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HomeMy WebLinkAbout2004-04-22 Supplemental Traffic Evaluation VHB i Transportation Land Development Environmental S e r v i c e s 101 Walntit Street Tll7',4' arse. IYla1,zQe l Brustlin, Inc. P.U.Box 9151 Watertown,MA 02471-9151 617 924 1770 FAX 617 924 2286 Memorandum To: Julie Parrino Date: March 1,2004 Town Planner Town of North Andover a: 27 Charles Street North Andover,MA 01845 9 R 1` Cc: Ken Crain-VAI Karl Dubay-MHF F' T'rojectNo.: 08475 E'�-,,ti l�t1f 1Cr Lit 1}f�?i From: Patrick T.Danford,P.E. Re: Proposed CVS—Route 114/Peters Street Project Manager Supplemental Traffic Evaluation North Andover,Massachusetts As requested,Vanasse Hangen Brustlin,Inc. (VHB)has conducted a sensitivity analysis to evaluate the operations at the Route 114/Peters Street intersection. Specifically,VHB has analyzed a condition in which the recently approved nearby Eaglewood Shops project and its associated mitigation measures were assumed not to be implemented. This request originated from that project's approval recently having been appealed. The capacity analyses and relevant qtl�le results have been summarized in Table 1. If the Eaglewood Shops project ultimately was not developed due to the appeal,it is assumed that the site would remain primarily vacant and not generate any traffic,and that the planned roadway improvements would not be implemented. This allows for a comparison of CVS impacts at the Route114/Peters Street intersection both with and without the Eaglewood Shops traffic,and its accompanying mitigation. As the Eaglewood Shops development was considered in the initial CVS traffic evaluation, this current evaluation will focus primarily on scenarios not including the Eaglewood Shops. The 2003 Existing Conditions presented in the original analysis remain unchanged regardless of the Eaglewood Shops. The following additional conditions were considered as part of this assessment: • 2008 No-Build—without Eaglewood Shops • 2008 Build—without Eaglewood Shops In a mernoranduln dated February 9,2004,VHB had also considered the potential benefits of adding a right-turn lane on the southbound Peters Street approach to Route 114. Therefore, this potential mitigation measure was also evaluated for the 2008 Build condition—without Eaglewood Shops. TRAFFIC OPERATIONS—WITHOUT EAGLEWOOD SHOPS As can be seen in Table 1,without the Eaglewood Shops project,under the No-Build conditions the Route 114/Peters Street intersection is expected to operate at LOS D during the evening and Saturday midday peak hours. During the weekday evening peak hour, the overall intersection is expected to be \\\0M75\does\memos\Traf p"r response 2-27-04 no Eaglesvood.doc Date: March 1,2004 2 Project No.: 08475 operating over capacity,as are several of the intersection movements. On the southbound Peters Street approach,the 95"'percentile queue is expected to extend beyond the proposed site driveway location. During the Saturday midday peak hour, the overall intersection is expected to operate just below capacity,with the southbound Peters Street left-turn movement operating over capacity. Likewise, the queues on Peters Street will also extend beyond the proposed driveway location during this time period. Under the 2008 Build condition(without the Eaglewood Shops), the intersection is projected to continue to operate over capacity,while decreasing to LOS E during both peak hours. The 2008 Build condition results including the Eaglewood Shops are also presented in Table 1 for comparison purposes. [This analysis is the same as that presented in the February 9,2004 document prepared by VHB.j While the volume of traffic passing through the intersection is reduced due to the Eaglewood Shops not being included,and the signal operation is slightly different, the impact of the project essentially remains the same at this location. \\\08475\dots\memos\Traf peer response 2-22-04 no Faglewood.doc Date: March 1,2004 3 Project No.: 08475 TABLE 1 ROUTE 114/PETERS STREET CAPACITY AND QUEUE ANALYSIS 2008 Build 2008 Build 2008 No-Build without Ea Iewood with Ea lewood Movement V/C' Delay" LOS` V/C Delay LOS VIC Delay LOS Weekday PM Route 114 Eastborvid Left 1.12 + F 1.23 + F 1.22 + F Thru/Right 0.79 29 C 0.79 30 C 0.80 31 C Route 114 Westboivid Lef t 0.59 25 C 0.59 25 C 0.75 10 A Thru/Right 0.95 33 C 0.96 35 C 1.09 44 D Haverhill Street Northbound Left 0.68 34 C 0.70 36 D 0.92 78 E Thru/Right 1.12 107 F 1.14 113 F 1.02 75 E Peters Street Southbound Left 1.30 + F 1.57 + F 1.77 + F Thru/Right 0.63 28 C 0.64 28 C 0.72 32 C Overall 1.10 53 D 1.24 61 E 1.37 62 E Peters Street Southborrnd Queues: Left Thru Left Thru Left Thru Available Storage 85' 175' 85' 175' 85' 175' Average 77' 158' 103' 161' 121' 213' 95"'Percentile 179' 250' 214' 256' 237' 327' Saturday Midday Route 114 Eastbound Left 0.92 67 E 1.06 + F 1.36 + F Thru/Right 0.82 42 D 0.82 42 D 0.72 27 C Route 114 Westbound Left 0.51 33 C 0.50 33 C 0.73 14 B Thru/Right 0.91 44 D 0.93 46 D 1.01 27 C HaverlriIl Street Nortlrbouiid Left 0.57 32 C 0.70 49 D 1.52 + F Thru/Right 0.80 37 D 0.82 39 D 0.81 38 D Peters Street Southboutid Left 1.07 + F 1.39 + F 1.37 + F Thru 0.92 52 D 0.94 54 D 1.02 75 E Overall 0.96 48 D 1.14 59 E 1.36 68 E Peters Street Southboitud Queues; Left Thru Left Thru Left Thru Available Queue Storage 85' 175' 85' 175' 85' 175' Average Queue 128' 412' 177' 417' 171' 278' 95"'Percentile Queue 257' 640' 317' 651' 312' 582' a. V/C=volume to capacity ratio b. Delay=Average Delay in seconds per vehicle c. LOS=Level of Service + Delay exceeds 120 seconds. \\\0&475\does\memos\Traf peer response 2-27-04 no Faglewood.doc Date: March 1,2004 4 Project No.: 05475 PETERS STREET RIGHT TURN LANE ANALYSIS VHB also revised the sensitivity analysis regarding the potential benefits of adding an exclusive southbound right-turn lane on Peters Street under the scenario without the effects of the Eaglewood Shops project. `fable 2 summarizes the capacity analyses and relevant queues. Similarly to the results presented in the memorandum dated February 9,2004, the addition of an exclusive southbound right-turn lane is not expected to significantly improve the operations at this location,which would remain operating above capacity. Furthermore, the queues would still extend beyond the site driveway. During both peak hours, the Peters Street southbound left-turn movement is still the controlling factor for queuing on this approach,and the addition of the right-turn lane would not change this. As previously stated in the February 9,2004 docurnent, the addition of an exclusive southbound right- turn lane would require that one of the signal strain poles at the northwest corner of the intersection he relocated. Further,it would preclude potential landscape measures envisioned for this location along the Peters Street site frontage. Given that a right-in/right-out driveway is already proposed from the site directly onto Route 114,which indicates that minimal,if any,site traffic would contribute to the southbound right-turn movement, this level of mitigation would be disproportionate to the project's impacts. The analysis presented in this assessment documents that this measure,while slightly enhancing capacity,would not provide a significant improvement to the overall intersection. \\\09475\does\memos\Tr9 peer response 2-27-04 no Faglewood.doc Date: March 1,2004 5 Project No.: 08475 TABLE 2 SOUTHBOUND RIGHT-TURN LANE SENSITIVITY ANALYSIS 2008 Build 2008 Build (with Right-turn Lane) Movement V/C' Delay' LOS` V/C Delay LOS _Weekday I'M _ Roitte 114 Eastbound Left 1.23 + F 1.23 + F Thru/Right 0.79 30 C 0.79 30 C Roitte 114 Westbound Left 0.59 25 C 0.59 25 C Thru/Right 0.96 35 C 0.96 35 C Haverhill Street Northbomid Left 0.70 36 D 0.49 25 C Thru/Right 1.14 113 F 1.14 113 F Peters Street Southbound Left 1.57 + F 1.57 + F Thru 0.64 28 C 0.44 25 C Right n/a n/a n/a 0.21 23 C Overall 1.24 61 E 1.24 60 E Peters Street Sonthborutd Qrteires: Left Thrit Left Thru Right Available Storage 85' 173' 85, 175' 75' Average 103' 161' 103' 114' 0' 95°H Percentile 214' 256' 214' 184' 35' Saturday Middy Rortte 114 Eastbound Left 1.06 + F 1.06 + F Thru/Right 0.82 42 D 0.82 42 D Rorite 114 Westbound Left 0.50 33 C 0.50 33 C Thru/Right 0.93 46 D 0.93 46 D Haverhill Street Northbound Left 0.70 49 D 0.16 23 C Thru/Right 0.82 39 D 0.82 39 D Peters Street Soitthbound Left 1.39 + F 1.39 + F Thru 0.94 54 D 0.37 25 C Right n/a n/a n/a 0.57 29 C Overall 1.14 59 E 1.14 55 D Peters Street Sorithbound Qrieues: Left Thru Left Thrit Right Available Queue Storage 85, 175' 85, 175' 75' Average Queue 177' 417' 177' 150' 32' 95'h Percentile Quene 317' 651' 317' 225' 106' d.V/C=volume to capacity ratio e. Delay=Average Delay in seconds per vehicle f. LOS=Level of Service + Delay exceeds 120 seconds. \\\03475\does\memos\Traf peer response 2-27-04 no Laglovmi.dor ', pate: March 7,2004 6 Project No.: OM75 ATTACHMENTS • Revised Traffic Volume Networks • Capacity Analysis Worksheets \\\0&175\does\memo5\'Traf peer response 2-27-04 no Eaglewood.doc Date: March 1,2004 7 Project No.: 08475 • Revised Traffic Volume Networks \\\0S475\does\memos\Traf peer response 2-27-04 noLaglewood.doc �Q22��JutGitti092S Project: ! Project# Location: Sheet of Calculated by: r,�,f- Date: J- Checked by: Date: J 10 RAVE r i hI r 3" ' _0 � t �0 mk9thi ms,h uma r re s.computatior&pm65 Manasse Hangen Bnrsflin,Inc. Bate: March S,2004 $ Project No.: 0$475 • Capacity Analysis Worksheets \\\0S475\flocs\memo5\'Graf peer response 2-27-04 no Eaglewood.doc i Queues Proposed CVS North Andover 15: Rte 114 & Peters 2008 No-Build Evening Peak Hour Lane Group EBL EBT .`WBL '`WBT NBL. :NBT ,: SBL SBT':. Lane Configurations ' tT4 T T+ Volume (vph) 190 880: 250 1490 110 305 95 225 Lane Group Flow (vph) 200 952 263 1594 133 626 104 351 Turn Type pm+pt prt+pt Perm Perm Protected Phases 1 6 5 2 4 8 Permitted Phases . 6 2 - .4. 8 Detector Phases 1 6 5 2 4 4 8 8 Minimum Initial (s) 4.0 4.0 "4.0 8.0 4.0 4.0..:: 4.0: 4.0 Minimum Split (s) 9.0 9.0 9.0 48.0 9.0 9.0 9.0 9.0 _.. ..... . .. Total Split (s) 9.0 43 0 15 0 `49.0 32.0 32.0: 32.0 ; 32.0 Total Split(%) 10%° 48% 17% 54% 36% 36% 36% 36% Yellow Time (s) 4.0 4.0 4.0 -.4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None Min None None None None Queue Length 50th (It) --103 238 84 300 66 --387 --77 158 Queue Length 95th (ft) #223 272 137 #455 #138 #520 . 4179 250. Internal Link Dist (ft) 897 720 146 1073 50th Up Block Time (%) 46% ... 95th Up Block Time (%} 60%° Turn Bay Length (ft) 50th Bay Block Time % 95th Bay Block Time Queuing Penalty(veh) 331 Intersection Summary Cycle Length: 90 Actuated Cycle Length: 88.8 Natural Cycle: 90 Control Type:Actuated-Uncoordinated Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles, # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 15: Fite 114 & Peters �1 02 I M 93 :1 149s - ::._: 32s z�. 06 05 08 43s 32 s L:108475ttechlWithoutEagiewood12008 No-Build PM NEMA.sy6 2/27/2004 NV Page 1 VANASSLVL7-FF51 HCM Signalized Intersection Capacity Analysis Proposed CVS North Andover 15: Rte 114 & Peters 2008 No-Build Evening Peak Hour Movement EBL E�BT " EBR ' WBL WBT -WBR " NBL'' NBT': :N$R : :SBL SST SBR Lane Configurations ' tT+ tT+ ! T+ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 12 12 11 12 12 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 ; 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 .. 1.00 1.00 1.00 1.00 0.94 1.00 6.96 . c Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd.'Flow(prot) 1728 " 3441 1711 3413 1728 1764 1694 1763 . Flt Permitted 0.15 1.00 0.19 1.00 0.34 1.00 0.14 1.00 Satd. Flow (perm) 280" 3441 349 3413 610 1164 '255' 1763 Volume (vph) 190 880 25 250 1490 25 110 305 215 95 225 95 Peak-hour factor, PH F 0.95 0.95 0.95 0.95 0.95 0.95 0.83 ," 0.83 0.83 0.91 0.91 0.91 Ad;. Flow (vph) 200 926 26 263 1568 26 133 367 259 104 247 104 Lane Group Flow (vph) 200 952 0 _ 263 1594 0 133 626 0 104 " "351 0 Heavy Vehicles (%) 1% 1% 1% 2% 2% 2% 1% 1% 1% 3% 3% 3% Turn Type pm+pt pm+pt Perm Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 6 2 4 8 Actuated Green, G (s) 30.0 30.0 42.7 42.7 27.0 27.0 27.0 27.0 _ Effective Green, g (s) 31.0 31.0 43.7 43.7 28.0 28.0 28.0 28.0 Actuated g/C Ratio 0.35 0.35 0.49 0.49 0.32 0.32 0.32 0.32 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 ' 5.0 5.0. .5.0 " Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap.(vph) 179 1203 444 1681 195, 557 80 557 v/s Ratio Prot c0.06 0.28 0.12 c0.47 0.35 0.20 vls Ratio Perm c0.33 0.17 0.21 c0.41 v/c Ratio 1.12 0.79 0.59 0.95 0.68 1.12 1.30 0.63 Uniform Delay, d1 44.1. 25.9 23.2 21.4 26.5 80.4 . 30.4 25.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 102.2 3.4 1.4 11.7 7.6 77.0 200.E 1.7 Delay (s) 146.3 29.3 24.6 33.1 34.1 107.3 231.0 27.6 Level of Service F C C C C F F C Approach Delay(s) 49.6 31.9 94.5 74.1 Approach LOS D C F E Intersection Summary HCM Average Control Delay 52.5 HCM Level of Service D HCM Volume to Capacity ratio 1.10 Actuated Cycle Length (s) 88.7 Sum of lost time (s) 8.0 Intersection Capacity Utilization 109.5% ICU Level of Service F c "Critical Lane Group L:1084751tech\WithoutEaglewood12008 No-Build PM NEMA.sy6 2/27/2004 NV Page 2 VANASSLVL7-FF51 Queues Proposed CVS North Andover 15: Rte 114 & Peters 2008 Build Evening Peak Hour -- 4\ Lane Group ._ EBL EBT.°; WBL'' lNBT- NBL` 'NBT" `' SBL'= SBT Lane Configurations 0 Volume (vph). 210 880 250 1505 110 310 115 230 Lane Group Flow (vph) 221 952 263 1616 133 632 126 357 Turn Type pni+pt pm+pt Perm Perm Protected Phases 1 6 5 2 4 8 ... .. Permitted Phases 6, 2 4 8 Detector Phases 1 6 5 2 4 4 8 8 Minimum Initial (s) 4.0 4.0 4.0 8.0 4.0, 4.0 4.0 : 4.0, Minimum Split (s) 9.0 9.0 9.0 48.0 9.0 9.0 9.0 9.0 p { Total Split s) 9.0 43.0 15.0 49 0 32.0 ` 32.0 32,0.. 32.0' Total Split (%) 10% 48% 17% 54% 36% 36% 36% 366% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0.` 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None Min None None None None Queue Length 50th (ft) --130 238 84 308 67 -395 -103 161 Queue Length 95th (ft) #255 272 137 . #485 #141. #529 4214 256 Internal Link Dist (ft) 897 720 146 1073 50th Up Block Time {%) 47% 95th Up Block Time (%) 3% 62% Turn Bay Length (ft) 50th Bay Block Time % 95th Bay Block Time Queuing Penalty (veh) 342 Intersection Surnmary:' Cycle Length: 90 Actuated Cycle Length: 89.1 Natural Cycle: 90 ....... ........ Control Type: Actuated-Uncoordinated Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 15: fete 114 & Peters "' Ao2 � 04 9s 1 N49s ,; , 32s 09 05 �!"' " 08 d3s 15s 32s L:108475ltech\WithoutEaglewood12008 Build PM NEMA.sy6 2/27/2004 NV Pagel VANASSLVL7-FF51 HCM Signalized Intersection Capacity Analysis Proposed CVS North Andover 15: Rte 114 & Peters 2008 Build Evening Peak Hour Ma�ement" E=BL EBT EBR 1NBL W8T IIUBR NBL NBT NBR .:SBL SBT SBR Lane Configurations tT+ Ideal Flow (vphpl) 1900 1900 1900 1900. 1900 1900 1900 1900 1900 1900 . 1900 1900 Lane Width 11 11 11 11 11 11 11 12 12 11 12 12 Total Lost time (s) .4.6 4.0 4.0" 4 0 4.0 4.0 4.0 4.0. .. Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00. . 1,00 1.00 0.94. '. - 1;00 0.96, ; Fit Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (Prot) 1728 3441 1711. 3411 1728: 1766 1694 17s4 Fit Permitted 0.15 1.00 0.19 1.00 0.33 1.00 0.14 1.00 Satd. Flow (perm) 279 3441 347 3411 601 1766 255 1764 Volume (vph) 210 880 25 250 1505 30 110 310 215 115 230 95 : Peak-hour factor, PHF 6.95 0.95 " 0.95 . 0.95 0.95 0.95. 083 0.83 0.83 0.91 0.91 0,91; Adj. Flow (vph) 221 926 26 263 1584 32 133 373 259 126 253 104 Lane Group Flow(vph) . 221 952 :` 0 `263,`.1616: 0 133 ` 632:. 0 :'126 357 0 Heavy Vehicles (%) 1% 1% 1% 2% 2% 2% 1% 1% 1% 3% 3% 3% Turn Type pmfpt pm+pt Perm Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 6 2 4 8 Actuated Green, G (s) 30.1 30.1 43.1 43.1 27.0 27.0 27.0 27.0 Effective Green, g (s) 31.1 31.1 44.1 44.1 :28.0 28.0 28.0 . .28.0. . Actuated g/C Ratio 0.35 0.35 0.49 0.49 0.31 0.31 0.31 0.31 Clearance Time (s) 5.0 , 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 179 1201 447 1688 189 555 80 554 v/s Ratio Prot c0.07 0.28 6.12 c0.47 0.36 0.20 v/s Ratio Perm c0,36 0.17, 0.22 c0.49 v/c Ratio 1.23 0.79 0.59 0.96 0.70 1.14 1.57 0.64 Uniform Delay, d1 44.3 26.E 23.2 21.6 26.9 30.5 .36.5 26.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 144.3 3.4 1.3 13.0 9.3 82.6 310.2 1.9 Delay(s) 188.6 29.5 24.4 34.6 36.2 113.1 340.7 28.2 Level of Service F G C.. C D. , F F C , Approach Delay(s) 59.5 33.2 99.7 109.7 Approach LOS E C F F In#eCsecf'ion Summary.,. , - HCM Average Control Delay 60.8 HCM Level of Service E HCM Volume to Capacity ratio 1.24 Actuated.Cycle Length (s) 89 1 Sum of lost time (s) 8.0 Intersection Capacity Utilization 112.8% ICU Level of Service G c Critical Lane Group L:\08475\tech\WithoutEaglewood\2008 Build PM NEMA.sy6 2/27/2004 NV Page 2 VANASSLVL7-FF51 Queues Proposed CVS North Andover 15: Rte 114 & Peters 2008 No-Build Saturday Midday Peak Hour Lane Group 1=9L EBT -WBL 1 _BT NBL 'NBT SBL SBT Lane Configurations Volume (vph) 225 730 185. 990. 40 300 120 240 Lane Group Flow (vph) 259 856 215 1168 49 568 133 623 Turn Type pm+pt pm+pt Perm Perm Protected Phases 1 6 5 2 4 8 Perrnitted`Phases 6 2 4 $ Detector Phases 1 6 5 2 4 4 8 8 Minimum Initial (s) .4.0 '.. ' 4.0 4.0 8.0 4.0 4.0 4A 4.0 Minimum Split (s) 9.0 9.0 13.0 48.9 9.0 9.0 9.0 9.0 .. Total Split(s) 19.0 54.0 16.0 51.0 50.0 50.0 50.0 50.0 Total Split(%) 16% 45% 13% 43% 42% 42% 42% 42% Yellow time (s} .4.0 4.0 4.0 4.0 4.0 4.0 ' 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None Min "None None None None Queue Length 50th (ft) --183 308 114 293 32 374 --128 412 Queue Length 95th (ft) . #314 333 168 ...334. . ##90 444 #257 #640 Internal Link Dist (ft) 897 720 146 1073 1. 50th Up Block Time (%) 39% 95th Up Block Time (%) 42% Turn Bay Length (ft) 50th Bay Block Time % 95th Bay Block Time Queuing Penalty(veh) 229 ..._........ . . Intersection Summary Cycle Length: 120 Actuated Cycle Length: 116.4 Natural Cycle: 120 Control Type: Actuated-Uncoordinated -- Volume exceeds capacity, queue is theoretically infinite. _ Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 15. Rte 114 & Peters ' �+1 o2 t u4 19s 51 s 50s 54s 16s ,; 5t3s L:1084751tech\WithoutEaglewood12008 No-Build Sat NEMA.sy6 2/27/2004 NV Pagel VANASSLVL7-FF51 HCM Signalized Intersection Capacity Analysis Proposed CVS North Andover 15: Rte 114 & Peters 2008 No-Build Saturday Midday Peak Hour Movement i=BL EBT EBR .WBL ":WBT .WBR. ;NBL NB T i`fBR SBL. :SBT SBR Lane Configurations tT tT T T Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 12 12 11 12 12 Total Lost time (s) 4.0 4.0 4.0 4.0. 4.0: ; 4.0. . 4.0. 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 .1.00 :1 00 1.00 0.95,. 1.00 0:91,. Fit Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (Prot) 1711 3411 1.728 3448'. 1728 '111783. 'L. . 1711 1703 Fit Permitted 0.19 1.00 0.27 1.00 0.12 1.00 0.17 1.00 Said, Flow (perm) 346 3411 . 488 " 344$ 218 1783 312 1703 Volume (vph) 225 730 15 185 990 15 40 300 160 120 240 320 ea -hour factor, PHF 0.87 0.87 0.87 0.,86 0 86 0.86 0 81 0.81 0.81' 0.90 0.90 0.90 Adj. now, (vph) 259 839 17 215 1151 17 49 370 198 133 267 356 Lane Group Flow(vph) 259 856 0 :,215. 1168 6 49 568:. 0 133 623 0 Heavy Vehicles (%) 2% 2% 2% 1% 1% 1% 1% 1% 1% 2% 2% 2% Turn Type pmfpt pm+pt : . Perm. Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 6 2 4 $ Actuated Green, G (s) 34.8 34.8 42.3 42.3 45.1 45.1 45.1 45.1 Effective Green, g (s) 35.8 35.8 43.3 43.3 46.1 46.1 46.1 46.1 Actuated g/C Ratio 0.31 0.31 0.37 0.37 0.40 0.40 0.40 0.40 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 282 1049 421 1283 86 706 124 674 v/s Ratio Prot c0.12 0.25 0.10 c0.34 0.32 0.37 v/s Ratio Perm c0.16 0.09 0.22 c0.43 v/c Ratio 0.92 0.82 0.51 0.91 0.57 0.80 1.07 0.92 Uniform Delay, d1 34.7 37.3 32.6 34.7 27.4 31.2 35.2 33.5 Progression Factor 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 32.1 4.7 0.4 9.6 5.1 6,3 ' 101.6 18.2 Delay (s) 66.9 42.0 32.9 44.3 32.5 37.4 136.8 51.7 Level of Service E D C D C D F D . Approach Delay(s) 47.8 42.6 37.0 66.7 Approach LOS .. D D D... E. Intersection Summary HCM Average Control Delay 47.9 HCM Level of Service q HCM Volume to Capacity ratio 0.96 Actuated Cycle Length (s) 116.4 Sum of lost time(s) 8.0 Intersection Capacity Utilization 99.2% ICU Level of Service E; c Critical Lane Group L:1084751techlWithoutEaglewood12008 No-Build Sat NEMA.sy6 2/27/2004 NV Page 2 VANASSLVL7-FF51 i Y i Queues Proposed CVS North Andover 15: Rte 114 & Peters 2008 Build Saturday Midday Peak Flour Lane Group BL E13-r _.WBL 1NBT. '`NBL NBT SBL SBT'; Lane Configurations t T4 Volume (vph) 260. 730 185 1010 45 305 145 245 Lane Group Flow (vph) 299 856 215 1197 56 575 161 628 Turn Type prn+pt pm+pt Perim Perm. , Protected Phases 1 6 5 2 4 8 Permitted Phases 5 2 4 8 Detector Phases 1 6 5 2 4 4 8 8 Minimum Initial (s) 4.0 `4.0 4.0 8.0 4.0 4,0 '4.0 4.0 Minimum Split (s) 9.0 9.0 13.0 48.0 9.0 9.0 9.0 9.0 `total Split{s) 19.0 54.0 16.0 51.0 50 0-; 50 0 50 0 50.0 Total Split (%) 16% 45% 13% 43% 42% 42% 42% 42% Yellow Time(s) 4:0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None. None None Min None None None None Queue Length 50th (ft) -248 308 114 304 39 381 -177 417 Queue Length 95th (ft) #38-8 333 168 345 #107. 452 #317 #651 Internal Link Dist (ft) 897 720 146 1073 50th Up Block Time (%) 39% 95th Up Block Time (%) 42% Turn Bay Length (ft) 50th Bay Block Time % 95th bay block Time % - Queuing Penalty (voh) 233 lntersection`Summary. - Cycle Length: 120 Actuated Cycle Length: 117.1 Natural Cycle: 120 Control Type: Actuated-Uncoordinated - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 15: Rte 114 & Peters �310 2 I o 4 19 151 06 'f 0 5 `` 08 54s. 1Ss 5Ds L:108475Itech\WithoutFaglewood12008 Build Sat NEMA.sy6 2/27/2004 NV Page 1 VANASSLVL7-FF51 HCM Signalized Intersection Capacity Analysis Proposed CVS North Andover 15: Rte 114 & Peters 2008 Build Saturday Midday Peak Hour Movem'67 . El3L I l3T EBR "'°WBl_ =;1lIIl3T "VIIl3R NBL - NBT Nl3R` . Sl3L SBT, ' SBR Lane Configurations tT+ t T4 T# ideal Flow (vphpl) 1900 1900 1900. 1900 1900 1900 1900 1900 1900. 1900 19ov 1900 Lane Width 11 11 11 11 11 11 11 12 12 11 12 12 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0. A.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 ::: 1.00 095,,. 1.OQ 0.91 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1711 34i 1 1728 .3445 1728 1784 : 171.1. 1704 Flt Permitted 0.19 1.00 0.27 1.00 0.11 1.00 0.16 1.00 Satd. Ffow`(pe'rm) 343 3411 494 ` 3445 203 1784 294 1704' Volume (vph) 260 730 15 185 1010 20 45 305 160 Peak-hour factor, PHF 6.87. 0.87 0.87 0.86 0 86 0.86 - .0 81 0.81 0.81 0 90 0.90 0.90 Adj. Flow (vph) 299 839 17 215 1174 23 56 377 198 161 272 356 Lane Group Flow (vph) .299 856 0 215 1197 0 56 575 0 161 628 6 Heavy Vehicles(%) 2% 2% 2% 1% 1% 1% 1% 1% 1% 2% 2% 2% Turn Type pm+pt pm-t pt Perm Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 6 2 4 i g Actuated Green, G (s) 35.0 35.0 43.0 43.0 45.1 45.1 45.1 45.1 Effective Green, g (s) 36.0 36.0 4.4.0 44.0 46.1 46.1:. 46.1 46.1 Actuated g/C Ratio 0.31 0.31 0.38 0.38 0.39 0.39 0.39 0.39 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 ., Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 281 1049 426 1294 80 702 116 .671 v/s Ratio Prot c0.14 0.25 0.10 c0.35 0.32 0.37 _ v/s Ratio Penn c0.19 0.09 0.28 c0.55 v/c Ratio 1.06 0.82 0.50 0.93 0.70 0.82 1.39 0.94 Uniform Delay, d1 53.3 37.5 32.4 35.0 29.7 31.8 35.5 34.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 71.6. 4.7 : 0.3 11.1 19.4 7.0 218.9 20.2 Delay (s) 124.9 42.2 32.8 46.0 49.1 38.8 254.4 54.2 Level of Service F D C © D D F D Approach Delay (s) 63.6 44.0 39.7 95.1 Approach LOS E D D F Intersection Summary HCM Average Control Delay 59.1 HCM Level of Service . E. HCM Volume to Capacity ratio_ 1.14 Actuated Cycle Length (s) 1171 Sum of lost time (s) 8.0 Intersection Capacity Utilization 103.9% ICU Level of Service F c ' Critical Lane Group L:\08475\tech\WithoutEaglewood\2008 Build Sat NEMA.sy6 2/27/2004 NV Page 2 VANASSLVL7-FF51 Queues Proposed CVS North Andover 15: Rte 114 & Peters 2008 Build Evening Peak Hour w/SB RT Lane Larie Group EBL BBT :WBL WBT NBL NBT SBL.: SBT SBR Lane Configurations t, tT T t Volume (vph) .210 880 250 1505 110 310 115 230 ' ' 95 Lane Group Flow (vph) 221 952 263 1616 133 632 126 253 104 Turn Type pm+pt pm+pt Perm Perm Perm Protected Phases 1 6 5 2 4 8 Permittod Phases 6, 2 4 8 8 Detector Phases 1 6 5 2 4 4 8 8 8 Minimum initial(s} 4.0 4.0 4.0 8.0 4.0 4 0 4.0 4.0. 4.0', Minimum Split (s) 9.0 9.0 9.0 48.0 9.0 9.0 9.0 9.0 9.0 Total Split (s) 9.0 43.0 15.0 49.0 `.32.0 ;`32.0 32.0 ';32.0 32.0 Total Split {%) 10% 48% 17% 54% 36%° 36% 36% 36% 36% YiiowTime (s) 4.0 4.0 4.0 '.'4.0 ' : ' 4.0 4.0. 4.0 - 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.6 Lead/Lag.",. Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None Min None None None None None �130 238 84 308 61 -395 Queue Length 50th (ft) -103 114 0 Queue Length 95th (ft) 4255 272 137 #485 ' ` 108 #529 #214 ' 184 35 Internal Link Dist (ft) 897 720 146 1073 50th Up Block Time(%) 47% 95th Up Block Time (%) 62% _ Turn Bay Length (ft) 50th Bay Block Time% 95th.Bay Block Time Queuing Penalty (veh) 342 intersection Summary Cycle Length: 90 Actuated Cycle Length: 89.1 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is-maximum after two cycles. Splits and Phases: 15: Rte 114 & Peters -' 01 o2 I o 4 L:108475Itech\With out EagIewood12008 Build PM RT SB_sy6 2/27/2004 NV Page 1 VANASSLVL7-FF51 HCM Signalized Intersection Capacity Analysis Proposed CVS North Andover 15: Rte 114 & Peters 2008 Build Evening Peak Flour w/SB RT Lane ve m nt e EBL EBT I=BR ;Vi1B1_ ,INBT WBR -'NBL N Mo BT� NBR SBL SBT" SBR Lane Configurations tT+ Ideal Flow(vphpl) 1900 1900 1900 1900 1.900 1900 1900 1900 1900. 1900. 1900 1900 Lane Width 11 11 11 11 11 11 11 12 12 11 12 12 Total.Lost time.(s) 4.04.0 4.0 ..; . 44.04.0 : 4.0 '4:0 4.0 , ,4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Fit .1.00 1.00 1.00" 1.00 1.00 ' d.94 1.00 1.00 0.85 Fit Protected 0.95 1 A0 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow(prof) 1728 ` 3441 1711 :3411 1728 .1766 1694. 1845 1568 Fit Permitted 0.15 1.00 0.19 1.00 0.47 1.00 0.14 1,00 1.00 8atd. Flow(perm) 279 3441 ` 347 3411 861 1766 255 1845 1568 Volume (vph) 210 880 25 250 1505 30 110 310 215 115 230 95 Peak-hour factor, PHF 0,95 0.95 0.95 0.95 0.95 0.95 <'0 83 0.83 0 83 0.91 0.91 0.91 Adj. Flow (vph) 221 926 26 263 1584 32 133 373 259 126 253 104 Lane Group Flow (vph) 221 952 ..0 '263 1616 " .;' 0 133 632 : 0:` 126 253 104; Heavy Vehicles (%) 1% 1% 1% 2% ° ° °, . 1 /° 1 /° 1 /° 3/° 3/° 3/° Turn Type pm+pt pri7+pt Perm Perm Perm. Protected Phases 1 6 5 2 4 8 Permitted Phases 6 2 4 ;:g . 8 Actuated Green, G (s) 30.1 30.1 43.1 43.1 27.0 27.0 27.0 27.0 27.0 Effective Green, g (s) 31.1 31.1 :44.1 44.1 28.0 28.0. 28.0 :28.0 28.0 Actuated g/C Ratio 0.35 0.35 0.49 0.49 0.31 0.31 0.31 0.31 0.31 Clearance Time (s) 5.05.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 179 1.201 447 1688 271 555 80 580 493 v/s Ratio Prot c0.07 0.28 0.12 c0.47 0.36 0.14 v/s Ratio Perm c0.36 0.17 0.15 c6.49 . 6.67 v/c Ratio 1.23 0.79 0.59 0.96 0.49 1.14 1.57 0.44 0.21 - Uniform Delay, d1 ` 44.3 26.1 23.2 21.6 24.8 30.5 30.5 24.3 22.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 144.3 3.4 1.3 13.0 0.5 82.6 310.2 0.2 0.1. Delay (s) 188.6 29.5 24.4 34.6 25.3 113.1 340.7 24.5 22.5 Level of Service F. C C. C C F :. F. C C Approach Delay (s) 59.5 33.2 97.8 106.5 Approach LOS E C F F lntersectioin Su-,m-- r y HCM Average.Control Delay .60.1 HCM Level of Service E; HCM Volume to Capacity ratio 1.24 Actuated Cycle Length (s) 89.1 Sum of lost time(s) . 8.0 Intersection Capacity Utilization 112.8% ICU Level of Service G c Critical Lane Group L:108475Itech\WithoutEaglewood12008 Build PM RT SB.sy6 2/27/2004 NV Page 2 VANASSLVL7-FF51 Queues Proposed Retail North Andover 15: Fite 114 & Peters 2008 Build Saturday Midday Peak Hour w/SB RT -- 4-7 Lane Group EBL EST WBLt`>1NBT `NBL ' NBT SBL';;SBT - SBE Lane Configurations T+ tT+ ' t r Volume (yph) 260 730 185 1010 45'. 305 145 245 320 Lane Group Flo_ w (vph) 299 856 215 1197 56 575 161 272 356 Turn Type pm+pt pm+pt Perm . Perm. Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 6 2 4 8,. 8 Detector Phases 1 6 5 2 4 4 8 8 8 Minimum Initial(s) 4.0 4.0 .4.0 8.0 4.0 4.0 4.0 4.0 4-0; Minimum Split (s) 9.0 9.0 13.0 48.0 9.0 9.0 9.0 9.0 9.0 Total Split(s) 19.0 54.0 16 0 51 0 50.0 50.0 50 0 50.0 50.0 Total Split(%) 16% 45% 13% 43%° 42% 42% 42% 42% 42% Yellow Time(s) 4.0 4.0 4 0 0 40 4 4.0.: 4.0 4 0 4.0 All-Red Time (s) 1.0 1.0 1.0 to 1 A 1.0 to 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None Min None None None :None None Queue Length 50th (it) -248 308 114 304 28 381 -177 150 32 Queue Length 95th (tt)' #388 333 168 345 53 452 4317 225_ 106 Internal Link Dist (it) 897 720 146 1073 50th Up Block Time (%) 39% 95th Up Block Time (%} 42% Turn Bay Length (it) 50th Bay Block Time 951h Bay.Block Time Queuing Penalty(veh) 233 -.... - ... - . _ - Intersection Summa ry - Cycle Length: 120 Actuated Cycle Length: 117.1 Natural Cycle: 120 Control Type: Actuated-Uncoordinated - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 15: Rte 114 & Peters 01 4--- 02 : 04 50 06 05 oS 54s I 116t: 50s L:1084751tech\WithoutEaglewood12008 Build Sat RT SB.sy6 2/27/2004 NV Page 1 VANASSLVL7-FF51 HCM Signalized Intersection Capacity Analysis Proposed Retail North Andover 15: Rte 114 & Peters 2008 Build Saturday Midday Peak Hour w/SB RT Movement " EBL : EBT E13R WBL. WBT WBR NBL NBT: NBR SBIL SBT SBR Lane Configurations Vi tT t r Ideal Flow(vphpl) 1900 1900 1900. 1900 1900 1906 1900 1900 1900 .1900 1900 1900 Lane Width 11 11 11 11 11 11 11 12 12 11 12 12 Total Lost time(s) 4.0 4.0 4.0 4.0, 4.0 4 0'> 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0,95 1.00 1.00 1.00 1.00 1.00 Frt : 1.00 1.0.0 .:1.00 , 1 00 1.00 0 95;: 1.00.. 1.00 0.85 Fit Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Said .Flow (prot) 1711 : 3411 n 3445 1728 '1784'? 1711 1863 : 1583. Fit Permitted 0.19 1.00 0.27 1.00 0.48 1.00 0.16 1.00 1.00 Satd Flaw(perm) 343 3411 484 3445 875 1784.:' 294 1863 1583 Volume (vph) 260 730 15 185 1010 20 45 305 160 145 245 320 Peak hour factor, PHF 0.87 6.87 '' 0.87 . 0.86 0.86. 0.86 0.81 0 81. 0.81 -0.90:: 0.90 0.90 Adj. Flow (vph) 299 839 17 215 1174 23 56 377 198 161 272 356 Lane Group Flow (vph) 299 ' '856 0 ..215 1197 0 56 575, 0 161. 272 356 Heavy Vehicles (°/p} 2% 2% 2% 1% 1% 1% 1% 1% 1% 2% 2% 2%° Turn Type prn+pt pm+pt Perm ;,Perm Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 6 2 4 8 8 Actuated Green,G (s) 35.0 35.0 43.0 43.0 45.1 45.1 45.1 45.1 45.1 Effective Green, 9 (s) 36.0 36.0 44.0 44.0 46.1 : 46.1 46.1 46.1 46.1 Actuated g/C Ratio 0.31 0.31 0.38 0.38 0.39 0.39 0.39 0.39 0,39 Clearance Time (s) 5.0.. 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0. Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 281 1049 426 1294 344 702 116 ` .733 623 v/s Ratio Prot c0.14 0.25 0.10 c0.35 0 32 0.15 v/s Ratio Perm c0.19 0.09 0.06 c0.55 0.22 _ . v/c Ratio 1.06 0.82 6.50 0.93 6.16 0.82 1.39 0.37 6.57 Uniform Delay, d1 . 53.3 37.5 32 4 35,0 23.0 31.8.. 35.5 25.2 27.8 Progression Factor 1,00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 Incremental Delay, d2 71.6 4.7 0.3 .. 11.1 ` 0.1 7.0 218.9 0.1 .0.8 Delay (s) 124.9 42.2 32.8 46.0 23.1 38.8 254.4 25.3 28.6 Level of Service . F D C D C D F C - C Approach Delay(s) 63.6 44.0 37.4 73.5 Approach LOS E. D ., D E lritersection Summary HCM Average Control Delay .54.5 HCM Level of Service D,' HCM Volume to Capacity ratio 1.14 Actuated Cycle Length (s) 117.1 Sum of lost time (s) 8.0 Intersection Capacity Utilization 103.90/1. ICU Level of Service F c Critical Lane Group L:1084751techlWithoutEaglewood12008 Build Sat RT SB.sy6 2/27/2004 NV Page 2 VANASSLVL7-FF51