Loading...
HomeMy WebLinkAbout2001-07-11 Traffic Study SPR Transportation Land Development Environmental 5 e r v I c e s 101 Walnut Street VanassRKamen Brustlin, Inc. JUN 1 2 2001 P.o.sox 9151 Watertown,MA 02471-9151 hloRTf 41r,11 i-q 617 924 1770 1'LANNINO ru s 1 iv idT FAX 617 924 2286 Transmittal To: Chris Huntress Date: June 6,2001 Huntress Associates 17 Tewksbury Street Andover,MA 01810 Project No.: 03365 From: Paul Carter Re: Route 114(Salem Turnpike)at Willow Street and Mill Road N.Andover Attached please.find: 1. Functional Design Report for the Route 114(Salem Turnpike)at Willow Street and Mill Road Transportation Improvement Project dated November 1992 As requested. Let me know if you have any questions or comments. Sincerely, i I r \\\My Documents\CARTER\Proposal\3365huntressfdr I, Functional Design Report Salem Turnpike (Route 114) at i� llow Street and Mill Road North Andover, Massachusetts Prepared by Vanasse Hangen Brustlin, Inc. Watertown,Massachusetts November 1992 CONTENTS INTRODUCTION 1 SUMMARY 2 EXISTING CONDITIONS 3 Pro'ect Area 3 Existing Geometry 3 Speeds 3 Traffic Volumes 4 Accidents 5 Traffic Signal Warrant Analysis Capacity and Level-of-Service Analysis 7 FUTURE CONDITIONS 9 Proposed,Improvements 9 Future Traffic Volumes 9 Ca acit and Level-of-Service Analysis 10 APPENDIX asss/ia9a/ SGr-ADS ii Contents P i TABLES Table No. Title 1 Hourly Traffic Volumes at Salem Turnpike (Route 114) and Willow Street 2 Traffic Signal Warrant Analysis Salem Turnpike (Route 114) at Willow Street and Mill Road--Comparison of Hourly Traffic Volumes to Minimum Volume Requirements for Warrants 1 and 2 3 Existing Intersection Level of Service Salem Turnpike at Mill Road (With Traffic Signal Control) 4 2002 Intersection Level of Service Salem Turnpike at Willow Street/Mill Road (With Existing Geometry No-Build) 5 2002 Intersection Level of Service Salem Turnpike at Willow Street Mill Road (With 5 Lane Roadway/Build) 3366/1092/ SGr-ADS iii Contents `6 I i INTRODUCTION Vanasse Hangen Brustlin, Inc. (VHB)has been retained by the Town of North Andover to prepare construction plans for safety improvements in the form of a traffic control signal at the intersection of Salem Turnpike(Route 114) and Willow Street and Mill Road in North Andover,Massachusetts. This report i which presents physical and operational information supporting the safety improvements is accompanied by a 25%(preliminary design)plan. 3365/1092/ SGr ADA I Introduction I { SUMMARY A traffic control signal is warranted at the intersection of Willow Street and Mill Road and Salem Turnpike (Route 114)in North Andover,Massachusetts, as traffic volumes satisfy both Warrants #1 and 92 of the Manual on Uniform Traffic Control Devices(MUTCD). Considering the delay to Route 114 traffic when traffic signal control is reviewed under existing Iane conditions and the safety concern associated with the travel speed of Route 114 traffic, geometric improvements are recommended in addition to the traffic control signal. A 25% (preliminary design)plan is attached illustrating the proposed traffic control signal and the widening required to provide added northbound, southbound and eastbound lanes at the intersection. Level of Service analysis indicates adequate operation of the intersection until at least 2002 with implementation of the recommended 64 foot five lane cross- section road widening improvements. 336�/1092/ 5GR-AD8 2 Summary 1 j EXISTING CONDITIONS PROJECT AREA The site is located on Route 114(Salem Turnpike), which is a major arterial highway serving northeastern Massachusetts. Within the project area, Route 114 runs southeast from Route 495, past the site, through Middleton, and into Danvers(see figure 1). In addition to being a major arterial highway, Salem Turnpike also serves mixed development, both residential and commercial, on its traverse through North Andover. An industrial park with office buildings, a restaurant and a fitness center as well as residences are located on Flagship Drive off Willow Street to the west of Salem Turnpike. To the east of Mill Road, residences, a Children's World Learning Center and a business (fronting Salem Turnpike)are accessible, EXISTING GEOMETRY Salem Turnpike in the vicinity of Willow Street and Mill Road is a 38-foot roadway that has a relatively flat and straight horizontal alignment on both the northerly and southerly approaches. Pavement markings consisting of white edge lines, arrows and double yellow center lines are visible at the intersection. The 38-foot roadway width provides a two-directional 12-foot left-turn lane and one 12-foot through lane on both the northbound and southbound approaches, The eastbound Willow Street approach is 33 feet wide,providing a 16.5-foot travel lane to and from Route 114, while the westbound approach is 25 feet wide. SPEEDS Speeds on Salem Turnpike in the vicinity of the intersection ranged from. 32 mph to 57 mph in the northbound direction and 38 mph to 68 mph in the southbound direction. The 85th percentile speeds are 48 mph and 52 mph for the northbound and southbound approaches,respectively. The posted speed limit is 45 mph. 3365/1092/ SGR-AD8 3 Existing Conditions 0 NORTH sT ANDOVER Von \ WL q7 ti e \ss Project \ 114 + Area -0\OwNlN� IPA x FEES � . ST 'ERZvo/- � D 0 HFF 1 \ i P / �X,, ANDOVER 0 D ROBA�ygY F R° L1PROS \ 0 1000 2000 Feet Project Location Map Figure I TRAFFIC VOLUMES Traffic volume data was collected in the form of manually recorded counts. Eleven-hour counts were taken on Wednesday, May 9, 1990. Table 1 summarizes the hourly traffic volumes at the intersection of Salem Turnpike/Willow Street and Mill Road for 11 hours. From the data, a highly directional northbound flow is noted during the morning peak hour. A similar but opposite southbound directional peak flow occurs during the evening peak hour. The eastbound approach to the intersection serves a greater number of higher trip-generating land uses than the westbound approach. Construction on the westbound approach prohibited recording westbound volumes on the day that the eleven hour count was taken. A subsequent evening peak hour count was conducted which confirmed the relative magnitude of the westbound traffic volume, Traffic volume count data are provided in the Appendix. Table 1 *HOURLY TRAFFIC VOLUMES AT SALEM TURNPIKE (ROUTE 114) AND WILLOW STREET Southbound Northbound Eastbound 7:00 to 8:00 AM 1,066 1,147 47 8:00 to 9:00 AM 867 1,279 47 9:00 to 10:00 AM 728 726 99 10:00 to 11:00 AM 678 535 124 11:00 to 12:00 AM 676 540 159 12:00 to 1:00 PM 656 538 144 1:00 to 2:00 PM 671 620 133 2:00 to 3:00 PM 809 638 131 3:00 to 4:00 PM 900 757 164 ** 4:00 to 5:00 PM 989 859 238 ** 5:00 to 6:00 PM 1,153 755 322 Total (11 hours) 9,193 8,394 1,608 * Westbound volumes not available due to construction. ** Includes turning movement count taken May 17, 1990 from 4:00 PM to 6:00 PM. Morning Peak Hour The morning peak hour(7:15 to 8:15 AM)has a total entering volume of 2,576 vehicles, Approximately 2,487 vehicles(96 percent) travel on Salem Turnpike with 1,136 vehicles traveling southbound and 1,351 vehicles traveling northbound. Traffic from Mill Road is minor. Evening Peak Hour The evening peak hour(5:00 to 6:00 PM)has a total entering volume of 2,282 vehicles. Southbound on Salem Turnpike there are 88 left turns with 1,008 through volumes. The southbound left turns are opposed by 738 vehicles northbound. Ninety left turns and 232 through-right turns occur eastbound on 3365/1092/ SGR.ADB 4 Existing Conditions i Willow Street while a total of 52 vehicles enter the intersection from the westbound approach on Mill Road. i ACCIDENTS Accident records at the intersection of Salem Turnpike/Willow Street and Mill Road were obtained from the Massachusetts Department of Public Works for the three year period covering 1988 through 1990, A review of the data revealed a total of 6 accidents during the three year period studied. Of those, 2 were turning movement type,2 head-on type, 1 rear end and 1 other. Most importantly, of the six accidents, 5 were personal injury type accidents. TRAFFIC SIGNAL WARRANT ANALYSIS In recognition of the traffic volumes, speeds and accidents recently recorded at the project intersection, the need for a traffic control signal is apparent. To confirm this need, a traffic signal warrant analysis has been conducted. Based on an 11-hour traffic count on Wednesday May 9, 1990, the intersection of Route 114(Salem Turnpike), Willow Street, and Mill Road warrants signalization under Warrants 1 and 2 the Manual on Uniform Traffic Control Devices(MUTCD)1. Hourly total and approach volumes together with required warrant volumes are provided in Table 2. 1/ Manual of Uniform Traffic,Control Devices=TCD);Federal Highway Administration, Washington,DC(1978). 3365/1092/ SGR-AD8 5 Existing Conditions I Table 2 TRAFFIC SIGNAL WARRANT ANALYSIS SALEM TURNPIKE (ROUTE 114) AT WILLOW STREET AND MILL ROAD -- COMPARISON OF HOURLY TRAFFIC VOLUMES TO MINIMUM VOLUME REQUIREMENTS FOR WARRANTS 1 AND 2 Major Street Approach Minor Street Approach Salem Turnpike Willow Street Warrant 1 Warrant 2 (Route 114 NB &SB) One Direction Satisfied Satisfied Hour (Total) Eastbound 100% 100% 7AM - 8AM 2,213 47 No No 8AM 9AM 2,146 47 No No 9AM - 10AM 1,454 99 No Yes 10AM - 11AM 1,213 124 Yes Yes 11AM - 12PM 1,216 159 Yes Yes 12PM - 1PM 1,194 144 Yes Yes 1PM - 2PM 1,291 133 Yes Yes 2PM - 3PM 1,447 131 Yes Yes 3PM - 4PM 1,657 164 Yes Yes * 4PM - 5PM 1,848 238 Yes Yes * 5PM - 6PM 1,908 322 Yes Yes Warrant 1 Requirements: 100% - 420 vehicles per hour on both major street approaches combined for any 8 hours; 105 vehicles per hour on either minor approach for any 8 hours. Warrant 2 Requirements: 100% - 630 vehicles per hour on both major approaches combined for any 8 hours; 52 vehicles per hour on either minor approach for any 8 hours. The intersection of Salem Turnpike(Route 114) and Willow Street and Mill Road meets the minimum requirements for Warrants 1 and 2 based on 1989 traffic counts. * Includes turning movement count taken May 17, 1990 from 4:00 PM to 6:00 PM. ** Warrant volumes are 70 percent of the normal requirements due to the 85 percent speed of Route 114 exceeding 40 mph. 336s/1692/ sGR-AD8 6 Existing Conditions i 1 CAPACITY AND LEVEL-OF-SERVICE ANALYSIS Capacity and level-of-service analysis at the signalized intersection were based on the procedures of the 1985 Highway Capacity Manual (HCM)2, Capacity and Level-of-Service Analysis (Existing) Peak traffic volume conditions have been identified by observing traffic during an 11-hour period. Two current peaking conditions have been analyzed with respect to the existing three-lane Route 114 roadway, Peak volume on Route 114 which occurs at 7:16 AM to 8:16 AM and peak volume on Willow Road/Mill Road which occurs at 5:00 PM to 6:00 PM are represented in Table 3 where capacity and level-of service analyses are reported. The intersection of Salem Turnpike and Willow Street Mill Road was evaluated for a proposed two-phase operation traffic control signal. The analysis period examined the morning and evening peak hours for the existing geometric conditions. For both the existing morning and evening peak hour conditions level-of-service(LOS)D was obtained with respect to the overall operation, However, during the existing morning peak hour the Route 114 northbound traffic would be expected to operate at capacity. During the existing evening peak the Willow Street approach would be expected to operate at capacity. Cycle lengths of 85 and 80 seconds were evaluated. The analysis results are summarized in Table 3 and the analysis worksheets are included in the Appendix. This analysis demonstrates the use of a minimum cycle length;a minimum of 50 seconds of green for Route 114 due to speeds in excess of 45 mph; and a minimum of 10 seconds of Mill Road green. During low volume morning periods, during each cycle, it is assumed that the Mill Road phase is called and extended, This represents a worse case Mill Road loading. 2/ Hi hwa Capacity Manual,Special Report 209;Transportation Research Board,Washington,DC (1985). 3365/1092/ SGR-AD8 7 Existing Conditions f Table 3 EXISTING INTERSECTION LEVEL OF SERVICE SALEM TURNPIKE AT MILL ROAD (WITH TRAFFIC SIGNAL CONTROL) 85 Second Cycle 80 Second Cycle Morning Evening_ Location _ Movement V/C Delay LOS V/C Delay LOS Salem Turnpike: Northbound: Left 0.77 19.13 C 0.21 3.83 A Through/Right 1.07 44.29 E 0.71 7.15 B Southbound: Left 1.07 1.65 A 0.34 4.33 A Through/Right 0.97 17.58 C 1.04 36.69 Mill Road/Willow Street: Eastbound: 0.32 22.48 C 1.00 50,05 E Westbound: 0.22 22.04 C 0.25 16.52 C Overall Intersection 0.97 30.98 D 1.03 27.07 D 3365/1092/ SGR-ADR 8 Existing Conditions FUTURE CONDITIONS PROPOSEDIMPROVEMENTS The Salem Turnpike(Route 114)and Mill Road/Willow Street intersection improvements include traffic signal control, Route 114 roadway widening to accommodate a second through lane in each direction, and Willow Street and Mill Road widening to provide right-turn lanes on each street. In addition on all intersection corners improved turning capability will be provided through construction of larger radii. Specific roadway dimensions(i.e., tapers, storage length and acceleration lane length)have been determined based on 2002 design volumes and expected signal operation. Entering tapers of 250 feet and 230 feet,respectively, are proposed for the northbound and southbound directions. Storage of a minimum of 10 vehicles will be provided on both Route 114 approaches satisfying expected maximum queues. Acceleration lane lengths of 300 feet will be provided consistent with the green time required to prooess queued vehicles in the added through lane. Sufficient exiting taper/pavement width will be provided to accommodate traffic speeds of 50 mph. FUTURE TRAFFIC VOLUMES A future conditions test of the safety improvement(traffic signal installation)at the Willow Street/Mill Road and Salem Turnpike intersection has been conducted. With the assistance of the North Andover Office of Planning and Community Development expected regional population growth was estimated, Future Route 114 volumes for the year 2002 were projected using a 2 percent year growth rate. Presently construction is under way on a plan for 42 residential homes(single family) on the Mill Road approach. On the basis of the ITE Trip Generation Manua13 twenty-one(21)morning peak hour exiting trips and twenty-eight(28) evening peak hour exiting trips were projected as future traffic increases on the westbound approach. On the Flagship Drive and Willow approach,there exist 26 developed lots under industrial use,the 5 remaining lots with approximately 40,000 to 60,000 square feet each, are expected to be developed in the near future. On the basis that the park is presently 80 percent developed,future 3/ ;i�p Generation,Fourth Edition;Institute of Transportation Engineers,Washington,DC(1987). 3365/1092/ SGR-AD8 9 Future Conditions traffic volumes generated by the site, represent 100 percent development of the industrial park. CAPACITY AND LEVEL OF SERVICE Capacity and Level•of•Service Analysis (Year 2002) A series of analyses were run using projected 2002 volumes with respect to (1) the existing geometric conditions (No-Build) and (2) a future pavement widening condition on Salem Turnpike (Build) (a 64-foot,five lane cross section). Table 4 provides the analysis for 2002 under the No-Build conditions. This shows that the overall LOS for the morning and evening peak hour conditions operate at E and F respectively. The Build condition, namely the 5 lane cross section, LOS B is obtained for the morning peak hour and the evening peak hour with 75 and 80 second cycle lengths respectively(see Table 5). Capacity analysis worksheets are included in the Appendix. Table 4 2002 INTERSECTION LEVEL OF SERVICE SALEM TURNPIKE AT WILLOW STREET/MILL ROAD (WITH EXISTING GEOMETRY NO- BUILD) 80 Second Cycle 80 Second Cycle Morning Evening Location Movement V/C Delay LOS V/C D. slay LOS Salem Turnpike: Northbound: Left 1.11 115.0 F 0.25 1.88 A Through/Right 1.15 83.0 F 0.74 3.94 A Southbound: Left 0.10 0.76 A 0.40 2.30 A Through/Right 1.04 30.94 D 1.09 30.69 D Willow Street Mill Road: Eastbound: All 0.50 24.34 C 1.78 179.27 F Westbound: All 0.44 23.66 C 0.65 26.62 D Overall Intersection 1.07 58.90 E 1.16 125.75 F 3368/1092/ sGR.AD8 10 Future Conditions 1 i I i Table 5 2002 INTERSECTION LEVEL OF SERVICE SALEM TURNPIKE AT WILLOW STREET/MILL ROAD (WITH 5 LANE ROADWAYBUILD) 75 Second Cycle 80 Second Cycle Morning Evening Location Movement V/C Delay LOS V/C Delay LOS Salem Turnpike: Northbound: Left 0.63 30.21 D 0.13 24.97 C Through/Right 0.90 13,29 B 0.55 9.26 B Southbound: Left 0.06 23.56 C 0.70 34.30 D Through/Right 0.82 10.42 B 0.80 11.68 B Willow Street/Mill Road: Eastbound; LefbThrough 0.15 15.02 C 0.41 16.61 C Right 0.03 10.02 B 0.37 10.69 B Westbound: Left,Through 0.07 14.74 B 0.07 13.87 B Right 0.06 10.13 B 0.09 9.26 B Overall Intersection 0.68 12,5Z B 0.67 11.71 B 3365/1092/ SGR-ADS 11 Future Conditions d APPENDIX 3365/1092/ SGH-AD8 I Vanasse Hanger+Brustll»!,Inc. Consulting linginccrs and Manners THB 101 Vt'alnui tit.,VNatc rto>vn,MA 02172 ' IF 617924 1770 INTERSECTION TURNING MOVIEMENT COUNT :ITY r(/o2TH AnrD„ vF2 DATE S_g-90 ^DAY of WEEK 65 INTERSECTION.11' kT 114 / M/Z-L Ao JOB No, Z696, 2l CALCULATED BY: Jo'C Z S3 9z O /l36 /327 m _ N O a WESTBOUND �} 1 7 d- 10 . m S va 3 EASTBOUND `'1 V ` O m QC = F- �3 6 i CC 97� l3 sl O z STREET ENTERING PERCENT TIME of COUNT VOLUME OF FLOW 11 /v3 { 13S1 SS % PEAK HOUR: r 11+ 5 B 1/36 %' PM r L L lzo a 6 � 55 � 2 `�o , VEHICLES COUNTED I ALL VEHICLES • XXX 2fZz TRUCKS (XX) 1s 4 TOTAI ZS76 1001/0 PERCENT TRUCKS �1,0 96 I Vanasse Hangen Brustlits,Inc. vmConsulting Engineers and Planners 101 Walnut St„Watertown,MA 02172 617 924 1770 INTERSECTION TURNING MOV, ME9NTT COUNT ., CITY A/0077� AbydV.-:;r2 _DATE S-17-90 DAY of WEEK VMS INTERSECTION lPoTC // MIS A*p JOB No. Z�7/0•2/ CALCULATED BY: �� z 0 53 $51 m N �J WESTBOUND co t � � 13 - N a �- 73 EASTBOUND �I LOVhCS7` �1`9�' \ �N4 z o m I I q4 755 0 0 z STREET ENTERING PERCENT TIME of COUNT =((,00 -- 1800 VOLUME OF FLOW (� f1 1413 755 33/ AM PEAK HOUR: =1700-1800 !L } 1153a Cyr ZP. i.F. = VEHICLES COUNTED ALL VEHICLES * XXX 2263 TRUCKS (XX) ►9 TOTAL PERCENT TRUCKS 0.a• % Vanasse Hanger:Brusllln,Inc. VmConsulting Engineers and Planners I01 Walnut St.,Walertown,MA 02172 617 924 t770 I,NTERSECT[ ON TURNING MOVE-MELT COUNT CITY 'r4 vez DATE 5-11-SL DAYof WEEK INTERSECTION _._JOB No, c� Z :-/ CALCULATED BY: p z O m = N ❑ O m� Vd N1 1D U, S-f WESTBOUND /3 59 EASTBOUND z r1- 0 m �L1 ~ 0 0 z STREET ENTERING PERCENT TIME of COUNT VOLUME OF FLOW -L--�-- AM PEAK HOUR:Pm _ t P•.H.F. VEHICLES COUNTED ALL VEHICLES * XXX TRUCKS (XX) TnTAf PERCENT TRUCKS - j CINCH PROGRAM VERSION DATE 4-29--1 VSS 19035 HCM - CHAPTER ?: SIGNALIZED - OPERATIONAL. ANALYSIS SALEM TURNP I K,E. (RTE. 114) AT MILL ROAD-N. ANDOVER E X I ST I NU MORNING PEAK. HOUR (7 - 15-8- 15) ANALYS I S d=ate:(sti-1.7-199(a time: 14:L?7 :L?1 I-AST DATA SET NAMES L_OADEI) OF, SAVED VOLUME=2676AM GEOMEI-R I CS=2676AM SIGNAL=2676AM I_ Of',ATED IN CED:N VOLUME & CAEOMETRICS VOLUMES # OF LANES LANE WIDTH CROSS D I R LT TH RT LT TH RT LT TH RT WALK. E Es 41 .. 11 0 1 (a Q.0 15 C) (a,(a 0 WIC 5 12 17 ci 1 Q ().t_F 12. 0 NIA 74 12`69 8 1 1 o 12.0 12.0 SB 7 958 171 1 1 (i 12„0 12 .0 (a,(a (s TRAFFIC & ROADWAY CONDITIONS ADJ PARK PEDESTR I ANS A R R D I R GRADE lHV Y/N MOVES LOUSES PHF CROSS BUT MIN TIME TYPE EB ^.Qf E.07 N (s (s .1390 (s N 7.0 73, WB --2.t% 6.()% N (a (s .89(s (s N 7 .f) NP, 0.()% 6 ,0y N (s 0 . 890 is N 7.() - SF3 0.€:a 6.0 N (a €i , 890 (s N 7 A 0 _ PHAS I NCIS EASTBOUND WESTDOUND NORTHBOUND SOUTHBOUND GREEN Y-+-R PRE/ACT I t r p 1 t r p I t r p 1 t r p 1 sk sK at' sK sK 6 5. (s 5 A 2 ! k * 1 o.c:s 5 A CYCLE= 85 €-.; VOLUME Al),) +STMENT WORK:SHEET FART 1 (MOVEMENT- ADJUSTMENTS) D I F� LTV THV RTV PHF LTFR THFR' RTF R E.L 41 _ 11. .©y(-s 46 - 12 WB 5 12 17 .890 6 1. 19 NB 74 1261L 8 .890 83 1426 51 S 7 9 P 171 .890 S 1076 192 PART 2 (LANE [3ROUP ADJUSTMENTS) DIR L_N GROtl-' FLOW N LU v P 1 t Prt ED LT--TH-RT 62 1 1 .0 62 0. 75 0.20 WB LT--TI-t-RT 3.8 1. 1 .(s 0. 15 0. 5() NH LT 87. 1 1 .c_t€_s 63 1 .00 c_s.Q 0 NEq TH-R1" 1435 1 1 .00 1439- () .(a0 0.ol BB LT 8 1 1 .(r(Y 8 1 . (-a() (-a.(s(,s Sh TH-RT 1269 1 1 .00 1269 0.00 0. 15 PART :7, (OPPOSING VOLUME ADJUSTMENTS) LEFT TURN OPPOSING APPROACH BEING OPPOSED VOLUMES "/. OPPOSING LEFT TURN # LANES OPPOS,I NG LT TH RT LT TH RT LT TH RT VOLUME E'AsTBOUND 6 13 1.9 i(s(i _ _ WESTBOUND 46 - 12 1Q 10(i 1_(a(s (s 1 €:i 16 NORTHBOUND 8 1076 !V2 1()(s 1(a(s ? ?6S' SOUTHBOUND 83 1426 9 i(s(s Ioc) 100 1 1 +:a 1 4`9 SATURATION FLOW ADJUSTMENT WORK SHEET DIR LN GROUP IDEAL N Fwi,d Fhv F�.--�r- Fpa.rk: F'hus Farea. Frt F1t e E8 LT-TH-RT 18i i(-s 1 ().c;71 (),990 1. , 000 1 .(;(at_a i .Cs(i(s (s. E J:. i :<::ss si; 1 661 WIC 180 1_ J. 00C.s (i ,971 A, - 0 s(a I -000 1 .000 1_4`_1�,, N NN 1. 1" 1 ROO 1 1 . t ai;r; f)- Q-7 1 1 CI 1)f") 1 r ail("a 1 0('1n 1 C"')CI i Cl(-If i; raP 1 1 A 1 Sk€ L 1 1Si rt a 1 1 ,c-rc ac a €_a.V/1 1 .(a{ai a 1 ,€_a€_rt,a 1 , ra(_as) 1 ,C;Crc r 1 ,(-)(-,)C) c,r,i r6 1()8 SB TH-RT 18t)€? 1 1 .t)t)Ca Cr,971 1 ,c)t:a€) 1 - 000 1 .000 ,€)i ic) s),97'7 1 .€;at)C a 17t:►8 SUPPLEMENTAL... WORVk*.SHEET FOR LEFT-TURN ADJUSTMENT FACTOR FLT 2 INPUT VARIABLES .r DIR C 6 N Va Vm Vlt F'lt No Vo P1to EI{ 8ti J_€:► J_ 62 16 46 t:r.7`i 1 33 t-;. 15 WF€ 8 38 6 0. 15 1 16 €:►. 75 NB 85 65 1 83 1399 8-'; 1 .t)i i 1 126 9 0.00 6B 85 65 1 6 1 '•'6V 8 1 .€)i; 1 1399 X- CALCULATIONS DIR Sop Yo GU F's Pi 6q Pt Of E1 Fm Flt, EB 1724 Ca. c)19 8. 555 t),855 0.745 1 .445 0.255 €:;,4' Y 1 .316 1 ,ifC►Cr 1 ,CaCr€) WB 1457 0,Ca11 9. 161 ta,865 0. 147 0.819 ().853 ().731 1 .300 1 .CK-) 1 ,r;iit) NEB 1800 0. 705 17.262 €),4i82 1 , 47.7 8 a.%aoC.) Ca .s)Cai i 13. 692 0.081 0.081 SEA 1 St)C3 Ca.777 c),000 0.C aCa 1 1 .i yc)C► 65, 000 (). 00c a t),€,;t:at:r 18c,ac:r,t:;Crt i C a.o6 , t).C a62 CAPACITY ANALYSIS WORF.SHEET DlR LN GROUP V c; v/s g/C C Y/c CRITICAL EB LT-TH--RT 62 1661 0.04 0. 12 195 i r , WD LT-TH-RT 38 1.469 0.03 0. 12 17 0.22 NB LT 63 141 t:►. `i'-i 0.76 I(--)B 0.77 NB TH RT 1435 1746 C).82 (). 76 1.3.35 1 .07 rK SB LT 8 1(-)8 Ca,Ca7 0. 76 B2 i1. 10 SB TH-RT 1.269 1.708 0.74 0. 76 1 C►6 0 .97 CYCLE: 05.0 LL5T=1Ca. o SUM V/S CRIT= c:r .86 TOTAL V/C= 0.97 LEVEL. OF SERVICE WORK.'SHEET DIR LN GROUP v/c g/C C d1. c d2 F'F Delay k_.LS Avg 0 95% c EFL LT-TH-RT 0. '2 0. 12 85.r:a 26. 12 1.95 (). _2 0.85 22.48 C .1 . 2 WB LT--TH-RT Q.22 0.. 12 85.Cr 25.82 1.73 0.. 11 0.8115 22.04 C. t:r.S 1 NB LT t:.r.77 i?.76 F35,Cr It.:_';4 1C►8 18. 16 €.85 19. 13 C 0. 7 NE? TH--•RT 1 .4:r7 0.76 25. €) 10.04 1`-.35 42.Ca 7 0.85 44. 29 E 21 . 6 54 SLR LT ()- 10 0. 76 85.s a 1 .93 92 ra.r►2 c'r.85 1.65 A t),i) 1 SB TH-RT t:a.97 0.76 65 0) 6.95 1,. Ca6 13.7." 0,8b 17. 58 C 9. 7 20 DIR 1)elay LOS EB 22.4e C WB 22.04 C 14B 42.91 E SB .17.48 C: IN"i ERSECT I ON BELAY = 30.98 INTERSECTION LO a=D THE CYCLE LENGTH WITHIN THE BOUNDS OF 7() TO 10t:r SECONDS WHICH MINIMIZES CRITICAL MOVEMENT DELAY IS B0.0 SECONDS FOR A V/C RATIO OF .95 THE CYCLE SHOULD BE 104 . 4 SECONDS for chosen cycle length 80.0 suggested taming phase 1 is 67. 0 secs green , 5.0 secs yellow + red clear suggested timing phase 2 is _ .€) sacra green , 5.0 secs yellow + red clear 3 CINCH PROGRAM VERSION DATE 4-29-19B8 1965 HCM - CHAPTER 9: SIGNALIZED - OPERATIONAL ANALYSIS SALEM TURNPIKE (RTE. 114) AT MILL_ ROAD-N. ANDOVER EXISTING EVENING PEA k:: HOUR ANALYSIS ciatEa:c:;5--18-199t:} time; 15:-:1,8 -.19 LAST DATA LET NAMES LOADED OR SAVED VOL-UME==2 76F'M GEOMETR I CS=2'E 76F`M S I GNAT_.= 676PM LOCATED IN C BD:N VOLUME R,, OEOMETR I CS VOLUMES # OF LANES LAME WIDTH CROSS DIR LT TH RT LT TH RT LT TH RT WALK E1-- Y0 59 17: : 0 1 0 0.0 15.0 0.i_3 0 W B 131 6 _ _ 0 1 r; C3.i i 12.0 r3,r3 C3 N l: 17 7 2 P 1{:3 1 1 t:I 12.r3 12.0 r3.Ci r3 SE{ 8€3 1r;i,5q 57 1 1 t:3 12,C; 12,0 r3,ri r3 TRAFFIC & ROADWAY CONDITIONS ADJ PARE;': PEDESTRIANS ARR DIR GRADE f HV Y/N MOVES BUSES PHF CROSS BUT MIN TIME TYPE ED 2. t")% J. t:3% N t_3 i.; .890 t I N 7.0 - WB -2.0% I. .t_;% N 69it 0 N 7.0 75 NB t_i.0% 1 .C)/, N t) C; .89CI t_3 N 7.0 _ SB r3.r;% 2 .0% N CJ r'_i .890 C) N 7 . PHAS1NOS EASTBOUND WESTBOUND NORTHBOUND LOUTHBOUND GREEN Y+R PRE/ACT 1 t r p I t r p I t r p I t r p 1 52.0 5 A CYCLE= 80. VOLUME ADJ(J�iTMEl\1-r' WORKSHEET PART 1. (MOVEMENT ADJUSTMENTS) DIR LTV THV R'1"V PHF LTFR THFR RTFR EEl 9U 59 17.3 .€390 101 66 1.94 NE"{ 1.7 728 10 .89t,I 19 S 1 8 _i- 1- SB 88 1008 8 57 .Sc? D 99 1.1: 3 64 PART 2 (LANE BPOUP ADJUSTMENTS) DIR LN GROUP FLOW 114 L_U v PI t Prt ED LT--TH-R-F :362 1 1 .r;C; --:62 0. 0. 54 WD LT-TH-RT 58 1 1 .00 58 ().25 Ci,63 NB LT 19 1 1 .#:IC3 19 1 . CIO r3.r;q NB TH-RT 829 1 1 .0 3 829 ().Car 3 t_i.C31. SB LT 99 1 1 .00 99 1 .r3C; r;.C3C3 Slat TH-RT 1197 1 1 .C;Ci 1197 r;.00 0.05 PART ? (OPPOSING VOLUME. ADJUSTMENTS) LEFT TURN OPPOSING APPROACH BEING OPPOSED VOLUMES % OPPOSING LEFT TURN # LANES OPPOSING LT TH RT LT TH RT L_T TH I-T VOLUME EASTBOUND 1.5 7 7.7 1t-;0 1C3Ci 10C3 tI 1 ii 44 WEST-FOUND 1t?1 66 194 Inc) 1t,;t:3 1Citi Ci 1 r; 261 NORTHBOUND q9 1133 64 10i,3 1i3t.I 100 1 1 r; 1197 SOUTHBOUND 19 Rio 11 1isr; 1r3ti LrI#j 1_ 1. �y 829 SATURATION FLOW ADJUSTMENT WOF:F:SHEET DIR LN GROUP IDEAL_ N Fwid F'hv Fgr- F p<rk*, Fl3us Farea. Fr F=1 t s EB Ll---Ti-: --R T 1800 1 1. . 1(-)0 0. 995 0.c,9r3 1 .€;i 3r3 1 .0(0 1 ,£iC 3t.3 0, 827 1 #_3i_3C3 1.614 WE.' LT--TH-RT 1.CL{:;0 9C `5 1. .i_;1i.; 1 , 000 1 ,C3€_3r3 1 .000 0.814 0.71a ?o5a ^ GB LT 1800 1 1 . 000 0.990 1 .000 1 .000 1 .000 1 .000 1 .000 0.248 442 SB TH-RT 1B00 1 1 . 000 0.990 1 ,000 1 .000 1 .000 1 .000 0.992 1 .000 1768 ' SUPPLEMENTAL WORKSHEET FOR LEFT-TURN ADJUSTMENT FACTOR FLT 4� INPUT VARIABLES DIR C G N Va Vm Vlt Plt No Vo Plto EB 80 18 1 362 261 101 0 .28 1 44 0.25 WB 80 18 1 58 44 15 0.25 1 261 0.28 NB 80 52 1 19 829 19 1 .00 1 1197 0.00 SB 80 52 1 99 1197 99 1 .00 1 829 0. 00 CALCULATIONS DIR Sop Yo Gu Fs P% 8q Pt Gf El Fm Flt EB 1572 0.028 16.222 0.848 0.280 1 .778 0.720 1 .303 1 .327 1 .000 1 .000 WB 1649 0. 158 6.360 0.712 0.250 11 .640 0.750 4.875 1 . 580 0.718 0.718 NB 1800 0 ,665 0.000 0. 127 1 .000 52.000 0.000 0.000 8.851 0.077 0. 077 GB 1800 0.461 28.083 0.357 1 .000 23.917 0.000 0.000 3. 154 0. 248 0.248 CAPACITY ANALYSIS WORKGHEET DIR LN GROUP v s v/S g/C c v/c CRITICAL EB LT-TH-KT 362 1614 0.22 0.23 363 1 .00 * NB LT-TH-RT 58 1058 0.06 0.23 238 0.25 NB LT 19 139 0 . 14 0. 65 90 0.21 NB TH-RT 829 1787 0.46 0 .65 1162 0. 71 SB LT 99 442 0.22 0.65 287 0-34 � � SB TH-RT 1197 1768 0.68 0.65 1149 1 .04 * � � CYCLE- 80. 0 LOST=10. 0 SUM V/S CRlT= 0.90 TOTAL V/C= 1 ,03 � � � LEVEL OF SERVICE WORKSHEET . DIR LN GROUP v/c g/C C d1 c d2 PP Delay LOS Avg Q 95% Q EB LT-TH-RT 1 .00 0 .23 80.0 23. 53 363 35 .35 0.85 50.05 E 8. 1 16 WB LT-TH-RT 0.25 0. 23 80.0 19.33 238 0. 11 005 16 . 52 C 1 .0 1 NB LT 0.21 0.65 80.0 4 .32 90 0. 19 0.85 3.83 A 0. 1 1 NB TH-RT 0.71 0.65 80. 0 6.95 1162 1 . 47 0.85 7. 15 B 6.4 6 SB LT 0.34 0.65 80.0 4.80 2P7 0.30 0.85 4.33 A 0.8 1 SB TH-RT 1 .04 0.65 80. 0 11 . 52 1149 31 .64 0.85 36.69 D 16.8 38 DIR Delay LOS EB 50. 05 E WB 16 , 52 C NB 7. 08 B S8 34.22 D INTERSECTION DELAY = 27.07 INTERSECTION LOS=D THE CYCLE LENSTH WITHIN THE BOUNDS OF 70 TO 120 SECONDS WHICH MINIMIZES CRITICAL MOVEMENT DELAY IS 80,0 SECONDS FOR A V/C RATIO OF .95 THE CYCLE SHOULD BE 194. 1 SECONDS for chosen cycle length 80.0 suggested timing phase 1 is 52'6 secs green , 5.0 secs yellow + red clear suggested timing phase 2 is 17. 4 secs green , 5' 0 s9cs yellow + red clear Computations VHB Project Project# 3 5 S-S- Location - Sheet—of— Calculated by '01-1> Date 10 111— Checked by Date Title `4EA rz- 'Lcx:>-I- w T A-r H71 ........... -Z g' 11 7' QO CD 9.Z Vanessa Hangen BrusO4 Inc, � X VERSION DATE 4-2c!,-1983 � 198� HCM - CHAPTEB 9: SlGNALlZED - 0PERATI01 AL ANALYSIS � (PTE. 14) AT FLA8E�41IP DR. -W. ANDOVER FUTURE MC-IRNlNS P2AK HOUR - NS BUlU) date: 09-03-1992 ti me. i5: 07:04 � LAST DATA SET NAMES LOADED OR SAVED � . ^ YD�NM -=FUAM GEOMETRICS=EXAM SlBWAL=EXAM` L0CATED IN CBD- N vhLiIMP & GFOMFTRICG ` i , � V0.UMF-S # OF LANES LANE WIDTH CROSS �IF LT TH RT LT TH RT LT TH WT WALK �B 49 4 0. 15. 0 l p� 2G 19 B 0 1 G 0. 0 12.0 0. 0 0 . 10 M 12. 0 12. 0 0. 0 0 �B � 1150 205 1 1 0 12. 0 12.0 0.{` 0 � AD� P�i�� PED�STR]AN� AP,� Y/� MOVES BU�EG PHF CRC BUT MIN TIME YP� K F8 1 . �X, 7. 0 3 � N. 0 0 . 890 0 W 7. 0 3 tj. % � 0 0 890 ^ ^ w'jj� I�KV xD�`THB�� �17 S�Ln�Bi/U|�� G�FEN �+R pRF/A�� i ` pl��T 1 ��;vE�Fcr AIqU�TM��T9) � . LTV HHF LTFR THFR RTFR 3- 21 9 � 8 1� o ` 23 10 89A 1 0 1711 1 1. �B B 1150 2,:,'5 . 890 9 1292 230 � PART 2 (LANE GRO?jP ADJUSTMENTS) ' / D{F LN GROUP FLOW N LU v PIt Prt F8 LT-TH-RT 74 1 1 . 00 74 0. 74 0. 20 LT-TH-�T 82 1 1 . 00 00 .62 0,51 0 15 � . � No LT 100 1 1 .00 100 1 . 00 0. 0V NB TH-RT 1722 1 1. 00 1722 0. 00 0. 01 GB LT 9 1 1 .0A. - 9 1 . 00 0, 00 � S5 TH-RT 1522 1 1 .00 1522 0. 00 0. 15 UnE A��US�M2/JTS/ LEFT �UR|{ OFPC�ING APP�UAC� � KG OPP3[�D VOLUMES % DPf`OSING LEFT llL.R� # LA�E�- LT TH RT LT TH RT LT TH RT 21 q ' �6S� BOUN� 35 4 � ND»THH'/��K` DD--L N F vj d Fi-,-,, Far` F I FL F F1 t 0,'.*. 7 C% 0 T T A 804'i I 1 I f9?,--) ��1D�R,.:"SHFFT F"O 1. L F'.- T--T t 77. N r-(�,L:T G, Ft.1 c G N t EA V F, V] t F,3 T. ".D 14i;71 0 EB 8t.1 Wp Cr 7 1 6 2 7 j 51 1 19 C) 74 t N P 'c_j 0 67 1 1 Q 0 i V I c 00 1 '1399 0. c1c.) 67 9 1 0 ZJ , 9 1 C4, UJ U A T 10 NS S--)p Yo &_1 FF N Can Pt G El Fff, F] ED 1 15 5 9 1 51 55 1 0. 9 a 6 0. 742 1 . 441:1 0. 2 TjF CJ 434 1 14. 1 . Q C)0 1 . 0, 00 W L 6 0 1 6 0, R�.,3 0� 5()Q C;, ��68 49 1 I C ,I i-)� I I OiX) "i N 9 1000 0. 777 21 . 6146 (). 001 1 - 00Q 4'j. *,'_S�4 0. 000 1-1:300, 00() 0,060 C.), 06(1 PC,!-) fl. 77-,: 21 . e,46 C),001. I ()OC.; 45,354 0. 00-C) 0. 0,_)C3 j RCW�, (",-W) 0�-,O 0, 06:", T 7f, 17 0 0, - )4 q 0, ]F' 0 4 G Cii) I-IY.7 54 90 It I I I 1 7.­�2 17,"? 'r:*.'4 1 4c;,9 I , I,`I 9 107 0, 0 6 (7). 04 C4 Ci 0. 1 C V/ CRT'! I J1 C 122. 9 A 4 4: 7 W T A R` J 459 66 @51 1 S F S _,O. 76 D I N T F 1 1-7 C T I E N DELAY 90 INTER.SECT ION L(-jS=F THE CYCLE L�'.N.GTi; WITHIN THE SOUNDS OF '7 TO GO 531ECIOIADIS 1.1 ` H 16 80. 0 GF-CONDS 'WH �, IHE V/(,' RATIO GAN 'T RE- . 95, FOR THE GIVEN CONDITIONS -for chosen c,',,c:lc- length 80. 0 timir-o I is 70. 8 sr-cs grr-en , 3 0 5eas yellow + red SUC3gESted tinsinc pl­ias�(-, 2 iF, 7.2 �;Fcs grv:ert . 7­ 0 s e o v,, r t:'_•-i z I k r a dk 0 1 A T.`:RF I Di-11" S I G H A.L 1 D OP (-JIMINAL Al-,IA' J4i Al F i H I P iYF Q P-,! C HCAY� —"Ej I L.D t 14 P U- cT DATA GVT NArIES LOADED OR SAVED 'VFI'I-LIME=Fr-UF-M GKOMETRaCS=EXAM SlGNrNL-=ExPjlf" 'iF C T R I C•S y'C L-LIM--S 4+ (IF LANES t-AIN F W I D T H C R,u s(s F.,- Ll" THI RT LT TH R T L I TIH R T WF L 20 9 0. 2. C) P74 I .106 1210 6 c'3 1 1 0 12. C) 12. C) t Y. 0 f I P G 7, t 4- is 41 i T-5 —11-2111 T:f-1V R,T v P:�F LI Ut IF. LN GROUP FL-OW N LU v Pit Prt F. LT—�;"r! R'l I I C"0 4'f-C� 0, 2:'C: Q, 5-4 A t�� 0 C 64 G 9 1 1 r a T H—,'�T. -7 34 I I Oz-) c;-34 iY, (-,)0 i) }I PP LT I I G I I t:};:i J I B 1 . (10 0 THL RT 1420 1 1 . CJO 14'.?C) 0. 05 L'C:.-T c- 2 1 N I'N L 22 1 !4 r---rr��_----��---r'�---���---�,�� -�-'�'�---_-, �P"�` 1 � . � (`.' �' ���� ��� . � ��� � . ('.�o � . �0� l . (�o� �'. 8�� J . ����' 1��4 912 0. 99 00O 1 . ��� �. Y92 � B|P�LE�2w��� �J��SHEET FL-3 LEFT UR -TN A� J� 7M��T FACTOH =LT V� t F'lt Nu Yy Pl�o 120 67 0^ 25 89 67 22 0. 25 1 �0 0. 2G 3 80 62 1 22 984 22 1 . 00 1 1399 0. 00 80 62 1 1 ] 8 1399 1 � 8 1. . 0; 1 984 0. 00 UL TIONS � � �op Gu FE� Pl Gq Pt Gf F] Fm Flt ! � H� 1�4S V. 043 8. 940 0 G33 0 279 3 06� 0 721 2 035 1 350 l 000 1 V00 ' ' ' ^ ^ ^ ~ ^ ` ^ ! �� |640 189 0. 000 0. 663 0.250 12. 000 0. 7fft 4. 932 1 . 651 0. m19 0. 61� �. 777 0. 000 0. 001 1 .V00 62. 000 0. 000 0. 000 18�0, 000 0. 065 0. 065 [ �� � 8Q0 0, 547 40, 272 0. 260 1 . 000 21 . 72S 0. 000 0. 000 4. 332 0. 214 0. 2 4 � CAP��TTY ANALY�T3 WORKSHEET v c v/r CRJTiCA| � �2 L--T�-�T �3� 1614 �. 27 0. l5 2�2 1 . 7G + � 1D T 22 116 0. 19 0. 7B 90 0. 25 � � 9�4 87 .0. 55 0 7E' 1735 � 7 �. � ' SB LT 11S 0. 78 29 40 � 0. 7B 1370 1 . 04 6. � ��M V�E �RIT= 1 07 ��TAL V/�= 1 1� | ^ ' i !`T n (F ,/r g/C U r,F re3 5% Q F� LT-T�-RT � . 76 0. �� 80. 0 �9. 94 24� 8��. 84 0. 2� 7��. 27 � 97, - /]-TH--,T 0 C). 1� 8�. () �4. 34 Ll 7 . 31 0. G5 13B5 1 . 21 0. �5 3. V4 4^ 9 0. 7£ 80. 0 2. 22 0. 48 0.85 2. 3� A 0. 6 �� TH-�� ) . ('� 0. 78 B0. � 7. �2 � 3�0 28. 29 0. s� 3'`. 6'' D 15. 7 / / D/R De} OS EB 77 . 27 F W8 26. 62 T �B 28. 52 D J�TERSEClION DELAY =125. 75 INTERSECTION LOS=F / TY� CYCLE LENGTH WITHI� THE BOUNDS OF 80 TO 120 SECONDS Wril(-H MINTMIZEq CRITICAL. MOVEM'ENT DELAY IS 100. 0 SECDNDS | THE V/C RATIO CAN'T BE .'75 FOR THE GIVEN CONDITIONS i fnr chosen cyc] e length 100. 0 � s/(gqested timing phase 1 is '70. 6 secs green , 3. 0 secs yellow red cIear \ suqgested timing phase 2 is 23. 4 secs green , 3' 0 secs yellow + red clear � � � | � . � � � "yo/ +�m�//� � vv 1 , / � ij � SAT���TJCN FLOW AD,"USTMENT WO�KSHE- �DEAL N F* Fh' Fg- Fppri� rbus Fare� E� LT-TH 1800 1 1 . 000 0. 995 0. 99� �. 97 , 1733 y � W8 Y-TH 1800 1 1 . 00: 0. 995 1 . 0�� WW� Rl 153F �. 995 1 00 1 . 000 1 . 000 1)("". 2 � C�0 n �9� � �('� ] 00o � �D� � - . . . ' ' � � 1�54Wj 1 1 , 000 0, 99(1 1 . 00� 1 . 1 . ��0 �0 1 . 0(@ > SPqzLEMENTAL WORKSHPET FOR LEFT-TURN ADJUSTMENT FACTOR FLT ' lUT y AIR lABLEB ~ ^ C G N Va Vm Vlt Plt No Vo F-lto � E8 75 17 l 60 19 55 0.^7� 1 21 0. 30 ` � 'WR 75' 17 1 30 53 9 0. 30 1 4 0. 92 _CULATIONS D R 5op Yo GU Fs Pl Pt Gf E] Fm F3 t ( E� �651 0. 013 l6. 240 0. 862 0 �25 � 76� 0 075 0 ]02 1 30� 0 9�7 0 977 \ ^ ^ ^ ' ~ ' ' ' �� j373 0. 0O3 16. B10 A. 672 0. 296 0. 190 0. 704 290 1 . 0o0 1 . 00" `/`oA�T�` Ab�LY9TS 4ORK��EEl ) " E[ L ' -TH 60 1�33 0. �3 23 393 0' I� * 0. 61 ( . 3� � \'�9 i ' -�� J� 1� �� 0 }2 ) 27 4|{' 0 �7 � . . NCZ LT 0. 0� � 59 �. 63 * 1 5� ` NOF KSHEF-' /F v/c d2 PF Delay LUS Av� � 7i`� � 17. 65 393 0, G5 5. 02 C 1 . 0 ! 8 7�. 0 17. 33 410 0. 0V C. 8� 14. 7� 8 0. 5 1 � UB 0^ 0� 0 3� 0. 4 1 � ^ N6 LT �. �3 0. 09 7�. O 24. G9 1591 . 00 30. 21 D 1 . 9 3 �. 90 0. 56 7�5 1 . 16 20 4. 48 0. B5 13. 29 P J5. 8 2u � S� LT 0. A9 75.0 23. �523. 56 C 0. 2 1 TH-RT 0. 82 0, 56 75. 0 10. 20 1951 2. 06 0. 25 >0, 42 B 14. 0 14 ' ` �lR Delay LOS k E 14. 03 B y WB 12, 39 B ` NE 14. 17 B � SR 10. 49 B x � � 1NT�RSECTION DELAY = `12.52 INTERSECT ION LOG=B � ` � lH�.` CYCLE LENGTH WITHIN THE BOUNDS OF 0 TO 0 SECONDS � WHICH MJNIMIZFS� CR7T}CAL MOVEMFNT DELAY IS 0 SECONDS } ' FC.--' RATl� OF . 95 THE CYCLE SHOULD BE 24 G[CONDS � �ho n cyc] e l er.pth (', 0 \ � / sug�e��ed ti mi nq phase 1 i s 0. 0 secs greeo � -�. 'f eecs yellow + red rlea� � �ug��sted tininO phase 2 1s 0. 0 secs green ' -7. 6 secs yellow + red clear su�9�s ed tin'ing phase 3 15 0,0 *ere green , ec ycllow + red clEar � � ' T_Rw101,1 DATE -1-29—j '?BD 0 ERAT CJNAL.ij LE v.: H OU" ANALY"--�Js If GEOt 4'1_­_�_R I G T i t" DATA SET NAMES LOADED OR SAVED _lllE=*uam GEOMETR J CS=2002r I S I GWAL=2,002r I Ls"FED IN C P,): 1,) E GEC] T R Iff- 0 1-U ME s :0 OF L AWF3 L AN 1kl 1 DT H C R,El P LT rH RT L T TH RT LT TH RT WAIJ.., 4 C) J'�,, 12. 1 c) J 2 to 1 12, 0 0 C P 9 11 ak) 205 1 71 i 211. C) 12. C) C) P N, 1, V — Jr.4 1- :-",ES Hit' C.3't' �7 N N 5 'd "J E_INY4 k TIL i,1!1r T W S H 4 5 1,�, G9 1`, 1 C.) BrK) 1 C)0 1711 I I D. -i I J 5 CI 2C)� P9(*- 9 1292 230 'R 2 (LANE GROUP ADJUSTMENTS) 3 P LN GROUP FLOW l\J LL; v F'J' t Pr t RT 15 1 J. 0 11, 0. 00 1 . Oct :T.t:) Q. ::,(:I Q. LT—TH Y, 1 1 . oc) RT 3i 1 1. 00 'S 1 0, CIO I . 00 N ' LT I C)C) I I . OC) I C)C) I . C)(:) C Oo is t 'TH—RT J 122 1 05 1 R-09 C). C.0 0, 01 0 H j 15'v , 0, ING VOLUME (iDJLJSTl'lE#-,!'FS) 1 F"i 7 P F'-)S' N&; F"'P R 0 H P, 1!J. 'JOLUMES, is 0F2PGSlWG LEFT # L 1 E L,I I is RT i-T TH R,_T LT T H 24 C:f) / ` | / � PRDGRAM VER�ION DATE 4-29-19�8 1 �E5 HEN OPERATIONAL ANAL�,5IS � VERT U < F 2VE1,411'%IG H3UF, ANALYS} S W/ GE�METHJ� CH�N��S tise. 1 14: 00 LASl DATA SET NAMES LOADED OR SAVED | VOLUME=fupm GEOMETRICS=2002rl 8IGNAL=2002prl i ' LO�ATED I C��: N YOLUME & GE(UMETRICS VEIL U|eEIS # OP LANES LANE WIDTH �OS CS � ^ ) DiR LT TH RT LT TH R7 LT TH RT WALK E5 1081 71 206 '� 0 1 1 0. 0 12. 0 12. 0 0 20 9 51 0 1 1 0. 0 12. 0 12.0 0 i NB 20 874 2 0 12. 0 12. 0 0. 0 0 { S9 1 1.210 68 1 2 0 12. 0 12. 0 0. 0 0 / �RAP IC & ROf CDN�- ITION� PE��S|RI/��� Gf 2[ %�� Y/�� Mc�ES 8UEES FHF CR��� B�T MIN TIKE TY�E � � E� 2' 0t 7. V 3 0 1 7' 0 � . �00 0 W N 7. 0 J � ' r (' A | ` i �Y B). � � P 7 1 (1OVEM1 ADJ6�TMENTS> � FHF LTFR THFR RTFR 120 79 231 22 10 �7 � . / NB 20 674 12 , 900 22 971 13 106 1210 6� . 900 112 1344 76 � FART 2 (LANE GROUP ADJUSTMENTS) ' ' ' p�k, LN GRDUP FLOW N LU v Plt Prt EP LT-�H 1�9 1 1 . 60 199 0. 60 0.00 �B PT 231 1 1 00 231 0^ 00 1 ^ 00 / ^ ` i WB LT-TH 32 1 1 . 00 32 0. 69 0. 00 41 PT 57 1 1 .00 57 0. 00 1 . 00 | � N E,, LT 22 1 1 . 00' 22 1 . 00 0. 00 | N-� TH-RT 984 Z 1 . 05 1O34 0.00 0. 01 � i SB LT 11S .1 1 .00 11a 1 .0� 0, 00 | ST TH-RT 1420 I 1 . 05 1491 0. 00 0. 0� | ! | PAR| 3 (]PPOSlNG VOLLME ADJUSTMENTS) i �EcT TURN 8IN@ APPR�AC� | ��lNG OFP��E� VOLU OPPOSING �EFT TURN V �AN6� OF "'D�l�`� LT �H HT �T TH RT LT [49T/�O��D 57 100 10� \ 10 � � �0L <F�uc�'!�� �� �/� � o ] �'* v * -------ij----- 1[ ����RATI�N �LOW ADJ�STMrNT WO;'lJKSHEET � D] � LN BPOU�' I L N Fwid Fmv Fgr Fpark Pbus Farea Frt Fjt s � E� LT-- 1BJ0 1 1 .0�0 0, 99� 0. 990 1 . �06 1 . 000 1 . 000 1 . 000 0. �BE 17�2 � E8 Rl 1Bo0 1 . 000 0. 9 0, 1 000 1 . 1 .0J0 0. 850 1 . 000 1507 � LT-7H 180� 1 1 . 000 0. 995 1 . 010 1 . 00(i 1 . V00 1 . 000 1 . 000 0. 870 z574 - wB RT 18N) 1 1 . �00 Q. 995 1 . 010 1 . 000 1. 1 .000 0. 850 1 . 00{' 153G N--k LT 1600 1 1 . 000 0. 9�5 1 . 000 1 . U00 1 . 000 1 . 000 1 , 00V Co. 0 1701 � u� ��-PT 1(E'-00 2 1 . 000 0. 995 1 . 000 1 . 0C)0 1 . ('V0 1 0. 9q8 1 . 000 3575 � �3B LT 180� 1 1 . 0�; 0.990 ! . 000 1 , 000 1 . 000 1 .000 1 . O00 O. V�o �693 SB TK-�T 090 1 . 00� 1 . 00(� 3�J6 , 8 SJPPLEMENTAL WORKSHEET FOR LEFT_TURN ADJUSTMENT FACTOR FLT � �NPLT VARIABLES ^ ' ' '` DIR C G N Va , hm Vlt Plt No Vo Plto ~ 80 22 1 199 310 A20 0. 60 1 10 0. 69 � W H0 22 1 32 67 22 0. 69 1 79 0. 60 CAL�.ULATIONS Sop yo Fu° Fs P� Gq F.� Gf El Fm F] t ) EB 1242 0 00B 21 ` ^B 529 0 69 0 603 0^ ^ 0^ 5^ ^ B 0^0 471 397 257 1 29 0 98 9 E 1486 0^ 305 18 �49 0826 0^690 325 J 0310 0766 1367 0g70 027� WO H FT g/C C' v/r CR., T ] [�AL 17� . 11 . 2 4�2 E� RT 731 150� 0. 15 0. 41 62. .7 � W� H 32 z574 0. C):--. 0. 28 433 0 07 | ^ �T 38 04 0. 4:i �74 0. 09 0. 10 17() 0. 13 J 0�4 3� 0,. �9 0. 53 1 B77 55 � �E-q -T 3 0. 07 C' 10 169 0. 70 * SH 0. 42 c 3 1 .256 8. 0 S�..J M V/S CRlf TO[A- V/C= o, 67 ' � [�lR LN �RJUP v/c g/C C dz c o2 F.y L08 Avq Q Q | E� LT-TH 0. 4� V. �R 8�. 0 18. 02 4�2 0. 34 0. R5 l5. 61 o. 1: . 0 j2,. 39 622 C. 1� 0. 85 I0. 69 , WB L-1 -TH 0. 07 0. 28 80. 0 16. 31 473 0. 00 0, 3. 87 B 5 1 PT 0, 411 80,. 0 10. 89 63lj 0. 00 0. 85 9. 26 B 6. 7 1 � NB LT 0. 13 . 10 80. 0 24. 95 170 0.62 1 , 00 24. 97 C 0. 4 1 NR T�-RT 5" R0. 0 9. 6.5 1 27 0. 8' U SH LT 0 70 0. � � 80, 0 26. 47 16, 7. B4 1 . 00 34. 30 � 2. 4 4 � �� TH-RT 0. 80 0. 53 90. 0 11 . P 1856 1 . 88 0. 85 11 . 68 B 15. 0 1� ' DIR Delay LOG � EB 12. 96 B � wP 10. 93 B N� 8. 79 � � SB 13. 34 B ` . � ]|�TERSECTION DELAY = 11. 71 INTBRSECTION LOS=B . . ` THE CYCLE LENGTH WITHIN THE BOUNDS OF 0 TO 0 SECONDS � WHIC� MIN}MIZFq CR7TICAL MOVEMENT DPLAY IS SEMN0S ^ � FOR A V/C RATlO OF . 95 THE CYCLE GHOULD H,E 22,0 SECONDS � � for chnse, cycle length (I. 0 � � sugq�sted timing phase 1 is 0, A secs green , -0. 9 secs yellow + red clear � Fugc-ested timing phe.se 2 is 0. 0 se�s green , -5. 6 secs Ye w + red clear � ti /^jng ph�se J is 0. 0 secs grecn ` -1 . 5 secs yellow + r�d c�ear | � � � i Transportation Land Development Environmental • S e r v i c e s ■ imagination innovation energy Creating results for our clients and benefits for our co nnnniities j D June 8,2001 Vanasse_HEdngen BniYlin,lnc I Ref: 06716.37 Ms.Heidi A.Griffin Town Planner �% � '. Community Development&Services Town of North Andover 27 Charles Street JUN 1 2 2001 North Andover,MA 01845 NOR'41 Re: Flagship Drive Office Building PLANNIN0 Site Plan Review North Andover,MA Dear Heidi, Vanasse Hangen Brustlin,Inc. (VHB)has received MHF Design Consultants,Inc.'s written response letter(dated 6-01-01)to our Engineering Review for the above referenced project. It appears that all of VHB's comments have been adequately addressed and VHB's concerns in this matter have been satisfied. No further engineering review is required at this time. If you have any questions or concerns,please call me at your convienence. Very truly yours, i VANASSE HANGEN BRUSTLIN,INC. Timothy B`Mclntosh,P.E, Project Manager--Highway&Municipal Engineering cc: Mark Gross—MHF Design Consultants,Inc. Chris Huntress—Huntress Associates 101 Walnut Street Post Office Box 9151 Watertown, Massachusetts 0.2471-9151 70 ■ FAX 617.924.22861 924. 7 7':\Ofi71637\does\letters\f€agshlp-approv-06©56€.doc 617. email: info(?Pvhb.com www.vhb.com I