 1728 1783 0 Flt Permitted 0.174 0.994 0.998 0.255 Satd. Flow(perm) 306 1770 0 0 1952 1759 0 1830 0 464 1783 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 1 517 3 77 Link Speed(mph) 30 30 30 30 Link Distance(ft) 500 500 500 500 Travel Time(s) 11.4 11.4 11.4 11.4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles(%) 1% 0% 0% 0% 0% 1% 0% 2% 10% 1% 0% 0% Adj. Flow(vph) 354 209 3 5 345 517 1 288 23 415 204 327 Shared Lane Traffic(%) Lane Group Flow(vph) 354 212 0 0 350 517 0 312 0 415 531 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) 10 10 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.00 1.00 0.96 0.88 1.00 1.00 1.00 1.04 0.96 1.00 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 2 Detector Template Left Thru Left Thru Right Left Thru Left Thru Leading Detector(ft) 20 100 20 100 20 20 100 20 100 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 6 Detector 1 Type CI+Ex 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 0.0 Detector 1 Queue(s) 0.0 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 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 pm+pt NA Perm NA pm+ov Perm NA pm+pt NA Protected Phases 1 6 2 3 4 3 8 G:1Projects1903-Watertown(385 Pleasant)1Synchro\With California\Mitigated1903 Build PM(Mitigated)-100 with Ped.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition - Mitigated 5: Bridge Street & California 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 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:1Projects1903-Watertown(385 Pleasant)1Synchro\With California\Mitigated1903 Build PM(Mitigated)-100 with Ped.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition - Mitigated 5: Bridge Street & California Street } Weekday Evening Peak Hour � ■- I Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 2 2 4 8 Detector Phase 1 6 2 2 3 4 4 3 8 Switch Phase Minimum Initial(s) 5.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 6.0 Minimum Split(s) 11.0 12.0 12.0 12.0 11.0 11.0 11.0 11.0 12.0 Total Split(s) 21.0 44.0 23.0 23.0 20.0 11.0 11.0 20.0 31.0 Total Split(%) 21.0% 44.0% 23.0% 23.0% 20.0% 11.0% 11.0% 20.0% 31.0% Maximum Green(s) 15.0 38.0 17.0 17.0 14.0 5.0 5.0 14.0 25.0 Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust(s) 0.0 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 6.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max Walk Time(s) Flash Dont Walk(s) Pedestrian Calls(#/hr) Act Effct Green (s) 38.0 38.0 17.0 35.8 25.2 45.2 45.2 Actuated g/C Ratio 0.38 0.38 0.17 0.36 0.25 0.45 0.45 v/c Ratio 1.11 0.32 1.06 0.54 0.67 1.08 0.63 Control Delay 109.3 23.4 106.7 3.7 44.4 84.5 19.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 109.3 23.4 106.7 3.7 44.4 84.5 19.4 LOS F C F A D F B Approach Delay 77.1 45.3 44.4 47.9 Approach LOS E D D D 90th%ile Green(s) 15.0 38.0 17.0 17.0 14.0 6.0 6.0 14.0 26.0 90th%ile Term Code Max Hold Max Max Max Coord Coord Max Coord 70th%ile Green (s) 15.0 38.0 17.0 17.0 14.0 30.0 30.0 14.0 50.0 70th%ile Term Code Max Hold Max Max Max Coord Coord Max Coord 50th%ile Green(s) 15.0 38.0 17.0 17.0 14.0 30.0 30.0 14.0 50.0 50th%ile Term Code Max Hold Max Max Max Coord Coord Max Coord 30th%ile Green (s) 15.0 38.0 17.0 17.0 14.0 30.0 30.0 14.0 50.0 30th%ile Term Code Max Hold Max Max Max Coord Coord Max Coord 10th%ile Green (s) 15.0 38.0 17.0 17.0 14.0 30.0 30.0 14.0 50.0 10th%ile Term Code Max Hold Max Max Max Coord Coord Max Coord Queue Length 50th (ft) -211 93 -246 0 165 -144 152 Queue Length 95th (ft) #390 151 #422 38 #515 m#482 m#522 Internal Link Dist(ft) 420 420 420 420 Turn Bay Length (ft) 150 400 250 Base Capacity(vph) 320 673 331 961 463 386 848 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 1.11 0.32 1.06 0.54 0.67 1.08 0.63 Intersection Summary G:1Projects1903-Watertown (385 Pleasant)1Synchro\With California\Mitigated1903 Build PM (Mitigated)-100 with Ped.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition - Mitigated 5: Bridge Street & California Street Weekday Evening Peak Hour Lane Group 09 Permitted Phases Detector Phase Switch Phase Minimum Initial(s) 4.0 Minimum Split(s) 24.0 Total Split(s) 25.0 Total Split(%) 25% Maximum Green(s) 22.0 Yellow Time(s) 2.0 All-Red Time(s) 1.0 Lost Time Adjust(s) Total Lost Time(s) Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 Recall Mode None Walk Time(s) 5.0 Flash Dont Walk(s) 16.0 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) 21.0 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:1Projects1903-Watertown (385 Pleasant)1Synchro\With Cal ifornia\Mitigated1903 Build PM(Mitigated)-100 with Ped.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2023 Build Condition - Mitigated 5: Bridge Street & California Street Weekday Evening Peak Hour Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:57(57%),Referenced to phase 4:NBTL and 8:SBTL, Start of Yellow Natural Cycle: 150 Control Type:Actuated-Coordinated Maximum v/c Ratio: 1.11 Intersection Signal Delay: 52.8 Intersection LOS:D Intersection Capacity Utilization 103.7% ICU Level of Service G 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. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5:Bridge Street&California Street 0iV 02 (P) G:IProjects1903-Watertown (385 Pleasant)ISynchrolWith CalifornialMitigated1903 Build PM(Mitigated)-100 with Ped.syn MDM Transportation Consultants, Inc. ❑ Clearance Calculations TOWN: WATERTOWN LOCATION: PLEASANT STREET AT ROSEDALE ROAD DATE: 8-31-17 PLEASANT STREET POSTED SPEED LIMIT = 30 MPH PLEASANT STREET 85th SPEED EASTBOUND = 39 MPH PLEASANT STREET 85th SPEED WESTBOUND = 33 MPH YELLOW TIMES Y = t + 1.47V/(2a + 64.4g) Y = LENGTH OF YELLOW INTERVAL (sec). Minimum Y is 3.0 seconds. t = DRIVER PERCEPTION REACTION TIME (1.0 sec) V = SPEED OF VEHICLE THROUGH INTERSECTION (in mph). (85th PERCENTILE) a = DRIVER ACCELERATION (10 ft/sec^2) g = GRADE OF APPROACH (percent/100) YELLOW YELLOW TIME TIME SPEED g (CALCULATED) (ROUNDED) PLEASANT STREET (EB LEFT) 25 mph 0.0% 2.8 sec 3.0 sec PLEASANT STREET (EB THRU) 39 mph 0.0% 3.8 sec 4.0 sec PLEASANT STREET (WB THRU/LEFT) 33 mph 0.0% 3.4 sec 3.5 sec ROSEDALE ROAD (SB LEFT) 25 mph 0.0% 2.8 sec 3.0 sec ALL RED TIMES R = (W + L)/1.47V - 1 R = LENGTH OF RED CLEARANCE INTERVAL (sec). Minimum R is 1.0 seconds. L = LENGTH OF VEHICLE (20 ft) W = WIDTH OF INTERSECTION (ft) V = SPEED OF VEHICLE THROUGH INTERSECTION (in mph) RED RED TIME TIME EXISTING SPEED W (CALCULATED) (ROUNDED) PLEASANT STREET (EB LEFT) 25 mph 75 ft 1.6 sec 2.0 sec PLEASANT STREET (EB THRU) 39 mph 100 ft 1.1 sec 1.5 sec PLEASANT STREET (WB THRU/LEFT) 33 mph 100 ft 1.5 sec 1.5 sec ROSEDALE ROAD (SB LEFT) 25 mph 85 ft 1.9 sec 2.0 sec FUTURE PLEASANT STREET (EB LEFT) 25 mph 80 ft 1.7 sec 2.0 sec PLEASANT STREET (EB THRU) 39 mph 105 ft 1.2 sec 1.5 sec PLEASANT STREET (WB THRU/LEFT) 33 mph 100 ft 1.5 sec 1.5 sec ROSEDALE ROAD (SB LEFT) 25 mph 85 ft 1.9 sec 2.0 sec