Wohl Bayfront SP Existing Plus 70% Proj
23: I-5 NB Ramps & J St Timing Plan: PM PEAK
EXWPPM_70.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 702 0 0 366 360 66 2 245 0 0 0 Future Volume (veh/h) 130 702 0 0 366 360 66 2 245 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 0 0 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 143 771 0 0 402 396 73 2 269
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 164 1953 0 0 631 563 355 10 324
Arrive On Green 0.09 0.56 0.00 0.00 0.36 0.36 0.21 0.21 0.21 Sat Flow, veh/h 1734 3551 0 0 1821 1543 1690 46 1543
Grp Volume(v), veh/h 143 771 0 0 402 396 75 0 269
Grp Sat Flow(s),veh/h/ln1734 1730 0 0 1730 1543 1737 0 1543 Q Serve(g_s), s 4.4 6.8 0.0 0.0 10.4 11.9 1.9 0.0 9.0
Cycle Q Clear(g_c), s 4.4 6.8 0.0 0.0 10.4 11.9 1.9 0.0 9.0 Prop In Lane 1.00 0.00 0.00 1.00 0.97 1.00
Lane Grp Cap(c), veh/h 164 1953 0 0 631 563 365 0 324
V/C Ratio(X) 0.87 0.39 0.00 0.00 0.64 0.70 0.21 0.00 0.83 Avail Cap(c_a), veh/h 164 2323 0 0 816 728 530 0 471
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 24.2 6.6 0.0 0.0 14.2 14.7 17.6 0.0 20.4 Incr Delay (d2), s/veh 35.9 0.2 0.0 0.0 1.8 3.2 0.1 0.0 5.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 1.9 0.0 0.0 3.8 4.0 0.7 0.0 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.1 6.8 0.0 0.0 16.1 17.8 17.7 0.0 25.8 LnGrp LOS E A A A B B B A C
Approach Vol, veh/h 914 798 344
Approach Delay, s/veh 15.2 16.9 24.0
Approach LOS B B C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 10.8 25.8 17.5 36.6
Change Period (Y+Rc), s * 5.7 6.1 6.1 6.1
Max Green Setting (Gmax), s * 5.1 25.5 16.5 36.3
Max Q Clear Time (g_c+I1), s 6.4 13.9 11.0 8.8
Green Ext Time (p_c), s 0.0 5.9 0.4 9.5
Intersection Summary
HCM 6th Ctrl Delay 17.3
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++ --
Wohl Bayfront SP Existing Plus 70% Proj
24: Oaklawn Ave & J St Timing Plan: PM PEAK
EXWPPM_70.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh16.2
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 29 707 34 20 546 15 46 6 14 9 10 43
Future Vol, veh/h 29 707 34 20 546 15 46 6 14 9 10 43
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 30 736 35 21 569 16 48 6 15 9 10 45
Number of Lanes 0 2 0 0 2 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 18.2 14.7 10.9 10.4
HCM LOS C B B B
Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 70% 8% 0% 7% 0% 15%
Vol Thru, % 9% 92% 91% 93% 95% 16%
Vol Right, % 21% 0% 9% 0% 5% 69%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 66 383 388 293 288 62
LT Vol 46 29 0 20 0 9
Through Vol 6 354 354 273 273 10
RT Vol 14 0 34 0 15 43
Lane Flow Rate 69 398 404 305 300 65
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.131 0.642 0.639 0.511 0.496 0.116
Departure Headway (Hd) 6.858 5.797 5.696 6.022 5.95 6.482 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 523 622 634 598 606 552
Service Time 4.906 3.534 3.433 3.765 3.693 4.53
HCM Lane V/C Ratio 0.132 0.64 0.637 0.51 0.495 0.118
HCM Control Delay 10.9 18.4 18 14.9 14.4 10.4
HCM Lane LOS B C C B B B
HCM 95th-tile Q 0.4 4.6 4.6 2.9 2.8 0.4
+ff+
Wohl Bayfront SP Existing Plus 70% Proj
25: Broadway & J St Timing Plan: PM PEAK
EXWPPM_70.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 125 426 184 71 342 46 115 588 75 51 709 154 Future Volume (veh/h) 125 426 184 71 342 46 115 588 75 51 709 154 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 140 479 207 80 384 52 129 661 84 57 797 173 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 165 537 230 101 584 79 154 1007 128 433 1695 756 Arrive On Green 0.10 0.23 0.23 0.06 0.19 0.19 0.09 0.33 0.33 0.17 0.33 0.33 Sat Flow, veh/h 1734 2357 1012 1734 3065 412 1734 3089 392 1734 3460 1543 Grp Volume(v), veh/h 140 351 335 80 216 220 129 370 375 57 797 173 Grp Sat Flow(s),veh/h/ln1734 1730 1639 1734 1730 1747 1734 1730 1751 1734 1730 1543 Q Serve(g_s), s 10.3 25.5 25.8 5.9 15.0 15.2 9.5 23.8 23.9 3.6 23.8 10.6 Cycle Q Clear(g_c), s 10.3 25.5 25.8 5.9 15.0 15.2 9.5 23.8 23.9 3.6 23.8 10.6 Prop In Lane 1.00 0.62 1.00 0.24 1.00 0.22 1.00 1.00
Lane Grp Cap(c), veh/h 165 394 373 101 330 333 154 564 571 433 1695 756 V/C Ratio(X) 0.85 0.89 0.90 0.80 0.65 0.66 0.84 0.66 0.66 0.13 0.47 0.23 Avail Cap(c_a), veh/h 278 431 408 278 431 435 558 564 571 433 1695 756 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.70 0.70 0.70 Uniform Delay (d), s/veh 57.9 48.6 48.7 60.5 48.6 48.7 58.3 37.5 37.6 42.1 30.3 25.8 Incr Delay (d2), s/veh 5.1 19.0 21.0 5.3 2.2 2.4 4.5 5.9 5.8 0.0 0.7 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 13.1 12.7 2.8 6.7 6.9 4.4 11.0 11.2 1.6 10.7 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.0 67.6 69.7 65.7 50.8 51.1 62.8 43.4 43.4 42.2 30.9 26.3 LnGrp LOS E E E E D D E D D D C C
Approach Vol, veh/h 826 516 874 1027
Approach Delay, s/veh 67.7 53.2 46.2 30.8
Approach LOS E D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.7 34.2 15.8 68.3 16.6 29.4 37.1 47.0 Change Period (Y+Rc), s * 4.2 4.6 * 4.2 4.6 * 4.2 4.6 4.6 * 4.6 Max Green Setting (Gmax), s * 21 32.4 * 42 17.4 * 21 32.4 16.8 * 42 Max Q Clear Time (g_c+I1), s 7.9 27.8 11.5 25.8 12.3 17.2 5.6 25.9 Green Ext Time (p_c), s 0.1 1.8 0.2 0.0 0.1 2.3 0.0 5.1 Intersection Summary
HCM 6th Ctrl Delay 47.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ~ tf+ ~ tf+ ~ tt .,,
Wohl Bayfront SP Existing Plus 70% Proj
26: Bay Blvd & L St Timing Plan: PM PEAK
EXWPPM_70.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 150.7
Intersection LOS F
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 357 78 57 783 164 169
Future Vol, veh/h 357 78 57 783 164 169
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 380 83 61 833 174 180
Number of Lanes 1 2 1 1 1 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 3
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 3 0
HCM Control Delay 34.9 263.4 17.9
HCM LOS D F C
Lane NBLn1 NBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 100% 0% 0% 0% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 57 783 357 39 39 164 169
LT Vol 0 0 357 0 0 164 0
Through Vol 57 0 0 0 0 0 169
RT Vol 0 783 0 39 39 0 0
Lane Flow Rate 61 833 380 41 41 174 180
Geometry Grp 8 8 7 7 7 8 8
Degree of Util (X) 0.126 1.566 0.82 0.076 0.056 0.408 0.395 Departure Headway (Hd) 7.485 6.769 8.667 7.43 5.642 9.448 8.928 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 479 541 422 485 639 384 406
Service Time 5.23 4.515 6.367 5.13 3.342 7.148 6.628
HCM Lane V/C Ratio 0.127 1.54 0.9 0.085 0.064 0.453 0.443 HCM Control Delay 11.3 281.8 40.4 10.7 8.7 18.5 17.3
HCM Lane LOS B F E B A C C
HCM 95th-tile Q 0.4 44.4 7.6 0.2 0.2 1.9 1.8
Wohl Bayfront SP Existing Plus 70% Proj
27: Industrial Blvd & L St Timing Plan: PM PEAK
EXWPPM_70.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 4 598 344 255 358 8 73 5 232 3 7 6 Future Volume (veh/h) 4 598 344 255 358 8 73 5 232 3 7 6 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 6 842 485 359 504 11 103 7 327 4 10 8 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 14 1157 516 274 1676 37 469 28 397 115 227 151 Arrive On Green 0.01 0.33 0.33 0.16 0.48 0.48 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 1734 3460 1543 1734 3462 76 1321 108 1543 141 884 586 Grp Volume(v), veh/h 6 842 485 359 252 263 110 0 327 22 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1808 1429 0 1543 1611 0 0 Q Serve(g_s), s 0.2 11.5 16.4 8.5 4.7 4.7 2.7 0.0 10.8 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.2 11.5 16.4 8.5 4.7 4.7 3.2 0.0 10.8 0.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.04 0.94 1.00 0.18 0.36
Lane Grp Cap(c), veh/h 14 1157 516 274 838 875 497 0 397 493 0 0 V/C Ratio(X) 0.43 0.73 0.94 1.31 0.30 0.30 0.22 0.00 0.82 0.04 0.00 0.00 Avail Cap(c_a), veh/h 193 1157 516 274 838 875 659 0 573 667 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 26.6 15.8 17.4 22.7 8.4 8.4 16.0 0.0 18.9 15.1 0.0 0.0 Incr Delay (d2), s/veh 20.0 2.3 25.5 163.7 0.2 0.2 0.2 0.0 6.4 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 4.3 8.7 15.6 1.5 1.5 1.0 0.0 4.1 0.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.6 18.1 42.9 186.4 8.6 8.6 16.2 0.0 25.3 15.1 0.0 0.0 LnGrp LOS D B D F A A B A C B A A
Approach Vol, veh/h 1333 874 437 22
Approach Delay, s/veh 27.3 81.6 23.0 15.1
Approach LOS C F C B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 18.3 13.0 22.5 18.3 4.9 30.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.0 8.5 18.0 20.0 6.0 20.5 Max Q Clear Time (g_c+I1), s 12.8 10.5 18.4 2.5 2.2 6.7 Green Ext Time (p_c), s 1.1 0.0 0.0 0.0 0.0 2.6
Intersection Summary
HCM 6th Ctrl Delay 44.3
HCM 6th LOS D
4 .,,
Wohl Bayfront SP Existing Plus 70% Proj
28: W Proj Dwy & G St Timing Plan: PM PEAK
EXWPPM_70.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 4.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 21 11 13 85 43 54
Future Vol, veh/h 21 11 13 85 43 54
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 23 12 14 92 47 59
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 35 0 149 29
Stage 1 - - - - 29 -
Stage 2 - - - - 120 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1576 - 843 1046
Stage 1 - - - - 994 -
Stage 2 - - - - 905 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1576 - 835 1046
Mov Cap-2 Maneuver - - - - 835 -
Stage 1 - - - - 994 -
Stage 2 - - - - 897 -
Approach EB WB NB
HCM Control Delay, s 0 1 9.3
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 941 - - 1576 -
HCM Lane V/C Ratio 0.112 - - 0.009 -
HCM Control Delay (s) 9.3 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.4 - - 0 -
Wohl Bayfront SP Existing Plus 70% Proj
29: Mid Proj Dwy & G St Timing Plan: PM PEAK
EXWPPM_70.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 3.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 116 11 13 69 43 55
Future Vol, veh/h 116 11 13 69 43 55
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 126 12 14 75 47 60
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 138 0 235 132
Stage 1 - - - - 132 -
Stage 2 - - - - 103 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1446 - 753 917
Stage 1 - - - - 894 -
Stage 2 - - - - 921 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1446 - 745 917
Mov Cap-2 Maneuver - - - - 745 -
Stage 1 - - - - 894 -
Stage 2 - - - - 912 -
Approach EB WB NB
HCM Control Delay, s 0 1.2 10
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 833 - - 1446 -
HCM Lane V/C Ratio 0.128 - - 0.01 -
HCM Control Delay (s) 10 - - 7.5 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.4 - - 0 -
Wohl Bayfront SP Existing Plus 70% Proj
30: E Proj Dwy & G St Timing Plan: PM PEAK
EXWPPM_70.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 4.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 109 11 15 26 43 64
Future Vol, veh/h 109 11 15 26 43 64
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 118 12 16 28 47 70
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 130 0 184 124
Stage 1 - - - - 124 -
Stage 2 - - - - 60 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1455 - 805 927
Stage 1 - - - - 902 -
Stage 2 - - - - 963 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1455 - 796 927
Mov Cap-2 Maneuver - - - - 796 -
Stage 1 - - - - 902 -
Stage 2 - - - - 952 -
Approach EB WB NB
HCM Control Delay, s 0 2.7 9.8
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 869 - - 1455 -
HCM Lane V/C Ratio 0.134 - - 0.011 -
HCM Control Delay (s) 9.8 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.5 - - 0 -
Wohl Bayfront SP Existing Plus 70% Proj
31: H St & Proj Dwy Timing Plan: PM PEAK
EXWPPM_70.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 72
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 11 596 526 263 476 43
Future Vol, veh/h 11 596 526 263 476 43
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 100 - - - 0 0
Veh in Median Storage, # - 0 0 - 1 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 12 648 572 286 517 47
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 858 0 - 0 1063 429
Stage 1 - - - - 715 -
Stage 2 - - - - 348 -
Critical Hdwy 4.14 - - - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy 2.22 - - - 3.52 3.32
Pot Cap-1 Maneuver 779 - - - ~ 218 574
Stage 1 - - - - ~ 446 -
Stage 2 - - - - 686 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 779 - - - ~ 215 574
Mov Cap-2 Maneuver - - - - ~ 335 -
Stage 1 - - - - ~ 439 -
Stage 2 - - - - 686 -
Approach EB WB SB
HCM Control Delay, s 0.2 0 265.3
HCM LOS F
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 779 - - - 335 574
HCM Lane V/C Ratio 0.015 - - - 1.544 0.081
HCM Control Delay (s) 9.7 - - - 288.2 11.8
HCM Lane LOS A - - - F B
HCM 95th %tile Q(veh) 0 - - - 29.4 0.3
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Wohl Bayfront SP Existing Plus 70% Proj
32: H St & Emp Proj Dwy Timing Plan: PM PEAK
EXWPPM_70.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 697 602 47 0 187
Future Vol, veh/h 0 697 602 47 0 187
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 758 654 51 0 203
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 353
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.32
Pot Cap-1 Maneuver 0 - - - 0 643
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 643
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB SB
HCM Control Delay, s 0 0 13.2
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 643
HCM Lane V/C Ratio - - - 0.316
HCM Control Delay (s) - - - 13.2
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 1.4
----- tt tf+
Wohl Bayfront SP Existing Plus 70% Proj
36: PA-A Proj Dwy & G St Timing Plan: PM PEAK
EXWPPM_70.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 4.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 162 0 35 40 0 139
Future Vol, veh/h 162 0 35 40 0 139
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 176 0 38 43 0 151
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 176 0 295 176
Stage 1 - - - - 176 -
Stage 2 - - - - 119 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1400 - 696 867
Stage 1 - - - - 855 -
Stage 2 - - - - 906 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1400 - 677 867
Mov Cap-2 Maneuver - - - - 677 -
Stage 1 - - - - 855 -
Stage 2 - - - - 881 -
Approach EB WB NB
HCM Control Delay, s 0 3.6 10
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 867 - - 1400 -
HCM Lane V/C Ratio 0.174 - - 0.027 -
HCM Control Delay (s) 10 - - 7.6 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.6 - - 0.1 -
Wohl Bayfront SP Existing Plus 70% Proj
37: H St & PA-A Proj Dwy Timing Plan: PM PEAK
EXWPPM_70.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 1072 402 62 0 247
Future Vol, veh/h 0 1072 402 62 0 247
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 1165 437 67 0 268
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 252
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.32
Pot Cap-1 Maneuver 0 - - - 0 748
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 748
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB SB
HCM Control Delay, s 0 0 12.5
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 748
HCM Lane V/C Ratio - - - 0.359
HCM Control Delay (s) - - - 12.5
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 1.6
----- tt tf+
Wohl Bayfront SP Existing Plus 85% Proj
1: Bay Blvd/I-5 SB Ramps & E St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 16 5 63 40 0 4 0 184 278 370 25 Future Volume (veh/h) 0 16 5 63 40 0 4 0 184 278 370 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 0 1821 0 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 18 6 71 45 0 4 0 207 312 416 28
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 0 2 2 2 2 0 2 0 2 2 2 2
Cap, veh/h 0 300 134 301 316 0 0 0 0 599 583 39
Arrive On Green 0.00 0.09 0.09 0.17 0.17 0.00 0.00 0.00 0.00 0.35 0.35 0.35 Sat Flow, veh/h 0 3551 1543 1734 1821 0 0 1734 1687 114 Grp Volume(v), veh/h 0 18 6 71 45 0 0.0 312 0 444
Grp Sat Flow(s),veh/h/ln 0 1730 1543 1734 1821 0 1734 0 1801 Q Serve(g_s), s 0.0 0.2 0.2 1.5 0.9 0.0 6.2 0.0 9.3
Cycle Q Clear(g_c), s 0.0 0.2 0.2 1.5 0.9 0.0 6.2 0.0 9.3 Prop In Lane 0.00 1.00 1.00 0.00 1.00 0.06
Lane Grp Cap(c), veh/h 0 300 134 301 316 0 599 0 622
V/C Ratio(X) 0.00 0.06 0.04 0.24 0.14 0.00 0.52 0.00 0.71 Avail Cap(c_a), veh/h 0 2384 1063 979 1028 0 1339 0 1390 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 18.2 18.2 15.5 15.2 0.0 11.3 0.0 12.3 Incr Delay (d2), s/veh 0.0 0.0 0.1 0.1 0.1 0.0 0.3 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.1 0.1 0.5 0.3 0.0 1.9 0.0 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 18.2 18.2 15.6 15.3 0.0 11.6 0.0 12.9 LnGrp LOS A B B B B A B A B
Approach Vol, veh/h 24 116 756
Approach Delay, s/veh 18.2 15.5 12.4
Approach LOS B B B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 8.9 21.5 13.0
Change Period (Y+Rc), s 5.1 6.5 5.5
Max Green Setting (Gmax), s 29.9 33.5 24.5
Max Q Clear Time (g_c+I1), s 2.2 11.3 3.5
Green Ext Time (p_c), s 0.0 2.2 0.2
Intersection Summary
HCM 6th Ctrl Delay 12.9
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
User approved volume balancing among the lanes for turning movement. t
++ .,, "i + "i .,, "i 4+
Wohl Bayfront SP Existing Plus 85% Proj
2: I-5 NB Ramps & E St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 150 322 0 0 383 568 12 365 459 0 0 0 Future Volume (veh/h) 150 322 0 0 383 568 12 365 459 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 0 0 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 174 374 0 0 445 660 14 496 486
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 262 1976 0 0 737 658 14 502 438
Arrive On Green 0.08 0.57 0.00 0.00 0.43 0.43 0.28 0.28 0.28 Sat Flow, veh/h 3365 3551 0 0 1821 1543 50 1769 1543
Grp Volume(v), veh/h 174 374 0 0 445 660 510 0 486
Grp Sat Flow(s),veh/h/ln1682 1730 0 0 1730 1543 1819 0 1543 Q Serve(g_s), s 3.5 3.6 0.0 0.0 13.9 29.9 19.6 0.0 19.9 Cycle Q Clear(g_c), s 3.5 3.6 0.0 0.0 13.9 29.9 19.6 0.0 19.9 Prop In Lane 1.00 0.00 0.00 1.00 0.03 1.00
Lane Grp Cap(c), veh/h 262 1976 0 0 737 658 516 0 438
V/C Ratio(X) 0.67 0.19 0.00 0.00 0.60 1.00 0.99 0.00 1.11 Avail Cap(c_a), veh/h 1453 1976 0 0 737 658 516 0 438
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.5 7.2 0.0 0.0 15.5 20.1 25.0 0.0 25.1 Incr Delay (d2), s/veh 1.1 0.0 0.0 0.0 1.8 35.9 36.5 0.0 76.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 1.1 0.0 0.0 5.3 16.1 13.1 0.0 16.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.5 7.3 0.0 0.0 17.4 56.0 61.5 0.0 101.6 LnGrp LOS C A A A B F E A F
Approach Vol, veh/h 548 1105 996
Approach Delay, s/veh 15.3 40.5 81.1
Approach LOS B D F
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 10.2 35.0 25.0 45.2
Change Period (Y+Rc), s * 4.7 5.1 5.1 5.1
Max Green Setting (Gmax), s * 30 29.9 19.9 29.9
Max Q Clear Time (g_c+I1), s 5.5 31.9 21.9 5.6
Green Ext Time (p_c), s 0.1 0.0 0.0 1.6
Intersection Summary
HCM 6th Ctrl Delay 50.5
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 4+ .,, -------~
Wohl Bayfront SP Existing Plus 85% Proj
3: Woodlawn Ave & E St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 663 41 64 719 7 139 4 41 15 6 8 Future Volume (veh/h) 9 663 41 64 719 7 139 4 41 15 6 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 11 839 52 81 910 9 176 5 52 19 8 10 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 472 2146 133 445 2351 23 260 6 320 63 27 17
Arrive On Green 0.01 0.65 0.65 0.06 1.00 1.00 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 1734 3309 205 1734 3510 35 966 27 1543 83 132 80 Grp Volume(v), veh/h 11 439 452 81 449 470 181 0 52 37 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1784 1734 1730 1815 993 0 1543 294 0 0 Q Serve(g_s), s 0.3 14.3 14.3 1.9 0.0 0.0 0.0 0.0 3.3 0.7 0.0 0.0 Cycle Q Clear(g_c), s 0.3 14.3 14.3 1.9 0.0 0.0 22.2 0.0 3.3 22.9 0.0 0.0 Prop In Lane 1.00 0.11 1.00 0.02 0.97 1.00 0.51 0.27
Lane Grp Cap(c), veh/h 472 1122 1157 445 1159 1216 265 0 320 106 0 0 V/C Ratio(X) 0.02 0.39 0.39 0.18 0.39 0.39 0.68 0.00 0.16 0.35 0.00 0.00 Avail Cap(c_a), veh/h 755 1122 1157 691 1159 1216 271 0 327 113 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.91 0.91 0.91 0.76 0.76 0.76 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 7.0 9.9 9.9 7.1 0.0 0.0 46.5 0.0 39.0 41.7 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.9 0.9 0.1 0.7 0.7 6.7 0.0 0.2 1.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 5.5 5.6 0.6 0.2 0.2 5.7 0.0 1.3 0.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 7.0 10.9 10.8 7.3 0.7 0.7 53.1 0.0 39.2 43.6 0.0 0.0 LnGrp LOS A B B A A A D A D D A A
Approach Vol, veh/h 902 1000 233 37
Approach Delay, s/veh 10.8 1.3 50.0 43.6
Approach LOS B A D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s8.0 82.5 29.5 5.4 85.1 29.5
Change Period (Y+Rc), s * 4.2 * 4.7 4.6 * 4.2 * 4.7 4.6 Max Green Setting (Gmax), s * 21 * 60 25.4 * 21 * 60 25.4 Max Q Clear Time (g_c+I1), s 3.9 16.3 24.9 2.3 2.0 24.2 Green Ext Time (p_c), s 0.2 6.9 0.0 0.0 7.3 0.1
Intersection Summary
HCM 6th Ctrl Delay 11.2
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ~ tf+
Wohl Bayfront SP Existing Plus 85% Proj
4: Broadway & E St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 246 370 84 53 439 89 143 529 47 54 318 239 Future Volume (veh/h) 246 370 84 53 439 89 143 529 47 54 318 239 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 296 446 101 64 529 107 172 637 57 65 383 288 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 315 1317 296 82 961 194 199 928 83 83 769 343 Arrive On Green 0.36 0.94 0.94 0.02 0.11 0.11 0.11 0.29 0.29 0.05 0.22 0.22 Sat Flow, veh/h 1734 2807 631 1734 2869 578 1734 3212 287 1734 3460 1543 Grp Volume(v), veh/h 296 274 273 64 318 318 172 343 351 65 383 288 Grp Sat Flow(s),veh/h/ln1734 1730 1708 1734 1730 1717 1734 1730 1769 1734 1730 1543 Q Serve(g_s), s 19.8 1.7 1.7 4.4 20.9 21.0 11.7 21.1 21.1 4.4 11.6 21.4 Cycle Q Clear(g_c), s 19.8 1.7 1.7 4.4 20.9 21.0 11.7 21.1 21.1 4.4 11.6 21.4 Prop In Lane 1.00 0.37 1.00 0.34 1.00 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 315 812 801 82 579 575 199 500 511 83 769 343 V/C Ratio(X) 0.94 0.34 0.34 0.78 0.55 0.55 0.87 0.69 0.69 0.78 0.50 0.84 Avail Cap(c_a), veh/h 315 812 801 243 579 575 272 500 511 272 934 417 HCM Platoon Ratio 2.00 2.00 2.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.93 0.93 0.93 0.94 0.94 0.94 0.58 0.58 0.58 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.6 2.0 2.0 58.4 44.8 44.9 52.2 37.8 37.9 56.5 40.8 44.6 Incr Delay (d2), s/veh 33.1 1.0 1.1 5.5 3.5 3.6 9.5 2.5 2.5 5.9 0.7 13.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.8 0.7 0.7 2.1 10.3 10.3 5.6 9.3 9.5 2.1 5.0 9.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.7 3.1 3.1 63.9 48.3 48.4 61.7 40.4 40.4 62.4 41.5 58.0 LnGrp LOS E A A E D D E D D E D E
Approach Vol, veh/h 843 700 866 736
Approach Delay, s/veh 26.8 49.8 44.6 49.8
Approach LOS C D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.9 60.9 18.0 31.3 26.0 44.8 10.0 39.3 Change Period (Y+Rc), s * 4.2 4.6 * 4.2 4.6 * 4.2 4.6 * 4.2 4.6 Max Green Setting (Gmax), s * 17 34.4 * 19 32.4 * 22 29.4 * 19 32.4 Max Q Clear Time (g_c+I1), s 6.4 3.7 13.7 23.4 21.8 23.0 6.4 23.1 Green Ext Time (p_c), s 0.0 5.3 0.1 3.2 0.0 2.7 0.0 3.8 Intersection Summary
HCM 6th Ctrl Delay 42.2
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ~ tf+ ~ tf+ ~ tt .,,
Wohl Bayfront SP Existing Plus 85% Proj
5: Fifth Ave & E St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 75 357 32 20 439 113 38 93 29 17 62 76 Future Volume (veh/h) 75 357 32 20 439 113 38 93 29 17 62 76 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 100 476 43 27 585 151 51 124 39 23 83 101 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 123 2241 202 34 1763 454 82 159 45 52 122 134 Arrive On Green 0.14 1.00 1.00 0.04 1.00 1.00 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow, veh/h 1734 3210 289 1734 2724 701 269 946 271 110 728 799 Grp Volume(v), veh/h 100 256 263 27 371 365 214 0 0 207 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1769 1734 1730 1695 1486 0 0 1637 0 0 Q Serve(g_s), s 6.7 0.0 0.0 1.9 0.0 0.0 2.7 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 6.7 0.0 0.0 1.9 0.0 0.0 17.0 0.0 0.0 14.3 0.0 0.0 Prop In Lane 1.00 0.16 1.00 0.41 0.24 0.18 0.11 0.49
Lane Grp Cap(c), veh/h 123 1208 1235 34 1120 1097 287 0 0 308 0 0 V/C Ratio(X) 0.81 0.21 0.21 0.79 0.33 0.33 0.75 0.00 0.00 0.67 0.00 0.00 Avail Cap(c_a), veh/h 214 1208 1235 214 1120 1097 500 0 0 524 0 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.94 0.94 0.94 0.89 0.89 0.89 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 50.7 0.0 0.0 57.4 0.0 0.0 48.4 0.0 0.0 47.5 0.0 0.0 Incr Delay (d2), s/veh 11.5 0.4 0.4 28.7 0.7 0.7 3.9 0.0 0.0 2.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 0.1 0.1 1.1 0.2 0.2 6.5 0.0 0.0 6.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.2 0.4 0.4 86.1 0.7 0.7 52.2 0.0 0.0 50.0 0.0 0.0 LnGrp LOS E A A F A A D A A D A A
Approach Vol, veh/h 619 763 214 207
Approach Delay, s/veh 10.4 3.7 52.2 50.0
Approach LOS B A D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.6 88.7 24.7 12.7 82.6 24.7
Change Period (Y+Rc), s * 4.2 4.9 4.6 * 4.2 4.9 4.6
Max Green Setting (Gmax), s * 15 55.1 36.4 * 15 55.1 36.4 Max Q Clear Time (g_c+I1), s 3.9 2.0 16.3 8.7 2.0 19.0
Green Ext Time (p_c), s 0.0 3.5 1.2 0.1 5.5 1.1
Intersection Summary
HCM 6th Ctrl Delay 17.1
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Wohl Bayfront SP Existing Plus 85% Proj
6: Fourth Ave & E St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 80 270 69 120 410 76 125 691 64 142 608 76 Future Volume (veh/h) 80 270 69 120 410 76 125 691 64 142 608 76 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 89 300 77 133 456 84 139 768 71 158 676 84 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 417 1133 286 557 1256 230 166 855 79 185 963 429 Arrive On Green 0.09 0.83 0.83 0.06 0.43 0.43 0.10 0.27 0.27 0.11 0.28 0.28 Sat Flow, veh/h 1734 2736 691 1734 2920 535 1734 3202 296 1734 3460 1543 Grp Volume(v), veh/h 89 188 189 133 269 271 139 415 424 158 676 84 Grp Sat Flow(s),veh/h/ln1734 1730 1697 1734 1730 1725 1734 1730 1768 1734 1730 1543 Q Serve(g_s), s 3.5 2.9 3.0 5.2 12.6 12.7 9.5 27.7 27.8 10.7 21.0 5.0 Cycle Q Clear(g_c), s 3.5 2.9 3.0 5.2 12.6 12.7 9.5 27.7 27.8 10.7 21.0 5.0 Prop In Lane 1.00 0.41 1.00 0.31 1.00 0.17 1.00 1.00
Lane Grp Cap(c), veh/h 417 716 702 557 744 742 166 462 472 185 963 429 V/C Ratio(X) 0.21 0.26 0.27 0.24 0.36 0.37 0.84 0.90 0.90 0.85 0.70 0.20 Avail Cap(c_a), veh/h 583 716 702 694 744 742 315 492 502 315 983 439 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.2 6.3 6.3 18.0 23.1 23.1 53.4 42.4 42.4 52.7 38.8 33.1 Incr Delay (d2), s/veh 0.1 0.9 0.9 0.1 1.4 1.4 4.3 18.7 18.5 4.4 2.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 1.1 1.1 2.1 5.4 5.5 4.3 14.2 14.4 4.9 9.2 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.3 7.2 7.2 18.1 24.4 24.5 57.6 61.1 60.9 57.1 41.2 33.3 LnGrp LOS B A A B C C E E E E D C
Approach Vol, veh/h 466 673 978 918
Approach Delay, s/veh 9.3 23.2 60.5 43.2
Approach LOS A C E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.5 54.6 15.7 38.3 9.5 56.5 17.0 36.9 Change Period (Y+Rc), s * 4.2 4.9 * 4.2 4.9 * 4.2 4.9 * 4.2 4.9 Max Green Setting (Gmax), s * 17 29.1 * 22 34.1 * 17 29.1 * 22 34.1 Max Q Clear Time (g_c+I1), s 7.2 5.0 11.5 23.0 5.5 14.7 12.7 29.8 Green Ext Time (p_c), s 0.1 1.9 0.1 4.2 0.1 2.5 0.1 2.3 Intersection Summary
HCM 6th Ctrl Delay 39.1
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ~ tf+ ~ tf+ ~ tt .,,
Wohl Bayfront SP Existing Plus 85% Proj
7: Bay Blvd & F St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh10.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 8 9 103 18 72 26 92 65 149 71 206
Future Vol, veh/h 9 8 9 103 18 72 26 92 65 149 71 206
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 10 9 10 113 20 79 29 101 71 164 78 226
Number of Lanes 1 1 0 0 2 0 1 1 0 1 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 2 2 2
HCM Control Delay 9.5 10.5 10.2 11.3
HCM LOS A B B B
Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 92% 0% 100% 0%
Vol Thru, % 0% 59% 0% 47% 8% 11% 0% 26%
Vol Right, % 0% 41% 0% 53% 0% 89% 0% 74%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 26 157 9 17 112 81 149 277
LT Vol 26 0 9 0 103 0 149 0
Through Vol 0 92 0 8 9 9 0 71
RT Vol 0 65 0 9 0 72 0 206
Lane Flow Rate 29 173 10 19 123 89 164 304
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 0.05 0.266 0.019 0.032 0.229 0.139 0.275 0.425 Departure Headway (Hd) 6.342 5.543 7.09 6.205 6.704 5.609 6.053 5.024 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 566 649 505 577 537 640 598 721
Service Time 4.069 3.27 4.831 3.945 4.435 3.34 3.753 2.724 HCM Lane V/C Ratio 0.051 0.267 0.02 0.033 0.229 0.139 0.274 0.422 HCM Control Delay 9.4 10.3 10 9.2 11.4 9.2 11 11.4
HCM Lane LOS A B A A B A B B
HCM 95th-tile Q 0.2 1.1 0.1 0.1 0.9 0.5 1.1 2.1
+ff+ ., f+ ., f+
Wohl Bayfront SP Existing Plus 85% Proj
8: F St & Woodlawn Ave Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 9.2
Intersection LOS A
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 28 204 181 95 85 22
Future Vol, veh/h 28 204 181 95 85 22
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 33 240 213 112 100 26
Number of Lanes 0 2 2 0 1 0
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 2 2 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 1 0 2
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 1 2
HCM Control Delay 9.3 9 9.5
HCM LOS A A A
Lane EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 29% 0% 0% 0% 79%
Vol Thru, % 71% 100% 100% 39% 0%
Vol Right, % 0% 0% 0% 61% 21%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 96 136 121 155 107
LT Vol 28 0 0 0 85
Through Vol 68 136 121 60 0
RT Vol 0 0 0 95 22
Lane Flow Rate 113 160 142 183 126
Geometry Grp 7 7 7 7 2
Degree of Util (X) 0.167 0.23 0.203 0.239 0.184
Departure Headway (Hd) 5.314 5.168 5.137 4.706 5.268
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 673 693 697 760 679
Service Time 3.058 2.911 2.878 2.447 3.318
HCM Lane V/C Ratio 0.168 0.231 0.204 0.241 0.186
HCM Control Delay 9.1 9.5 9.2 8.9 9.5
HCM Lane LOS A A A A A
HCM 95th-tile Q 0.6 0.9 0.8 0.9 0.7
Wohl Bayfront SP Existing Plus 85% Proj
9: Broadway & F St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 51 134 138 53 142 41 41 571 63 23 377 54 Future Volume (veh/h) 51 134 138 53 142 41 41 571 63 23 377 54 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 56 147 152 58 156 45 45 627 69 25 414 59 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 72 962 858 75 1488 416 58 740 81 33 673 95
Arrive On Green 0.04 0.56 0.56 0.04 0.56 0.56 0.03 0.24 0.24 0.02 0.22 0.22 Sat Flow, veh/h 1734 1730 1543 1734 2670 747 1734 3144 345 1734 3043 431 Grp Volume(v), veh/h 56 147 152 58 99 102 45 345 351 25 234 239 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1687 1734 1730 1759 1734 1730 1744 Q Serve(g_s), s 3.8 4.9 5.8 4.0 3.2 3.4 3.1 22.8 22.9 1.7 14.6 14.8 Cycle Q Clear(g_c), s 3.8 4.9 5.8 4.0 3.2 3.4 3.1 22.8 22.9 1.7 14.6 14.8 Prop In Lane 1.00 1.00 1.00 0.44 1.00 0.20 1.00 0.25
Lane Grp Cap(c), veh/h 72 962 858 75 964 940 58 408 414 33 382 385 V/C Ratio(X) 0.78 0.15 0.18 0.78 0.10 0.11 0.78 0.85 0.85 0.76 0.61 0.62 Avail Cap(c_a), veh/h 228 962 858 228 964 940 272 525 534 272 525 529 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.63 0.63 0.63 0.83 0.83 0.83 Uniform Delay (d), s/veh 57.0 12.9 13.1 56.8 12.5 12.5 57.6 43.8 43.8 58.6 42.1 42.2 Incr Delay (d2), s/veh 16.2 0.3 0.5 15.7 0.2 0.2 13.2 6.4 6.5 25.8 1.3 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 2.0 2.1 2.1 1.3 1.3 1.6 10.5 10.7 1.0 6.4 6.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.2 13.3 13.6 72.6 12.7 12.7 70.8 50.2 50.3 84.4 43.4 43.5 LnGrp LOS E B B E B B E D D F D D
Approach Vol, veh/h 355 259 741 498
Approach Delay, s/veh 22.8 26.1 51.5 45.5
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.4 71.3 8.2 31.1 9.2 71.5 6.5 32.9 Change Period (Y+Rc), s * 4.2 4.6 * 4.2 4.6 * 4.2 4.6 * 4.2 4.6 Max Green Setting (Gmax), s * 16 31.4 * 19 36.4 * 16 31.4 * 19 36.4 Max Q Clear Time (g_c+I1), s 6.0 7.8 5.1 16.8 5.8 5.4 3.7 24.9 Green Ext Time (p_c), s 0.1 1.8 0.1 2.7 0.1 1.1 0.0 3.4 Intersection Summary
HCM 6th Ctrl Delay 40.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ~ tf+ ~ tf+ ~ tf+
Wohl Bayfront SP Existing Plus 85% Proj
11: Bay Blvd & G St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 1.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 36 22 29 152 103 133
Future Vol, veh/h 36 22 29 152 103 133
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 40 24 32 169 114 148
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 421 188 262 0 - 0
Stage 1 188 - - - - -
Stage 2 233 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 589 854 1302 - - -
Stage 1 844 - - - - -
Stage 2 806 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 573 854 1302 - - -
Mov Cap-2 Maneuver 573 - - - - -
Stage 1 821 - - - - -
Stage 2 806 - - - - -
Approach EB NB SB
HCM Control Delay, s 10.9 1.3 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1302 - 573 854 - -
HCM Lane V/C Ratio 0.025 - 0.07 0.029 - -
HCM Control Delay (s) 7.8 0 11.8 9.3 - -
HCM Lane LOS A A B A - -
HCM 95th %tile Q(veh) 0.1 - 0.2 0.1 - -
Wohl Bayfront SP Existing Plus 85% Proj
12: Bay Blvd & H St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 163 37 32 386 80 92 85 21 40 51 21 Future Volume (veh/h) 0 163 37 32 386 80 92 85 21 40 51 21 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 179 41 35 424 88 101 93 23 44 56 23 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 488 109 106 1329 290 228 205 51 199 179 73 Arrive On Green 0.00 0.17 0.17 0.98 0.98 0.98 0.15 0.15 0.15 0.15 0.15 0.15 Sat Flow, veh/h 0 2900 629 217 2715 593 1320 1410 349 1276 1227 504 Grp Volume(v), veh/h 0 109 111 292 0 255 101 0 116 44 0 79 Grp Sat Flow(s),veh/h/ln 0 1730 1708 1810 0 1714 1320 0 1758 1276 0 1730 Q Serve(g_s), s 0.0 4.4 4.6 0.4 0.0 0.4 5.9 0.0 4.8 2.6 0.0 3.3 Cycle Q Clear(g_c), s 0.0 4.4 4.6 0.4 0.0 0.4 9.2 0.0 4.8 7.4 0.0 3.3 Prop In Lane 0.00 0.37 0.12 0.35 1.00 0.20 1.00 0.29
Lane Grp Cap(c), veh/h 0 301 297 886 0 839 228 0 256 199 0 252 V/C Ratio(X) 0.00 0.36 0.38 0.33 0.00 0.30 0.44 0.00 0.45 0.22 0.00 0.31 Avail Cap(c_a), veh/h 0 301 297 886 0 839 447 0 547 410 0 539 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.98 0.00 0.98 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 29.1 29.2 0.4 0.0 0.4 34.7 0.0 31.3 34.7 0.0 30.6 Incr Delay (d2), s/veh 0.0 3.3 3.6 1.0 0.0 0.9 0.5 0.0 0.5 0.2 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.1 2.1 0.3 0.0 0.3 1.9 0.0 2.0 0.8 0.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 32.5 32.8 1.4 0.0 1.4 35.2 0.0 31.7 34.9 0.0 30.9 LnGrp LOS A C C A A A D A C C A C
Approach Vol, veh/h 220 547 217 123
Approach Delay, s/veh 32.7 1.4 33.4 32.3
Approach LOS C A C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 44.3 16.7 19.0 16.7
Change Period (Y+Rc), s 5.1 5.1 5.1 5.1
Max Green Setting (Gmax), s 25.9 24.9 13.9 24.9
Max Q Clear Time (g_c+I1), s 2.4 9.4 6.6 11.2
Green Ext Time (p_c), s 2.2 0.3 0.4 0.5
Intersection Summary
HCM 6th Ctrl Delay 17.3
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green. +ft "i "i
Wohl Bayfront SP Existing Plus 85% Proj
13: I-5 SB Ramps & H St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 157 67 257 272 0 0 0 0 295 3 228 Future Volume (veh/h) 0 157 67 257 272 0 0 0 0 295 3 228 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 0 1821 1821 1821 Adj Flow Rate, veh/h 0 178 76 292 309 0 417 0 174
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 1913 746 369 2464 0 556 0 247
Arrive On Green 0.00 0.54 0.54 0.11 0.71 0.00 0.16 0.00 0.16 Sat Flow, veh/h 0 3682 1371 3365 3551 0 3469 0 1543
Grp Volume(v), veh/h 0 167 87 292 309 0 417 0 174
Grp Sat Flow(s),veh/h/ln 0 1657 1574 1682 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 1.9 2.1 6.8 2.3 0.0 9.2 0.0 8.5
Cycle Q Clear(g_c), s 0.0 1.9 2.1 6.8 2.3 0.0 9.2 0.0 8.5 Prop In Lane 0.00 0.87 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1802 856 369 2464 0 556 0 247
V/C Ratio(X) 0.00 0.09 0.10 0.79 0.13 0.00 0.75 0.00 0.70 Avail Cap(c_a), veh/h 0 1802 856 379 2464 0 928 0 413
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.95 0.95 0.83 0.83 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 8.8 8.8 34.7 3.6 0.0 32.1 0.0 31.8 Incr Delay (d2), s/veh 0.0 0.1 0.2 8.2 0.1 0.0 2.1 0.0 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.7 0.7 3.1 0.6 0.0 3.9 0.0 7.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 8.9 9.0 42.9 3.7 0.0 34.1 0.0 35.4 LnGrp LOS A A A D A A C A D
Approach Vol, veh/h 254 601 591
Approach Delay, s/veh 8.9 22.8 34.5
Approach LOS A C C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 62.1 17.9 13.5 48.6
Change Period (Y+Rc), s 5.1 5.1 * 4.7 5.1
Max Green Setting (Gmax), s 48.4 21.4 * 9 34.7
Max Q Clear Time (g_c+I1), s 4.3 11.2 8.8 4.1
Green Ext Time (p_c), s 1.4 1.6 0.0 1.1
Intersection Summary
HCM 6th Ctrl Delay 25.1
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Wohl Bayfront SP Existing Plus 85% Proj
14: I-5 NB Ramps & H St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 103 350 0 0 375 325 155 28 391 0 0 0 Future Volume (veh/h) 103 350 0 0 375 325 155 28 391 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 0 0 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 110 372 0 0 399 346 120 0 484
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 295 1828 0 0 573 493 382 0 680
Arrive On Green 0.09 0.53 0.00 0.00 0.32 0.32 0.22 0.00 0.22 Sat Flow, veh/h 3365 3551 0 0 1853 1516 1734 0 3087
Grp Volume(v), veh/h 110 372 0 0 392 353 120 0 484
Grp Sat Flow(s),veh/h/ln1682 1730 0 0 1730 1548 1734 0 1543 Q Serve(g_s), s 1.3 2.3 0.0 0.0 8.0 8.1 2.4 0.0 5.9
Cycle Q Clear(g_c), s 1.3 2.3 0.0 0.0 8.0 8.1 2.4 0.0 5.9 Prop In Lane 1.00 0.00 0.00 0.98 1.00 1.00
Lane Grp Cap(c), veh/h 295 1828 0 0 562 503 382 0 680
V/C Ratio(X) 0.37 0.20 0.00 0.00 0.70 0.70 0.31 0.00 0.71 Avail Cap(c_a), veh/h 415 3138 0 0 1155 1034 769 0 1369 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 17.5 5.1 0.0 0.0 12.0 12.0 13.2 0.0 14.6 Incr Delay (d2), s/veh 0.3 0.0 0.0 0.0 0.6 0.7 0.2 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.5 0.0 0.0 2.5 2.3 0.8 0.0 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.8 5.1 0.0 0.0 12.5 12.7 13.4 0.0 15.1 LnGrp LOS B A A A B B B A B
Approach Vol, veh/h 482 745 604
Approach Delay, s/veh 8.0 12.6 14.8
Approach LOS A B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s8.3 18.3 14.0 26.5
Change Period (Y+Rc), s * 4.7 5.1 5.1 5.1
Max Green Setting (Gmax), s * 5 27.1 18.0 36.8
Max Q Clear Time (g_c+I1), s 3.3 10.1 7.9 4.3
Green Ext Time (p_c), s 0.0 3.1 1.1 1.7
Intersection Summary
HCM 6th Ctrl Delay 12.1
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. llj 4+ .,, -------~
Wohl Bayfront SP Existing Plus 85% Proj
15: Woodlawn Ave & H St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 65 668 4 17 550 60 22 7 12 66 7 131 Future Volume (veh/h) 65 668 4 17 550 60 22 7 12 66 7 131 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 74 759 5 19 625 68 25 8 14 75 8 149 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 95 2307 15 29 1940 211 52 18 31 188 9 160
Arrive On Green 0.05 0.65 0.65 0.03 1.00 1.00 0.03 0.03 0.03 0.11 0.11 0.11 Sat Flow, veh/h 1734 3524 23 1734 3148 342 1734 594 1040 1734 79 1476 Grp Volume(v), veh/h 74 373 391 19 343 350 25 0 22 75 0 157 Grp Sat Flow(s),veh/h/ln1734 1730 1817 1734 1730 1760 1734 0 1634 1734 0 1555 Q Serve(g_s), s 4.0 9.1 9.1 1.0 0.0 0.0 1.4 0.0 1.3 3.9 0.0 9.6 Cycle Q Clear(g_c), s 4.0 9.1 9.1 1.0 0.0 0.0 1.4 0.0 1.3 3.9 0.0 9.6 Prop In Lane 1.00 0.01 1.00 0.19 1.00 0.64 1.00 0.95
Lane Grp Cap(c), veh/h 95 1133 1190 29 1066 1084 52 0 49 188 0 169 V/C Ratio(X) 0.78 0.33 0.33 0.66 0.32 0.32 0.48 0.00 0.45 0.40 0.00 0.93 Avail Cap(c_a), veh/h 267 1133 1190 267 1066 1084 441 0 415 188 0 169 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 0.97 0.97 0.97 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.8 7.3 7.3 46.1 0.0 0.0 45.8 0.0 45.8 39.9 0.0 42.4 Incr Delay (d2), s/veh 12.1 0.7 0.7 22.4 0.8 0.8 6.9 0.0 6.4 1.4 0.0 49.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 3.2 3.4 0.6 0.2 0.2 0.7 0.0 0.6 1.7 0.0 6.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.9 8.0 8.0 68.5 0.8 0.8 52.7 0.0 52.2 41.3 0.0 92.2 LnGrp LOS E A A E A A D A D D A F
Approach Vol, veh/h 838 712 47 232
Approach Delay, s/veh 12.3 2.6 52.5 75.7
Approach LOS B A D E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s5.8 67.8 15.0 9.5 64.1 7.5
Change Period (Y+Rc), s * 4.2 4.9 4.6 * 4.2 4.9 4.6
Max Green Setting (Gmax), s * 15 28.1 10.4 * 15 28.1 24.4 Max Q Clear Time (g_c+I1), s 3.0 11.1 11.6 6.0 2.0 3.4
Green Ext Time (p_c), s 0.0 4.5 0.0 0.1 4.6 0.1
Intersection Summary
HCM 6th Ctrl Delay 17.6
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ~ tf+ ~ l+ __ ~ f+
Wohl Bayfront SP Existing Plus 85% Proj
16: Oaklawn Ave & H St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 709 18 6 523 33 20 12 21 21 19 35 Future Volume (veh/h) 19 709 18 6 523 33 20 12 21 21 19 35 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 22 806 20 7 594 38 23 14 24 24 22 40 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 32 902 22 742 2239 143 29 18 30 31 28 52
Arrive On Green 0.04 0.52 0.52 0.43 0.68 0.68 0.05 0.05 0.05 0.07 0.07 0.07 Sat Flow, veh/h 1734 3450 86 1734 3302 211 630 384 658 463 424 772 Grp Volume(v), veh/h 22 404 422 7 311 321 61 0 0 86 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1806 1734 1730 1783 1671 0 0 1659 0 0 Q Serve(g_s), s 1.2 20.1 20.1 0.2 6.8 6.8 3.5 0.0 0.0 4.9 0.0 0.0 Cycle Q Clear(g_c), s 1.2 20.1 20.1 0.2 6.8 6.8 3.5 0.0 0.0 4.9 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.12 0.38 0.39 0.28 0.47
Lane Grp Cap(c), veh/h 32 452 472 742 1173 1209 77 0 0 111 0 0 V/C Ratio(X) 0.69 0.89 0.89 0.01 0.27 0.27 0.79 0.00 0.00 0.78 0.00 0.00 Avail Cap(c_a), veh/h 267 506 529 742 1173 1209 181 0 0 422 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.95 0.95 0.95 0.95 0.95 0.95 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 45.9 21.7 21.7 15.8 6.1 6.1 45.3 0.0 0.0 44.1 0.0 0.0 Incr Delay (d2), s/veh 8.8 21.9 21.2 0.0 0.5 0.5 6.6 0.0 0.0 4.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 8.0 8.3 0.1 2.3 2.4 1.6 0.0 0.0 2.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.7 43.6 42.9 15.8 6.6 6.6 51.9 0.0 0.0 48.4 0.0 0.0 LnGrp LOS D D D B A A D A A D A A
Approach Vol, veh/h 848 639 61 86
Approach Delay, s/veh 43.5 6.7 51.9 48.4
Approach LOS D A D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 46.0 30.0 11.0 6.0 70.0 9.0
Change Period (Y+Rc), s 4.9 * 4.9 4.6 * 4.2 4.9 4.6
Max Green Setting (Gmax), s 14.8 * 28 24.4 * 15 28.1 10.4 Max Q Clear Time (g_c+I1), s 2.2 22.1 6.9 3.2 8.8 5.5
Green Ext Time (p_c), s 0.0 3.0 0.2 0.0 4.7 0.1
Intersection Summary
HCM 6th Ctrl Delay 29.7
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Wohl Bayfront SP Existing Plus 85% Proj
17: Broadway & H St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 132 442 100 145 337 98 153 524 157 79 432 100 Future Volume (veh/h) 132 442 100 145 337 98 153 524 157 79 432 100 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 148 497 112 163 379 110 172 589 176 89 485 112 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 208 1860 829 221 1436 412 231 713 419 141 620 372 Arrive On Green 0.06 0.54 0.54 0.13 1.00 1.00 0.14 0.41 0.41 0.04 0.18 0.18 Sat Flow, veh/h 3365 3460 1543 3365 2653 761 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 148 497 112 163 245 244 172 589 176 89 485 112 Grp Sat Flow(s),veh/h/ln1682 1730 1543 1682 1730 1684 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.2 9.3 4.3 5.6 0.0 0.0 5.9 18.2 9.6 3.1 16.1 7.1 Cycle Q Clear(g_c), s 5.2 9.3 4.3 5.6 0.0 0.0 5.9 18.2 9.6 3.1 16.1 7.1 Prop In Lane 1.00 1.00 1.00 0.45 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 208 1860 829 221 936 912 231 713 419 141 620 372 V/C Ratio(X) 0.71 0.27 0.14 0.74 0.26 0.27 0.75 0.83 0.42 0.63 0.78 0.30 Avail Cap(c_a), veh/h 471 1860 829 471 936 912 499 1078 582 471 1050 564 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.94 0.94 0.94 0.91 0.91 0.91 0.84 0.84 0.84 0.80 0.80 0.80 Uniform Delay (d), s/veh 55.2 15.0 13.8 51.1 0.0 0.0 50.8 33.4 26.2 56.6 47.0 37.3 Incr Delay (d2), s/veh 4.2 0.3 0.3 4.3 0.6 0.7 4.0 2.8 0.6 3.7 1.8 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 3.7 1.6 2.4 0.2 0.2 2.5 6.4 3.1 1.4 7.1 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.4 15.3 14.2 55.5 0.6 0.7 54.8 36.2 26.7 60.3 48.8 37.6 LnGrp LOS E B B E A A D D C E D D
Approach Vol, veh/h 757 652 937 686
Approach Delay, s/veh 23.8 14.3 37.8 48.5
Approach LOS C B D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.1 69.4 12.4 26.1 11.6 69.9 9.2 29.3 Change Period (Y+Rc), s * 4.2 4.9 * 4.2 4.6 * 4.2 4.9 * 4.2 4.6 Max Green Setting (Gmax), s * 17 31.1 * 18 36.4 * 17 31.1 * 17 37.4 Max Q Clear Time (g_c+I1), s 7.6 11.3 7.9 18.1 7.2 2.0 5.1 20.2 Green Ext Time (p_c), s 0.3 3.6 0.4 3.4 0.3 3.2 0.2 4.3 Intersection Summary
HCM 6th Ctrl Delay 31.7
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Wohl Bayfront SP Existing Plus 85% Proj
18: Fifth Ave & H St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 77 541 11 16 573 124 20 39 26 116 39 75 Future Volume (veh/h) 77 541 11 16 573 124 20 39 26 116 39 75 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 96 676 14 20 716 155 25 49 32 145 49 94 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 685 2257 1007 28 757 164 33 152 129 172 298 252 Arrive On Green 0.79 1.00 1.00 0.01 0.09 0.09 0.02 0.08 0.08 0.10 0.16 0.16 Sat Flow, veh/h 1734 3460 1543 1734 2829 612 1734 1821 1543 1734 1821 1543 Grp Volume(v), veh/h 96 676 14 20 438 433 25 49 32 145 49 94 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1711 1734 1821 1543 1734 1821 1543 Q Serve(g_s), s 1.6 0.0 0.0 1.4 30.2 30.2 1.7 3.0 2.3 9.9 2.8 2.8 Cycle Q Clear(g_c), s 1.6 0.0 0.0 1.4 30.2 30.2 1.7 3.0 2.3 9.9 2.8 2.8 Prop In Lane 1.00 1.00 1.00 0.36 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 685 2257 1007 28 463 458 33 152 129 172 298 252 V/C Ratio(X) 0.14 0.30 0.01 0.71 0.95 0.95 0.76 0.32 0.25 0.84 0.16 0.37 Avail Cap(c_a), veh/h 685 2257 1007 228 463 458 214 461 391 301 552 468 HCM Platoon Ratio 2.00 2.00 2.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 0.81 0.81 0.81 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 7.8 0.0 0.0 59.4 53.8 53.9 58.6 51.8 51.5 53.1 43.1 8.4 Incr Delay (d2), s/veh 0.0 0.3 0.0 9.5 26.4 26.7 30.1 1.2 1.0 4.3 0.3 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.1 0.0 0.7 17.5 17.3 1.0 1.4 0.9 4.5 1.3 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 7.8 0.3 0.0 68.9 80.3 80.6 88.7 53.0 52.5 57.4 43.4 9.3 LnGrp LOS A A A E F F F D D E D A
Approach Vol, veh/h 786 891 106 288
Approach Delay, s/veh 1.2 80.2 61.3 39.3
Approach LOS A F E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s6.1 83.2 6.5 24.2 52.3 37.0 16.1 14.6 Change Period (Y+Rc), s * 4.2 4.9 * 4.2 4.6 4.9 * 4.9 * 4.2 4.6 Max Green Setting (Gmax), s * 16 35.1 * 15 36.4 18.8 * 32 * 21 30.4 Max Q Clear Time (g_c+I1), s 3.4 2.0 3.7 4.8 3.6 32.2 11.9 5.0 Green Ext Time (p_c), s 0.0 6.4 0.0 0.6 0.1 0.0 0.1 0.3 Intersection Summary
HCM 6th Ctrl Delay 43.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Wohl Bayfront SP Existing Plus 85% Proj
19: Fourth Ave & H St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 164 411 87 78 503 126 132 662 53 129 590 123 Future Volume (veh/h) 164 411 87 78 503 126 132 662 53 129 590 123 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 180 452 96 86 553 138 145 727 58 142 648 135 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 243 1275 269 137 1144 285 172 850 68 169 901 402 Arrive On Green 0.02 0.15 0.15 0.04 0.42 0.42 0.10 0.26 0.26 0.10 0.26 0.26 Sat Flow, veh/h 3365 2843 600 3365 2746 683 1734 3246 259 1734 3460 1543 Grp Volume(v), veh/h 180 274 274 86 348 343 145 387 398 142 648 135 Grp Sat Flow(s),veh/h/ln1682 1730 1713 1682 1730 1698 1734 1730 1775 1734 1730 1543 Q Serve(g_s), s 6.4 17.1 17.3 3.0 17.6 17.7 9.9 25.5 25.6 9.7 20.5 8.5 Cycle Q Clear(g_c), s 6.4 17.1 17.3 3.0 17.6 17.7 9.9 25.5 25.6 9.7 20.5 8.5 Prop In Lane 1.00 0.35 1.00 0.40 1.00 0.15 1.00 1.00
Lane Grp Cap(c), veh/h 243 776 768 137 721 708 172 453 465 169 901 402 V/C Ratio(X) 0.74 0.35 0.36 0.63 0.48 0.49 0.84 0.85 0.86 0.84 0.72 0.34 Avail Cap(c_a), veh/h 443 776 768 443 721 708 228 578 593 228 1156 516 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.94 0.94 0.94 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.5 35.5 35.6 56.7 25.5 25.6 53.1 42.1 42.1 53.3 40.4 36.0 Incr Delay (d2), s/veh 4.1 1.2 1.2 4.7 2.3 2.4 19.1 9.8 9.6 18.3 1.6 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 8.2 8.2 1.4 7.6 7.5 5.2 12.0 12.3 5.0 8.8 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.6 36.7 36.8 61.4 27.8 28.0 72.2 51.9 51.7 71.6 42.0 36.5 LnGrp LOS E D D E C C E D D E D D
Approach Vol, veh/h 728 777 930 925
Approach Delay, s/veh 42.9 31.6 55.0 45.7
Approach LOS D C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.1 58.7 16.1 36.1 12.9 54.9 15.9 36.3 Change Period (Y+Rc), s * 4.2 4.9 * 4.2 4.9 * 4.2 4.9 * 4.2 4.9 Max Green Setting (Gmax), s * 16 30.1 * 16 40.1 * 16 30.1 * 16 40.1 Max Q Clear Time (g_c+I1), s 5.0 19.3 11.9 22.5 8.4 19.7 11.7 27.6 Green Ext Time (p_c), s 0.1 2.4 0.1 4.5 0.3 3.1 0.1 3.9 Intersection Summary
HCM 6th Ctrl Delay 44.4
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ""i""i tf+ ""i""i tf+ ""i tt .,,
Wohl Bayfront SP Existing Plus 85% Proj
20: Marina Wy & Marina Pkwy Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
04/09/2024
Intersection
Int Delay, s/veh 3.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 53 10 45 75 4 37
Future Vol, veh/h 53 10 45 75 4 37
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 200 - 0 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 58 11 49 82 4 40
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 69 0 203 35
Stage 1 - - - - 64 -
Stage 2 - - - - 139 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 1530 - 767 1030
Stage 1 - - - - 951 -
Stage 2 - - - - 873 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1530 - 742 1030
Mov Cap-2 Maneuver - - - - 742 -
Stage 1 - - - - 951 -
Stage 2 - - - - 845 -
Approach EB WB NB
HCM Control Delay, s 0 2.8 8.7
HCM LOS A
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 742 1030 - - 1530 -
HCM Lane V/C Ratio 0.006 0.039 - - 0.032 -
HCM Control Delay (s) 9.9 8.6 - - 7.4 -
HCM Lane LOS A A - - A -
HCM 95th %tile Q(veh) 0 0.1 - - 0.1 -
Wohl Bayfront SP Existing Plus 85% Proj
21: Bay Blvd & Marina Pkwy/J St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 43.9
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 82 23 362 118 65 43 157 288 20 91 7 Future Vol, veh/h 5 82 23 362 118 65 43 157 288 20 91 7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 6 92 26 407 133 73 48 176 324 22 102 8
Number of Lanes 1 2 0 1 2 0 1 1 0 1 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 2 3 3
HCM Control Delay 13.3 40.9 61.3 14.4
HCM LOS B E F B
Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 35% 0% 100% 54% 0% 100% 38% 0% 93%
Vol Right, % 0% 65% 0% 0% 46% 0% 0% 62% 0% 7%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 43 445 5 55 50 362 79 104 20 98
LT Vol 43 0 5 0 0 362 0 0 20 0
Through Vol 0 157 0 55 27 0 79 39 0 91
RT Vol 0 288 0 0 23 0 0 65 0 7
Lane Flow Rate 48 500 6 61 57 407 88 117 22 110
Geometry Grp 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.109 0.996 0.015 0.157 0.139 0.926 0.189 0.236 0.059 0.271 Departure Headway (Hd) 8.129 7.171 9.716 9.195 8.862 8.199 7.685 7.237 9.424 8.864 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 439 505 370 392 407 439 465 494 382 407
Service Time 5.907 4.949 7.425 6.904 6.57 5.986 5.472 5.023 7.124 6.564 HCM Lane V/C Ratio 0.109 0.99 0.016 0.156 0.14 0.927 0.189 0.237 0.058 0.27 HCM Control Delay 11.9 66.1 12.6 13.6 13 55.4 12.3 12.3 12.7 14.8 HCM Lane LOS B F B B B F B B B B
HCM 95th-tile Q 0.4 13.5 0 0.6 0.5 10.4 0.7 0.9 0.2 1.1 "i tf+
Wohl Bayfront SP Existing Plus 85% Proj
22: I-5 SB Ramps & J St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 371 38 222 334 0 0 0 0 316 0 221 Future Volume (veh/h) 0 371 38 222 334 0 0 0 0 316 0 221 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 0 1821 1821 1821 Adj Flow Rate, veh/h 0 417 43 249 375 0 355 0 248
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 1048 106 194 1609 0 464 0 413
Arrive On Green 0.00 0.23 0.23 0.11 0.47 0.00 0.27 0.00 0.27 Sat Flow, veh/h 0 4750 466 1734 3551 0 1734 0 1543
Grp Volume(v), veh/h 0 300 160 249 375 0 355 0 248
Grp Sat Flow(s),veh/h/ln 0 1657 1737 1734 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 3.5 3.6 5.1 3.0 0.0 8.6 0.0 6.4
Cycle Q Clear(g_c), s 0.0 3.5 3.6 5.1 3.0 0.0 8.6 0.0 6.4 Prop In Lane 0.00 0.27 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 757 397 194 1609 0 464 0 413
V/C Ratio(X) 0.00 0.40 0.40 1.29 0.23 0.00 0.76 0.00 0.60 Avail Cap(c_a), veh/h 0 2214 1161 194 3130 0 627 0 558
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 14.9 15.0 20.3 7.3 0.0 15.4 0.0 14.6 Incr Delay (d2), s/veh 0.0 0.6 1.1 161.6 0.1 0.0 3.9 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.2 1.3 10.5 0.9 0.0 3.4 0.0 5.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 15.5 16.1 181.9 7.5 0.0 19.3 0.0 16.0 LnGrp LOS A B B F A A B A B
Approach Vol, veh/h 460 624 603
Approach Delay, s/veh 15.7 77.1 17.9
Approach LOS B E B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 27.3 18.3 10.8 16.5
Change Period (Y+Rc), s 6.1 6.1 * 5.7 6.1
Max Green Setting (Gmax), s 41.3 16.5 * 5.1 30.5
Max Q Clear Time (g_c+I1), s 5.0 10.6 7.1 5.6
Green Ext Time (p_c), s 4.5 1.6 0.0 4.8
Intersection Summary
HCM 6th Ctrl Delay 39.2
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Wohl Bayfront SP Existing Plus 85% Proj
23: I-5 NB Ramps & J St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 101 546 0 0 456 447 111 3 351 0 0 0 Future Volume (veh/h) 101 546 0 0 456 447 111 3 351 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 0 0 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 111 600 0 0 501 491 122 3 386
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 139 1896 0 0 654 583 440 11 401
Arrive On Green 0.08 0.55 0.00 0.00 0.38 0.38 0.26 0.26 0.26 Sat Flow, veh/h 1734 3551 0 0 1821 1543 1695 42 1543
Grp Volume(v), veh/h 111 600 0 0 501 491 125 0 386
Grp Sat Flow(s),veh/h/ln1734 1730 0 0 1730 1543 1736 0 1543 Q Serve(g_s), s 4.0 6.0 0.0 0.0 16.1 18.4 3.6 0.0 15.7
Cycle Q Clear(g_c), s 4.0 6.0 0.0 0.0 16.1 18.4 3.6 0.0 15.7 Prop In Lane 1.00 0.00 0.00 1.00 0.98 1.00
Lane Grp Cap(c), veh/h 139 1896 0 0 654 583 451 0 401
V/C Ratio(X) 0.80 0.32 0.00 0.00 0.77 0.84 0.28 0.00 0.96 Avail Cap(c_a), veh/h 139 1978 0 0 695 620 451 0 401
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.7 7.8 0.0 0.0 17.3 18.0 18.7 0.0 23.2 Incr Delay (d2), s/veh 24.9 0.2 0.0 0.0 5.6 10.6 0.1 0.0 34.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 1.9 0.0 0.0 6.7 7.5 1.4 0.0 9.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.6 8.0 0.0 0.0 22.9 28.6 18.9 0.0 58.1 LnGrp LOS D A A A C C B A E
Approach Vol, veh/h 711 992 511
Approach Delay, s/veh 15.1 25.7 48.5
Approach LOS B C D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 10.8 30.1 22.6 40.9
Change Period (Y+Rc), s * 5.7 6.1 6.1 6.1
Max Green Setting (Gmax), s * 5.1 25.5 16.5 36.3
Max Q Clear Time (g_c+I1), s 6.0 20.4 17.7 8.0
Green Ext Time (p_c), s 0.0 3.6 0.0 7.2
Intersection Summary
HCM 6th Ctrl Delay 27.6
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++ --
Wohl Bayfront SP Existing Plus 85% Proj
24: Oaklawn Ave & J St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh17.8
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 42 594 14 11 555 7 118 23 9 18 14 30 Future Vol, veh/h 42 594 14 11 555 7 118 23 9 18 14 30
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 47 660 16 12 617 8 131 26 10 20 16 33
Number of Lanes 0 2 0 0 2 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 19.7 17.4 13.6 11.4
HCM LOS C C B B
Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 79% 12% 0% 4% 0% 29%
Vol Thru, % 15% 88% 95% 96% 98% 23%
Vol Right, % 6% 0% 5% 0% 2% 48%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 150 339 311 289 285 62
LT Vol 118 42 0 11 0 18
Through Vol 23 297 297 278 278 14
RT Vol 9 0 14 0 7 30
Lane Flow Rate 167 377 346 321 316 69
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.328 0.667 0.603 0.574 0.562 0.136
Departure Headway (Hd) 7.078 6.377 6.282 6.441 6.404 7.128 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 507 565 570 558 560 499
Service Time 5.151 4.154 4.059 4.22 4.183 5.224
HCM Lane V/C Ratio 0.329 0.667 0.607 0.575 0.564 0.138
HCM Control Delay 13.6 21.1 18.2 17.6 17.2 11.4
HCM Lane LOS B C C C C B
HCM 95th-tile Q 1.4 5 4 3.6 3.5 0.5
+ff+
Wohl Bayfront SP Existing Plus 85% Proj
25: Broadway & J St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 113 422 252 46 313 40 146 596 54 44 535 81 Future Volume (veh/h) 113 422 252 46 313 40 146 596 54 44 535 81 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 127 474 283 52 352 45 164 670 61 49 601 91 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 153 526 313 67 626 79 191 1000 91 430 1566 699 Arrive On Green 0.09 0.25 0.25 0.04 0.20 0.20 0.11 0.31 0.31 0.25 0.45 0.45 Sat Flow, veh/h 1734 2088 1240 1734 3089 392 1734 3207 292 1734 3460 1543 Grp Volume(v), veh/h 127 392 365 52 196 201 164 361 370 49 601 91 Grp Sat Flow(s),veh/h/ln1734 1730 1598 1734 1730 1751 1734 1730 1769 1734 1730 1543 Q Serve(g_s), s 8.6 26.3 26.5 3.6 12.2 12.4 11.2 21.8 21.8 2.6 13.8 4.1 Cycle Q Clear(g_c), s 8.6 26.3 26.5 3.6 12.2 12.4 11.2 21.8 21.8 2.6 13.8 4.1 Prop In Lane 1.00 0.78 1.00 0.22 1.00 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 153 436 403 67 350 355 191 539 551 430 1566 699 V/C Ratio(X) 0.83 0.90 0.90 0.78 0.56 0.57 0.86 0.67 0.67 0.11 0.38 0.13 Avail Cap(c_a), veh/h 243 467 431 243 467 473 286 539 551 430 1566 699 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.78 0.78 0.78 Uniform Delay (d), s/veh 53.8 43.4 43.5 57.2 43.0 43.1 52.5 35.9 35.9 34.9 21.8 19.1 Incr Delay (d2), s/veh 6.6 19.4 21.4 7.2 1.4 1.4 10.6 6.5 6.4 0.0 0.6 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 13.5 12.8 1.7 5.4 5.5 5.4 10.1 10.3 1.1 5.7 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.4 62.8 64.9 64.4 44.4 44.5 63.0 42.4 42.3 35.0 22.3 19.4 LnGrp LOS E E E E D D E D D C C B
Approach Vol, veh/h 884 449 895 741
Approach Delay, s/veh 63.3 46.8 46.2 22.8
Approach LOS E D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.8 34.9 17.4 58.9 14.8 28.9 34.3 42.0 Change Period (Y+Rc), s * 4.2 4.6 * 4.2 4.6 * 4.2 4.6 4.6 * 4.6 Max Green Setting (Gmax), s * 17 32.4 * 20 33.4 * 17 32.4 15.8 * 37 Max Q Clear Time (g_c+I1), s 5.6 28.5 13.2 15.8 10.6 14.4 4.6 23.8 Green Ext Time (p_c), s 0.0 1.7 0.1 4.9 0.1 2.2 0.0 4.5 Intersection Summary
HCM 6th Ctrl Delay 45.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ~ tf+ ~ tf+ ~ tt .,,
Wohl Bayfront SP Existing Plus 85% Proj
26: Bay Blvd & L St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh11.5
Intersection LOS B
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 177 218 153 183 113 133
Future Vol, veh/h 177 218 153 183 113 133
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 199 245 172 206 127 149
Number of Lanes 1 2 1 1 1 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 3
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 3 0
HCM Control Delay 10.8 11.9 12.2
HCM LOS B B B
Lane NBLn1 NBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 100% 0% 0% 0% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 153 183 177 109 109 113 133
LT Vol 0 0 177 0 0 113 0
Through Vol 153 0 0 0 0 0 133
RT Vol 0 183 0 109 109 0 0
Lane Flow Rate 172 206 199 122 122 127 149
Geometry Grp 8 8 7 7 7 8 8
Degree of Util (X) 0.313 0.333 0.379 0.192 0.132 0.254 0.278 Departure Headway (Hd) 6.546 5.837 6.853 5.64 3.887 7.2 6.693 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 548 615 525 634 917 498 535
Service Time 4.301 3.591 4.602 3.389 1.635 4.96 4.452
HCM Lane V/C Ratio 0.314 0.335 0.379 0.192 0.133 0.255 0.279 HCM Control Delay 12.3 11.5 13.8 9.7 7.2 12.4 12
HCM Lane LOS B B B A A B B
HCM 95th-tile Q 1.3 1.5 1.8 0.7 0.5 1 1.1
Wohl Bayfront SP Existing Plus 85% Proj
27: Industrial Blvd & L St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 34 91 127 88 207 2 179 16 168 4 14 7 Future Volume (veh/h) 34 91 127 88 207 2 179 16 168 4 14 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 48 128 179 124 292 3 252 23 237 6 20 10 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 94 686 306 178 867 9 588 35 448 157 320 135
Arrive On Green 0.05 0.20 0.20 0.10 0.25 0.25 0.29 0.29 0.29 0.29 0.29 0.29 Sat Flow, veh/h 1734 3460 1543 1734 3509 36 1306 119 1543 103 1105 465 Grp Volume(v), veh/h 48 128 179 124 144 151 275 0 237 36 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1815 1425 0 1543 1673 0 0 Q Serve(g_s), s 0.9 1.0 3.5 2.3 2.3 2.3 5.0 0.0 4.3 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.9 1.0 3.5 2.3 2.3 2.3 5.5 0.0 4.3 0.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.02 0.92 1.00 0.17 0.28
Lane Grp Cap(c), veh/h 94 686 306 178 428 448 622 0 448 612 0 0 V/C Ratio(X) 0.51 0.19 0.59 0.69 0.34 0.34 0.44 0.00 0.53 0.06 0.00 0.00 Avail Cap(c_a), veh/h 315 1887 842 447 1074 1127 1067 0 935 1111 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 15.2 11.0 12.0 14.3 10.2 10.2 10.2 0.0 9.8 8.5 0.0 0.0 Incr Delay (d2), s/veh 4.3 0.1 1.8 4.8 0.5 0.4 0.5 0.0 1.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.3 1.1 1.0 0.7 0.7 1.3 0.0 1.1 0.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.5 11.1 13.8 19.1 10.7 10.6 10.7 0.0 10.8 8.5 0.0 0.0 LnGrp LOS B B B B B B B A B A A A
Approach Vol, veh/h 355 419 512 36
Approach Delay, s/veh 13.6 13.2 10.8 8.5
Approach LOS B B B A
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 14.1 7.9 11.0 14.1 6.3 12.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.0 8.5 18.0 20.0 6.0 20.5 Max Q Clear Time (g_c+I1), s 7.5 4.3 5.5 2.5 2.9 4.3
Green Ext Time (p_c), s 2.0 0.1 1.1 0.1 0.0 1.5
Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B
4 .,,
Wohl Bayfront SP Existing Plus 85% Proj
28: W Proj Dwy & G St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 2.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 86 43 51 22 11 14
Future Vol, veh/h 86 43 51 22 11 14
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 93 47 55 24 12 15
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 140 0 251 117
Stage 1 - - - - 117 -
Stage 2 - - - - 134 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1443 - 738 935
Stage 1 - - - - 908 -
Stage 2 - - - - 892 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1443 - 709 935
Mov Cap-2 Maneuver - - - - 709 -
Stage 1 - - - - 908 -
Stage 2 - - - - 857 -
Approach EB WB NB
HCM Control Delay, s 0 5.3 9.5
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 820 - - 1443 -
HCM Lane V/C Ratio 0.033 - - 0.038 -
HCM Control Delay (s) 9.5 - - 7.6 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0.1 -
Wohl Bayfront SP Existing Plus 85% Proj
29: Mid Proj Dwy & G St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 2.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 70 43 51 114 11 14
Future Vol, veh/h 70 43 51 114 11 14
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 76 47 55 124 12 15
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 123 0 334 100
Stage 1 - - - - 100 -
Stage 2 - - - - 234 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1464 - 661 956
Stage 1 - - - - 924 -
Stage 2 - - - - 805 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1464 - 635 956
Mov Cap-2 Maneuver - - - - 635 -
Stage 1 - - - - 924 -
Stage 2 - - - - 773 -
Approach EB WB NB
HCM Control Delay, s 0 2.3 9.8
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 782 - - 1464 -
HCM Lane V/C Ratio 0.035 - - 0.038 -
HCM Control Delay (s) 9.8 - - 7.6 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0.1 -
Wohl Bayfront SP Existing Plus 85% Proj
30: E Proj Dwy & G St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 2.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 29 43 60 103 11 16
Future Vol, veh/h 29 43 60 103 11 16
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 32 47 65 112 12 17
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 79 0 298 56
Stage 1 - - - - 56 -
Stage 2 - - - - 242 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1519 - 693 1011
Stage 1 - - - - 967 -
Stage 2 - - - - 798 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1519 - 661 1011
Mov Cap-2 Maneuver - - - - 661 -
Stage 1 - - - - 967 -
Stage 2 - - - - 761 -
Approach EB WB NB
HCM Control Delay, s 0 2.8 9.5
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 832 - - 1519 -
HCM Lane V/C Ratio 0.035 - - 0.043 -
HCM Control Delay (s) 9.5 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0.1 -
Wohl Bayfront SP Existing Plus 85% Proj
31: H St & Proj Dwy Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 2.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 43 156 206 429 129 11
Future Vol, veh/h 43 156 206 429 129 11
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 100 - - - 0 0
Veh in Median Storage, # - 0 0 - 1 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 47 170 224 466 140 12
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 690 0 - 0 636 345
Stage 1 - - - - 457 -
Stage 2 - - - - 179 -
Critical Hdwy 4.14 - - - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy 2.22 - - - 3.52 3.32
Pot Cap-1 Maneuver 900 - - - 410 651
Stage 1 - - - - 604 -
Stage 2 - - - - 834 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 900 - - - 389 651
Mov Cap-2 Maneuver - - - - 474 -
Stage 1 - - - - 573 -
Stage 2 - - - - 834 -
Approach EB WB SB
HCM Control Delay, s 2 0 15.4
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 900 - - - 474 651
HCM Lane V/C Ratio 0.052 - - - 0.296 0.018
HCM Control Delay (s) 9.2 - - - 15.8 10.6
HCM Lane LOS A - - - C B
HCM 95th %tile Q(veh) 0.2 - - - 1.2 0.1
Wohl Bayfront SP Existing Plus 85% Proj
32: H St & Emp Proj Dwy Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 192 588 188 0 47
Future Vol, veh/h 0 192 588 188 0 47
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 209 639 204 0 51
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 422
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.32
Pot Cap-1 Maneuver 0 - - - 0 580
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 580
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB SB
HCM Control Delay, s 0 0 11.8
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 580
HCM Lane V/C Ratio - - - 0.088
HCM Control Delay (s) - - - 11.8
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.3
----- tt tf+
Wohl Bayfront SP Existing Plus 85% Proj
36: PA-A Proj Dwy & G St Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 3.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 41 0 154 163 0 39
Future Vol, veh/h 41 0 154 163 0 39
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 45 0 167 177 0 42
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 45 0 556 45
Stage 1 - - - - 45 -
Stage 2 - - - - 511 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1563 - 492 1025
Stage 1 - - - - 977 -
Stage 2 - - - - 602 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1563 - 433 1025
Mov Cap-2 Maneuver - - - - 433 -
Stage 1 - - - - 977 -
Stage 2 - - - - 530 -
Approach EB WB NB
HCM Control Delay, s 0 3.7 8.7
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1025 - - 1563 -
HCM Lane V/C Ratio 0.041 - - 0.107 -
HCM Control Delay (s) 8.7 - - 7.6 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0.4 -
Wohl Bayfront SP Existing Plus 85% Proj
37: H St & PA-A Proj Dwy Timing Plan: AM PEAK
EXWPAM_85.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 285 707 273 0 69
Future Vol, veh/h 0 285 707 273 0 69
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 310 768 297 0 75
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 533
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.32
Pot Cap-1 Maneuver 0 - - - 0 491
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 491
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB SB
HCM Control Delay, s 0 0 13.6
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 491
HCM Lane V/C Ratio - - - 0.153
HCM Control Delay (s) - - - 13.6
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.5
----- tt tf+
Wohl Bayfront SP Existing Plus 85% Proj
1: Bay Blvd/I-5 SB Ramps & E St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 70 16 46 26 0 11 0 357 795 582 13 Future Volume (veh/h) 0 70 16 46 26 0 11 0 357 795 582 13 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 0 1821 0 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 73 17 48 27 0 11 0 372 724 752 14 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 2 2 2 2 0 2 0 2 2 2 2
Cap, veh/h 0 623 278 193 202 0 0 0 0 795 817 15
Arrive On Green 0.00 0.18 0.18 0.11 0.11 0.00 0.00 0.00 0.00 0.46 0.46 0.46 Sat Flow, veh/h 0 3551 1543 1734 1821 0 0 1734 1782 33
Grp Volume(v), veh/h 0 73 17 48 27 0 0.0 724 0 766
Grp Sat Flow(s),veh/h/ln 0 1730 1543 1734 1821 0 1734 0 1815 Q Serve(g_s), s 0.0 1.2 0.6 1.7 0.9 0.0 26.5 0.0 27.0
Cycle Q Clear(g_c), s 0.0 1.2 0.6 1.7 0.9 0.0 26.5 0.0 27.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 0.02
Lane Grp Cap(c), veh/h 0 623 278 193 202 0 795 0 832
V/C Ratio(X) 0.00 0.12 0.06 0.25 0.13 0.00 0.91 0.00 0.92 Avail Cap(c_a), veh/h 0 1516 676 623 654 0 852 0 891
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 23.4 23.2 27.7 27.4 0.0 17.2 0.0 17.3 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.1 0.0 12.7 0.0 13.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.5 0.2 0.7 0.4 0.0 12.0 0.0 12.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 23.5 23.2 28.0 27.5 0.0 29.9 0.0 30.9 LnGrp LOS A C C C C A C A C
Approach Vol, veh/h 90 75 1490
Approach Delay, s/veh 23.4 27.8 30.4
Approach LOS C C C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 17.4 37.8 13.1
Change Period (Y+Rc), s 5.1 6.5 5.5
Max Green Setting (Gmax), s 29.9 33.5 24.5
Max Q Clear Time (g_c+I1), s 3.2 29.0 3.7
Green Ext Time (p_c), s 0.3 2.3 0.1
Intersection Summary
HCM 6th Ctrl Delay 29.9
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
User approved volume balancing among the lanes for turning movement. t
++ .,, "i + "i .,, "i 4+
Wohl Bayfront SP Existing Plus 85% Proj
2: I-5 NB Ramps & E St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 313 736 0 0 425 403 15 3 346 0 0 0 Future Volume (veh/h) 313 736 0 0 425 403 15 3 346 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 0 0 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 364 856 0 0 494 469 0 0 422
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 481 2245 0 0 732 653 0 314 531
Arrive On Green 0.14 0.65 0.00 0.00 0.42 0.42 0.00 0.00 0.17 Sat Flow, veh/h 3365 3551 0 0 1821 1543 0 1821 3087
Grp Volume(v), veh/h 364 856 0 0 494 469 0 0 422
Grp Sat Flow(s),veh/h/ln1682 1730 0 0 1730 1543 0 1821 1543 Q Serve(g_s), s 5.9 6.6 0.0 0.0 13.1 14.3 0.0 0.0 7.5
Cycle Q Clear(g_c), s 5.9 6.6 0.0 0.0 13.1 14.3 0.0 0.0 7.5 Prop In Lane 1.00 0.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 481 2245 0 0 732 653 0 314 531
V/C Ratio(X) 0.76 0.38 0.00 0.00 0.67 0.72 0.00 0.00 0.79 Avail Cap(c_a), veh/h 1789 2245 0 0 908 810 0 636 1078
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 23.5 4.7 0.0 0.0 13.3 13.6 0.0 0.0 22.6 Incr Delay (d2), s/veh 0.9 0.0 0.0 0.0 2.1 3.2 0.0 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 1.5 0.0 0.0 4.7 4.8 0.0 0.0 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.4 4.7 0.0 0.0 15.4 16.8 0.0 0.0 23.7 LnGrp LOS C A A A B B A A C
Approach Vol, veh/h 1220 963 422
Approach Delay, s/veh 10.6 16.1 23.7
Approach LOS B B C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 12.9 29.2 14.9 42.1
Change Period (Y+Rc), s * 4.7 5.1 5.1 5.1
Max Green Setting (Gmax), s * 30 29.9 19.9 29.9
Max Q Clear Time (g_c+I1), s 7.9 16.3 9.5 8.6
Green Ext Time (p_c), s 0.3 7.8 0.4 4.2
Intersection Summary
HCM 6th Ctrl Delay 14.7
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 4+ .,, -------~
Wohl Bayfront SP Existing Plus 85% Proj
3: Woodlawn Ave & E St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 15 965 86 48 693 18 103 2 31 12 8 7 Future Volume (veh/h) 15 965 86 48 693 18 103 2 31 12 8 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 19 1222 109 61 877 23 130 3 39 15 10 9 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 458 2235 199 312 2437 64 206 4 268 53 33 17
Arrive On Green 0.02 0.70 0.70 0.03 0.71 0.71 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow, veh/h 1734 3214 286 1734 3445 90 874 20 1543 73 192 95 Grp Volume(v), veh/h 19 657 674 61 440 460 133 0 39 34 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1770 1734 1730 1805 895 0 1543 361 0 0 Q Serve(g_s), s 0.4 24.2 24.4 1.3 13.0 13.0 0.0 0.0 2.8 0.4 0.0 0.0 Cycle Q Clear(g_c), s 0.4 24.2 24.4 1.3 13.0 13.0 20.1 0.0 2.8 20.5 0.0 0.0 Prop In Lane 1.00 0.16 1.00 0.05 0.98 1.00 0.44 0.26
Lane Grp Cap(c), veh/h 458 1203 1231 312 1224 1277 210 0 268 102 0 0 V/C Ratio(X) 0.04 0.55 0.55 0.20 0.36 0.36 0.63 0.00 0.15 0.33 0.00 0.00 Avail Cap(c_a), veh/h 642 1203 1231 475 1224 1277 295 0 361 194 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.92 0.92 0.92 0.77 0.77 0.77 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 6.0 9.7 9.7 7.9 7.5 7.5 52.7 0.0 45.6 46.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.6 1.6 0.2 0.6 0.6 3.1 0.0 0.2 1.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 9.2 9.4 0.5 4.8 5.0 4.4 0.0 1.1 1.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.1 11.4 11.4 8.1 8.1 8.1 55.9 0.0 45.8 48.4 0.0 0.0 LnGrp LOS A B B A A A E A D D A A
Approach Vol, veh/h 1350 961 172 34
Approach Delay, s/veh 11.3 8.1 53.6 48.4
Approach LOS B A D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s7.8 95.1 27.1 6.2 96.7 27.1
Change Period (Y+Rc), s * 4.2 * 4.7 4.6 * 4.2 * 4.7 4.6 Max Green Setting (Gmax), s * 16 * 70 30.4 * 16 * 70 30.4 Max Q Clear Time (g_c+I1), s 3.3 26.4 22.5 2.4 15.0 22.1 Green Ext Time (p_c), s 0.1 13.0 0.0 0.0 7.1 0.5
Intersection Summary
HCM 6th Ctrl Delay 13.5
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ~ tf+
Wohl Bayfront SP Existing Plus 85% Proj
4: Broadway & E St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 262 480 249 74 327 88 146 375 65 60 423 279 Future Volume (veh/h) 262 480 249 74 327 88 146 375 65 60 423 279 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 316 578 300 89 394 106 176 452 78 72 510 336 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 315 932 483 112 827 220 203 924 158 92 860 384 Arrive On Green 0.18 0.42 0.42 0.02 0.10 0.10 0.12 0.31 0.31 0.05 0.25 0.25 Sat Flow, veh/h 1734 2203 1142 1734 2703 719 1734 2953 507 1734 3460 1543 Grp Volume(v), veh/h 316 454 424 89 251 249 176 264 266 72 510 336 Grp Sat Flow(s),veh/h/ln1734 1730 1615 1734 1730 1692 1734 1730 1730 1734 1730 1543 Q Serve(g_s), s 21.8 24.6 24.7 6.1 16.4 16.7 12.0 14.8 15.0 4.9 15.6 25.1 Cycle Q Clear(g_c), s 21.8 24.6 24.7 6.1 16.4 16.7 12.0 14.8 15.0 4.9 15.6 25.1 Prop In Lane 1.00 0.71 1.00 0.43 1.00 0.29 1.00 1.00
Lane Grp Cap(c), veh/h 315 732 683 112 530 518 203 541 541 92 860 384 V/C Ratio(X) 1.00 0.62 0.62 0.79 0.47 0.48 0.87 0.49 0.49 0.79 0.59 0.88 Avail Cap(c_a), veh/h 315 732 683 243 530 518 272 541 541 272 934 417 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.83 0.83 0.83 0.97 0.97 0.97 0.79 0.79 0.79 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.1 27.1 27.1 57.9 44.8 44.9 52.1 33.4 33.5 56.2 39.7 43.3 Incr Delay (d2), s/veh 46.9 3.3 3.5 4.6 2.9 3.1 13.3 0.8 0.8 5.5 1.1 18.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.5 10.7 10.1 2.9 8.1 8.0 5.9 6.3 6.4 2.3 6.8 11.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 96.0 30.3 30.6 62.5 47.7 48.0 65.3 34.2 34.3 61.6 40.8 61.5 LnGrp LOS F C C E D D E C C E D E
Approach Vol, veh/h 1194 589 706 918
Approach Delay, s/veh 47.8 50.1 42.0 50.0
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.0 55.4 18.2 34.4 26.0 41.3 10.5 42.1 Change Period (Y+Rc), s * 4.2 4.6 * 4.2 4.6 * 4.2 4.6 * 4.2 4.6 Max Green Setting (Gmax), s * 17 34.4 * 19 32.4 * 22 29.4 * 19 32.4 Max Q Clear Time (g_c+I1), s 8.1 26.7 14.0 27.1 23.8 18.7 6.9 17.0 Green Ext Time (p_c), s 0.1 4.3 0.1 2.7 0.0 3.0 0.1 3.9 Intersection Summary
HCM 6th Ctrl Delay 47.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ~ tf+ ~ tf+ ~ tt .,,
Wohl Bayfront SP Existing Plus 85% Proj
5: Fifth Ave & E St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 38 530 40 34 434 49 22 81 39 11 81 51 Future Volume (veh/h) 38 530 40 34 434 49 22 81 39 11 81 51 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 51 707 53 45 579 65 29 108 52 15 108 68 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 65 2338 175 57 2233 250 57 138 61 42 140 83
Arrive On Green 0.08 1.00 1.00 0.07 1.00 1.00 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1734 3263 244 1734 3137 351 167 1011 447 74 1028 609 Grp Volume(v), veh/h 51 375 385 45 319 325 189 0 0 191 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1777 1734 1730 1758 1626 0 0 1710 0 0 Q Serve(g_s), s 3.5 0.0 0.0 3.1 0.0 0.0 0.7 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.5 0.0 0.0 3.1 0.0 0.0 13.6 0.0 0.0 12.9 0.0 0.0 Prop In Lane 1.00 0.14 1.00 0.20 0.15 0.28 0.08 0.36
Lane Grp Cap(c), veh/h 65 1240 1273 57 1232 1252 256 0 0 265 0 0 V/C Ratio(X) 0.78 0.30 0.30 0.78 0.26 0.26 0.74 0.00 0.00 0.72 0.00 0.00 Avail Cap(c_a), veh/h 228 1240 1273 228 1232 1252 391 0 0 404 0 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.74 0.74 0.74 0.91 0.91 0.91 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 55.0 0.0 0.0 55.6 0.0 0.0 50.5 0.0 0.0 50.4 0.0 0.0 Incr Delay (d2), s/veh 13.9 0.5 0.5 18.8 0.5 0.5 4.1 0.0 0.0 3.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.2 0.2 1.6 0.2 0.2 5.8 0.0 0.0 5.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.9 0.5 0.5 74.4 0.5 0.5 54.6 0.0 0.0 54.0 0.0 0.0 LnGrp LOS E A A E A A D A A D A A
Approach Vol, veh/h 811 689 189 191
Approach Delay, s/veh 4.8 5.3 54.6 54.0
Approach LOS A A D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s8.2 90.9 20.9 8.7 90.3 20.9
Change Period (Y+Rc), s * 4.2 4.9 4.6 * 4.2 4.9 4.6
Max Green Setting (Gmax), s * 16 64.1 26.4 * 16 64.1 26.4 Max Q Clear Time (g_c+I1), s 5.1 2.0 14.9 5.5 2.0 15.6
Green Ext Time (p_c), s 0.0 5.7 0.8 0.1 4.6 0.7
Intersection Summary
HCM 6th Ctrl Delay 15.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Wohl Bayfront SP Existing Plus 85% Proj
6: Fourth Ave & E St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 89 426 92 108 358 118 109 585 81 124 597 73 Future Volume (veh/h) 89 426 92 108 358 118 109 585 81 124 597 73 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 99 473 102 120 398 131 121 650 90 138 663 81 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 449 1268 272 401 1168 380 147 771 107 164 910 406 Arrive On Green 0.02 0.15 0.15 0.05 0.46 0.46 0.08 0.25 0.25 0.09 0.26 0.26 Sat Flow, veh/h 1734 2834 607 1734 2566 835 1734 3053 422 1734 3460 1543 Grp Volume(v), veh/h 99 288 287 120 267 262 121 368 372 138 663 81 Grp Sat Flow(s),veh/h/ln1734 1730 1712 1734 1730 1671 1734 1730 1745 1734 1730 1543 Q Serve(g_s), s 3.7 18.0 18.2 4.5 11.9 12.2 8.2 24.2 24.3 9.4 21.0 4.9 Cycle Q Clear(g_c), s 3.7 18.0 18.2 4.5 11.9 12.2 8.2 24.2 24.3 9.4 21.0 4.9 Prop In Lane 1.00 0.35 1.00 0.50 1.00 0.24 1.00 1.00
Lane Grp Cap(c), veh/h 449 774 766 401 787 760 147 437 441 164 910 406 V/C Ratio(X) 0.22 0.37 0.38 0.30 0.34 0.34 0.83 0.84 0.84 0.84 0.73 0.20 Avail Cap(c_a), veh/h 583 774 766 522 787 760 272 535 540 272 1070 477 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.5 35.9 36.0 17.7 21.1 21.1 54.1 42.6 42.6 53.4 40.3 34.4 Incr Delay (d2), s/veh 0.1 1.3 1.3 0.2 1.2 1.2 4.4 10.3 10.4 5.1 2.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 8.6 8.6 1.8 5.1 5.0 3.8 11.5 11.7 4.3 9.2 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.6 37.2 37.3 17.8 22.2 22.4 58.5 52.9 53.0 58.5 42.6 34.7 LnGrp LOS B D D B C C E D D E D C
Approach Vol, veh/h 674 649 861 882
Approach Delay, s/veh 34.4 21.5 53.7 44.4
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.6 58.6 14.3 36.4 9.7 59.5 15.6 35.2 Change Period (Y+Rc), s * 4.2 4.9 * 4.2 4.9 * 4.2 4.9 * 4.2 4.9 Max Green Setting (Gmax), s * 15 31.1 * 19 37.1 * 15 31.1 * 19 37.1 Max Q Clear Time (g_c+I1), s 6.5 20.2 10.2 23.0 5.7 14.2 11.4 26.3 Green Ext Time (p_c), s 0.1 2.3 0.1 4.8 0.1 2.6 0.1 4.0 Intersection Summary
HCM 6th Ctrl Delay 40.0
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ~ tf+ ~ tf+ ~ tt .,,
Wohl Bayfront SP Existing Plus 85% Proj
7: Bay Blvd & F St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh17.5
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 187 28 32 110 5 81 6 59 87 301 294 10 Future Vol, veh/h 187 28 32 110 5 81 6 59 87 301 294 10 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 205 31 35 121 5 89 7 65 96 331 323 11
Number of Lanes 1 1 0 0 2 0 1 1 0 1 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 2 2 2
HCM Control Delay 15.6 12.7 12.9 20.9
HCM LOS C B B C
Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 98% 0% 100% 0%
Vol Thru, % 0% 40% 0% 47% 2% 3% 0% 97%
Vol Right, % 0% 60% 0% 53% 0% 97% 0% 3%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 6 146 187 60 113 84 301 304
LT Vol 6 0 187 0 110 0 301 0
Through Vol 0 59 0 28 3 3 0 294
RT Vol 0 87 0 32 0 81 0 10
Lane Flow Rate 7 160 205 66 124 92 331 334
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 0.015 0.314 0.452 0.129 0.277 0.175 0.657 0.614 Departure Headway (Hd) 7.987 7.045 7.923 7.029 8.071 6.872 7.154 6.622 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 448 510 456 510 445 522 509 548
Service Time 5.73 4.788 5.663 4.768 5.812 4.613 4.854 4.322 HCM Lane V/C Ratio 0.016 0.314 0.45 0.129 0.279 0.176 0.65 0.609 HCM Control Delay 10.9 13 17.1 10.8 13.9 11.1 22.5 19.3 HCM Lane LOS B B C B B B C C
HCM 95th-tile Q 0 1.3 2.3 0.4 1.1 0.6 4.7 4.1
+ff+ ., f+ ., f+
Wohl Bayfront SP Existing Plus 85% Proj
8: F St & Woodlawn Ave Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh10.8
Intersection LOS B
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 31 397 172 114 102 19
Future Vol, veh/h 31 397 172 114 102 19
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 36 467 202 134 120 22
Number of Lanes 0 2 2 0 1 0
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 2 2 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 1 0 2
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 1 2
HCM Control Delay 11.6 9.7 10.5
HCM LOS B A B
Lane EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 19% 0% 0% 0% 84%
Vol Thru, % 81% 100% 100% 33% 0%
Vol Right, % 0% 0% 0% 67% 16%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 163 265 115 171 121
LT Vol 31 0 0 0 102
Through Vol 132 265 115 57 0
RT Vol 0 0 0 114 19
Lane Flow Rate 192 311 135 202 142
Geometry Grp 7 7 7 7 2
Degree of Util (X) 0.286 0.456 0.205 0.279 0.227
Departure Headway (Hd) 5.365 5.269 5.461 4.991 5.747
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 665 679 652 714 619
Service Time 3.135 3.04 3.239 2.769 3.832
HCM Lane V/C Ratio 0.289 0.458 0.207 0.283 0.229
HCM Control Delay 10.3 12.4 9.7 9.7 10.5
HCM Lane LOS B B A A B
HCM 95th-tile Q 1.2 2.4 0.8 1.1 0.9
Wohl Bayfront SP Existing Plus 85% Proj
9: Broadway & F St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 62 188 197 83 167 34 94 463 86 40 567 55 Future Volume (veh/h) 62 188 197 83 167 34 94 463 86 40 567 55 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 68 207 216 91 184 37 103 509 95 44 623 60 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 87 852 760 114 1463 288 127 799 148 56 745 72 Arrive On Green 0.05 0.49 0.49 0.07 0.51 0.51 0.07 0.27 0.27 0.03 0.23 0.23 Sat Flow, veh/h 1734 1730 1543 1734 2881 568 1734 2913 541 1734 3189 307 Grp Volume(v), veh/h 68 207 216 91 109 112 103 301 303 44 338 345 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1719 1734 1730 1724 1734 1730 1766 Q Serve(g_s), s 5.0 9.0 10.7 6.7 4.3 4.5 7.6 19.9 20.1 3.3 24.1 24.2 Cycle Q Clear(g_c), s 5.0 9.0 10.7 6.7 4.3 4.5 7.6 19.9 20.1 3.3 24.1 24.2 Prop In Lane 1.00 1.00 1.00 0.33 1.00 0.31 1.00 0.17
Lane Grp Cap(c), veh/h 87 852 760 114 878 873 127 475 473 56 404 413 V/C Ratio(X) 0.78 0.24 0.28 0.80 0.12 0.13 0.81 0.64 0.64 0.78 0.83 0.84 Avail Cap(c_a), veh/h 237 852 760 237 878 873 237 631 629 211 604 617 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.81 0.81 0.81 0.72 0.72 0.72 Uniform Delay (d), s/veh 61.0 19.0 19.5 59.9 16.8 16.9 59.4 41.5 41.5 62.4 47.4 47.4 Incr Delay (d2), s/veh 14.1 0.7 0.9 12.1 0.3 0.3 9.7 1.1 1.2 15.2 4.7 4.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 3.8 4.1 3.3 1.8 1.9 3.7 8.7 8.7 1.7 10.9 11.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.1 19.7 20.4 72.1 17.1 17.2 69.0 42.6 42.7 77.6 52.1 52.2 LnGrp LOS E B C E B B E D D E D D
Approach Vol, veh/h 491 312 707 727
Approach Delay, s/veh 27.7 33.1 46.5 53.7
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.7 68.6 13.7 35.0 10.7 70.6 8.4 40.3 Change Period (Y+Rc), s * 4.2 4.6 * 4.2 4.6 * 4.2 4.6 * 4.2 4.6 Max Green Setting (Gmax), s * 18 31.4 * 18 45.4 * 18 31.4 * 16 47.4 Max Q Clear Time (g_c+I1), s 8.7 12.7 9.6 26.2 7.0 6.5 5.3 22.1 Green Ext Time (p_c), s 0.1 2.5 0.1 4.2 0.1 1.2 0.0 3.9 Intersection Summary
HCM 6th Ctrl Delay 42.8
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ~ tf+ ~ tf+ ~ tf+
Wohl Bayfront SP Existing Plus 85% Proj
11: Bay Blvd & G St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 5.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 139 57 83 62 437 30
Future Vol, veh/h 139 57 83 62 437 30
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 154 63 92 69 486 33
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 756 503 519 0 - 0
Stage 1 503 - - - - -
Stage 2 253 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 376 569 1047 - - -
Stage 1 607 - - - - -
Stage 2 789 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 342 569 1047 - - -
Mov Cap-2 Maneuver 342 - - - - -
Stage 1 552 - - - - -
Stage 2 789 - - - - -
Approach EB NB SB
HCM Control Delay, s 20.5 5 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1047 - 342 569 - -
HCM Lane V/C Ratio 0.088 - 0.452 0.111 - -
HCM Control Delay (s) 8.8 0 23.9 12.1 - -
HCM Lane LOS A A C B - -
HCM 95th %tile Q(veh) 0.3 - 2.3 0.4 - -
Wohl Bayfront SP Existing Plus 85% Proj
12: Bay Blvd & H St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 570 122 18 243 20 58 28 32 170 238 60 Future Volume (veh/h) 0 570 122 18 243 20 58 28 32 170 238 60 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 626 134 20 267 22 64 31 35 187 262 66 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 493 105 84 1171 101 180 200 226 391 360 91 Arrive On Green 0.00 0.17 0.17 0.25 0.25 0.25 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 0 2927 606 223 3094 267 1052 781 882 1335 1404 354 Grp Volume(v), veh/h 0 381 379 163 0 146 64 0 66 187 0 328 Grp Sat Flow(s),veh/h/ln 0 1730 1712 1810 0 1773 1052 0 1662 1335 0 1757 Q Serve(g_s), s 0.0 13.9 13.9 5.7 0.0 5.2 4.7 0.0 2.5 10.1 0.0 13.6 Cycle Q Clear(g_c), s 0.0 13.9 13.9 5.7 0.0 5.2 18.4 0.0 2.5 12.5 0.0 13.6 Prop In Lane 0.00 0.35 0.12 0.15 1.00 0.53 1.00 0.20
Lane Grp Cap(c), veh/h 0 301 297 685 0 671 180 0 426 391 0 451 V/C Ratio(X) 0.00 1.27 1.27 0.24 0.00 0.22 0.36 0.00 0.15 0.48 0.00 0.73 Avail Cap(c_a), veh/h 0 301 297 685 0 671 238 0 517 465 0 547 HCM Platoon Ratio 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.98 0.00 0.98 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 33.0 33.1 20.7 0.0 20.5 35.6 0.0 23.0 27.9 0.0 27.2 Incr Delay (d2), s/veh 0.0 144.7 146.3 0.8 0.0 0.7 0.4 0.0 0.1 0.3 0.0 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 17.7 17.7 2.5 0.0 2.3 1.2 0.0 0.9 3.2 0.0 5.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 177.7 179.4 21.5 0.0 21.2 36.0 0.0 23.1 28.2 0.0 29.9 LnGrp LOS A F F C A C D A C C A C
Approach Vol, veh/h 760 309 130 515
Approach Delay, s/veh 178.5 21.4 29.5 29.3
Approach LOS F C C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 35.4 25.6 19.0 25.6
Change Period (Y+Rc), s 5.1 5.1 5.1 5.1
Max Green Setting (Gmax), s 25.9 24.9 13.9 24.9
Max Q Clear Time (g_c+I1), s 7.7 15.6 15.9 20.4
Green Ext Time (p_c), s 1.1 1.2 0.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 94.1
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green. +ft "i "i
Wohl Bayfront SP Existing Plus 85% Proj
13: I-5 SB Ramps & H St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 537 240 367 132 0 0 0 0 376 1 151 Future Volume (veh/h) 0 537 240 367 132 0 0 0 0 376 1 151 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 0 1821 1821 1821 Adj Flow Rate, veh/h 0 610 273 417 150 0 481 0 115
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 1776 777 379 2407 0 614 0 273
Arrive On Green 0.00 0.52 0.52 0.11 0.70 0.00 0.18 0.00 0.18 Sat Flow, veh/h 0 3551 1482 3365 3551 0 3469 0 1543
Grp Volume(v), veh/h 0 597 286 417 150 0 481 0 115
Grp Sat Flow(s),veh/h/ln 0 1657 1554 1682 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 8.4 8.6 9.0 1.1 0.0 10.6 0.0 5.3
Cycle Q Clear(g_c), s 0.0 8.4 8.6 9.0 1.1 0.0 10.6 0.0 5.3 Prop In Lane 0.00 0.95 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1738 815 379 2407 0 614 0 273
V/C Ratio(X) 0.00 0.34 0.35 1.10 0.06 0.00 0.78 0.00 0.42 Avail Cap(c_a), veh/h 0 1738 815 379 2407 0 928 0 413
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.09 0.09 0.72 0.72 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 11.0 11.1 35.5 3.9 0.0 31.5 0.0 29.3 Incr Delay (d2), s/veh 0.0 0.0 0.1 70.0 0.0 0.0 2.5 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.8 2.7 7.3 0.3 0.0 4.5 0.0 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 11.1 11.2 105.5 3.9 0.0 34.0 0.0 30.3 LnGrp LOS A B B F A A C A C
Approach Vol, veh/h 883 567 596
Approach Delay, s/veh 11.1 78.6 33.3
Approach LOS B E C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 60.7 19.3 13.7 47.0
Change Period (Y+Rc), s 5.1 5.1 * 4.7 5.1
Max Green Setting (Gmax), s 48.4 21.4 * 9 34.7
Max Q Clear Time (g_c+I1), s 3.1 12.6 11.0 10.6
Green Ext Time (p_c), s 0.7 1.6 0.0 4.3
Intersection Summary
HCM 6th Ctrl Delay 36.3
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Wohl Bayfront SP Existing Plus 85% Proj
14: I-5 NB Ramps & H St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 367 553 0 0 428 451 63 1 366 0 0 0 Future Volume (veh/h) 367 553 0 0 428 451 63 1 366 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 0 0 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 386 582 0 0 451 475 44 0 409
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 360 2068 0 0 675 602 319 0 568
Arrive On Green 0.11 0.60 0.00 0.00 0.39 0.39 0.18 0.00 0.18 Sat Flow, veh/h 3365 3551 0 0 1821 1543 1734 0 3087
Grp Volume(v), veh/h 386 582 0 0 451 475 44 0 409
Grp Sat Flow(s),veh/h/ln1682 1730 0 0 1730 1543 1734 0 1543 Q Serve(g_s), s 5.0 3.8 0.0 0.0 10.0 12.7 1.0 0.0 5.8
Cycle Q Clear(g_c), s 5.0 3.8 0.0 0.0 10.0 12.7 1.0 0.0 5.8 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 360 2068 0 0 675 602 319 0 568
V/C Ratio(X) 1.07 0.28 0.00 0.00 0.67 0.79 0.14 0.00 0.72 Avail Cap(c_a), veh/h 360 2724 0 0 1003 895 668 0 1189
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.9 4.5 0.0 0.0 11.8 12.6 16.0 0.0 17.9 Incr Delay (d2), s/veh 68.0 0.0 0.0 0.0 0.4 1.5 0.1 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 0.8 0.0 0.0 3.2 3.7 0.4 0.0 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 88.9 4.6 0.0 0.0 12.2 14.1 16.0 0.0 18.6 LnGrp LOS F A A A B B B A B
Approach Vol, veh/h 968 926 453
Approach Delay, s/veh 38.2 13.1 18.3
Approach LOS D B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s9.7 23.3 13.7 33.0
Change Period (Y+Rc), s * 4.7 5.1 5.1 5.1
Max Green Setting (Gmax), s * 5 27.1 18.0 36.8
Max Q Clear Time (g_c+I1), s 7.0 14.7 7.8 5.8
Green Ext Time (p_c), s 0.0 3.6 0.8 2.8
Intersection Summary
HCM 6th Ctrl Delay 24.5
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. llj 4+ .,, -------~
Wohl Bayfront SP Existing Plus 85% Proj
15: Woodlawn Ave & H St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 738 11 19 801 48 23 4 21 68 8 128 Future Volume (veh/h) 90 738 11 19 801 48 23 4 21 68 8 128 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 102 839 12 22 910 55 26 5 24 77 9 145 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 126 2373 34 30 2068 125 51 8 39 210 11 177
Arrive On Green 0.07 0.68 0.68 0.03 1.00 1.00 0.03 0.03 0.03 0.12 0.12 0.12 Sat Flow, veh/h 1734 3492 50 1734 3315 200 1734 273 1312 1734 91 1466 Grp Volume(v), veh/h 102 416 435 22 475 490 26 0 29 77 0 154 Grp Sat Flow(s),veh/h/ln1734 1730 1812 1734 1730 1785 1734 0 1585 1734 0 1557 Q Serve(g_s), s 7.0 12.2 12.2 1.5 0.0 0.0 1.8 0.0 2.2 4.9 0.0 11.6 Cycle Q Clear(g_c), s 7.0 12.2 12.2 1.5 0.0 0.0 1.8 0.0 2.2 4.9 0.0 11.6 Prop In Lane 1.00 0.03 1.00 0.11 1.00 0.83 1.00 0.94
Lane Grp Cap(c), veh/h 126 1176 1232 30 1080 1114 51 0 47 210 0 188 V/C Ratio(X) 0.81 0.35 0.35 0.73 0.44 0.44 0.51 0.00 0.62 0.37 0.00 0.82 Avail Cap(c_a), veh/h 214 1176 1232 214 1080 1114 150 0 137 410 0 369 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.95 0.95 0.95 0.94 0.94 0.94 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.8 8.1 8.1 57.6 0.0 0.0 57.4 0.0 57.6 48.5 0.0 51.4 Incr Delay (d2), s/veh 10.8 0.8 0.8 27.2 1.2 1.2 7.5 0.0 12.5 1.1 0.0 8.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 4.5 4.7 0.9 0.4 0.4 0.9 0.0 1.0 2.2 0.0 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 65.6 8.9 8.9 84.8 1.2 1.2 64.9 0.0 70.0 49.6 0.0 59.8 LnGrp LOS E A A F A A E A E D A E
Approach Vol, veh/h 953 987 55 231
Approach Delay, s/veh 15.0 3.1 67.6 56.4
Approach LOS B A E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.3 86.4 19.1 12.9 79.8 8.2
Change Period (Y+Rc), s * 4.2 4.9 4.6 * 4.2 4.9 4.6
Max Green Setting (Gmax), s * 15 48.1 28.4 * 15 48.1 10.4 Max Q Clear Time (g_c+I1), s 3.5 14.2 13.6 9.0 2.0 4.2
Green Ext Time (p_c), s 0.0 6.3 0.9 0.1 7.8 0.1
Intersection Summary
HCM 6th Ctrl Delay 15.3
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ~ tf+ ~ l+ __ ~ f+
Wohl Bayfront SP Existing Plus 85% Proj
16: Oaklawn Ave & H St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 790 28 12 729 47 10 3 13 23 5 30 Future Volume (veh/h) 31 790 28 12 729 47 10 3 13 23 5 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 35 898 32 14 828 53 11 3 15 26 6 34 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 44 1023 36 813 2474 158 13 4 18 33 8 44
Arrive On Green 0.05 0.60 0.60 0.47 0.75 0.75 0.02 0.02 0.02 0.05 0.05 0.05 Sat Flow, veh/h 1734 3408 121 1734 3302 211 621 169 847 645 149 843 Grp Volume(v), veh/h 35 456 474 14 434 447 29 0 0 66 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1799 1734 1730 1783 1638 0 0 1637 0 0 Q Serve(g_s), s 2.4 26.7 26.7 0.5 10.1 10.1 2.1 0.0 0.0 4.8 0.0 0.0 Cycle Q Clear(g_c), s 2.4 26.7 26.7 0.5 10.1 10.1 2.1 0.0 0.0 4.8 0.0 0.0 Prop In Lane 1.00 0.07 1.00 0.12 0.38 0.52 0.39 0.52
Lane Grp Cap(c), veh/h 44 519 540 813 1296 1336 35 0 0 84 0 0 V/C Ratio(X) 0.80 0.88 0.88 0.02 0.33 0.33 0.83 0.00 0.00 0.78 0.00 0.00 Avail Cap(c_a), veh/h 214 693 721 813 1296 1336 142 0 0 387 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.93 0.93 0.93 0.87 0.87 0.87 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 56.7 22.1 22.1 17.1 5.0 5.0 58.5 0.0 0.0 56.2 0.0 0.0 Incr Delay (d2), s/veh 10.8 17.5 17.0 0.0 0.6 0.6 16.5 0.0 0.0 5.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 9.8 10.1 0.2 3.4 3.5 1.0 0.0 0.0 2.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.4 39.6 39.1 17.1 5.6 5.6 75.0 0.0 0.0 62.0 0.0 0.0 LnGrp LOS E D D B A A E A A E A A
Approach Vol, veh/h 965 895 29 66
Approach Delay, s/veh 40.4 5.8 75.0 62.0
Approach LOS D A E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 61.1 40.9 10.8 7.2 94.8 7.2
Change Period (Y+Rc), s 4.9 * 4.9 4.6 * 4.2 4.9 4.6
Max Green Setting (Gmax), s 14.8 * 48 28.4 * 15 48.1 10.4 Max Q Clear Time (g_c+I1), s 2.5 28.7 6.8 4.4 12.1 4.1
Green Ext Time (p_c), s 0.0 7.3 0.2 0.0 8.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 25.8
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Wohl Bayfront SP Existing Plus 85% Proj
17: Broadway & H St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 148 436 227 223 519 80 232 453 164 131 562 124 Future Volume (veh/h) 148 436 227 223 519 80 232 453 164 131 562 124 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 166 490 255 251 583 90 261 509 184 147 631 139 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 224 1583 706 307 1449 223 317 877 532 203 760 442 Arrive On Green 0.07 0.46 0.46 0.18 0.96 0.96 0.19 0.51 0.51 0.06 0.22 0.22 Sat Flow, veh/h 3365 3460 1543 3365 3005 463 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 166 490 255 251 335 338 261 509 184 147 631 139 Grp Sat Flow(s),veh/h/ln1682 1730 1543 1682 1730 1738 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 6.3 11.6 14.0 9.3 1.5 1.5 9.7 13.4 8.8 5.6 22.6 9.2 Cycle Q Clear(g_c), s 6.3 11.6 14.0 9.3 1.5 1.5 9.7 13.4 8.8 5.6 22.6 9.2 Prop In Lane 1.00 1.00 1.00 0.27 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 224 1583 706 307 834 838 317 877 532 203 760 442 V/C Ratio(X) 0.74 0.31 0.36 0.82 0.40 0.40 0.82 0.58 0.35 0.72 0.83 0.31 Avail Cap(c_a), veh/h 512 1583 706 512 834 838 512 1049 609 461 995 547 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.94 0.94 0.94 0.89 0.89 0.89 0.84 0.84 0.84 0.56 0.56 0.56 Uniform Delay (d), s/veh 59.6 22.3 22.9 52.1 1.2 1.2 51.7 27.2 20.4 60.0 48.4 36.4 Incr Delay (d2), s/veh 4.5 0.5 1.3 4.8 1.3 1.3 4.9 0.5 0.3 2.8 2.7 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 4.9 5.4 3.8 0.7 0.7 4.0 4.5 2.8 2.5 10.0 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.1 22.8 24.3 56.9 2.5 2.5 56.6 27.7 20.7 62.8 51.1 36.6 LnGrp LOS E C C E A A E C C E D D
Approach Vol, veh/h 911 924 954 917
Approach Delay, s/veh 30.7 17.3 34.3 50.8
Approach LOS C B C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 16.1 64.4 16.4 33.1 12.9 67.6 12.0 37.5 Change Period (Y+Rc), s * 4.2 4.9 * 4.2 4.6 * 4.2 4.9 * 4.2 4.6 Max Green Setting (Gmax), s * 20 35.1 * 20 37.4 * 20 35.1 * 18 39.4 Max Q Clear Time (g_c+I1), s 11.3 16.0 11.7 24.6 8.3 3.5 7.6 15.4 Green Ext Time (p_c), s 0.5 4.1 0.6 3.9 0.4 4.7 0.3 4.2 Intersection Summary
HCM 6th Ctrl Delay 33.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Wohl Bayfront SP Existing Plus 85% Proj
18: Fifth Ave & H St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 543 43 94 709 62 60 35 107 106 47 86 Future Volume (veh/h) 39 543 43 94 709 62 60 35 107 106 47 86 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 49 679 54 118 886 78 75 44 134 132 59 108 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 62 2032 907 140 2034 179 95 189 160 157 253 214 Arrive On Green 0.07 1.00 1.00 0.16 1.00 1.00 0.06 0.10 0.10 0.09 0.14 0.14 Sat Flow, veh/h 1734 3460 1543 1734 3217 283 1734 1821 1543 1734 1821 1543 Grp Volume(v), veh/h 49 679 54 118 476 488 75 44 134 132 59 108 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1770 1734 1821 1543 1734 1821 1543 Q Serve(g_s), s 3.6 0.0 0.0 8.6 0.0 0.0 5.6 2.9 11.1 9.7 3.7 8.4 Cycle Q Clear(g_c), s 3.6 0.0 0.0 8.6 0.0 0.0 5.6 2.9 11.1 9.7 3.7 8.4 Prop In Lane 1.00 1.00 1.00 0.16 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 62 2032 907 140 1094 1119 95 189 160 157 253 214 V/C Ratio(X) 0.78 0.33 0.06 0.84 0.44 0.44 0.79 0.23 0.84 0.84 0.23 0.50 Avail Cap(c_a), veh/h 251 2032 907 251 1094 1119 278 314 266 278 314 266 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.94 0.94 0.94 0.80 0.80 0.80 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.8 0.0 0.0 53.7 0.0 0.0 60.7 53.5 57.2 58.2 49.8 51.8 Incr Delay (d2), s/veh 7.4 0.4 0.1 4.1 1.0 1.0 13.1 0.6 11.2 4.6 0.5 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.1 0.0 3.6 0.3 0.3 2.8 1.4 4.8 4.5 1.8 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.2 0.4 0.1 57.8 1.0 1.0 73.8 54.1 68.4 62.8 50.3 53.6 LnGrp LOS E A A E A A E D E E D D
Approach Vol, veh/h 782 1082 253 299
Approach Delay, s/veh 4.6 7.2 67.5 57.0
Approach LOS A A E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.7 81.3 11.4 22.7 8.9 87.1 15.9 18.1 Change Period (Y+Rc), s * 4.2 4.9 * 4.2 4.6 * 4.2 4.9 * 4.2 4.6 Max Green Setting (Gmax), s * 19 50.1 * 21 22.4 * 19 50.1 * 21 22.4 Max Q Clear Time (g_c+I1), s 10.6 2.0 7.6 10.4 5.6 2.0 11.7 13.1 Green Ext Time (p_c), s 0.1 7.0 0.1 0.5 0.0 9.8 0.1 0.4 Intersection Summary
HCM 6th Ctrl Delay 18.8
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Wohl Bayfront SP Existing Plus 85% Proj
19: Fourth Ave & H St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 136 545 109 97 621 139 102 440 62 135 680 174 Future Volume (veh/h) 136 545 109 97 621 139 102 440 62 135 680 174 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 149 599 120 107 682 153 112 484 68 148 747 191 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 202 1393 278 159 1325 297 137 694 97 174 862 385 Arrive On Green 0.12 0.97 0.97 0.05 0.47 0.47 0.08 0.23 0.23 0.10 0.25 0.25 Sat Flow, veh/h 3365 2874 574 3365 2808 630 1734 3048 426 1734 3460 1543 Grp Volume(v), veh/h 149 360 359 107 420 415 112 274 278 148 747 191 Grp Sat Flow(s),veh/h/ln1682 1730 1718 1682 1730 1708 1734 1730 1744 1734 1730 1543 Q Serve(g_s), s 5.6 1.4 1.4 4.1 22.0 22.0 8.3 18.9 19.1 10.9 26.9 13.8 Cycle Q Clear(g_c), s 5.6 1.4 1.4 4.1 22.0 22.0 8.3 18.9 19.1 10.9 26.9 13.8 Prop In Lane 1.00 0.33 1.00 0.37 1.00 0.24 1.00 1.00
Lane Grp Cap(c), veh/h 202 839 833 159 816 806 137 394 397 174 862 385 V/C Ratio(X) 0.74 0.43 0.43 0.67 0.51 0.51 0.82 0.69 0.70 0.85 0.87 0.50 Avail Cap(c_a), veh/h 461 839 833 461 816 806 251 494 498 251 987 440 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.2 1.0 1.0 60.9 23.9 23.9 59.0 46.1 46.1 57.5 46.7 41.8 Incr Delay (d2), s/veh 4.7 1.5 1.5 4.9 2.3 2.3 11.4 3.1 3.2 17.0 7.4 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 0.7 0.7 1.8 9.4 9.3 4.0 8.4 8.6 5.6 12.3 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.9 2.5 2.5 65.8 26.2 26.3 70.4 49.1 49.3 74.5 54.2 42.8 LnGrp LOS E A A E C C E D D E D D
Approach Vol, veh/h 868 942 664 1086
Approach Delay, s/veh 12.5 30.8 52.8 54.9
Approach LOS B C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.3 67.9 14.4 37.3 12.0 66.3 17.2 34.5 Change Period (Y+Rc), s * 4.2 4.9 * 4.2 4.9 * 4.2 4.9 * 4.2 4.9 Max Green Setting (Gmax), s * 18 38.1 * 19 37.1 * 18 38.1 * 19 37.1 Max Q Clear Time (g_c+I1), s 6.1 3.4 10.3 28.9 7.6 24.0 12.9 21.1 Green Ext Time (p_c), s 0.2 4.9 0.1 3.5 0.3 4.5 0.2 2.9 Intersection Summary
HCM 6th Ctrl Delay 37.8
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ""i""i tf+ ""i""i tf+ ""i tt .,,
Wohl Bayfront SP Existing Plus 85% Proj
20: Marina Wy & Marina Pkwy Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
04/09/2024
Intersection
Int Delay, s/veh 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 145 16 72 57 13 35
Future Vol, veh/h 145 16 72 57 13 35
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 200 - 0 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 158 17 78 62 14 38
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 175 0 354 88
Stage 1 - - - - 167 -
Stage 2 - - - - 187 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 1399 - 618 953
Stage 1 - - - - 845 -
Stage 2 - - - - 826 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1399 - 583 953
Mov Cap-2 Maneuver - - - - 583 -
Stage 1 - - - - 845 -
Stage 2 - - - - 780 -
Approach EB WB NB
HCM Control Delay, s 0 4.3 9.6
HCM LOS A
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 583 953 - - 1399 -
HCM Lane V/C Ratio 0.024 0.04 - - 0.056 -
HCM Control Delay (s) 11.3 8.9 - - 7.7 -
HCM Lane LOS B A - - A -
HCM 95th %tile Q(veh) 0.1 0.1 - - 0.2 -
Wohl Bayfront SP Existing Plus 85% Proj
21: Bay Blvd & J St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 13.9
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 210 56 70 129 42 27 75 101 151 253 16 Future Vol, veh/h 11 210 56 70 129 42 27 75 101 151 253 16 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 11 212 57 71 130 42 27 76 102 153 256 16
Number of Lanes 1 2 0 1 2 0 1 1 0 1 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 3 3
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 2 3 3
HCM Control Delay 12.9 12 13.5 15.9
HCM LOS B B B C
Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 43% 0% 100% 56% 0% 100% 51% 0% 94%
Vol Right, % 0% 57% 0% 0% 44% 0% 0% 49% 0% 6%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 27 176 11 140 126 70 86 85 151 269
LT Vol 27 0 11 0 0 70 0 0 151 0
Through Vol 0 75 0 140 70 0 86 43 0 253
RT Vol 0 101 0 0 56 0 0 42 0 16
Lane Flow Rate 27 178 11 141 127 71 87 86 153 272
Geometry Grp 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.061 0.354 0.025 0.297 0.256 0.16 0.185 0.174 0.318 0.526 Departure Headway (Hd) 8.083 7.172 8.077 7.564 7.245 8.17 7.657 7.302 7.516 6.972 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 443 501 443 475 495 439 468 491 479 516
Service Time 5.833 4.922 5.825 5.313 4.994 5.922 5.408 5.053 5.259 4.714 HCM Lane V/C Ratio 0.061 0.355 0.025 0.297 0.257 0.162 0.186 0.175 0.319 0.527 HCM Control Delay 11.4 13.8 11 13.5 12.5 12.5 12.1 11.6 13.7 17.2 HCM Lane LOS B B B B B B B B B C
HCM 95th-tile Q 0.2 1.6 0.1 1.2 1 0.6 0.7 0.6 1.4 3
"i tf+
Wohl Bayfront SP Existing Plus 85% Proj
22: I-5 SB Ramps & J St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 354 130 274 164 0 0 0 0 487 2 63 Future Volume (veh/h) 0 354 130 274 164 0 0 0 0 487 2 63 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 0 1821 1821 1821 Adj Flow Rate, veh/h 0 385 141 298 178 0 529 2 68
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 876 306 170 1552 0 548 2 489
Arrive On Green 0.00 0.24 0.24 0.10 0.45 0.00 0.32 0.32 0.32 Sat Flow, veh/h 0 3801 1270 1734 3551 0 1728 7 1543
Grp Volume(v), veh/h 0 349 177 298 178 0 531 0 68
Grp Sat Flow(s),veh/h/ln 0 1657 1593 1734 1730 0 1735 0 1543 Q Serve(g_s), s 0.0 4.7 4.9 5.1 1.6 0.0 15.7 0.0 1.6
Cycle Q Clear(g_c), s 0.0 4.7 4.9 5.1 1.6 0.0 15.7 0.0 1.6 Prop In Lane 0.00 0.80 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 799 384 170 1552 0 550 0 489
V/C Ratio(X) 0.00 0.44 0.46 1.75 0.11 0.00 0.97 0.00 0.14 Avail Cap(c_a), veh/h 0 1943 933 170 2746 0 550 0 489
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 16.8 16.9 23.5 8.3 0.0 17.5 0.0 12.7 Incr Delay (d2), s/veh 0.0 0.6 1.5 362.0 0.1 0.0 29.7 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.6 1.8 19.0 0.5 0.0 9.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 17.4 18.3 385.5 8.4 0.0 47.2 0.0 12.8 LnGrp LOS A B B F A A D A B
Approach Vol, veh/h 526 476 599
Approach Delay, s/veh 17.7 244.5 43.3
Approach LOS B F D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 29.4 22.6 10.8 18.6
Change Period (Y+Rc), s 6.1 6.1 * 5.7 6.1
Max Green Setting (Gmax), s 41.3 16.5 * 5.1 30.5
Max Q Clear Time (g_c+I1), s 3.6 17.7 7.1 6.9
Green Ext Time (p_c), s 2.0 0.0 0.0 5.6
Intersection Summary
HCM 6th Ctrl Delay 94.7
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Wohl Bayfront SP Existing Plus 85% Proj
23: I-5 NB Ramps & J St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 705 0 0 368 360 66 2 245 0 0 0 Future Volume (veh/h) 130 705 0 0 368 360 66 2 245 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 0 0 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 143 775 0 0 404 396 73 2 269
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 164 1953 0 0 631 563 355 10 324
Arrive On Green 0.09 0.56 0.00 0.00 0.36 0.36 0.21 0.21 0.21 Sat Flow, veh/h 1734 3551 0 0 1821 1543 1690 46 1543
Grp Volume(v), veh/h 143 775 0 0 404 396 75 0 269
Grp Sat Flow(s),veh/h/ln1734 1730 0 0 1730 1543 1737 0 1543 Q Serve(g_s), s 4.4 6.8 0.0 0.0 10.5 11.9 1.9 0.0 9.0
Cycle Q Clear(g_c), s 4.4 6.8 0.0 0.0 10.5 11.9 1.9 0.0 9.0 Prop In Lane 1.00 0.00 0.00 1.00 0.97 1.00
Lane Grp Cap(c), veh/h 164 1953 0 0 631 563 365 0 324
V/C Ratio(X) 0.87 0.40 0.00 0.00 0.64 0.70 0.21 0.00 0.83 Avail Cap(c_a), veh/h 164 2322 0 0 816 728 530 0 471
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 24.2 6.6 0.0 0.0 14.2 14.7 17.6 0.0 20.4 Incr Delay (d2), s/veh 36.0 0.2 0.0 0.0 1.9 3.2 0.1 0.0 5.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 1.9 0.0 0.0 3.8 4.0 0.7 0.0 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.1 6.8 0.0 0.0 16.1 17.8 17.7 0.0 25.8 LnGrp LOS E A A A B B B A C
Approach Vol, veh/h 918 800 344
Approach Delay, s/veh 15.1 17.0 24.0
Approach LOS B B C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 10.8 25.8 17.5 36.6
Change Period (Y+Rc), s * 5.7 6.1 6.1 6.1
Max Green Setting (Gmax), s * 5.1 25.5 16.5 36.3
Max Q Clear Time (g_c+I1), s 6.4 13.9 11.0 8.8
Green Ext Time (p_c), s 0.0 5.9 0.4 9.5
Intersection Summary
HCM 6th Ctrl Delay 17.3
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++ --
Wohl Bayfront SP Existing Plus 85% Proj
24: Oaklawn Ave & J St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh16.3
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 29 710 34 20 548 15 46 6 14 9 10 43
Future Vol, veh/h 29 710 34 20 548 15 46 6 14 9 10 43
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 30 740 35 21 571 16 48 6 15 9 10 45
Number of Lanes 0 2 0 0 2 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 18.3 14.8 11 10.4
HCM LOS C B B B
Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 70% 8% 0% 7% 0% 15%
Vol Thru, % 9% 92% 91% 93% 95% 16%
Vol Right, % 21% 0% 9% 0% 5% 69%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 66 384 389 294 289 62
LT Vol 46 29 0 20 0 9
Through Vol 6 355 355 274 274 10
RT Vol 14 0 34 0 15 43
Lane Flow Rate 69 400 405 306 301 65
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.131 0.644 0.642 0.513 0.498 0.116
Departure Headway (Hd) 6.865 5.8 5.7 6.027 5.956 6.488
Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 522 624 632 597 605 552
Service Time 4.912 3.537 3.437 3.769 3.698 4.536
HCM Lane V/C Ratio 0.132 0.641 0.641 0.513 0.498 0.118
HCM Control Delay 11 18.5 18.1 15 14.5 10.4
HCM Lane LOS B C C B B B
HCM 95th-tile Q 0.4 4.6 4.6 2.9 2.8 0.4
+ff+
Wohl Bayfront SP Existing Plus 85% Proj
25: Broadway & J St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 125 429 184 71 344 46 115 588 75 51 709 154 Future Volume (veh/h) 125 429 184 71 344 46 115 588 75 51 709 154 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 140 482 207 80 387 52 129 661 84 57 797 173 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 165 539 230 101 587 78 154 1007 128 432 1693 755 Arrive On Green 0.10 0.23 0.23 0.06 0.19 0.19 0.09 0.33 0.33 0.17 0.33 0.33 Sat Flow, veh/h 1734 2362 1008 1734 3068 409 1734 3089 392 1734 3460 1543 Grp Volume(v), veh/h 140 352 337 80 217 222 129 370 375 57 797 173 Grp Sat Flow(s),veh/h/ln1734 1730 1640 1734 1730 1747 1734 1730 1751 1734 1730 1543 Q Serve(g_s), s 10.3 25.6 25.9 5.9 15.1 15.3 9.5 23.8 23.9 3.6 23.8 10.6 Cycle Q Clear(g_c), s 10.3 25.6 25.9 5.9 15.1 15.3 9.5 23.8 23.9 3.6 23.8 10.6 Prop In Lane 1.00 0.61 1.00 0.23 1.00 0.22 1.00 1.00
Lane Grp Cap(c), veh/h 165 395 374 101 331 334 154 564 571 432 1693 755 V/C Ratio(X) 0.85 0.89 0.90 0.80 0.66 0.66 0.84 0.66 0.66 0.13 0.47 0.23 Avail Cap(c_a), veh/h 278 431 409 278 431 436 558 564 571 432 1693 755 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.70 0.70 0.70 Uniform Delay (d), s/veh 57.9 48.6 48.7 60.5 48.6 48.7 58.3 37.5 37.6 42.2 30.3 25.9 Incr Delay (d2), s/veh 5.1 19.2 21.2 5.3 2.3 2.4 4.5 5.9 5.8 0.0 0.7 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 13.2 12.8 2.8 6.7 6.9 4.4 11.0 11.2 1.6 10.7 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.0 67.8 69.9 65.7 50.9 51.1 62.8 43.4 43.4 42.2 31.0 26.4 LnGrp LOS E E E E D D E D D D C C
Approach Vol, veh/h 829 519 874 1027
Approach Delay, s/veh 67.8 53.3 46.2 30.8
Approach LOS E D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.7 34.3 15.8 68.2 16.6 29.5 37.0 47.0 Change Period (Y+Rc), s * 4.2 4.6 * 4.2 4.6 * 4.2 4.6 4.6 * 4.6 Max Green Setting (Gmax), s * 21 32.4 * 42 17.4 * 21 32.4 16.8 * 42 Max Q Clear Time (g_c+I1), s 7.9 27.9 11.5 25.8 12.3 17.3 5.6 25.9 Green Ext Time (p_c), s 0.1 1.8 0.2 0.0 0.1 2.3 0.0 5.1 Intersection Summary
HCM 6th Ctrl Delay 48.0
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ~ tf+ ~ tf+ ~ tt .,,
Wohl Bayfront SP Existing Plus 85% Proj
26: Bay Blvd & L St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 151.8
Intersection LOS F
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 357 82 61 783 169 175
Future Vol, veh/h 357 82 61 783 169 175
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 380 87 65 833 180 186
Number of Lanes 1 2 1 1 1 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 3
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 3 0
HCM Control Delay 35.1 266.9 18.3
HCM LOS E F C
Lane NBLn1 NBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 100% 0% 0% 0% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 61 783 357 41 41 169 175
LT Vol 0 0 357 0 0 169 0
Through Vol 61 0 0 0 0 0 175
RT Vol 0 783 0 41 41 0 0
Lane Flow Rate 65 833 380 44 44 180 186
Geometry Grp 8 8 7 7 7 8 8
Degree of Util (X) 0.136 1.577 0.823 0.08 0.059 0.421 0.41 Departure Headway (Hd) 7.53 6.814 8.699 7.461 5.672 9.479 8.958 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 476 533 418 483 636 383 404
Service Time 5.277 4.561 6.399 5.161 3.372 7.179 6.658
HCM Lane V/C Ratio 0.137 1.563 0.909 0.091 0.069 0.47 0.46 HCM Control Delay 11.5 286.8 40.9 10.8 8.7 18.9 17.7
HCM Lane LOS B F E B A C C
HCM 95th-tile Q 0.5 44.8 7.6 0.3 0.2 2 2
Wohl Bayfront SP Existing Plus 85% Proj
27: Industrial Blvd & L St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 4 603 344 255 362 8 73 5 232 3 7 6 Future Volume (veh/h) 4 603 344 255 362 8 73 5 232 3 7 6 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 6 849 485 359 510 11 103 7 327 4 10 8 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 14 1157 516 274 1677 36 469 28 397 115 227 151 Arrive On Green 0.01 0.33 0.33 0.16 0.48 0.48 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 1734 3460 1543 1734 3463 75 1321 108 1543 141 884 586 Grp Volume(v), veh/h 6 849 485 359 255 266 110 0 327 22 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1808 1429 0 1543 1611 0 0 Q Serve(g_s), s 0.2 11.7 16.4 8.5 4.8 4.8 2.7 0.0 10.8 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.2 11.7 16.4 8.5 4.8 4.8 3.2 0.0 10.8 0.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.04 0.94 1.00 0.18 0.36
Lane Grp Cap(c), veh/h 14 1157 516 274 838 875 497 0 397 493 0 0 V/C Ratio(X) 0.43 0.73 0.94 1.31 0.30 0.30 0.22 0.00 0.82 0.04 0.00 0.00 Avail Cap(c_a), veh/h 193 1157 516 274 838 875 659 0 573 667 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 26.6 15.8 17.4 22.7 8.4 8.4 16.0 0.0 18.9 15.1 0.0 0.0 Incr Delay (d2), s/veh 20.0 2.5 25.5 163.7 0.2 0.2 0.2 0.0 6.4 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 4.4 8.7 15.6 1.5 1.6 1.0 0.0 4.1 0.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.6 18.3 42.9 186.4 8.6 8.6 16.2 0.0 25.3 15.1 0.0 0.0 LnGrp LOS D B D F A A B A C B A A
Approach Vol, veh/h 1340 880 437 22
Approach Delay, s/veh 27.3 81.1 23.0 15.1
Approach LOS C F C B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 18.3 13.0 22.5 18.3 4.9 30.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.0 8.5 18.0 20.0 6.0 20.5 Max Q Clear Time (g_c+I1), s 12.8 10.5 18.4 2.5 2.2 6.8 Green Ext Time (p_c), s 1.1 0.0 0.0 0.0 0.0 2.6
Intersection Summary
HCM 6th Ctrl Delay 44.2
HCM 6th LOS D
4 .,,
Wohl Bayfront SP Existing Plus 85% Proj
28: W Proj Dwy & G St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 4.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 21 11 13 85 43 55
Future Vol, veh/h 21 11 13 85 43 55
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 23 12 14 92 47 60
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 35 0 149 29
Stage 1 - - - - 29 -
Stage 2 - - - - 120 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1576 - 843 1046
Stage 1 - - - - 994 -
Stage 2 - - - - 905 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1576 - 835 1046
Mov Cap-2 Maneuver - - - - 835 -
Stage 1 - - - - 994 -
Stage 2 - - - - 897 -
Approach EB WB NB
HCM Control Delay, s 0 1 9.3
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 942 - - 1576 -
HCM Lane V/C Ratio 0.113 - - 0.009 -
HCM Control Delay (s) 9.3 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.4 - - 0 -
Wohl Bayfront SP Existing Plus 85% Proj
29: Mid Proj Dwy & G St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 3.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 117 11 13 69 43 56
Future Vol, veh/h 117 11 13 69 43 56
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 127 12 14 75 47 61
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 139 0 236 133
Stage 1 - - - - 133 -
Stage 2 - - - - 103 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1445 - 752 916
Stage 1 - - - - 893 -
Stage 2 - - - - 921 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1445 - 744 916
Mov Cap-2 Maneuver - - - - 744 -
Stage 1 - - - - 893 -
Stage 2 - - - - 912 -
Approach EB WB NB
HCM Control Delay, s 0 1.2 10
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 832 - - 1445 -
HCM Lane V/C Ratio 0.129 - - 0.01 -
HCM Control Delay (s) 10 - - 7.5 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.4 - - 0 -
Wohl Bayfront SP Existing Plus 85% Proj
30: E Proj Dwy & G St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 4.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 111 11 15 26 43 65
Future Vol, veh/h 111 11 15 26 43 65
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 121 12 16 28 47 71
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 133 0 187 127
Stage 1 - - - - 127 -
Stage 2 - - - - 60 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1452 - 802 923
Stage 1 - - - - 899 -
Stage 2 - - - - 963 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1452 - 793 923
Mov Cap-2 Maneuver - - - - 793 -
Stage 1 - - - - 899 -
Stage 2 - - - - 952 -
Approach EB WB NB
HCM Control Delay, s 0 2.7 9.8
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 866 - - 1452 -
HCM Lane V/C Ratio 0.136 - - 0.011 -
HCM Control Delay (s) 9.8 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.5 - - 0 -
Wohl Bayfront SP Existing Plus 85% Proj
31: H St & Proj Dwy Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 94.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 11 649 579 300 497 43
Future Vol, veh/h 11 649 579 300 497 43
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 100 - - - 0 0
Veh in Median Storage, # - 0 0 - 1 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 12 705 629 326 540 47
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 955 0 - 0 1169 478
Stage 1 - - - - 792 -
Stage 2 - - - - 377 -
Critical Hdwy 4.14 - - - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy 2.22 - - - 3.52 3.32
Pot Cap-1 Maneuver 715 - - - ~ 186 534
Stage 1 - - - - ~ 407 -
Stage 2 - - - - 663 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 715 - - - ~ 183 534
Mov Cap-2 Maneuver - - - - ~ 303 -
Stage 1 - - - - ~ 400 -
Stage 2 - - - - 663 -
Approach EB WB SB
HCM Control Delay, s 0.2 0 $ 364
HCM LOS F
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 715 - - - 303 534
HCM Lane V/C Ratio 0.017 - - - 1.783 0.088
HCM Control Delay (s) 10.1 - - -$ 394.4 12.4
HCM Lane LOS B - - - F B
HCM 95th %tile Q(veh) 0.1 - - - 35.4 0.3
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Wohl Bayfront SP Existing Plus 85% Proj
32: H St & Emp Proj Dwy Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 771 692 47 0 187
Future Vol, veh/h 0 771 692 47 0 187
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 838 752 51 0 203
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 402
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.32
Pot Cap-1 Maneuver 0 - - - 0 598
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 598
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB SB
HCM Control Delay, s 0 0 14.1
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 598
HCM Lane V/C Ratio - - - 0.34
HCM Control Delay (s) - - - 14.1
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 1.5
----- tt tf+
Wohl Bayfront SP Existing Plus 85% Proj
36: PA-A Proj Dwy & G St Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 162 0 43 40 0 169
Future Vol, veh/h 162 0 43 40 0 169
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 176 0 47 43 0 184
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 176 0 313 176
Stage 1 - - - - 176 -
Stage 2 - - - - 137 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1400 - 680 867
Stage 1 - - - - 855 -
Stage 2 - - - - 890 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1400 - 657 867
Mov Cap-2 Maneuver - - - - 657 -
Stage 1 - - - - 855 -
Stage 2 - - - - 860 -
Approach EB WB NB
HCM Control Delay, s 0 4 10.3
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 867 - - 1400 -
HCM Lane V/C Ratio 0.212 - - 0.033 -
HCM Control Delay (s) 10.3 - - 7.7 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.8 - - 0.1 -
Wohl Bayfront SP Existing Plus 85% Proj
37: H St & PA-A Proj Dwy Timing Plan: PM PEAK
EXWPPM_85.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 2.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 1146 439 76 0 300
Future Vol, veh/h 0 1146 439 76 0 300
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 1246 477 83 0 326
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 280
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.32
Pot Cap-1 Maneuver 0 - - - 0 717
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 717
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB SB
HCM Control Delay, s 0 0 14.1
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 717
HCM Lane V/C Ratio - - - 0.455
HCM Control Delay (s) - - - 14.1
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 2.4
----- tt tf+
Rohr/Wohl Specific Plan
Local Mobility Analysis
Appendix G
Trip Assignment Figures (No PCE Adjustments)
xx / yy = AM / PM Peak-Hour Turning Movement Volumes
The naming convention for intersections is North / South & East / W est I-5 SB Ramps / Bay Blvd & E St I-5 NB Ramps & E St Woodlawn Ave & E St Broadway & E St
VVVVWWWWSTU X STU X STU X S TU X
da Z Y da Z Y da Z Y da ZYccccbbb b
5th Ave & E St 4th Ave & E St Bay Blvd & F St Woodlawn Ave & F St
VVVVWWW WS TU X S TU X S T U X STU X
da ZY da ZY d a ZY da Z Yccc cbbbb
Broadw ay & F St Marina Pkw y & G St Bay Blvd & G St Bay Blvd & H St
V V V VW WWWSTU X ST U X S TU X S TU X
da Z Y da Z Y da ZY d aZ Yc cccbbbb
Rohr/Wohl Specific Plan
Figure 4-2
Project Trip Assignment (No PCE Adjustments)
70 / 176
44 / 12
9 / 3
0 / 00 / 0 0 / 0 11 / 43 19 / 47
0 / 0
0 / 0
0 / 0
43 / 11
0 / 0
0 / 0
0 / 0 0 / 0 23 / 94 0 / 0
8 / 20
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
91 0 1 11 2
7 / 17 0 / 0 9 / 3
19 / 5 0 / 0 0 / 0 162 / 44
94 / 24
0 / 0
0 / 0
0 / 0
4 / 10
4 / 10
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
16 / 4
0 / 0
8 / 20
0 / 0
0 / 0
0 / 01 / 3 1 / 3 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
9 / 24
8 / 20
1 / 3 1 / 3 0 / 0 0 / 0
11 / 27
3 / 1
0 / 0
0 / 0
8 / 20
3 / 1
0 / 0 0 / 0 19 / 5 0 / 0
5678
0 / 0 0 / 0 0 / 0
25 / 7 19 / 5 0 / 0 19 / 5
0 / 0
22 / 6
0 / 0
0 / 0
0 / 0
0 / 0
3 / 1
0 / 0
0 / 0
3 / 1
0 / 0
0 / 0
0 / 0
14 / 34
3 / 1
0 / 0
0 / 00 / 0 0 / 0 0 / 0 1 / 3
0 / 0
0 / 0
16 / 41
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 1 / 3
7 / 17
0 / 0
0 / 0
9 / 24
16 / 41
0 / 0
22 / 6 0 / 0 0 / 0 0 / 0
1234
0 / 0 0 / 0 0 / 0
16 / 4 37 / 10 37 / 10 31 / 8
0 / 0
0 / 0
0 / 0
3 / 1
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay
Blvd
M
arina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 28
29 30
31 32
xx / yy = AM / PM Peak-Hour Turning Movement Volumes
The naming convention for intersections is North / South & East / W est I-5 SB Ramps & H St I-5 NB Ramps & H St Woodlawn Ave & H St Oaklawn Ave & H St
VVVVWWWWS TU X STU X STU X STU X
da Z Y da ZY d aZY d aZYccccb bbb
Broadway & H St 5th Ave & H St 4th Ave & H St Marina Wy & Marina Pkwy
VVVVWWWWS TU X STU X STU X STU X
da ZY d aZY d aZY d aZYccccb bbb
Bay Blvd & J St I-5 SB Ramps & J St I-5 NB Ramps & J St Oaklawn Ave & J St
V VVVWWWWS TU XS T U XS T U XS T U X
d aZ Yd a Z Yd a ZY d aZYccccbbbb
Rohr/Wohl Specific Plan
Figure 4-2a
Project Trip Assignment (No PCE Adjustments)
11 / 27
0 / 0
0 / 0
0 / 07 / 17 3 / 7 0 / 0 0 / 0
0 / 0
0 / 0
11 / 27
6 / 2
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
7 / 17
16 / 4
37 / 10
0 / 0
11 / 27
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
21 22 23 24
0 / 0 0 / 0 0 / 0
16 / 4 31 / 8 25 / 7 25 / 7
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
16 / 41
7 / 17
0 / 0
0 / 0
0 / 0
16 / 4
0 / 0
0 / 0
0 / 0
0 / 011 / 27 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
4 / 10
0 / 0
0 / 0
0 / 0
4 / 10 0 / 0 0 / 0 0 / 0
4 / 10
25 / 7
0 / 0
0 / 0
4 / 10
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
17 18 19 20
0 / 0 0 / 0 31 / 8
9 / 3 9 / 3 9 / 3 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
14 / 34
9 / 3
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
19 / 47
0 / 0
0 / 0
0 / 020 / 51 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
19 / 47
0 / 0
0 / 0
0 / 0
0 / 0 35 / 88 0 / 0 0 / 0
54 / 135
0 / 0
0 / 0
0 / 0
19 / 47
47 / 13
0 / 0 0 / 0 0 / 0 0 / 0
13 14 15 16
0 / 0 0 / 0 0 / 0
90 / 24 44 / 12 44 / 12 44 / 12
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
81 / 22
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay
Blvd
M
arina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 28
29 30
31 32
xx / yy = AM / PM Peak-Hour Turning Movement Volumes
The naming convention for intersections is North / South & East / W est Broadw ay & J St Bay Blvd & L St Industrial Blvd & L St W Proj Dw y & G St
V V VVW W WWSTU X STU XS T U XS T U X
da Z Y da Z Yd a ZY d a Z Yc c ccbbbb
Mid Proj Dw y & G St E Proj Dw y & G St Proj Dw y & H St Emp Proj Dw y & H St
VVVVWWWWSTU X STU XS T U X S TU X
d a Z Y d a Z Yd aZY d aZYccccbbbb
Marina Pkw y & H St Marina Pkw y & Street C Street A & J St PA-A Proj Dw y & G St
VVVVWWWWS T U X STU X STU X STU X
da ZY da Z Y da Z Y da Z Yccccbbbb
Rohr/Wohl Specific Plan
Figure 4-2b
Project Trip Assignment (No PCE Adjustments)
34 / 137
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
14 / 34
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
16 / 4
16 / 4
0 / 0
0 / 0
7 / 17 0 / 0 0 / 0 0 / 0
33 34 35 36
0 / 0 0 / 0 0 / 0
0 / 0 0 / 0 31 / 8 137 / 34
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
7 / 17
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
40 / 159
0 / 0
0 / 0
0 / 036 / 9 36 / 9 0 / 0 0 / 0
0 / 0
13 / 51
40 / 159
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 36 / 9 0 / 0
58 / 96
9 / 36
0 / 0
11 / 43
22 / 87
9 / 36
43 / 11 51 / 13 0 / 0 0 / 0
29 30 31 32
0 / 0 318 / 80 159 / 40
96 / 58 87 / 22 40 / 159 318 / 80
9 / 36
0 / 0
79 / 318
40 / 159
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
72 / 18
9 / 36
0 / 0
11 / 430 / 0 0 / 0 7 / 17 36 / 9
12 / 3
0 / 0
11 / 27
16 / 4
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
11 / 27
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 43 / 11
25 26 27 28
40 / 11 0 / 0 0 / 0
25 / 7 0 / 0 25 / 7 18 / 72
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
5 / 14
18 / 44
0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay
Blvd
M
arina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 28
29 30
31 32
Does not exist
xx / yy = AM / PM Peak-Hour Turning Movement Volumes
The naming convention for intersections is North / South & East / W est I-5 SB Ramps / Bay Blvd & E St I-5 NB Ramps & E St Woodlawn Ave & E St Broadway & E St
VVVVW WWWSTU X STU X STU X S TU X
da Z Y da Z Y da Z Y d aZYc cccbbbb
5th Ave & E St 4th Ave & E St Bay Blvd & F St Woodlawn Ave & F St
VVVVWWWWSTU X STU X ST U X STU X
da Z Y da Z Y da ZY da Z Yccccbbbb
Broadw ay & F St Marina Pkw y & G St Bay Blvd & G St Bay Blvd & H St
VVVVW WWWS TU X STU X S TU X STU X
da ZY d aZY d aZY d a ZYc cccb bbb
Rohr/Wohl Specific Plan
Figure 7-3
Planning Level A Project Trip Assignment (No PCE Adjustments) 21 / 136
42 / 1
0 / 0
0 / 01 / 6 0 / 0 0 / 0 7 / 42
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
2 / 10 0 / 0 8 / 33 0 / 0
1 / 4
6 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
91 0 1 11 2
0 / 0 0 / 0 0 / 0
4 / 0 0 / 0 0 / 0 135 / 5
34 / 8
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
10 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
3 / 20
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 2
3 / 20
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 20 / 1 0 / 0
5678
0 / 0 0 / 0 0 / 0
0 / 0 0 / 0 0 / 0 20 / 1
0 / 0
2 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 2
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 2
0 / 0
0 / 0
0 / 0
0 / 2
0 / 2
0 / 0
2 / 0 0 / 0 0 / 0 0 / 0
1234
0 / 0 0 / 0 0 / 0
0 / 0 2 / 0 2 / 0 0 / 0
0 / 0
0 / 0
0 / 0
2 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
M
arina Pkwy
Marina Wy
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
Street B
28 29
30 31
32 36
37 xx / yy = AM / PM Peak-Hour Turning Movement Volumes The naming convention for intersections is North / South & East / W est I-5 SB Ramps & H St I-5 NB Ramps & H St Woodlawn Ave & H St Oaklawn Ave & H St
VVVVWWWWS TU X STU X STU X STU X
da Z Y da ZY d aZY d aZYccccb bbb
Broadway & H St 5th Ave & H St 4th Ave & H St Marina Wy & Marina Pkwy
VVVVWWWWS TU X STU X STU X STU X
da ZY d aZY d aZY d aZYccccb bbb
Bay Blvd & J St I-5 SB Ramps & J St I-5 NB Ramps & J St Oaklawn Ave & J St
V VVVW WWWSTU XS T U XS T U XS T U X
d a Z Yd a Z Yd a Z Yd a Z Yc cccbbbb
Rohr/Wohl Specific Plan
Figure 7-3a
Planning Level A Project Trip Assignment (No PCE Adjustments) 1 / 8
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
1 / 8
0 / 0
0 / 0
0 / 0
2 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
32 / 1
0 / 0
1 / 8
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
21 22 23 24
0 / 0 0 / 0 0 / 0
0 / 0 8 / 0 8 / 0 8 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 2
5 / 32
1 / 8
0 / 0
0 / 0
0 / 0
8 / 0
0 / 0
0 / 0
0 / 0
0 / 01 / 4 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
2 / 12 0 / 0 0 / 0 0 / 0
0 / 0
4 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
17 18 19 20
0 / 0 0 / 0 0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
12 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
2 / 16
0 / 0
0 / 0
0 / 05 / 32 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
2 / 16
0 / 0
0 / 0
0 / 0
0 / 0 14 / 88 0 / 0 0 / 0
16 / 104
0 / 0
0 / 0
0 / 0
2 / 16
32 / 1
0 / 0 0 / 0 0 / 0 0 / 0
13 14 15 16
0 / 0 0 / 0 0 / 0
48 / 2 16 / 1 16 / 1 16 / 1
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
88 / 3
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
M
arina Pkwy
Marina Wy
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
Street B
28 29
30 31
32 36
37 xx / yy = AM / PM Peak-Hour Turning Movement Volumes The naming convention for intersections is North / South & East / W est Broadw ay & J St Bay Blvd & L St Industrial Blvd & L St W Proj Dw y & G St
V V VVW W W WSTU X STU XS T U XS T U X
da Z Y da Z Yd a Z Yd a Z Yc c c cbbbb
Mid Proj Dw y & G St E Proj Dw y & G St Proj Dw y & H St Emp Proj Dw y & H St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Marina Pkw y & H St Marina Pkw y & Street C Street A & J St PA-A Proj Dw y & G St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Rohr/Wohl Specific Plan
Figure 7-3b
Planning Level A Project Trip Assignment (No PCE Adjustments) 0 / 0
0 / 0
0 / 0
38 / 152
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
2 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
28 / 178 0 / 0 0 / 2 153 / 39
33 34 35 36
0 / 0 0 / 0 0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
68 / 271
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
68 / 271
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
29 30 31 32
0 / 0 0 / 0 0 / 0
0 / 0 0 / 0 68 / 271 68 / 271
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
18 / 1
0 / 0
2 / 14
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
1 / 8
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
25 26 27 28
14 / 0 0 / 0 0 / 0
8 / 0 0 / 0 14 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
3 / 18
2 / 14
0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
M
arina Pkwy
Marina Wy
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
Street B
28 29
30 31
32 36
37 ~
- 1 i
,\ {'I-, ', i "' ~\1 t ~\t
i;_\~ b~ ~ ~ \ \'<I& ~
~~ ;:i,i~ tt\t 1~ ~
!)"! 'i ... 0 ,:.
~, . ... ~ .
~
\
. \ •
\\
xx / yy = AM / PM Peak-Hour Turning Movement Volumes
The naming convention for intersections is North / South & East / W est PA-A Proj Dwy & H St & & &
V VVVWWWWS TU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yc cccbbbb
& & & &
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
& & & &
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Rohr/Wohl Specific Plan
Figure 7-3c
Planning Level A Project Trip Assignment (No PCE Adjustments) /
/
/
/
/ / / /
/
/ /
/
/
/
/ / / /
/
/
/
/ /
/
/ / / /
0000
/ / /
/ / / /
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/ / / /
/
/ /
/
/
/
/ / / /
/
/
/
/ /
/
/ / / /
0000
/ / /
/ / / /
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
0 / 0 / / /
/
/ /
/
/
/
0 / 0 / / /
68 / 271
0 / 0
0 / 0
0 / 0
/
/
0 / 0 / / /
37 000
/ / /
0 / 0 / / /
/
/
/
/
/
/
68 / 271
0 / 0
0 / 0
/
/
/
271 / 69
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
M
arina Pkwy
Marina Wy
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
Street B
28 29
30 31
32 36
37 ~
- 1 i
,\ {'I-, ', i "' ~\1 t ~\t
i;_\~ b~ ~ ~ \ \'<I& ~
~~ ;:i,i~ tt\t 1~ ~
!)"! 'i ... 0 ,:.
~, . ... ~ .
~
\
. \ •
\\
xx / yy = AM / PM Peak-Hour Turning Movement Volumes
The naming convention for intersections is North / South & East / W est I-5 SB Ramps / Bay Blvd & E St I-5 NB Ramps & E St Woodlawn Ave & E St Broadway & E St
VVVVW WWWSTU X STU X STU X S TU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
5th Ave & E St 4th Ave & E St Bay Blvd & F St Woodlawn Ave & F St
VVVVWWWWSTU X STU X ST U X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Broadw ay & F St Marina Pkw y & G St Bay Blvd & G St Bay Blvd & H St
VVVVW WWWS TU X STU X S T UX S TU X
da ZY d aZY da ZY d a ZYc cccb b bb
Rohr/Wohl Specific Plan
Figure 7-4
Planning Level B-2 Project Trip Assignment (No PCE Adjustments) 20 / 26
-11 / 45
0 / 0
0 / 01 / 1 0 / 0 16 / 56 6 / 8
0 / 0
0 / 0
0 / 0
25 / 94
0 / 0
0 / 0
2 / 2 0 / 0 5 / 16 0 / 0
1 / 1
-2 / 6
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
91 0 1 11 2
0 / 0 0 / 0 0 / 0
-1 / 4 0 / 0 0 / 0 -34 / 146
0 / 0
7 / 27
0 / 0
-6 / 24
0 / 0
0 / 0
-3 / 11
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
3 / 4
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
3 / 4
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 -5 / 22 0 / 0
5678
0 / 0 0 / 0 0 / 0
0 / 0 0 / 0 0 / 0 -5 / 22
0 / 0
-1 / 2
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
-1 / 2 0 / 0 0 / 0 0 / 0
1234
0 / 0 0 / 0 0 / 0
0 / 0 -1 / 2 -1 / 2 0 / 0
0 / 0
0 / 0
0 / 0
-1 / 2
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
M
arina Pkwy
Marina Wy
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
Street B
28 29
30 31
32 36
37 xx / yy = AM / PM Peak-Hour Turning Movement Volumes The naming convention for intersections is North / South & East / W est I-5 SB Ramps & H St I-5 NB Ramps & H St Woodlawn Ave & H St Oaklawn Ave & H St
VVVVWWWWS TU X STU X STU X STU X
da Z Y da ZY d aZY d aZYccccb bbb
Broadway & H St 5th Ave & H St 4th Ave & H St Marina Wy & Marina Pkwy
VVVVWWWWS TU X STU X STU X STU X
da ZY d aZY d aZY d aZYccccb bbb
Bay Blvd & J St I-5 SB Ramps & J St I-5 NB Ramps & J St Oaklawn Ave & J St
V VVVW WWWS TU XS T U XS T U XS T U X
d a Z Yd a Z Yd a Z Yd a Z Yc cccbbbb
Rohr/Wohl Specific Plan
Figure 7-4a
Planning Level B-2 Project Trip Assignment (No PCE Adjustments) 1 / 2
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
1 / 2
0 / 0
0 / 0
0 / 0
-1 / 2 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
-8 / 34
0 / 0
1 / 2
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
21 22 23 24
0 / 0 0 / 0 0 / 0
0 / 0 -2 / 9 -2 / 9 -2 / 9
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
5 / 6
1 / 2
0 / 0
0 / 0
0 / 0
-2 / 9
0 / 0
0 / 0
0 / 0
0 / 01 / 1 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
2 / 2 0 / 0 0 / 0 0 / 0
0 / 0
-1 / 4
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
17 18 19 20
0 / 0 0 / 0 0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
-3 / 13
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
2 / 3
0 / 0
0 / 0
0 / 05 / 6 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
2 / 3
0 / 0
0 / 0
0 / 0
0 / 0 13 / 17 0 / 0 0 / 0
16 / 20
0 / 0
0 / 0
0 / 0
2 / 3
-8 / 34
0 / 0 0 / 0 0 / 0 0 / 0
13 14 15 16
0 / 0 0 / 0 0 / 0
-12 / 52 -4 / 17 -4 / 17 -4 / 17
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
-22 / 95
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
M
arina Pkwy
Marina Wy
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
Street B
28 29
30 31
32 36
37 xx / yy = AM / PM Peak-Hour Turning Movement Volumes The naming convention for intersections is North / South & East / W est Broadw ay & J St Bay Blvd & L St Industrial Blvd & L St W Proj Dw y & G St
V V VVW W W WSTU X STU XS T U XS T U X
da Z Y da Z Yd a Z Yd a Z Yc c c cbbbb
Mid Proj Dw y & G St E Proj Dw y & G St Proj Dw y & H St Emp Proj Dw y & H St
VVV VWWWWSTU X STU X ST U XS T U X
da Z Y da Z Y da Z Y da Z Yccc cbbbb
Marina Pkw y & H St Marina Pkw y & Street C Street A & J St PA-A Proj Dw y & G St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Rohr/Wohl Specific Plan
Figure 7-4b
Planning Level B-2 Project Trip Assignment (No PCE Adjustments) 0 / 0
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
-1 / 2
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
33 34 35 36
0 / 0 0 / 0 0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
42 / 144
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
2 / 6
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
1 / 4
0 / 0
0 / 0
2 / 6
3 / 10
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
29 30 31 32
0 / 0 64 / 242 0 / 0
0 / 0 0 / 0 0 / 0 64 / 242
0 / 0
0 / 0
42 / 144
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
1 / 40 / 0 0 / 0 0 / 0 0 / 0
-5 / 19
0 / 0
2 / 3
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
1 / 2
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
25 26 27 28
-4 / 15 0 / 0 0 / 0
-2 / 9 0 / 0 -4 / 15 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
3 / 3
2 / 3
0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
M
arina Pkwy
Marina Wy
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
Street B
28 29
30 31
32 36
37 ~
- 1 i
,\ {'I-, ', i "' ~\1 t ~\t
i;_\~ b~ ~ ~ \ \'<I& ~
~~ ;:i,i~ tt\t 1~ ~
!)"! 'i ... 0 ,:.
~, . ... ~ .
~
\
. \ •
\\
xx / yy = AM / PM Peak-Hour Turning Movement Volumes
The naming convention for intersections is North / South & East / W est PA-A Proj Dwy & H St & & &
VVVVW WWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yc cccbbbb
& & & &
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
& & & &
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Rohr/Wohl Specific Plan
Figure 7-4c
Planning Level B-2 Project Trip Assignment (No PCE Adjustments) /
/
/
/
/ / / /
/
/ /
/
/
/
/ / / /
/
/
/
/ /
/
/ / / /
0000
/ / /
/ / / /
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/ / / /
/
/ /
/
/
/
/ / / /
/
/
/
/ /
/
/ / / /
0000
/ / /
/ / / /
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
0 / 0 / / /
/
/ /
/
/
/
0 / 0 / / /
42 / 144
0 / 0
0 / 0
0 / 0
/
/
0 / 0 / / /
37 000
/ / /
64 / 242 / / /
/
/
/
/
/
/
0 / 0
0 / 0
0 / 0
/
/
/
0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
M
arina Pkwy
Marina Wy
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
Street B
28 29
30 31
32 36
37 ~
- 1 i
,\ {'I-, ', i "' ~\1 t ~\t
i;_\~ b~ ~ ~ \ \'<I& ~
~~ ;:i,i~ tt\t 1~ ~
!)"! 'i ... 0 ,:.
~, . ... ~ .
~
\
. \ •
\\
xx / yy = AM / PM Peak-Hour Turning Movement Volumes
The naming convention for intersections is North / South & East / W est I-5 SB Ramps / Bay Blvd & E St I-5 NB Ramps & E St Woodlawn Ave & E St Broadway & E St
VVVVWWWWSTU X STU X STU X S TU X
da Z Y da Z Y da Z Y da ZYccccbbb b
5th Ave & E St 4th Ave & E St Bay Blvd & F St Woodlawn Ave & F St
VVVVWWW WS TU X S TU X S T U X STU X
da ZY da ZY d a ZY da Z Yccc cbbbb
Broadw ay & F St Marina Pkw y & G St Bay Blvd & G St Bay Blvd & H St
V V V VW WWWS TU X STU X ST UX STU X
da ZY d aZY da ZY d aZ Yc cccb b bb
Rohr/Wohl Specific Plan
Figure 7-5
Total Project Trip Assignment (No PCE Adjustments)
111 / 338
75 / 58
9 / 3
0 / 02 / 7 0 / 0 27 / 99 32 / 97
0 / 0
0 / 0
0 / 0
68 / 105
0 / 0
0 / 0
4 / 12 0 / 0 36 / 143 0 / 0
10 / 25
4 / 6
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
91 0 1 11 2
7 / 17 0 / 0 9 / 3
22 / 9 0 / 0 0 / 0 263 / 195
128 / 32
7 / 27
0 / 0
-6 / 24
4 / 10
4 / 10
7 / 11
0 / 0
0 / 0
0 / 0
0 / 0
16 / 4
0 / 0
14 / 44
0 / 0
0 / 0
0 / 01 / 3 1 / 3 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
9 / 26
14 / 44
1 / 3 1 / 3 0 / 0 0 / 0
11 / 27
3 / 1
0 / 0
0 / 0
8 / 20
3 / 1
0 / 0 0 / 0 34 / 28 0 / 0
5678
0 / 0 0 / 0 0 / 0
25 / 7 19 / 5 0 / 0 34 / 28
0 / 0
23 / 8
0 / 0
0 / 0
0 / 0
0 / 0
3 / 1
0 / 0
0 / 0
3 / 1
0 / 0
0 / 0
0 / 0
14 / 34
3 / 1
0 / 0
0 / 00 / 0 0 / 0 0 / 0 1 / 3
0 / 0
0 / 0
16 / 43
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 1 / 5
7 / 17
0 / 0
0 / 0
9 / 26
16 / 43
0 / 0
23 / 8 0 / 0 0 / 0 0 / 0
1234
0 / 0 0 / 0 0 / 0
16 / 4 38 / 12 38 / 12 31 / 8
0 / 0
0 / 0
0 / 0
4 / 3
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
M
arina Pkwy
Marina Wy
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
Street B
28 29
30 31
32 xx / yy = AM / PM Peak-Hour Turning Movement Volumes The naming convention for intersections is North / South & East / W est I-5 SB Ramps & H St I-5 NB Ramps & H St Woodlawn Ave & H St Oaklawn Ave & H St
VVVVWWWWS TU X STU X STU X STU X
da Z Y da ZY d aZY d aZYccccb bbb
Broadway & H St 5th Ave & H St 4th Ave & H St Marina Wy & Marina Pkwy
VVVVWWWWS TU X STU X STU X STU X
da ZY d aZY d aZY d aZYccccb bbb
Bay Blvd & J St I-5 SB Ramps & J St I-5 NB Ramps & J St Oaklawn Ave & J St
V VVVWWWWSTU XS T U XS T U XS T U X
da Z Yd a Z Yd a ZY d aZYccccbbbb
Rohr/Wohl Specific Plan
Figure 7-5a
Total Project Trip Assignment (No PCE Adjustments)
13 / 37
0 / 0
0 / 0
0 / 07 / 17 3 / 7 0 / 0 0 / 0
0 / 0
0 / 0
13 / 37
6 / 2
0 / 0
0 / 0
1 / 2 0 / 0 0 / 0 0 / 0
7 / 17
16 / 4
61 / 45
0 / 0
13 / 37
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
21 22 23 24
0 / 0 0 / 0 0 / 0
16 / 4 37 / 17 31 / 16 31 / 16
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 2
26 / 79
9 / 27
0 / 0
0 / 0
0 / 0
22 / 13
0 / 0
0 / 0
0 / 0
0 / 013 / 32 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
4 / 10
0 / 0
0 / 0
0 / 0
8 / 24 0 / 0 0 / 0 0 / 0
4 / 10
28 / 11
0 / 0
0 / 0
4 / 10
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
17 18 19 20
0 / 0 0 / 0 31 / 8
9 / 3 9 / 3 9 / 3 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
14 / 34
18 / 16
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
23 / 66
0 / 0
0 / 0
0 / 030 / 89 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
23 / 66
0 / 0
0 / 0
0 / 0
0 / 0 62 / 193 0 / 0 0 / 0
86 / 259
0 / 0
0 / 0
0 / 0
23 / 66
71 / 48
0 / 0 0 / 0 0 / 0 0 / 0
13 14 15 16
0 / 0 0 / 0 0 / 0
126 / 78 56 / 30 56 / 30 56 / 30
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
147 / 120
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
M
arina Pkwy
Marina Wy
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
Street B
28 29
30 31
32 ~ /\
i:~ ,\\ t \i\ ~ •\' ,\f- ;\ ,\\
~.'1. ~,.-;. t.~t i ~ .,. i~ ~,~ ... ~ -z,
.~ -. .---:::. .
\~ ~-
\
xx / yy = AM / PM Peak-Hour Turning Movement Volumes
The naming convention for intersections is North / South & East / W est Broadw ay & J St Bay Blvd & L St Industrial Blvd & L St W Proj Dw y & G St
V V VVW W WWSTU X STU XS T U XS T U X
da Z Y da Z Yd a ZY d a Z Yc c ccbbbb
Mid Proj Dw y & G St E Proj Dw y & G St Proj Dw y & H St Emp Proj Dw y & H St
VVVVWWWWSTU X STU XS T U X S TU X
d a Z Y d a Z Yd aZY d aZYccccbbbb
Marina Pkw y & H St Marina Pkw y & Street C Street A & J St PA-A Proj Dw y & G St
VVVVWWWWS T U X STU X STU X STU X
da ZY da Z Y da Z Y da Z Yccccbbbb
Rohr/Wohl Specific Plan
Figure 7-5b
Total Project Trip Assignment (No PCE Adjustments)
34 / 137
0 / 0
0 / 0
38 / 152
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
14 / 34
0 / 0
0 / 0
1 / 2
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
16 / 4
16 / 4
0 / 0
0 / 0
35 / 195 0 / 0 0 / 2 153 / 39
33 34 35 36
0 / 0 0 / 0 0 / 0
0 / 0 0 / 0 31 / 8 137 / 34
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
7 / 17
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
150 / 574
0 / 0
0 / 0
0 / 036 / 9 36 / 9 0 / 0 0 / 0
0 / 0
15 / 57
108 / 430
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 36 / 9 0 / 0
59 / 100
9 / 36
0 / 0
13 / 49
25 / 97
9 / 36
43 / 11 51 / 13 0 / 0 0 / 0
29 30 31 32
0 / 0 382 / 322 159 / 40
96 / 58 87 / 22 108 / 430 450 / 593
9 / 36
0 / 0
121 / 462
40 / 159
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
72 / 18
9 / 36
0 / 0
12 / 470 / 0 0 / 0 7 / 17 36 / 9
25 / 23
0 / 0
15 / 44
16 / 4
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
13 / 37
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 43 / 11
25 26 27 28
50 / 26 0 / 0 0 / 0
31 / 16 0 / 0 35 / 22 18 / 72
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
11 / 35
22 / 61
0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
M
arina Pkwy
Marina Wy
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
Street B
28 29
30 31
32 ~ /\
i:~ ,\\ t \i\ ~ •\' ,\f- ;\ ,\\
~.'1. ~,.-;. t.~t i ~ .,. i~ ~,~ ... ~ -z,
.~ -. .---:::. .
\~ ~-
\
xx / yy = AM / PM Peak-Hour Turning Movement Volumes
The naming convention for intersections is North / South & East / W est PA-A Proj Dwy & H St & & &
V VVVW WWWS TU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yc cccbbbb
& & & &
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
& & & &
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Rohr/Wohl Specific Plan
Figure 7-5c
Total Project Trip Assignment (No PCE Adjustments)
/
/
/
/
/ / / /
/
/ /
/
/
/
/ / / /
/
/
/
/ /
/
/ / / /
0000
/ / /
/ / / /
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/ / / /
/
/ /
/
/
/
/ / / /
/
/
/
/ /
/
/ / / /
0000
/ / /
/ / / /
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
0 / 0 / / /
/
/ /
/
/
/
0 / 0 / / /
229 / 892
0 / 0
0 / 0
0 / 0
/
/
0 / 0 / / /
37 000
/ / /
541 / 361 / / /
/
/
/
/
/
/
68 / 271
0 / 0
0 / 0
/
/
/
271 / 69
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
M
arina Pkwy
Marina Wy
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
Street B
28 29
30 31
32 ~ /\
i:~ ,\\ t \i\ ~ •\' ,\f- ;\ ,\\
~.'1. ~,.-;. t.~t i ~ .,. i~ ~,~ ... ~ -z,
.~ -. .---:::. .
\~ ~-
\
Rohr/Wohl Specific Plan
Local Mobility Analysis
Appendix H
Population Data
Chula Vista Population Growth, 2011-2022
Source: California Department of Finance, Table E-5, Population and Housing Estimates for Cities, Counties, and the Statue https://dof.ca.gov/forecasting/demographics/estimates/
County City Date Total
San Diego Chula Vista 1/1/2011 246,947
San Diego Chula Vista 1/1/2012 251,029
San Diego Chula Vista 1/1/2013 256,417
San Diego Chula Vista 1/1/2014 260,177
San Diego Chula Vista 1/1/2015 262,484
San Diego Chula Vista 1/1/2016 264,046
San Diego Chula Vista 1/1/2017 266,427
San Diego Chula Vista 1/1/2018 268,588
San Diego Chula Vista 1/1/2019 271,362
San Diego Chula Vista 1/1/2020 273,384
San Diego Chula Vista 1/1/2021 276,922
San Diego Chula Vista 1/1/2022 276,785
Total Growth, 2011-2022 (12 Years) 29,838
Percentage Change, 2011-2022 12%
Average Annual Growth 1%
I
I
Rohr/Wohl Specific Plan
Local Mobility Analysis
Appendix I
Cumulative Projects
Cumulative Project
xx% / (yy%) = Enter % / (Exit %) Trip Distribution Percentage The naming convention for intersections is North / South & East / W est I-5 SB Ramps / Bay Blvd & E St I-5 NB Ramps & E St Woodlawn Ave & E St Broadway & E St
VVVVWWWWSTU X STU X STU X S TU X
da Z Y da Z Y da Z Y da ZYccccbbb b
5th Ave & E St 4th Ave & E St Bay Blvd & F St Woodlawn Ave & F St
VVVVWWWWSTU X STU X S TU X STU X
da Z Y da Z Y d aZ Y da Z Yccccbbbb
Broadw ay & F St Marina Pkw y & G St Bay Blvd & G St Bay Blvd & H St
V V VVW WWWSTU X S T U XS T UX S TU X
da Z Y d aZY d a Z Yd a Z Yc cccbbbb
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
2% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
1234
0% / (0%) 0% / (0%) 0% / (0%)
3% / (0%) 5% / (0%) 5% / (0%) 3% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
1% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (1%)
0% / (3%)
0% / (0%)
0% / (0%)
0% / (2%)
0% / (5%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (1%)
0% / (0%)
0% / (0%)
0% / (5%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (3%)
1% / (0%)
0% / (0%) 0% / (0%) 3% / (0%) 0% / (0%)
5678
0% / (0%) 0% / (0%) 0% / (0%)
3% / (0%) 3% / (0%) 3% / (0%) 6% / (0%)
2% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (2%) 0% / (0%)
0% / (3%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (3%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (3%)
0% / (0%)
0% / (0%)
0% / (3%)
0% / (0%)
0% / (0%)
0% / (0%)
4% / (0%)
0% / (0%)
4% / (0%)
0% / (0%)
0% / (6%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
91 0 1 11 2
0% / (4%) 0% / (0%) 0% / (0%)
6% / (0%) 0% / (0%) 0% / (0%) 60% / (0%)
0% / (0%)
3% / (0%)
0% / (0%)
3% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (4%) 0% / (3%) 0% / (0%)
0% / (6%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
Rohr/Wohl Specific Plan
Figure C1D
Gaylord Trip Distribution
0% / (60%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (3%)
0% / (0%)
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 xx%
4%
Cumulative Project
xx% / (yy%) = Enter % / (Exit %) Trip Distribution Percentage The naming convention for intersections is North / South & East / W est I-5 SB Ramps & H St I-5 NB Ramps & H St Woodlawn Ave & H St Oaklawn Ave & H St
VVVVWWWWS TU X STU X STU X STU X
da Z Y da ZY d aZY d aZYccccb bbb
Broadway & H St 5th Ave & H St 4th Ave & H St Marina Wy & Marina Pkwy
VVVVWWWWS TU X STU X STU X STU X
da ZY d aZY d aZY d aZYccccb bbb
Bay Blvd & J St I-5 SB Ramps & J St I-5 NB Ramps & J St Oaklawn Ave & J St
VVVVWWWWSTU X STU X STU X STU X
d a ZY d aZY d a ZY d aZYccccbbbb
36% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
13 14 15 16
0% / (0%) 0% / (0%) 0% / (0%)
24% / (0%) 9% / (0%) 9% / (0%) 9% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (36%) 0% / (0%) 0% / (0%)
0% / (24%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (9%)
15% / (0%)
0% / (0%)
0% / (0%)
0% / (15%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (9%)
0% / (0%)
0% / (0%)
0% / (0%)
2% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (9%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
17 18 19 20
0% / (0%) 0% / (0%) 29% / (0%)
4% / (0%) 4% / (0%) 4% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (29%)
0% / (2%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (4%)
3% / (0%)
0% / (0%)
0% / (0%)
0% / (4%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (3%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (4%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
21 22 23 24
0% / (0%) 0% / (0%) 0% / (0%)
16% / (0%) 16% / (0%) 11% / (0%) 11% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (16%)
13% / (0%)
0% / (0%)
0% / (0%)
0% / (11%)
0% / (0%)
Rohr/Wohl Specific Plan
Figure C1Da
Gaylord Trip Distribution
0% / (11%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (13%) 0% / (5%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (11%)
5% / (0%)
0% / (0%)
0% / (0%)
xx%
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 4%
Cumulative Project
xx% / (yy%) = Enter % / (Exit %) Trip Distribution Percentage The naming convention for intersections is North / South & East / W est Broadw ay & J St Bay Blvd & L St Industrial Blvd & L St W Proj Dw y & G St
V V VVW W W WSTU X STU XS T U XS T U X
da Z Y da Z Yd a Z Yd a Z Yc c c cbbbb
Mid Proj Dw y & G St E Proj Dw y & G St Proj Dw y & H St Emp Proj Dw y & H St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Marina Pkwy & H St Marina Pkwy & Street C Street A & J St &
V VVVW W W WSTU XS T UX S T UX S T UX
da Z Yd a Z Yd a Z Yd a Z Yc c c cb bbb
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (4%)
0% / (9%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
25 26 27 28
9% / (0%) 0% / (0%) 0% / (0%)
11% / (0%) 0% / (0%) 9% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (11%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
4% / (0%)
0% / (0%)
0% / (9%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
29 30 31 32
0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%) 0% / (0%) 63% / (0%) 63% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (60%)
0% / (0%)
0% / (0%)
0% / (0%)
4% / (0%)
0% / (14%)
0% / (31%)
0% / (0%)
0% / (29%)
0% / (0%)
31% / (0%)
0% / (60%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
33 34 35 36
0% / (0%) 0% / (0%) 0% / (0%)
32% / (0%) 0% / (0%) 29% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (7%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (29%)
15% / (0%)
14% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
Rohr/Wohl Specific Plan
Figure C1Db
Gaylord Trip Distribution
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (15%) 0% / (0%) 0% / (0%) 0% / (0%)
29% / (0%)
0% / (0%)
0% / (29%)
0% / (0%)
0% / (0%)
0% / (0%)
xx%
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 4%
xx / yy = AM / PM Peak-Hour Turning Movement Volumes Cumulative Project The naming convention for intersections is North / South & East / W est I-5 SB Ramps / Bay Blvd & E St I-5 NB Ramps & E St Woodlawn Ave & E St Broadway & E St
VVVVWWWWSTU X STU X STU X S TU X
da Z Y da Z Y da Z Y da ZYccccbbbb
5th Ave & E St 4th Ave & E St Bay Blvd & F St Woodlawn Ave & F St
VVVVWWWWSTU X STU X S TU X STU X
da Z Y da Z Y d aZ Y da Z Yccccbbbb
Broadw ay & F St Marina Pkw y & G St Bay Blvd & G St Bay Blvd & H St
V V VVW WWWSTU X S T U XS T UX S TU X
da Z Y d aZY d a Z Yd a Z Yc cccbbbb
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
12 / 15 0 / 0 0 / 0 0 / 0
1234
0 / 0 0 / 0 0 / 0
17 / 23 29 / 38 29 / 38 17 / 23
0 / 0
0 / 0
0 / 0
6 / 8
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 4 / 5
12 / 15
0 / 0
0 / 0
8 / 10
20 / 26
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 4 / 5
0 / 0
0 / 0
20 / 26
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
12 / 15
6 / 8
0 / 0 0 / 0 17 / 23 0 / 0
5678
0 / 0 0 / 0 0 / 0
17 / 23 17 / 23 17 / 23 35 / 46
12 / 15
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 8 / 10 0 / 0
12 / 15
0 / 0
0 / 0
0 / 0
12 / 15
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
12 / 15
0 / 0
0 / 0
12 / 15
0 / 0
0 / 0
0 / 0
23 / 31
0 / 0
23 / 31
0 / 0
25 / 31
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
91 0 1 11 2
16 / 20 0 / 0 0 / 0
35 / 46 0 / 0 0 / 0 346 / 461
0 / 0
17 / 23
0 / 0
17 / 23
0 / 0
0 / 0
0 / 0 16 / 20 12 / 15 0 / 0
25 / 31
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
Rohr/Wohl Specific Plan
Figure C1A
Gaylord Trip Assignment
245 / 307
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
12 / 15
0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 *
xx / yy = AM / PM Peak-Hour Turning Movement Volumes Cumulative Project The naming convention for intersections is North / South & East / W est I-5 SB Ramps & H St I-5 NB Ramps & H St Woodlawn Ave & H St Oaklawn Ave & H St
VVVVWWWWS TU X STU X STU X STU X
da Z Y da ZY d aZY d aZYccccb bbb
Broadway & H St 5th Ave & H St 4th Ave & H St Marina Wy & Marina Pkwy
VVVVWWWWS TU X STU X STU X STU X
da ZY d aZY d aZY d aZYccccb bbb
Bay Blvd & J St I-5 SB Ramps & J St I-5 NB Ramps & J St Oaklawn Ave & J St
VVVVWWWWSTU X STU X STU X STU X
d a ZY d aZY d a ZY d aZYccccbbbb
207 / 276
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
13 14 15 16
0 / 0 0 / 0 0 / 0
138 / 184 52 / 69 52 / 69 52 / 69
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 147 / 184 0 / 0 0 / 0
98 / 123
0 / 0
0 / 0
0 / 0
37 / 46
86 / 115
0 / 0
0 / 061 / 77 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
37 / 46
0 / 0
0 / 0
0 / 0
12 / 15
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
37 / 46
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
17 18 19 20
0 / 0 0 / 0 167 / 223
23 / 31 23 / 31 23 / 31 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
119 / 148
8 / 10 0 / 0 0 / 0 0 / 0
16 / 20
17 / 23
0 / 0
0 / 0
16 / 20
0 / 0
0 / 0
0 / 012 / 15 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
16 / 20
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
21 22 23 24
0 / 0 0 / 0 0 / 0
92 / 123 92 / 123 63 / 84 63 / 84
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
65 / 82
75 / 100
0 / 0
0 / 0
45 / 56
0 / 0
Rohr/Wohl Specific Plan
Figure C1Aa
Gaylord Trip Assignment
45 / 56
0 / 0
0 / 0
0 / 053 / 67 20 / 26 0 / 0 0 / 0
0 / 0
0 / 0
45 / 56
29 / 38
0 / 0
0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 *
xx / yy = AM / PM Peak-Hour Turning Movement Volumes Cumulative Project The naming convention for intersections is North / South & East / W est Broadw ay & J St Bay Blvd & L St Industrial Blvd & L St W Proj Dw y & G St
V V VVW W W WSTU X STU XS T U XS T U X
da Z Y da Z Yd a Z Yd a Z Yc c c cbbbb
Mid Proj Dw y & G St E Proj Dw y & G St Proj Dw y & H St Emp Proj Dw y & H St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Marina Pkwy & H St Marina Pkwy & Street C Street A & J St &
V VVVW W W WSTU XS T UX S T UX S T UX
da Z Yd a Z Yd a Z Yd a Z Yc c c cb bbb
0 / 0
0 / 0
0 / 0
0 / 0
16 / 20
37 / 46
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
25 26 27 28
52 / 69 0 / 0 0 / 0
63 / 84 0 / 0 52 / 69 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
45 / 56
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
23 / 31
0 / 0
37 / 46
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
29 30 31 32
0 / 0 0 / 0 0 / 0
0 / 0 0 / 0 363 / 484 363 / 484
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
245 / 307
0 / 0
0 / 0
0 / 0
23 / 31
57 / 72
127 / 159
0 / 0
119 / 148
0 / 0
179 / 238
245 / 307
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
33 34 35 36
0 / 0 0 / 0 0 / 0
184 / 246 0 / 0 167 / 223 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
29 / 36 0 / 0 0 / 0 0 / 0
119 / 148
86 / 115
81 / 108
0 / 0
0 / 0
0 / 0
Rohr/Wohl Specific Plan
Figure C1Ab
Gaylord Trip Assignment
0 / 0
0 / 0
0 / 0
0 / 061 / 77 0 / 0 0 / 0 0 / 0
167 / 223
0 / 0
119 / 148
0 / 0
0 / 0
0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 *
xx% / (yy%) = Enter % / (Exit %) Trip Distribution Percentage The naming convention for intersections is North / South & East / W est I-5 SB Ramps / Bay Blvd & E St I-5 NB Ramps & E St Woodlawn Ave & E St Broadway & E St
VVVVWWWWS TU X STU X STU X S TU X
da Z Y da ZY d aZY da ZYccccb b b b
5th Ave & E St 4th Ave & E St Bay Blvd & F St Woodlawn Ave & F St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Broadw ay & F St Marina Pkw y & G St Bay Blvd & G St Bay Blvd & H St
VVVVW WWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yc cccbbbb
36% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
1234
0% / (0%) 0% / (0%) 0% / (0%)
58% / (0%) 5% / (0%) 5% / (0%) 3% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
1% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (36%) 0% / (0%) 0% / (1%)
0% / (94%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (5%)
53% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (53%) 0% / (0%) 0% / (1%)
0% / (0%)
0% / (0%)
0% / (5%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (3%)
1% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
5678
0% / (0%) 0% / (0%) 0% / (0%)
3% / (0%) 3% / (0%) 6% / (0%) 6% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (3%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (3%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (6%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (6%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
91 0 1 11 2
0% / (0%) 0% / (0%) 0% / (0%)
6% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (6%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
Rohr/Wohl Specific Plan
Figure C2D
Sun Communities RV Park Phase II Trip Distribution
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 xx%
4%
xx% / (yy%) = Enter % / (Exit %) Trip Distribution Percentage The naming convention for intersections is North / South & East / W est I-5 SB Ramps & H St I-5 NB Ramps & H St Woodlawn Ave & H St Oaklawn Ave & H St
V V VVWWWWST U XS T U XS T U XS T U X
da Z Y da Z Y da Z Y da Z Yc cccbbbb
Broadway & H St 5th Ave & H St 4th Ave & H St Marina Wy & Marina Pkwy
VVVVWWWWS TU X STU X STU X STU X
da ZY d aZY d aZY d aZYccccb bbb
Bay Blvd & J St I-5 SB Ramps & J St I-5 NB Ramps & J St Oaklawn Ave & J St
VVV VWWWWSTU XS T U XS T U XS T U X
da Z Y da Z Y d aZY d a ZYc cccbbbb
0% / (0%)
0% / (0%)
0% / (9%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
13 14 15 16
9% / (0%) 0% / (0%) 0% / (0%)
0% / (0%) 0% / (0%) 9% / (0%) 9% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (9%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (9%)
0% / (0%)
0% / (0%)
0% / (0%)
2% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (9%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
17 18 19 20
0% / (0%) 0% / (0%) 0% / (0%)
4% / (0%) 4% / (0%) 4% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (2%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (4%)
3% / (0%)
0% / (0%)
0% / (0%)
0% / (4%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (3%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (4%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (4%)
0% / (0%)
0% / (20%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (4%) 0% / (0%) 0% / (0%) 0% / (0%)
21 22 23 24
0% / (0%) 20% / (0%) 0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 11% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 4% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
4% / (0%)
4% / (0%)
0% / (0%)
Rohr/Wohl Specific Plan
Figure C2Da
Sun Communities RV Park Phase II Trip Distribution
0% / (11%)
9% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (9%)
0% / (0%)
0% / (0%)
0% / (20%)
0% / (0%)
0% / (0%)
0% / (0%)
xx%
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 4%
xx% / (yy%) = Enter % / (Exit %) Trip Distribution Percentage The naming convention for intersections is North / South & East / W est Broadw ay & J St Bay Blvd & L St Industrial Blvd & L St W Proj Dw y & G St
VVVVW WWWSTU X ST UX S T UX S T UX
da Z Y da Z Yd a Z Yd a Z Yc cccbbbb
Mid Proj Dw y & G St E Proj Dw y & G St Proj Dw y & H St Emp Proj Dw y & H St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Marina Pkwy & H St Marina Pkwy & Street C Street A & J St &
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (4%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
25 26 27 28
0% / (0%) 0% / (0%) 0% / (0%)
11% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (11%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
4% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
29 30 31 32
0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
33 34 35 36
0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
Rohr/Wohl Specific Plan
Figure C2Db
Sun Communities RV Park Phase II Trip Distribution
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
xx%
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 4%
xx / yy = AM / PM Peak-Hour Turning Movement Volumes Cumulative Project The naming convention for intersections is North / South & East / W est I-5 SB Ramps / Bay Blvd & E St I-5 NB Ramps & E St Woodlawn Ave & E St Broadway & E St
VVVVWWWWS TU X STU X STU X STU X
da Z Y da ZY d aZY d aZYccccb b bb
5th Ave & E St 4th Ave & E St Bay Blvd & F St Woodlawn Ave & F St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Broadw ay & F St Marina Pkw y & G St Bay Blvd & G St Bay Blvd & H St
VVVVW WWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yc cccbbbb
4 / 11
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
1234
0 / 0 0 / 0 0 / 0
6 / 17 1 / 2 1 / 2 0 / 1
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 9 / 7 0 / 0 0 / 0
24 / 19
0 / 0
0 / 0
0 / 0
1 / 1
6 / 16
0 / 0
0 / 00 / 0 13 / 11 0 / 0 0 / 0
0 / 0
0 / 0
1 / 1
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
1 / 1
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
5678
0 / 0 0 / 0 0 / 0
0 / 1 0 / 1 1 / 2 1 / 2
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
1 / 1
0 / 0
0 / 0
0 / 0
1 / 1
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
2 / 1
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
2 / 1
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
91 0 1 11 2
0 / 0 0 / 0 0 / 0
1 / 2 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
2 / 1
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
Rohr/Wohl Specific Plan
Figure C2A
Sun Communities RV Park Phase II Trip Assignment
0 / 0
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 I
N
J:li
*
xx / yy = AM / PM Peak-Hour Turning Movement Volumes Cumulative Project The naming convention for intersections is North / South & East / W est I-5 SB Ramps & H St I-5 NB Ramps & H St Woodlawn Ave & H St Oaklawn Ave & H St
V V VVWWWWST U XS T U XS T U XS T U X
da Z Y da Z Y da Z Y da Z Yc cccbbbb
Broadway & H St 5th Ave & H St 4th Ave & H St Marina Wy & Marina Pkwy
VVVVWWWWS TU X STU X STU X STU X
da ZY d aZY d aZY d aZYccccb bbb
Bay Blvd & J St I-5 SB Ramps & J St I-5 NB Ramps & J St Oaklawn Ave & J St
VVV VWWWWSTU XS T U XS T U XS T U X
da Z Y da Z Y d aZY d a ZYc cccbbbb
0 / 0
0 / 0
2 / 2
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
13 14 15 16
1 / 3 0 / 0 0 / 0
0 / 0 0 / 0 1 / 3 1 / 3
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
2 / 2
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
2 / 2
0 / 0
0 / 0
0 / 0
0 / 1
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
2 / 2
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
17 18 19 20
0 / 0 0 / 0 0 / 0
0 / 1 0 / 1 0 / 1 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
1 / 0 0 / 0 0 / 0 0 / 0
1 / 1
0 / 1
0 / 0
0 / 0
1 / 1
0 / 0
0 / 0
0 / 01 / 1 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
1 / 1
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
1 / 1
0 / 0
5 / 4
0 / 0
0 / 0
0 / 0
1 / 1 0 / 0 0 / 0 0 / 0
21 22 23 24
0 / 0 2 / 6 0 / 0
0 / 0 0 / 0 0 / 0 1 / 3
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 1 0 / 0
0 / 0
0 / 0
0 / 0
0 / 1
0 / 1
0 / 0
Rohr/Wohl Specific Plan
Figure C2Aa
Sun Communities RV Park Phase II Trip Assignment
3 / 2
1 / 3
0 / 0
0 / 00 / 0 0 / 0 0 / 0 2 / 2
0 / 0
0 / 0
5 / 4
0 / 0
0 / 0
0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 I
N
:Di
*
xx / yy = AM / PM Peak-Hour Turning Movement Volumes Cumulative Project The naming convention for intersections is North / South & East / W est Broadw ay & J St Bay Blvd & L St Industrial Blvd & L St W Proj Dw y & G St
VVVVW WWWSTU X ST UX S T UX S T UX
da Z Y da Z Yd a Z Yd a Z Yc cccbbbb
Mid Proj Dw y & G St E Proj Dw y & G St Proj Dw y & H St Emp Proj Dw y & H St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Marina Pkwy & H St Marina Pkwy & Street C Street A & J St &
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
0 / 0
0 / 0
0 / 0
0 / 0
1 / 1
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
25 26 27 28
0 / 0 0 / 0 0 / 0
1 / 3 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
3 / 2
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 1
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
29 30 31 32
0 / 0 0 / 0 0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
33 34 35 36
0 / 0 0 / 0 0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
Rohr/Wohl Specific Plan
Figure C2Ab
Sun Communities RV Park Phase II Trip Assignment
0 / 0
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 *
xx% / (yy%) = Enter % / (Exit %) Trip Distribution Percentage The naming convention for intersections is North / South & East / W est I-5 SB Ramps / Bay Blvd & E St I-5 NB Ramps & E St Woodlawn Ave & E St Broadway & E St
V VVVW WWWSTU X STU X STU X S TU X
da Z Y da Z Y da Z Y da ZYccccbbb b
5th Ave & E St 4th Ave & E St Bay Blvd & F St Woodlawn Ave & F St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Broadw ay & F St Marina Pkw y & G St Bay Blvd & G St Bay Blvd & H St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Rohr/Wohl Specific Plan
Figure C3D
Amara Bay Trip Distribution
0% / (20%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
91 0 1 11 2
0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 20% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (3%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (3%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
5678
0% / (0%) 0% / (0%) 0% / (0%)
3% / (0%) 3% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (3%)
1% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (1%)
0% / (0%)
0% / (5%)
0% / (5%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (1%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%)
1234
0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%) 5% / (0%) 5% / (0%) 3% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
1% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
5% / (0%)
0% / (0%) 0% / (0%)
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 xx%
4%
20%
80%
xx% / (yy%) = Enter % / (Exit %) Trip Distribution Percentage The naming convention for intersections is North / South & East / W est I-5 SB Ramps & H St I-5 NB Ramps & H St Woodlawn Ave & H St Oaklawn Ave & H St
VVVVWWWWS TU X STU X STU X STU X
da Z Y d aZY d aZY d aZYccccbbbb
Broadway & H St 5th Ave & H St 4th Ave & H St Marina Wy & Marina Pkwy
VVVVWWWWS TU X STU X S TU X STU X
da ZY d aZY d aZY d aZYccccb bbb
Bay Blvd & J St I-5 SB Ramps & J St I-5 NB Ramps & J St Oaklawn Ave & J St
VVVVWWWWSTU X S TU X STU X STU X
d a ZY d aZY da ZY d aZYccccbbbb
Rohr/Wohl Specific Plan
Figure C3Da
Amara Bay Trip Distribution
0% / (11%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (13%) 0% / (20%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (11%)
20% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (36%) 0% / (0%)
0% / (67%)
13% / (0%)
0% / (0%)
0% / (0%)
0% / (36%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
21 22 23 24
0% / (0%) 0% / (0%) 0% / (0%)
67% / (0%) 31% / (0%) 11% / (0%) 11% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
36% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (3%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (4%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (2%) 0% / (0%) 0% / (6%) 0% / (0%)
0% / (10%)
3% / (0%)
0% / (0%)
0% / (0%)
0% / (10%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
17 18 19 20
0% / (0%) 0% / (0%) 40% / (5%)
10% / (0%) 10% / (0%) 4% / (0%) 0% / (0%)
6% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
5% / (40%)
2% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (15%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (15%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (5%) 0% / (0%) 0% / (0%)
0% / (20%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (15%)
0% / (0%)
0% / (0%) 0% / (0%)
13 14 15 16
0% / (0%) 0% / (0%) 0% / (0%)
15% / (0%) 15% / (0%) 15% / (0%) 15% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
5% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%)
xx%
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
M
arina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 4%
20%
80%
xx% / (yy%) = Enter % / (Exit %) Trip Distribution Percentage The naming convention for intersections is North / South & East / W est Broadw ay & J St Bay Blvd & L St Industrial Blvd & L St W Proj Dw y & G St
V V VVW W W WSTU X STU XS T U XS T U X
da Z Y da Z Yd a Z Yd a Z Yc c c cbbbb
Mid Proj Dw y & G St E Proj Dw y & G St Proj Dw y & H St Emp Proj Dw y & H St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Marina Pkwy & H St Marina Pkwy & Street C Street A & J St &
V VVVWWW WSTU X S TU X S T U XS T U X
da Z Y da ZY d aZY d aZYccc cbbbb
Rohr/Wohl Specific Plan
Figure C3Db
Amara Bay Trip Distribution
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (5%)
40% / (0%)
0% / (40%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 5% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (20%
)
0% / (0%)
0% / (0%)
20% / (0%) 0% / (40%) 0% / (0%) 0% / (0%)
33 34 35 36
0% / (15%) 40% / (0%) 0% / (0%)
0% / (0%) 0% / (0%) 40% / (0%) 0% / (0%)
0% / (5%)
0% / (0%)
0% / (40%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
5% / (0%)
15% / (0%)
0% / (0%)
0% / (20%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (20%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
29 30 31 32
0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%) 0% / (0%) 20% / (0%) 20% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
4% / (0%)
0% / (0%)
0% / (9%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (11%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%)
25 26 27 28
9% / (0%) 0% / (0%) 0% / (0%)
11% / (0%) 0% / (0%) 9% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (4%)
0% / (9%)
0% / (0%)
0% / (0%) 0% / (0%)
xx%
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
M
arina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 4%
20%
80%
xx / yy = AM / PM Peak-Hour Turning Movement Volumes Cumulative Project The naming convention for intersections is North / South & East / W est I-5 SB Ramps / Bay Blvd & E St I-5 NB Ramps & E St Woodlawn Ave & E St Broadway & E St
V VVVW WWWSTU X STU X STU X S TU X
da Z Y da Z Y da Z Y da ZYccccbbbb
5th Ave & E St 4th Ave & E St Bay Blvd & F St Woodlawn Ave & F St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Broadw ay & F St Marina Pkw y & G St Bay Blvd & G St Bay Blvd & H St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Rohr/Wohl Specific Plan
Figure C3A
Amara Bay Trip Assignment
115 / 49
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
91 0 1 11 2
0 / 0 0 / 0 0 / 0
0 / 0 0 / 0 0 / 0 29 / 113
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
17 / 7
0 / 0
0 / 0
0 / 0
17 / 7
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
5678
0 / 0 0 / 0 0 / 0
4 / 17 4 / 17 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
17 / 7
1 / 6
0 / 0
0 / 00 / 0 0 / 0 0 / 0 6 / 2
0 / 0
29 / 12
29 / 12
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 6 / 2
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0
1234
0 / 0 0 / 0 0 / 0
0 / 0 7 / 28 7 / 28 4 / 17
0 / 0
0 / 0
0 / 0
1 / 6
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
7 / 28
0 / 0 0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 I
N
J:li
*
xx / yy = AM / PM Peak-Hour Turning Movement Volumes Cumulative Project The naming convention for intersections is North / South & East / W est I-5 SB Ramps & H St I-5 NB Ramps & H St Woodlawn Ave & H St Oaklawn Ave & H St
VVVVWWWWS TU X STU X STU X STU X
da Z Y d aZY d aZY d aZYccccbbbb
Broadway & H St 5th Ave & H St 4th Ave & H St Marina Wy & Marina Pkwy
VVVVWWWWS TU X STU X S TU X STU X
da ZY d aZY d aZY d aZYccccb bbb
Bay Blvd & J St I-5 SB Ramps & J St I-5 NB Ramps & J St Oaklawn Ave & J St
VVVVWWWWSTU X S TU X STU X STU X
d a ZY d aZY da ZY d aZYccccbbbb
Rohr/Wohl Specific Plan
Figure C3Aa
Amara Bay Trip Assignment
63 / 27
0 / 0
0 / 0
0 / 075 / 32 115 / 49 0 / 0 0 / 0
0 / 0
0 / 0
63 / 27
29 / 113
0 / 0
0 / 0
0 / 0 0 / 0 207 / 87 0 / 0
386 / 163
19 / 74
0 / 0
0 / 0
207 / 87
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
21 22 23 24
0 / 0 0 / 0 0 / 0
96 / 380 45 / 176 16 / 62 16 / 62
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
52 / 204
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 017 / 7 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
23 / 10
0 / 0
0 / 0
0 / 0
12 / 5 0 / 0 35 / 15 0 / 0
58 / 24
4 / 17
0 / 0
0 / 0
58 / 24
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
17 18 19 20
0 / 0 0 / 0 87 / 239
14 / 57 14 / 57 6 / 23 0 / 0
9 / 34
0 / 0
0 / 0
0 / 0
0 / 0
237 / 125
3 / 11
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
86 / 36
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
86 / 36
0 / 0
0 / 0
0 / 0
0 / 0 29 / 12 0 / 0 0 / 0
115 / 49
0 / 0
0 / 0
0 / 0
86 / 36
0 / 0
0 / 0 0 / 0
13 14 15 16
0 / 0 0 / 0 0 / 0
22 / 85 22 / 85 22 / 85 22 / 85
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
7 / 28
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 I
N
:Di
*
xx / yy = AM / PM Peak-Hour Turning Movement Volumes Cumulative Project The naming convention for intersections is North / South & East / W est Broadw ay & J St Bay Blvd & L St Industrial Blvd & L St W Proj Dw y & G St
V V VVW W W WSTU X STU XS T U XS T U X
da Z Y da Z Yd a Z Yd a Z Yc c c cbbbb
Mid Proj Dw y & G St E Proj Dw y & G St Proj Dw y & H St Emp Proj Dw y & H St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Marina Pkwy & H St Marina Pkwy & Street C Street A & J St &
V VVVWWW WSTU X S TU X S T U XS T U X
da Z Y da ZY d aZY d aZYccc cbbbb
Rohr/Wohl Specific Plan
Figure C3Ab
Amara Bay Trip Assignment
0 / 0
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
29 / 12
58 / 227
230 / 97
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 7 / 28 0 / 0
0 / 0
0 / 0
0 / 0
115 / 49
0 / 0
0 / 0
29 / 113 230 / 97 0 / 0 0 / 0
33 34 35 36
86 / 36 58 / 227 0 / 0
0 / 0 0 / 0 58 / 227 0 / 0
29 / 12
0 / 0
230 / 97
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
7 / 28
22 / 85
0 / 0
115 / 49
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
115 / 49
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
29 30 31 32
0 / 0 0 / 0 0 / 0
0 / 0 0 / 0 29 / 113 29 / 113
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
6 / 23
0 / 0
52 / 22
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
63 / 27
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0
25 26 27 28
13 / 51 0 / 0 0 / 0
16 / 62 0 / 0 13 / 51 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
23 / 10
52 / 22
0 / 0
0 / 0 0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 *
Cumulative Project
xx% / (yy%) = Enter % / (Exit %) Trip Distribution Percentage The naming convention for intersections is North / South & East / W est I-5 SB Ramps / Bay Blvd & E St I-5 NB Ramps & E St Woodlawn Ave & E St Broadway & E St
VVVVW WWWS T U X STU X STU X S TU X
da Z Y da Z Y d aZY da ZYc cccbbbb
5th Ave & E St 4th Ave & E St Bay Blvd & F St Woodlawn Ave & F St
VVVVWWW WSTU X STU X ST U X STU X
da Z Y da Z Y da ZY da Z Yccc cbbbb
Broadw ay & F St Marina Pkw y & G St Bay Blvd & G St Bay Blvd & H St
VVVVW WWWSTU X STU X S TU X S TU X
da Z Y da Z Y da ZY d a Z Yc cccbbb b
Rohr/Wohl Specific Plan
Figure C4D
390 Bay Blvd Trip Distribution
0% / (0%)
0% / (0%)
24% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (53%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
53% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (47%) 0% / (0%)
0% / (6%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
91 0 1 11 2
0% / (0%) 0% / (0%) 29% / (0%)
6% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
47% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (24%)
0% / (29%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (6%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (41%)
0% / (6%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (3%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (3%)
0% / (0%)
0% / (0%) 0% / (0%) 6% / (0%) 0% / (0%)
5678
0% / (0%) 0% / (0%) 0% / (0%)
3% / (0%) 3% / (0%) 0% / (0%) 6% / (0%)
0% / (0%)
41% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (3%)
1% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (1%)
0% / (0%)
0% / (0%)
0% / (5%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (36%) 0% / (1%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (41%)
0% / (41%)
0% / (0%)
0% / (0%) 0% / (0%)
1234
0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%) 5% / (0%) 5% / (0%) 3% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
1% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
36% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
5% / (0%) 0% / (0%)
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 xx%
4%
Cumulative Project
xx% / (yy%) = Enter % / (Exit %) Trip Distribution Percentage The naming convention for intersections is North / South & East / W est I-5 SB Ramps & H St I-5 NB Ramps & H St Woodlawn Ave & H St Oaklawn Ave & H St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da ZY d aZY d aZYccccb bbb
Broadway & H St 5th Ave & H St 4th Ave & H St Marina Wy & Marina Pkwy
VVVVWWWWS TU X STU X STU X STU X
da ZY d aZY d aZY d aZYccccb bbb
Bay Blvd & J St I-5 SB Ramps & J St I-5 NB Ramps & J St Oaklawn Ave & J St
V VVVW WWWS TU XS T U XS T U XS T U X
da Z Yd a Z Yd a Z Yd a Z Yc cccbbbb
Rohr/Wohl Specific Plan
Figure C4Da
390 Bay Blvd Trip Distribution
0% / (11%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (11%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
13% / (0%)
0% / (0%)
0% / (11%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
21 22 23 24
0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%) 11% / (0%) 11% / (0%) 11% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (13%)
0% / (11%)
0% / (0%)
0% / (0%)
0% / (0%)
11% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (3%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (4%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (2%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (4%)
3% / (0%)
0% / (0%)
0% / (0%)
0% / (4%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
17 18 19 20
0% / (0%) 0% / (0%) 0% / (0%)
4% / (0%) 4% / (0%) 4% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
2% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (9%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (20%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (9%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (9%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (9%)
20% / (0%)
0% / (0%) 0% / (0%)
13 14 15 16
0% / (0%) 0% / (0%) 0% / (0%)
29% / (0%) 9% / (0%) 9% / (0%) 9% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%)
xx%
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 4%
Cumulative Project
xx% / (yy%) = Enter % / (Exit %) Trip Distribution Percentage The naming convention for intersections is North / South & East / W est Broadw ay & J St Bay Blvd & L St Industrial Blvd & L St W Proj Dw y & G St
V V VVW W W WSTU X STU XS T U XS T U X
da Z Y da Z Yd a Z Yd a Z Yc c c cbbbb
Mid Proj Dw y & G St E Proj Dw y & G St Proj Dw y & H St Emp Proj Dw y & H St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Marina Pkwy & H St Marina Pkwy & Street C Street A & J St &
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Rohr/Wohl Specific Plan
Figure C4Db
390 Bay Blvd Trip Distribution
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
33 34 35 36
0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
29 30 31 32
0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
4% / (0%)
0% / (0%)
0% / (9%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (11%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%)
25 26 27 28
9% / (0%) 0% / (0%) 0% / (0%)
11% / (0%) 0% / (0%) 9% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (4%)
0% / (9%)
0% / (0%)
0% / (0%) 0% / (0%)
xx%
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 4%
xx / yy = AM / PM Peak-Hour Turning Movement Volumes Cumulative Project The naming convention for intersections is North / South & East / W est I-5 SB Ramps / Bay Blvd & E St I-5 NB Ramps & E St Woodlawn Ave & E St Broadway & E St
VVVVW WWWS T U X STU X STU X STU X
da Z Y da Z Y d aZY d aZYc cccbbbb
5th Ave & E St 4th Ave & E St Bay Blvd & F St Woodlawn Ave & F St
VVVVWWW WSTU X STU X ST U X STU X
da Z Y da Z Y da ZY da Z Yccc cbbbb
Broadw ay & F St Marina Pkw y & G St Bay Blvd & G St Bay Blvd & H St
VVVVW WWWSTU X STU X S TU X S TU X
da Z Y da Z Y da ZY d a Z Yc cccbbb b
Rohr/Wohl Specific Plan
Figure C4A
390 Bay Blvd Trip Assignment
0 / 0
0 / 0
12 / 3
0 / 00 / 0 0 / 0 3 / 24 0 / 0
0 / 0
0 / 0
0 / 0
25 / 6
0 / 0
0 / 0
0 / 0 0 / 0 2 / 22 0 / 0
0 / 3
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
91 0 1 11 2
0 / 0 0 / 0 14 / 3
3 / 1 0 / 0 0 / 0 0 / 0
23 / 6
0 / 0
0 / 0
0 / 0
1 / 11
1 / 13
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 3
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
2 / 19
0 / 3
0 / 0 0 / 0 0 / 0 0 / 0
0 / 1
0 / 0
0 / 0
0 / 0
0 / 1
0 / 0
0 / 0 0 / 0 3 / 1 0 / 0
5678
0 / 0 0 / 0 0 / 0
1 / 0 1 / 0 0 / 0 3 / 1
0 / 0
20 / 5
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 1
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 2
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 2 / 17 0 / 0
0 / 0
0 / 0
0 / 0
2 / 19
2 / 19
0 / 0
0 / 0 0 / 0
1234
0 / 0 0 / 0 0 / 0
0 / 0 2 / 1 2 / 1 1 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
17 / 4
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
2 / 1 0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 I
N
J:li
*
xx / yy = AM / PM Peak-Hour Turning Movement Volumes Cumulative Project The naming convention for intersections is North / South & East / W est I-5 SB Ramps & H St I-5 NB Ramps & H St Woodlawn Ave & H St Oaklawn Ave & H St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da ZY d aZY d aZYccccb bbb
Broadway & H St 5th Ave & H St 4th Ave & H St Marina Wy & Marina Pkwy
VVVVWWWWS TU X STU X STU X STU X
da ZY d aZY d aZY d aZYccccb bbb
Bay Blvd & J St I-5 SB Ramps & J St I-5 NB Ramps & J St Oaklawn Ave & J St
V VVVW WWWS TU XS T U XS T U XS T U X
da Z Yd a Z Yd a Z Yd a Z Yc cccbbbb
Rohr/Wohl Specific Plan
Figure C4Aa
390 Bay Blvd Trip Assignment
1 / 5
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
1 / 5
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
6 / 2
0 / 0
1 / 5
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
21 22 23 24
0 / 0 0 / 0 0 / 0
0 / 0 5 / 1 5 / 1 5 / 1
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
1 / 6
1 / 5
0 / 0
0 / 0
0 / 0
5 / 1
0 / 0
0 / 0
0 / 0
0 / 00 / 1 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 2
0 / 0
0 / 0
0 / 0
0 / 1 0 / 0 0 / 0 0 / 0
0 / 2
1 / 0
0 / 0
0 / 0
0 / 2
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
17 18 19 20
0 / 0 0 / 0 0 / 0
2 / 0 2 / 0 2 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
1 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 4
0 / 0
0 / 0
0 / 01 / 9 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 4
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 4
0 / 0
0 / 0
0 / 0
0 / 4
10 / 2
0 / 0 0 / 0
13 14 15 16
0 / 0 0 / 0 0 / 0
14 / 3 4 / 1 4 / 1 4 / 1
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 I
N
:Di
*
xx / yy = AM / PM Peak-Hour Turning Movement Volumes Cumulative Project The naming convention for intersections is North / South & East / W est Broadw ay & J St Bay Blvd & L St Industrial Blvd & L St W Proj Dw y & G St
V V VVW W W WSTU X STU XS T U XS T U X
da Z Y da Z Yd a Z Yd a Z Yc c c cbbbb
Mid Proj Dw y & G St E Proj Dw y & G St Proj Dw y & H St Emp Proj Dw y & H St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Marina Pkwy & H St Marina Pkwy & Street C Street A & J St &
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Rohr/Wohl Specific Plan
Figure C4Ab
390 Bay Blvd Trip Assignment
0 / 0
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
33 34 35 36
0 / 0 0 / 0 0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
29 30 31 32
0 / 0 0 / 0 0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
2 / 0
0 / 0
0 / 4
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
1 / 5
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0
25 26 27 28
4 / 1 0 / 0 0 / 0
5 / 1 0 / 0 4 / 1 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 2
0 / 4
0 / 0
0 / 0 0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 *
Cumulative Project
xx% / (yy%) = Enter % / (Exit %) Trip Distribution Percentage The naming convention for intersections is North / South & East / W est I-5 SB Ramps / Bay Blvd & E St I-5 NB Ramps & E St Woodlawn Ave & E St Broadway & E St
VVVVW WWWS T U X STU X STU X S TU X
da Z Y da Z Y d aZY da ZYc cccbbbb
5th Ave & E St 4th Ave & E St Bay Blvd & F St Woodlawn Ave & F St
VVVVWWW WSTU X STU X ST U X STU X
da Z Y da Z Y da ZY da Z Yccc cbbbb
Broadw ay & F St Marina Pkw y & G St Bay Blvd & G St Bay Blvd & H St
VVVVW WWWSTU X STU X S TU X S TU X
da Z Y da Z Y da ZY d a Z Yc cccbbb b
Rohr/Wohl Specific Plan
Figure C5D
795 H St Trip Distribution
0% / (0%)
0% / (0%)
24% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (53%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
53% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (47%) 0% / (0%)
0% / (6%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
91 0 1 11 2
0% / (0%) 0% / (0%) 29% / (0%)
6% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
47% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (24%)
0% / (29%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (6%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (41%)
0% / (6%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (3%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (3%)
0% / (0%)
0% / (0%) 0% / (0%) 6% / (0%) 0% / (0%)
5678
0% / (0%) 0% / (0%) 0% / (0%)
3% / (0%) 3% / (0%) 0% / (0%) 6% / (0%)
0% / (0%)
41% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (3%)
1% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (1%)
0% / (0%)
0% / (0%)
0% / (5%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (36%) 0% / (1%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (41%)
0% / (41%)
0% / (0%)
0% / (0%) 0% / (0%)
1234
0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%) 5% / (0%) 5% / (0%) 3% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
1% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
36% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
5% / (0%) 0% / (0%)
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 xx%
4%
Cumulative Project
xx% / (yy%) = Enter % / (Exit %) Trip Distribution Percentage The naming convention for intersections is North / South & East / W est I-5 SB Ramps & H St I-5 NB Ramps & H St Woodlawn Ave & H St Oaklawn Ave & H St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da ZY d aZY d aZYccccb bbb
Broadway & H St 5th Ave & H St 4th Ave & H St Marina Wy & Marina Pkwy
VVVVWWWWS TU X STU X STU X STU X
da ZY d aZY d aZY d aZYccccb bbb
Bay Blvd & J St I-5 SB Ramps & J St I-5 NB Ramps & J St Oaklawn Ave & J St
V VVVW WWWS TU XS T U XS T U XS T U X
da Z Yd a Z Yd a Z Yd a Z Yc cccbbbb
Rohr/Wohl Specific Plan
Figure C5Da
795 H St Trip Distribution
0% / (11%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (11%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
13% / (0%)
0% / (0%)
0% / (11%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
21 22 23 24
0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%) 11% / (0%) 11% / (0%) 11% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (13%)
0% / (11%)
0% / (0%)
0% / (0%)
0% / (0%)
11% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (3%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (4%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (2%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (4%)
3% / (0%)
0% / (0%)
0% / (0%)
0% / (4%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
17 18 19 20
0% / (0%) 0% / (0%) 0% / (0%)
4% / (0%) 4% / (0%) 4% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
2% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (9%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (20%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (9%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (9%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (9%)
20% / (0%)
0% / (0%) 0% / (0%)
13 14 15 16
0% / (0%) 0% / (0%) 0% / (0%)
29% / (0%) 9% / (0%) 9% / (0%) 9% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%)
xx%
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 4%
Cumulative Project
xx% / (yy%) = Enter % / (Exit %) Trip Distribution Percentage The naming convention for intersections is North / South & East / W est Broadw ay & J St Bay Blvd & L St Industrial Blvd & L St W Proj Dw y & G St
V V VVW W W WSTU X STU XS T U XS T U X
da Z Y da Z Yd a Z Yd a Z Yc c c cbbbb
Mid Proj Dw y & G St E Proj Dw y & G St Proj Dw y & H St Emp Proj Dw y & H St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Marina Pkwy & H St Marina Pkwy & Street C Street A & J St &
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Rohr/Wohl Specific Plan
Figure C5Db
795 H St Trip Distribution
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
33 34 35 36
0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
29 30 31 32
0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
4% / (0%)
0% / (0%)
0% / (9%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (11%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%)
25 26 27 28
9% / (0%) 0% / (0%) 0% / (0%)
11% / (0%) 0% / (0%) 9% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (4%)
0% / (9%)
0% / (0%)
0% / (0%) 0% / (0%)
xx%
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 4%
xx / yy = AM / PM Peak-Hour Turning Movement Volumes Cumulative Project The naming convention for intersections is North / South & East / W est I-5 SB Ramps / Bay Blvd & E St I-5 NB Ramps & E St Woodlawn Ave & E St Broadway & E St
VVVVW WWWS T U X STU X STU X S TU X
da Z Y da Z Y d aZY da ZYc cccbbbb
5th Ave & E St 4th Ave & E St Bay Blvd & F St Woodlawn Ave & F St
VVVVWWW WSTU X STU X ST U X STU X
da Z Y da Z Y da ZY da Z Yccc cbbbb
Broadw ay & F St Marina Pkw y & G St Bay Blvd & G St Bay Blvd & H St
VVVVW WWWSTU X STU X S TU X S TU X
da Z Y da Z Y da ZY d a Z Yc cccbbb b
Rohr/Wohl Specific Plan
Figure C5A
795 H St Trip Assignment
0 / 0
0 / 0
21 / 14
0 / 00 / 0 0 / 0 20 / 46 0 / 0
0 / 0
0 / 0
0 / 0
47 / 31
0 / 0
0 / 0
0 / 0 0 / 0 18 / 41 0 / 0
2 / 5
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
91 0 1 11 2
0 / 0 0 / 0 26 / 17
5 / 4 0 / 0 0 / 0 0 / 0
42 / 28
0 / 0
0 / 0
0 / 0
9 / 21
11 / 25
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
2 / 5
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
16 / 36
2 / 5
0 / 0 0 / 0 0 / 0 0 / 0
1 / 3
0 / 0
0 / 0
0 / 0
1 / 3
0 / 0
0 / 0 0 / 0 5 / 4 0 / 0
5678
0 / 0 0 / 0 0 / 0
3 / 2 3 / 2 0 / 0 5 / 4
0 / 0
36 / 24
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
1 / 3
1 / 1
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 1
0 / 0
0 / 0
2 / 4
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 14 / 31 0 / 1
0 / 0
0 / 0
0 / 0
16 / 36
16 / 36
0 / 0
0 / 0 0 / 0
1234
0 / 0 0 / 0 0 / 0
0 / 0 4 / 3 4 / 3 3 / 2
0 / 0
0 / 0
0 / 0
1 / 1
0 / 0
0 / 0
0 / 0
32 / 21
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
4 / 3 0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 I
N
J:li
*
xx / yy = AM / PM Peak-Hour Turning Movement Volumes Cumulative Project The naming convention for intersections is North / South & East / W est I-5 SB Ramps & H St I-5 NB Ramps & H St Woodlawn Ave & H St Oaklawn Ave & H St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da ZY d aZY d aZYccccb bbb
Broadway & H St 5th Ave & H St 4th Ave & H St Marina Wy & Marina Pkwy
VVVVWWWWS TU X STU X STU X STU X
da ZY d aZY d aZY d aZYccccb bbb
Bay Blvd & J St I-5 SB Ramps & J St I-5 NB Ramps & J St Oaklawn Ave & J St
V VVVW WWWS TU XS T U XS T U XS T U X
da Z Yd a Z Yd a Z Yd a Z Yc cccbbbb
Rohr/Wohl Specific Plan
Figure C5Aa
795 H St Trip Assignment
4 / 10
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
4 / 10
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
12 / 8
0 / 0
4 / 10
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
21 22 23 24
0 / 0 0 / 0 0 / 0
0 / 0 10 / 6 10 / 6 10 / 6
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
5 / 11
4 / 10
0 / 0
0 / 0
0 / 0
10 / 6
0 / 0
0 / 0
0 / 0
0 / 01 / 3 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
2 / 3
0 / 0
0 / 0
0 / 0
1 / 2 0 / 0 0 / 0 0 / 0
2 / 3
3 / 2
0 / 0
0 / 0
2 / 3
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
17 18 19 20
0 / 0 0 / 0 0 / 0
4 / 2 4 / 2 4 / 2 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
2 / 1
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
3 / 8
0 / 0
0 / 0
0 / 08 / 17 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
3 / 8
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
3 / 8
0 / 0
0 / 0
0 / 0
3 / 8
18 / 12
0 / 0 0 / 0
13 14 15 16
0 / 0 0 / 0 0 / 0
26 / 17 8 / 5 8 / 5 8 / 5
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 I
N
:Di
*
xx / yy = AM / PM Peak-Hour Turning Movement Volumes Cumulative Project The naming convention for intersections is North / South & East / W est Broadw ay & J St Bay Blvd & L St Industrial Blvd & L St W Proj Dw y & G St
V V VVW W W WSTU X STU XS T U XS T U X
da Z Y da Z Yd a Z Yd a Z Yc c c cbbbb
Mid Proj Dw y & G St E Proj Dw y & G St Proj Dw y & H St Emp Proj Dw y & H St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Marina Pkwy & H St Marina Pkwy & Street C Street A & J St &
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Rohr/Wohl Specific Plan
Figure C5Ab
795 H St Trip Assignment
0 / 0
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
33 34 35 36
0 / 0 0 / 0 0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
29 30 31 32
0 / 0 0 / 0 0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
4 / 2
0 / 0
3 / 8
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
4 / 10
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0
25 26 27 28
8 / 5 0 / 0 0 / 0
10 / 6 0 / 0 8 / 5 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
2 / 3
3 / 8
0 / 0
0 / 0 0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 *
Cumulative Project
xx% / (yy%) = Enter % / (Exit %) Trip Distribution Percentage The naming convention for intersections is North / South & East / W est I-5 SB Ramps / Bay Blvd & E St I-5 NB Ramps & E St Woodlawn Ave & E St Broadway & E St
VVVVW WWWS T U X STU X STU X S TU X
da Z Y da Z Y d aZY da ZYc cccbbbb
5th Ave & E St 4th Ave & E St Bay Blvd & F St Woodlawn Ave & F St
VVVVWWWWSTU X STU X S TU X STU X
da Z Y da Z Y da ZY d aZYccccbbb b
Broadw ay & F St Marina Pkw y & G St Bay Blvd & G St Bay Blvd & H St
VVVVW WWWSTU X STU X ST UX S TU X
da Z Y da Z Y da Z Yd a Z Yc cccbbbb
Rohr/Wohl Specific Plan
Figure C6D
Collins Campus Trip Distribution
0% / (0%)
0% / (0%)
24% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
53% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (6%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
91 0 1 11 2
0% / (0%) 0% / (0%) 29% / (0%)
6% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (53%)
0% / (0%)
0% / (0%)
0% / (24%)
0% / (29%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (6%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (53%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (6%)
53% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (41%) 0% / (0%)
0% / (3%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (3%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
5678
0% / (0%) 0% / (0%) 0% / (0%)
3% / (0%) 3% / (0%) 6% / (0%) 6% / (0%)
41% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (3%)
1% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (1%)
0% / (0%)
0% / (0%)
0% / (5%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (36%) 0% / (1%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (41%)
0% / (41%)
0% / (0%)
0% / (0%) 0% / (0%)
1234
0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%) 5% / (0%) 5% / (0%) 3% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
1% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
36% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
5% / (0%) 0% / (0%)
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 xx%
4%
Cumulative Project
xx% / (yy%) = Enter % / (Exit %) Trip Distribution Percentage The naming convention for intersections is North / South & East / W est I-5 SB Ramps & H St I-5 NB Ramps & H St Woodlawn Ave & H St Oaklawn Ave & H St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da ZY d aZY d aZYccccb bbb
Broadway & H St 5th Ave & H St 4th Ave & H St Marina Wy & Marina Pkwy
VVVVWWWWS TU X STU X STU X STU X
da ZY d aZY d aZY d aZYccccb bbb
Bay Blvd & J St I-5 SB Ramps & J St I-5 NB Ramps & J St Oaklawn Ave & J St
V VVVW WWWS TU XS T U XS T U XS T U X
da Z Yd a Z Yd a Z Yd a Z Yc cccbbbb
Rohr/Wohl Specific Plan
Figure C6Da
Collins Campus Trip Distribution
0% / (11%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (11%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
13% / (0%)
0% / (0%)
0% / (11%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
21 22 23 24
0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%) 11% / (0%) 11% / (0%) 11% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (13%)
0% / (11%)
0% / (0%)
0% / (0%)
0% / (0%)
11% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (3%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (4%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (2%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (4%)
3% / (0%)
0% / (0%)
0% / (0%)
0% / (4%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
17 18 19 20
0% / (0%) 0% / (0%) 0% / (0%)
4% / (0%) 4% / (0%) 4% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
2% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (9%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (20%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (9%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (9%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (9%)
20% / (0%)
0% / (0%) 0% / (0%)
13 14 15 16
0% / (0%) 0% / (0%) 0% / (0%)
29% / (0%) 9% / (0%) 9% / (0%) 9% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%)
xx%
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 4%
Cumulative Project
xx% / (yy%) = Enter % / (Exit %) Trip Distribution Percentage The naming convention for intersections is North / South & East / W est Broadw ay & J St Bay Blvd & L St Industrial Blvd & L St W Proj Dw y & G St
V V VVW W W WSTU X STU XS T U XS T U X
da Z Y da Z Yd a Z Yd a Z Yc c c cbbbb
Mid Proj Dw y & G St E Proj Dw y & G St Proj Dw y & H St Emp Proj Dw y & H St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Marina Pkwy & H St Marina Pkwy & Street C Street A & J St &
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Rohr/Wohl Specific Plan
Figure C6Db
Collins Campus Trip Distribution
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
33 34 35 36
0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
29 30 31 32
0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
4% / (0%)
0% / (0%)
0% / (9%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%) 0% / (0%) 0% / (0%)
0% / (11%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%) 0% / (0%)
25 26 27 28
9% / (0%) 0% / (0%) 0% / (0%)
11% / (0%) 0% / (0%) 9% / (0%) 0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (0%)
0% / (4%)
0% / (9%)
0% / (0%)
0% / (0%) 0% / (0%)
xx%
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 4%
xx / yy = AM / PM Peak-Hour Turning Movement Volumes Cumulative Project The naming convention for intersections is North / South & East / W est I-5 SB Ramps / Bay Blvd & E St I-5 NB Ramps & E St Woodlawn Ave & E St Broadway & E St
VVVVW WWWS T U X STU X STU X S TU X
da Z Y da Z Y d aZY da ZYc cccbbbb
5th Ave & E St 4th Ave & E St Bay Blvd & F St Woodlawn Ave & F St
VVVVWWWWSTU X STU X S TU X STU X
da Z Y da Z Y da ZY d aZYccccbbb b
Broadw ay & F St Marina Pkw y & G St Bay Blvd & G St Bay Blvd & H St
VVVVW WWWSTU X STU X ST UX S TU X
da Z Y da Z Y da Z Yd a Z Yc cccbbbb
Rohr/Wohl Specific Plan
Figure C6A
Collins Campus Trip Assignment
0 / 0
0 / 0
85 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
188 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 21
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
91 0 1 11 2
0 / 0 0 / 0 103 / 0
21 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 188
0 / 0
0 / 0
0 / 85
0 / 103
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 21
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 188 0 / 0
0 / 0
0 / 0
0 / 21
188 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 146 0 / 0
0 / 11
0 / 0
0 / 0
0 / 0
0 / 11
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
5678
0 / 0 0 / 0 0 / 0
11 / 0 11 / 0 21 / 0 21 / 0
146 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 11
4 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 4
0 / 0
0 / 0
0 / 18
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 128 0 / 4
0 / 0
0 / 0
0 / 0
0 / 146
0 / 146
0 / 0
0 / 0 0 / 0
1234
0 / 0 0 / 0 0 / 0
0 / 0 18 / 0 18 / 0 11 / 0
0 / 0
0 / 0
0 / 0
4 / 0
0 / 0
0 / 0
0 / 0
128 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
18 / 0 0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 I
N
J:li
*
xx / yy = AM / PM Peak-Hour Turning Movement Volumes Cumulative Project The naming convention for intersections is North / South & East / W est I-5 SB Ramps & H St I-5 NB Ramps & H St Woodlawn Ave & H St Oaklawn Ave & H St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da ZY d aZY d aZYccccb bbb
Broadway & H St 5th Ave & H St 4th Ave & H St Marina Wy & Marina Pkwy
VVVVWWWWS TU X STU X STU X STU X
da ZY d aZY d aZY d aZYccccb bbb
Bay Blvd & J St I-5 SB Ramps & J St I-5 NB Ramps & J St Oaklawn Ave & J St
V VVVW WWWS TU XS T U XS T U XS T U X
da Z Yd a Z Yd a Z Yd a Z Yc cccbbbb
Rohr/Wohl Specific Plan
Figure C6Aa
Collins Campus Trip Assignment
0 / 39
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 39
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
46 / 0
0 / 0
0 / 39
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
21 22 23 24
0 / 0 0 / 0 0 / 0
0 / 0 39 / 0 39 / 0 39 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 46
0 / 39
0 / 0
0 / 0
0 / 0
39 / 0
0 / 0
0 / 0
0 / 0
0 / 00 / 11 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 14
0 / 0
0 / 0
0 / 0
0 / 7 0 / 0 0 / 0 0 / 0
0 / 14
11 / 0
0 / 0
0 / 0
0 / 14
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
17 18 19 20
0 / 0 0 / 0 0 / 0
14 / 0 14 / 0 14 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
7 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 32
0 / 0
0 / 0
0 / 00 / 71 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 32
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 32
0 / 0
0 / 0
0 / 0
0 / 32
71 / 0
0 / 0 0 / 0
13 14 15 16
0 / 0 0 / 0 0 / 0
103 / 0 32 / 0 32 / 0 32 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 I
N
:Di
*
xx / yy = AM / PM Peak-Hour Turning Movement Volumes Cumulative Project The naming convention for intersections is North / South & East / W est Broadw ay & J St Bay Blvd & L St Industrial Blvd & L St W Proj Dw y & G St
V V VVW W W WSTU X STU XS T U XS T U X
da Z Y da Z Yd a Z Yd a Z Yc c c cbbbb
Mid Proj Dw y & G St E Proj Dw y & G St Proj Dw y & H St Emp Proj Dw y & H St
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Marina Pkwy & H St Marina Pkwy & Street C Street A & J St &
VVVVWWWWSTU X STU X STU X STU X
da Z Y da Z Y da Z Y da Z Yccccbbbb
Rohr/Wohl Specific Plan
Figure C6Ab
Collins Campus Trip Assignment
0 / 0
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
33 34 35 36
0 / 0 0 / 0 0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
29 30 31 32
0 / 0 0 / 0 0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 00 / 0 0 / 0 0 / 0 0 / 0
14 / 0
0 / 0
0 / 32
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0 0 / 0 0 / 0
0 / 39
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0
25 26 27 28
32 / 0 0 / 0 0 / 0
39 / 0 0 / 0 32 / 0 0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 14
0 / 32
0 / 0
0 / 0 0 / 0
PLANNING AREA B-2
PLANNING AREA B-1
PLANNING AREA A
H St
G St
F St
E St
W
oodlawn Ave
Broadway
5th Ave
4th Ave
3rd Ave
J St
LSt
W
oodlawn Ave
Oaklawn Ave
Bay Blvd
Marina Pkwy
Marina Wy
Lagoon Dr
Gunpowder Point Dr
E St S
Sandpiper Wy
H St
G St
E St N
Street C
Street A
1 2
3 4
5 6
7 8
9 10
12 13 14
16 17
18 19
20 21 22 23
24 25
26 27
11 15
35 34
33 *
Rohr/Wohl Specific Plan
Local Mobility Analysis
Appendix J
Intersection LOS Worksheets with Improvements
Wohl Bayfront SP Existing Plus Proj (w/Improvements)
21: Bay Blvd & Marina Pkwy/J St Timing Plan: AM PEAK
EXWPAM_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 4 82 23 362 118 59 43 135 288 18 82 7 Future Volume (veh/h) 4 82 23 362 118 59 43 135 288 18 82 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 4 92 26 407 133 66 48 152 324 20 92 8 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 9 197 54 460 1153 514 76 194 413 40 584 51
Arrive On Green 0.01 0.07 0.07 0.27 0.33 0.33 0.04 0.37 0.37 0.02 0.35 0.35 Sat Flow, veh/h 1734 2687 732 1734 3460 1543 1734 518 1104 1734 1652 144 Grp Volume(v), veh/h 4 58 60 407 133 66 48 0 476 20 0 100 Grp Sat Flow(s),veh/h/ln 1734 1730 1689 1734 1730 1543 1734 0 1622 1734 0 1795 Q Serve(g_s), s 0.2 2.2 2.3 15.4 1.8 2.0 1.9 0.0 17.7 0.8 0.0 2.6 Cycle Q Clear(g_c), s 0.2 2.2 2.3 15.4 1.8 2.0 1.9 0.0 17.7 0.8 0.0 2.6 Prop In Lane 1.00 0.43 1.00 1.00 1.00 0.68 1.00 0.08
Lane Grp Cap(c), veh/h 9 127 124 460 1153 514 76 0 607 40 0 635 V/C Ratio(X) 0.43 0.46 0.49 0.88 0.12 0.13 0.63 0.00 0.78 0.50 0.00 0.16 Avail Cap(c_a), veh/h 127 457 446 598 1854 827 173 0 607 127 0 635 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 33.8 30.3 30.3 24.0 15.8 15.8 32.0 0.0 18.9 32.9 0.0 15.1 Incr Delay (d2), s/veh 28.6 2.6 2.9 12.1 0.0 0.1 8.4 0.0 9.8 9.3 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 1.0 1.0 7.4 0.7 0.7 0.9 0.0 7.7 0.4 0.0 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.3 32.8 33.3 36.2 15.8 15.9 40.4 0.0 28.7 42.2 0.0 15.6 LnGrp LOS E C C D B B D A C D A B
Approach Vol, veh/h 122 606 524 120
Approach Delay, s/veh 34.0 29.5 29.7 20.0
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.1 30.0 22.6 9.5 7.5 28.6 4.9 27.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 25.5 23.5 18.0 6.8 23.7 5.0 36.5 Max Q Clear Time (g_c+I1), s 2.8 19.7 17.4 4.3 3.9 4.6 2.2 4.0 Green Ext Time (p_c), s 0.0 1.6 0.7 0.4 0.0 0.4 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 29.2
HCM 6th LOS C
"i ++ .,, "i "i
Wohl Bayfront SP Existing Plus Proj (w/Improvements)
22: I-5 SB Ramps & J St Timing Plan: AM PEAK
EXWPAM_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 369 38 222 328 0 0 0 0 316 0 221 Future Volume (veh/h) 0 369 38 222 328 0 0 0 0 316 0 221 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 0 1821 1821 1821 Adj Flow Rate, veh/h 0 415 43 249 369 0 355 0 248
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 950 97 305 1711 0 464 0 413
Arrive On Green 0.00 0.21 0.21 0.18 0.49 0.00 0.27 0.00 0.27 Sat Flow, veh/h 0 4748 467 1734 3551 0 1734 0 1543
Grp Volume(v), veh/h 0 298 160 249 369 0 355 0 248
Grp Sat Flow(s),veh/h/ln 0 1657 1737 1734 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 4.0 4.1 7.1 3.1 0.0 9.7 0.0 7.2
Cycle Q Clear(g_c), s 0.0 4.0 4.1 7.1 3.1 0.0 9.7 0.0 7.2 Prop In Lane 0.00 0.27 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 687 360 305 1711 0 464 0 413
V/C Ratio(X) 0.00 0.43 0.44 0.82 0.22 0.00 0.77 0.00 0.60 Avail Cap(c_a), veh/h 0 1741 913 518 3237 0 674 0 600
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 17.7 17.7 20.3 7.3 0.0 17.3 0.0 16.4 Incr Delay (d2), s/veh 0.0 0.7 1.5 2.1 0.1 0.0 3.2 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.4 1.6 2.7 0.9 0.0 3.8 0.0 6.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 18.4 19.2 22.3 7.4 0.0 20.5 0.0 17.8 LnGrp LOS A B B C A A C A B
Approach Vol, veh/h 458 618 603
Approach Delay, s/veh 18.7 13.4 19.4
Approach LOS B B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 31.4 19.8 14.7 16.7
Change Period (Y+Rc), s 6.1 6.1 * 5.7 6.1
Max Green Setting (Gmax), s 47.9 19.9 * 15 26.9
Max Q Clear Time (g_c+I1), s 5.1 11.7 9.1 6.1
Green Ext Time (p_c), s 4.5 2.0 0.2 4.5
Intersection Summary
HCM 6th Ctrl Delay 17.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++
Wohl Bayfront SP Existing Plus Proj (w/Improvements)
26: Bay Blvd & L St Timing Plan: AM PEAK
EXWPAM_IMP.syn Synchro 11 Report
02/14/2024
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 177 208 140 183 109 128
Future Volume (veh/h) 177 208 140 183 109 128
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 199 234 157 206 122 144
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 415 650 576 488 612 576
Arrive On Green 0.24 0.24 0.32 0.32 0.32 0.32
Sat Flow, veh/h 1734 2716 1821 1543 1019 1821
Grp Volume(v), veh/h 199 234 157 206 122 144
Grp Sat Flow(s),veh/h/ln 1734 1358 1821 1543 1019 1821
Q Serve(g_s), s 2.0 1.5 1.3 2.1 2.1 1.2
Cycle Q Clear(g_c), s 2.0 1.5 1.3 2.1 3.4 1.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 415 650 576 488 612 576
V/C Ratio(X) 0.48 0.36 0.27 0.42 0.20 0.25
Avail Cap(c_a), veh/h 1541 2413 1618 1371 1195 1618
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 6.6 6.4 5.2 5.5 6.4 5.1
Incr Delay (d2), s/veh 0.9 0.3 0.3 0.6 0.2 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.2 0.2 0.3 0.2 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 7.5 6.8 5.4 6.0 6.6 5.4
LnGrp LOS A A A A A A
Approach Vol, veh/h 433 363 266
Approach Delay, s/veh 7.1 5.8 5.9
Approach LOS A A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 10.9 10.9 9.4
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 4.1 5.4 4.0
Green Ext Time (p_c), s 1.3 1.0 1.3
Intersection Summary
HCM 6th Ctrl Delay 6.3
HCM 6th LOS A
---- "i .,,.,, t .,, "i t
Wohl Bayfront SP Existing Plus Proj (w/Improvements)
21: Bay Blvd & Marina Pkwy/J St Timing Plan: PM PEAK
EXWPPM_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 210 56 70 129 34 27 44 101 141 213 14 Future Volume (veh/h) 9 210 56 70 129 34 27 44 101 141 213 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 9 212 57 71 130 34 27 44 102 142 215 14 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 20 369 97 107 644 287 54 171 396 179 715 47
Arrive On Green 0.01 0.14 0.14 0.06 0.19 0.19 0.03 0.35 0.35 0.10 0.42 0.42 Sat Flow, veh/h 1734 2711 712 1734 3460 1543 1734 488 1130 1734 1691 110 Grp Volume(v), veh/h 9 133 136 71 130 34 27 0 146 142 0 229 Grp Sat Flow(s),veh/h/ln 1734 1730 1693 1734 1730 1543 1734 0 1618 1734 0 1801 Q Serve(g_s), s 0.3 3.7 3.9 2.1 1.6 0.9 0.8 0.0 3.3 4.1 0.0 4.3 Cycle Q Clear(g_c), s 0.3 3.7 3.9 2.1 1.6 0.9 0.8 0.0 3.3 4.1 0.0 4.3 Prop In Lane 1.00 0.42 1.00 1.00 1.00 0.70 1.00 0.06
Lane Grp Cap(c), veh/h 20 235 230 107 644 287 54 0 567 179 0 761 V/C Ratio(X) 0.44 0.57 0.59 0.66 0.20 0.12 0.50 0.00 0.26 0.79 0.00 0.30 Avail Cap(c_a), veh/h 168 603 590 168 1206 538 168 0 567 198 0 761 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.4 20.9 21.0 23.7 17.8 17.5 24.6 0.0 12.0 22.6 0.0 9.9 Incr Delay (d2), s/veh 14.4 2.1 2.4 6.8 0.2 0.2 7.0 0.0 1.1 18.0 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 1.5 1.6 1.0 0.6 0.3 0.4 0.0 1.2 2.4 0.0 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.7 23.0 23.3 30.5 17.9 17.7 31.6 0.0 13.1 40.6 0.0 10.9 LnGrp LOS D C C C B B C A B D A B
Approach Vol, veh/h 278 235 173 371
Approach Delay, s/veh 23.7 21.7 16.0 22.3
Approach LOS C C B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.8 22.6 7.7 11.5 6.1 26.3 5.1 14.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.9 18.1 5.0 18.0 5.0 19.0 5.0 18.0 Max Q Clear Time (g_c+I1), s 6.1 5.3 4.1 5.9 2.8 6.3 2.3 3.6 Green Ext Time (p_c), s 0.0 0.6 0.0 1.2 0.0 1.0 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 21.5
HCM 6th LOS C
"i ++ .,, "i "i
Wohl Bayfront SP Existing Plus Proj (w/Improvements)
22: I-5 SB Ramps & J St Timing Plan: PM PEAK
EXWPPM_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 344 130 274 156 0 0 0 0 487 2 63 Future Volume (veh/h) 0 344 130 274 156 0 0 0 0 487 2 63 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 0 1821 1821 1821 Adj Flow Rate, veh/h 0 374 141 298 170 0 529 2 68
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 710 255 342 1648 0 601 2 536
Arrive On Green 0.00 0.20 0.20 0.20 0.48 0.00 0.35 0.35 0.35 Sat Flow, veh/h 0 3773 1294 1734 3551 0 1728 7 1543
Grp Volume(v), veh/h 0 342 173 298 170 0 531 0 68
Grp Sat Flow(s),veh/h/ln 0 1657 1588 1734 1730 0 1735 0 1543 Q Serve(g_s), s 0.0 6.4 6.8 11.5 1.9 0.0 19.9 0.0 2.1
Cycle Q Clear(g_c), s 0.0 6.4 6.8 11.5 1.9 0.0 19.9 0.0 2.1 Prop In Lane 0.00 0.81 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 653 313 342 1648 0 603 0 536
V/C Ratio(X) 0.00 0.52 0.55 0.87 0.10 0.00 0.88 0.00 0.13 Avail Cap(c_a), veh/h 0 1273 610 416 2443 0 724 0 644
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 24.9 25.1 27.0 10.0 0.0 21.2 0.0 15.4 Incr Delay (d2), s/veh 0.0 1.1 2.6 13.8 0.0 0.0 10.7 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.5 2.7 5.8 0.7 0.0 9.2 0.0 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 26.0 27.7 40.8 10.0 0.0 31.9 0.0 15.5 LnGrp LOS A C C D B A C A B
Approach Vol, veh/h 515 468 599
Approach Delay, s/veh 26.6 29.6 30.1
Approach LOS C C C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 39.1 30.2 19.3 19.7
Change Period (Y+Rc), s 6.1 6.1 * 5.7 6.1
Max Green Setting (Gmax), s 48.9 28.9 * 17 26.6
Max Q Clear Time (g_c+I1), s 3.9 21.9 13.5 8.8
Green Ext Time (p_c), s 1.9 2.1 0.2 4.8
Intersection Summary
HCM 6th Ctrl Delay 28.8
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++
Wohl Bayfront SP Existing Plus Proj (w/Improvements)
26: Bay Blvd & L St Timing Plan: PM PEAK
EXWPPM_IMP.syn Synchro 11 Report
02/14/2024
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 357 68 44 783 152 153
Future Volume (veh/h) 357 68 44 783 152 153
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 380 72 47 833 162 163
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 469 735 954 808 487 954
Arrive On Green 0.27 0.27 0.52 0.52 0.52 0.52
Sat Flow, veh/h 1734 2716 1821 1543 631 1821
Grp Volume(v), veh/h 380 72 47 833 162 163
Grp Sat Flow(s),veh/h/ln 1734 1358 1821 1543 631 1821
Q Serve(g_s), s 8.9 0.9 0.6 22.9 7.4 2.0
Cycle Q Clear(g_c), s 8.9 0.9 0.6 22.9 7.9 2.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 469 735 954 808 487 954
V/C Ratio(X) 0.81 0.10 0.05 1.03 0.33 0.17
Avail Cap(c_a), veh/h 718 1124 954 808 487 954
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 14.9 12.0 5.1 10.4 7.0 5.4
Incr Delay (d2), s/veh 4.1 0.1 0.0 39.8 0.4 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.4 0.2 0.1 13.9 0.7 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.0 12.0 5.1 50.2 7.4 5.5
LnGrp LOS B B A F A A
Approach Vol, veh/h 452 880 325
Approach Delay, s/veh 17.9 47.8 6.5
Approach LOS B D A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 27.4 27.4 16.3
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 22.9 22.9 18.1
Max Q Clear Time (g_c+I1), s 24.9 9.9 10.9
Green Ext Time (p_c), s 0.0 1.9 0.9
Intersection Summary
HCM 6th Ctrl Delay 31.5
HCM 6th LOS C
---- "i .,,.,, t .,, "i t
Wohl Bayfront SP Opening Year 2026 w/Proj (w/Improvements) 2: I-5 NB Ramps & E St Timing Plan: AM PEAK
OYWPAM_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 159 361 0 0 443 568 18 365 488 0 0 0 Future Volume (veh/h) 159 361 0 0 443 568 18 365 488 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 0 0 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 185 420 0 0 515 660 21 516 506
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 249 1820 0 0 680 606 25 604 534
Arrive On Green 0.07 0.53 0.00 0.00 0.39 0.39 0.35 0.35 0.35 Sat Flow, veh/h 3365 3551 0 0 1821 1543 71 1747 1543
Grp Volume(v), veh/h 185 420 0 0 515 660 537 0 506
Grp Sat Flow(s),veh/h/ln 1682 1730 0 0 1730 1543 1818 0 1543 Q Serve(g_s), s 4.3 5.2 0.0 0.0 20.5 31.3 21.8 0.0 25.4 Cycle Q Clear(g_c), s 4.3 5.2 0.0 0.0 20.5 31.3 21.8 0.0 25.4 Prop In Lane 1.00 0.00 0.00 1.00 0.04 1.00
Lane Grp Cap(c), veh/h 249 1820 0 0 680 606 629 0 534
V/C Ratio(X) 0.74 0.23 0.00 0.00 0.76 1.09 0.85 0.00 0.95 Avail Cap(c_a), veh/h 249 1820 0 0 680 606 637 0 541
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 36.1 10.2 0.0 0.0 20.9 24.2 24.2 0.0 25.3 Incr Delay (d2), s/veh 10.1 0.0 0.0 0.0 5.5 62.9 10.3 0.0 25.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 1.8 0.0 0.0 8.8 21.1 10.6 0.0 12.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.2 10.2 0.0 0.0 26.4 87.1 34.5 0.0 51.1 LnGrp LOS D B A A C F C A D
Approach Vol, veh/h 605 1175 1043
Approach Delay, s/veh 21.2 60.5 42.5
Approach LOS C E D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 10.6 36.4 32.7 47.0
Change Period (Y+Rc), s * 4.7 5.1 5.1 5.1
Max Green Setting (Gmax), s * 5.9 31.3 27.9 41.9
Max Q Clear Time (g_c+I1), s 6.3 33.3 27.4 7.2
Green Ext Time (p_c), s 0.0 0.0 0.1 2.0
Intersection Summary
HCM 6th Ctrl Delay 45.4
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. lf"i ,t,t ___ tf+ ___ 'f'
Wohl Bayfront SP Opening Year 2026 w/Proj (w/Improvements) 7: Bay Blvd & F St Timing Plan: AM PEAK
OYWPAM_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 22 9 114 57 72 214 110 74 149 126 364 Future Volume (veh/h) 17 22 9 114 57 72 214 110 74 149 126 364 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 19 24 10 125 63 79 235 121 81 164 138 400 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 258 204 85 297 124 173 292 465 312 213 170 491 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.46 0.46 0.12 0.41 0.41 Sat Flow, veh/h 1246 1221 509 1049 739 1035 1734 1017 681 1734 412 1194 Grp Volume(v), veh/h 19 0 34 155 0 112 235 0 202 164 0 538 Grp Sat Flow(s),veh/h/ln 1246 0 1730 1353 0 1471 1734 0 1699 1734 0 1606 Q Serve(g_s), s 0.7 0.0 0.9 5.1 0.0 3.7 7.0 0.0 3.9 4.9 0.0 15.8 Cycle Q Clear(g_c), s 4.4 0.0 0.9 6.0 0.0 3.7 7.0 0.0 3.9 4.9 0.0 15.8 Prop In Lane 1.00 0.29 0.81 0.70 1.00 0.40 1.00 0.74
Lane Grp Cap(c), veh/h 258 0 290 348 0 246 292 0 777 213 0 661 V/C Ratio(X) 0.07 0.00 0.12 0.44 0.00 0.46 0.80 0.00 0.26 0.77 0.00 0.81 Avail Cap(c_a), veh/h 471 0 586 595 0 498 471 0 1338 529 0 1319 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.0 0.0 18.9 21.2 0.0 20.1 21.4 0.0 8.9 22.7 0.0 13.9 Incr Delay (d2), s/veh 0.1 0.0 0.2 0.9 0.0 1.3 5.2 0.0 0.2 5.9 0.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 0.3 1.7 0.0 1.2 3.0 0.0 1.2 2.2 0.0 5.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.2 0.0 19.1 22.1 0.0 21.4 26.5 0.0 9.1 28.6 0.0 16.4 LnGrp LOS C A B C A C C A A C A B
Approach Vol, veh/h 53 267 437 702
Approach Delay, s/veh 20.2 21.8 18.5 19.3
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.0 28.9 13.4 13.5 26.5 13.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 16.3 42.1 18.1 14.5 43.9 18.1 Max Q Clear Time (g_c+I1), s 6.9 5.9 6.4 9.0 17.8 8.0
Green Ext Time (p_c), s 0.3 1.3 0.1 0.3 4.1 1.1
Intersection Summary
HCM 6th Ctrl Delay 19.5
HCM 6th LOS B
"i "i
Wohl Bayfront SP Opening Year 2026 w/Proj (w/Improvements) 11: Bay Blvd & G St Timing Plan: AM PEAK
OYWPAM_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 61 36 124 357 130 176
Future Volume (veh/h) 61 36 124 357 130 176
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 68 40 138 397 144 196
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 175 156 203 1059 214 291
Arrive On Green 0.10 0.10 0.12 0.58 0.31 0.31
Sat Flow, veh/h 1734 1543 1734 1821 699 951
Grp Volume(v), veh/h 68 40 138 397 0 340
Grp Sat Flow(s),veh/h/ln 1734 1543 1734 1821 0 1650
Q Serve(g_s), s 1.0 0.7 2.2 3.3 0.0 5.1
Cycle Q Clear(g_c), s 1.0 0.7 2.2 3.3 0.0 5.1
Prop In Lane 1.00 1.00 1.00 0.58
Lane Grp Cap(c), veh/h 175 156 203 1059 0 504
V/C Ratio(X) 0.39 0.26 0.68 0.37 0.00 0.67
Avail Cap(c_a), veh/h 1102 980 337 1799 0 1048
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 11.9 11.8 12.0 3.2 0.0 8.6
Incr Delay (d2), s/veh 1.4 0.9 4.0 0.2 0.0 1.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.0 0.8 0.3 0.0 1.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.3 12.6 16.0 3.4 0.0 10.2
LnGrp LOS B B B A A B
Approach Vol, veh/h 108 535 340
Approach Delay, s/veh 13.1 6.6 10.2
Approach LOS B A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 21.0 7.4 7.8 13.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.0 18.0 5.5 18.0
Max Q Clear Time (g_c+I1), s 5.3 3.0 4.2 7.1
Green Ext Time (p_c), s 2.5 0.2 0.0 1.6
Intersection Summary
HCM 6th Ctrl Delay 8.6
HCM 6th LOS A
Wohl Bayfront SP Opening Year 2026 w/Proj (w/Improvements) 12: Bay Blvd & H St Timing Plan: AM PEAK
OYWPAM_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 485 25 32 665 223 63 203 21 52 61 45 Future Volume (veh/h) 0 485 25 32 665 223 63 203 21 52 61 45 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 533 27 35 731 245 69 223 23 57 67 49 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 2115 107 77 1511 498 267 250 26 152 86 63
Arrive On Green 0.00 0.63 0.63 0.63 0.63 0.63 0.15 0.15 0.15 0.09 0.09 0.09 Sat Flow, veh/h 0 3442 169 72 2393 789 1734 1624 167 1734 978 715 Grp Volume(v), veh/h 0 275 285 541 0 470 69 0 246 57 0 116 Grp Sat Flow(s),veh/h/ln 0 1730 1791 1739 0 1515 1734 0 1791 1734 0 1692 Q Serve(g_s), s 0.0 8.4 8.4 0.0 0.0 19.9 4.2 0.0 16.2 3.7 0.0 8.1 Cycle Q Clear(g_c), s 0.0 8.4 8.4 18.7 0.0 19.9 4.2 0.0 16.2 3.7 0.0 8.1 Prop In Lane 0.00 0.09 0.06 0.52 1.00 0.09 1.00 0.42
Lane Grp Cap(c), veh/h 0 1092 1130 1130 0 956 267 0 275 152 0 148 V/C Ratio(X) 0.00 0.25 0.25 0.48 0.00 0.49 0.26 0.00 0.89 0.38 0.00 0.78 Avail Cap(c_a), veh/h 0 1092 1130 1130 0 956 302 0 312 520 0 508 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.95 0.00 0.95 1.00 0.00 1.00 0.90 0.00 0.90 Uniform Delay (d), s/veh 0.0 9.7 9.7 11.6 0.0 11.8 44.7 0.0 49.8 51.7 0.0 53.6 Incr Delay (d2), s/veh 0.0 0.6 0.5 1.4 0.0 1.7 0.2 0.0 22.7 0.5 0.0 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.2 3.4 7.7 0.0 6.9 1.8 0.0 9.0 1.6 0.0 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 10.3 10.2 13.0 0.0 13.6 44.9 0.0 72.5 52.2 0.0 56.7 LnGrp LOS A B B B A B D A E D A E
Approach Vol, veh/h 560 1011 315 173
Approach Delay, s/veh 10.3 13.3 66.4 55.2
Approach LOS B B E E
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 80.8 15.6 80.8 23.6
Change Period (Y+Rc), s 5.1 5.1 5.1 5.1
Max Green Setting (Gmax), s 47.8 36.0 47.8 20.9
Max Q Clear Time (g_c+I1), s 21.9 10.1 10.4 18.2
Green Ext Time (p_c), s 5.0 0.5 2.3 0.3
Intersection Summary
HCM 6th Ctrl Delay 24.1
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
User approved volume balancing among the lanes for turning movement. 4'~ -- "i "i 4+
Wohl Bayfront SP Opening Year 2026 w/Proj (w/Improvements) 21: Bay Blvd & Marina Pkwy/J St Timing Plan: AM PEAK
OYWPAM_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 4 533 151 363 306 113 137 199 288 23 88 7 Future Volume (veh/h) 4 533 151 363 306 113 137 199 288 23 88 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 4 599 170 408 344 127 154 224 324 26 99 8 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 9 685 194 450 1769 789 187 444 376 47 270 22 Arrive On Green 0.01 0.26 0.26 0.26 0.51 0.51 0.11 0.24 0.24 0.03 0.16 0.16 Sat Flow, veh/h 1734 2662 754 1734 3460 1543 1734 1821 1543 1734 1663 134 Grp Volume(v), veh/h 4 389 380 408 344 127 154 224 324 26 0 107 Grp Sat Flow(s),veh/h/ln 1734 1730 1685 1734 1730 1543 1734 1821 1543 1734 0 1797 Q Serve(g_s), s 0.2 18.2 18.3 19.3 4.6 3.7 7.4 9.0 17.0 1.3 0.0 4.5 Cycle Q Clear(g_c), s 0.2 18.2 18.3 19.3 4.6 3.7 7.4 9.0 17.0 1.3 0.0 4.5 Prop In Lane 1.00 0.45 1.00 1.00 1.00 1.00 1.00 0.07
Lane Grp Cap(c), veh/h 9 445 434 450 1769 789 187 444 376 47 0 292 V/C Ratio(X) 0.43 0.87 0.88 0.91 0.19 0.16 0.82 0.51 0.86 0.55 0.00 0.37 Avail Cap(c_a), veh/h 103 481 468 543 1841 821 215 579 491 105 0 457 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 41.9 30.1 30.1 30.3 11.2 11.0 36.9 27.6 30.6 40.6 0.0 31.5 Incr Delay (d2), s/veh 29.2 15.4 16.1 17.0 0.1 0.1 19.6 0.9 11.7 9.9 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 9.2 9.1 9.9 1.7 1.2 4.1 3.9 7.3 0.7 0.0 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.1 45.5 46.2 47.3 11.3 11.1 56.6 28.5 42.4 50.5 0.0 32.3 LnGrp LOS E D D D B B E C D D A C
Approach Vol, veh/h 773 879 702 133
Approach Delay, s/veh 45.9 28.0 41.1 35.9
Approach LOS D C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.8 25.1 26.4 26.3 13.6 18.2 4.9 47.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 26.9 26.5 23.5 10.5 21.5 5.0 45.0 Max Q Clear Time (g_c+I1), s 3.3 19.0 21.3 20.3 9.4 6.5 2.2 6.6 Green Ext Time (p_c), s 0.0 1.6 0.7 1.5 0.0 0.4 0.0 2.9 Intersection Summary
HCM 6th Ctrl Delay 37.7
HCM 6th LOS D
~ ++ ~ ~ + ~ ~
Wohl Bayfront SP Opening Year 2026 w/Proj (w/Improvements) 22: I-5 SB Ramps & J St Timing Plan: AM PEAK
OYWPAM_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 637 173 222 528 0 0 0 0 321 0 274 Future Volume (veh/h) 0 637 173 222 528 0 0 0 0 321 0 274 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 0 1821 1821 1821 Adj Flow Rate, veh/h 0 716 194 249 593 0 361 0 308
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 1204 322 294 1953 0 435 0 387
Arrive On Green 0.00 0.31 0.31 0.17 0.56 0.00 0.25 0.00 0.25 Sat Flow, veh/h 0 4067 1044 1734 3551 0 1734 0 1543
Grp Volume(v), veh/h 0 607 303 249 593 0 361 0 308
Grp Sat Flow(s),veh/h/ln 0 1657 1633 1734 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 10.2 10.4 9.2 5.9 0.0 13.0 0.0 12.3 Cycle Q Clear(g_c), s 0.0 10.2 10.4 9.2 5.9 0.0 13.0 0.0 12.3 Prop In Lane 0.00 0.64 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1022 504 294 1953 0 435 0 387
V/C Ratio(X) 0.00 0.59 0.60 0.85 0.30 0.00 0.83 0.00 0.80 Avail Cap(c_a), veh/h 0 1401 690 376 2511 0 523 0 465
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 19.3 19.4 26.6 7.6 0.0 23.4 0.0 23.1 Incr Delay (d2), s/veh 0.0 0.9 2.0 11.0 0.1 0.0 9.3 0.0 7.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.8 3.9 4.5 1.9 0.0 6.1 0.0 10.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 20.3 21.4 37.6 7.7 0.0 32.7 0.0 31.0 LnGrp LOS A C C D A A C A C
Approach Vol, veh/h 910 842 669
Approach Delay, s/veh 20.6 16.6 31.9
Approach LOS C B C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 43.3 22.7 16.9 26.5
Change Period (Y+Rc), s 6.1 6.1 * 5.7 6.1
Max Green Setting (Gmax), s 47.9 19.9 * 14 27.9
Max Q Clear Time (g_c+I1), s 7.9 15.0 11.2 12.4
Green Ext Time (p_c), s 7.8 1.6 0.1 7.9
Intersection Summary
HCM 6th Ctrl Delay 22.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++
Wohl Bayfront SP Opening Year 2026 w/Proj (w/Improvements) 23: I-5 NB Ramps & J St Timing Plan: AM PEAK
OYWPAM_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 308 678 0 0 596 449 169 3 351 0 0 0 Future Volume (veh/h) 308 678 0 0 596 449 169 3 351 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 0 0 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 338 745 0 0 655 493 186 3 386
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 373 2299 0 0 723 542 333 5 301
Arrive On Green 0.22 0.66 0.00 0.00 0.38 0.38 0.19 0.19 0.19 Sat Flow, veh/h 1734 3551 0 0 1976 1413 1708 28 1543
Grp Volume(v), veh/h 338 745 0 0 601 547 189 0 386
Grp Sat Flow(s),veh/h/ln 1734 1730 0 0 1730 1567 1736 0 1543 Q Serve(g_s), s 16.5 8.0 0.0 0.0 28.5 28.7 8.5 0.0 16.9 Cycle Q Clear(g_c), s 16.5 8.0 0.0 0.0 28.5 28.7 8.5 0.0 16.9 Prop In Lane 1.00 0.00 0.00 0.90 0.98 1.00
Lane Grp Cap(c), veh/h 373 2299 0 0 663 601 338 0 301
V/C Ratio(X) 0.91 0.32 0.00 0.00 0.91 0.91 0.56 0.00 1.28 Avail Cap(c_a), veh/h 426 2431 0 0 677 613 338 0 301
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 33.2 6.2 0.0 0.0 25.2 25.3 31.5 0.0 34.9 Incr Delay (d2), s/veh 19.7 0.1 0.0 0.0 16.2 18.1 1.3 0.0 150.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.8 2.5 0.0 0.0 14.0 13.1 3.6 0.0 18.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.9 6.4 0.0 0.0 41.5 43.4 32.8 0.0 185.2 LnGrp LOS D A A A D D C A F
Approach Vol, veh/h 1083 1148 575
Approach Delay, s/veh 20.9 42.4 135.1
Approach LOS C D F
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 24.3 39.3 23.0 63.7
Change Period (Y+Rc), s * 5.7 6.1 6.1 6.1
Max Green Setting (Gmax), s * 21 33.9 16.9 60.9
Max Q Clear Time (g_c+I1), s 18.5 30.7 18.9 10.0
Green Ext Time (p_c), s 0.2 2.6 0.0 10.9
Intersection Summary
HCM 6th Ctrl Delay 53.1
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++ --- tf+ --- .,,
Wohl Bayfront SP Opening Year 2026 w/Proj (w/Improvements) 25: Broadway & J St Timing Plan: AM PEAK
OYWPAM_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 116 548 260 47 449 41 150 614 56 45 551 83 Future Volume (veh/h) 116 548 260 47 449 41 150 614 56 45 551 83 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 130 616 292 53 504 46 169 690 63 51 619 93 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 112 717 340 67 927 84 112 1044 95 210 1337 596 Arrive On Green 0.06 0.31 0.31 0.04 0.29 0.29 0.06 0.33 0.33 0.12 0.39 0.39 Sat Flow, veh/h 1734 2278 1079 1734 3207 292 1734 3206 292 1734 3460 1543 Grp Volume(v), veh/h 130 468 440 53 271 279 169 372 381 51 619 93 Grp Sat Flow(s),veh/h/ln 1734 1730 1627 1734 1730 1769 1734 1730 1768 1734 1730 1543 Q Serve(g_s), s 5.8 22.9 22.9 2.7 11.9 12.0 5.8 16.6 16.7 2.4 12.0 3.5 Cycle Q Clear(g_c), s 5.8 22.9 22.9 2.7 11.9 12.0 5.8 16.6 16.7 2.4 12.0 3.5 Prop In Lane 1.00 0.66 1.00 0.17 1.00 0.17 1.00 1.00
Lane Grp Cap(c), veh/h 112 545 512 67 500 511 112 563 576 210 1337 596 V/C Ratio(X) 1.16 0.86 0.86 0.79 0.54 0.55 1.51 0.66 0.66 0.24 0.46 0.16 Avail Cap(c_a), veh/h 112 623 586 104 615 629 112 563 576 210 1337 596 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.78 0.78 0.78 Uniform Delay (d), s/veh 42.1 28.9 28.9 42.9 27.0 27.0 42.1 26.1 26.1 35.8 20.6 18.0 Incr Delay (d2), s/veh 135.6 10.5 11.1 9.1 0.9 0.9 270.8 6.0 5.9 0.2 0.9 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.7 10.7 10.2 1.3 4.9 5.1 10.9 7.6 7.7 1.0 4.9 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 177.7 39.4 40.1 52.0 27.9 27.9 312.9 32.1 32.0 36.0 21.5 18.5 LnGrp LOS F D D D C C F C C D C B
Approach Vol, veh/h 1038 603 922 763
Approach Delay, s/veh 57.0 30.0 83.5 22.1
Approach LOS E C F C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.7 32.9 10.0 39.4 10.0 30.6 15.5 33.9 Change Period (Y+Rc), s * 4.2 4.6 * 4.2 4.6 * 4.2 4.6 4.6 * 4.6 Max Green Setting (Gmax), s * 5.4 32.4 * 5.8 28.8 * 5.8 32.0 5.3 * 29 Max Q Clear Time (g_c+I1), s 4.7 24.9 7.8 14.0 7.8 14.0 4.4 18.7 Green Ext Time (p_c), s 0.0 3.5 0.0 4.6 0.0 3.2 0.0 4.0 Intersection Summary
HCM 6th Ctrl Delay 51.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i tf+ -- "i tf+ -- "i tt
Wohl Bayfront SP Opening Year 2026 w/Proj (w/Improvements) 26: Bay Blvd & L St Timing Plan: AM PEAK
OYWPAM_IMP.syn Synchro 11 Report
02/14/2024
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 177 317 189 183 201 170
Future Volume (veh/h) 177 317 189 183 201 170
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 199 356 212 206 226 191
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 390 610 381 669 292 929
Arrive On Green 0.22 0.22 0.21 0.21 0.17 0.51
Sat Flow, veh/h 1734 2716 1821 1543 1734 1821
Grp Volume(v), veh/h 199 356 212 206 226 191
Grp Sat Flow(s),veh/h/ln 1734 1358 1821 1543 1734 1821
Q Serve(g_s), s 3.4 4.0 3.5 3.0 4.2 1.9
Cycle Q Clear(g_c), s 3.4 4.0 3.5 3.0 4.2 1.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 390 610 381 669 292 929
V/C Ratio(X) 0.51 0.58 0.56 0.31 0.77 0.21
Avail Cap(c_a), veh/h 920 1442 966 1166 537 1772
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 11.5 11.7 12.0 6.3 13.5 4.6
Incr Delay (d2), s/veh 1.0 0.9 1.3 0.3 4.4 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 1.0 1.2 1.1 1.6 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.5 12.6 13.3 6.5 17.9 4.7
LnGrp LOS B B B A B A
Approach Vol, veh/h 555 418 417
Approach Delay, s/veh 12.6 10.0 11.8
Approach LOS B A B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 10.2 11.6 21.8 12.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 10.5 18.0 33.0 18.0
Max Q Clear Time (g_c+I1), s 6.2 5.5 3.9 6.0
Green Ext Time (p_c), s 0.2 1.6 1.1 1.7
Intersection Summary
HCM 6th Ctrl Delay 11.6
HCM 6th LOS B
---- "i .,,.,, t .,, "i t
Wohl Bayfront SP Opening Year 2026 w/Proj (w/Improvements) 31: H St & Proj Dwy Timing Plan: AM PEAK
OYWPAM_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 43 448 532 375 93 11
Future Volume (veh/h) 43 448 532 375 93 11
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 47 487 578 408 101 12
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 90 2113 839 592 241 215
Arrive On Green 0.05 0.61 0.43 0.43 0.14 0.14
Sat Flow, veh/h 1734 3551 2029 1368 1734 1543
Grp Volume(v), veh/h 47 487 516 470 101 12
Grp Sat Flow(s),veh/h/ln 1734 1730 1730 1575 1734 1543
Q Serve(g_s), s 0.9 2.3 8.7 8.7 1.9 0.2
Cycle Q Clear(g_c), s 0.9 2.3 8.7 8.7 1.9 0.2
Prop In Lane 1.00 0.87 1.00 1.00
Lane Grp Cap(c), veh/h 90 2113 750 682 241 215
V/C Ratio(X) 0.52 0.23 0.69 0.69 0.42 0.06
Avail Cap(c_a), veh/h 265 3032 1035 942 941 837
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 16.6 3.2 8.2 8.2 14.1 13.4
Incr Delay (d2), s/veh 4.6 0.1 1.1 1.2 1.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.3 2.3 2.1 0.7 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.2 3.2 9.4 9.5 15.3 13.5
LnGrp LOS C A A A B B
Approach Vol, veh/h 534 986 113
Approach Delay, s/veh 4.8 9.4 15.1
Approach LOS A A B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 26.4 9.5 6.4 20.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 31.5 19.5 5.5 21.5
Max Q Clear Time (g_c+I1), s 4.3 3.9 2.9 10.7
Green Ext Time (p_c), s 3.5 0.2 0.0 4.9
Intersection Summary
HCM 6th Ctrl Delay 8.3
HCM 6th LOS A
Wohl Bayfront SP Opening Year 2026 w/Proj (w/Improvements) 2: I-5 NB Ramps & E St Timing Plan: PM PEAK
OYWPPM_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 320 962 0 0 495 403 31 3 358 0 0 0 Future Volume (veh/h) 320 962 0 0 495 403 31 3 358 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 0 0 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 372 1119 0 0 576 469 0 0 457
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 476 2267 0 0 793 645 0 328 556
Arrive On Green 0.14 0.66 0.00 0.00 0.44 0.44 0.00 0.00 0.18 Sat Flow, veh/h 3365 3551 0 0 1903 1474 0 1821 3087
Grp Volume(v), veh/h 372 1119 0 0 550 495 0 0 457
Grp Sat Flow(s),veh/h/ln 1682 1730 0 0 1730 1556 0 1821 1543 Q Serve(g_s), s 6.6 10.2 0.0 0.0 16.2 16.3 0.0 0.0 8.8
Cycle Q Clear(g_c), s 6.6 10.2 0.0 0.0 16.2 16.3 0.0 0.0 8.8 Prop In Lane 1.00 0.00 0.00 0.95 0.00 1.00
Lane Grp Cap(c), veh/h 476 2267 0 0 757 681 0 328 556
V/C Ratio(X) 0.78 0.49 0.00 0.00 0.73 0.73 0.00 0.00 0.82 Avail Cap(c_a), veh/h 777 2899 0 0 919 826 0 526 892
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 25.7 5.4 0.0 0.0 14.4 14.4 0.0 0.0 24.4 Incr Delay (d2), s/veh 1.1 0.1 0.0 0.0 3.0 3.4 0.0 0.0 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 2.5 0.0 0.0 6.1 5.6 0.0 0.0 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.7 5.5 0.0 0.0 17.4 17.7 0.0 0.0 25.9 LnGrp LOS C A A A B B A A C
Approach Vol, veh/h 1491 1045 457
Approach Delay, s/veh 10.8 17.6 25.9
Approach LOS B B C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 13.5 32.2 16.3 45.7
Change Period (Y+Rc), s * 4.7 5.1 5.1 5.1
Max Green Setting (Gmax), s * 14 32.9 17.9 51.9
Max Q Clear Time (g_c+I1), s 8.6 18.3 10.8 12.2
Green Ext Time (p_c), s 0.2 8.9 0.3 6.7
Intersection Summary
HCM 6th Ctrl Delay 15.5
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. lf"i ,t,t ___ tf+ ___ 'f'
Wohl Bayfront SP Opening Year 2026 w/Proj (w/Improvements) 7: Bay Blvd & F St Timing Plan: PM PEAK
OYWPPM_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 343 65 220 118 30 81 6 112 85 301 321 25 Future Volume (veh/h) 343 65 220 118 30 81 6 112 85 301 321 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 377 71 242 130 33 89 7 123 93 331 353 27 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 554 146 498 386 160 431 16 160 121 386 634 48 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.01 0.17 0.17 0.22 0.38 0.38 Sat Flow, veh/h 1269 363 1236 682 396 1069 1734 962 728 1734 1670 128 Grp Volume(v), veh/h 377 0 313 130 0 122 7 0 216 331 0 380 Grp Sat Flow(s),veh/h/ln 1269 0 1599 682 0 1465 1734 0 1690 1734 0 1798 Q Serve(g_s), s 17.9 0.0 9.4 6.7 0.0 3.5 0.3 0.0 7.9 11.9 0.0 10.8 Cycle Q Clear(g_c), s 21.4 0.0 9.4 16.1 0.0 3.5 0.3 0.0 7.9 11.9 0.0 10.8 Prop In Lane 1.00 0.77 1.00 0.73 1.00 0.43 1.00 0.07
Lane Grp Cap(c), veh/h 554 0 645 386 0 591 16 0 281 386 0 683 V/C Ratio(X) 0.68 0.00 0.49 0.34 0.00 0.21 0.44 0.00 0.77 0.86 0.00 0.56 Avail Cap(c_a), veh/h 736 0 874 539 0 801 134 0 534 548 0 997 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.6 0.0 14.4 20.3 0.0 12.6 32.0 0.0 25.9 24.2 0.0 15.8 Incr Delay (d2), s/veh 1.6 0.0 0.6 0.5 0.0 0.2 18.1 0.0 4.4 9.3 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 0.0 3.2 1.6 0.0 1.1 0.2 0.0 3.4 5.5 0.0 4.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.2 0.0 14.9 20.9 0.0 12.8 50.1 0.0 30.3 33.5 0.0 16.6 LnGrp LOS C A B C A B D A C C A B
Approach Vol, veh/h 690 252 223 711
Approach Delay, s/veh 18.3 16.9 30.9 24.5
Approach LOS B B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 18.9 15.3 30.7 5.1 29.1 30.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.5 20.5 35.5 5.0 36.0 35.5 Max Q Clear Time (g_c+I1), s 13.9 9.9 23.4 2.3 12.8 18.1 Green Ext Time (p_c), s 0.6 0.9 2.8 0.0 2.4 1.5
Intersection Summary
HCM 6th Ctrl Delay 22.0
HCM 6th LOS C
"i "i
Wohl Bayfront SP Opening Year 2026 w/Proj (w/Improvements) 11: Bay Blvd & G St Timing Plan: PM PEAK
OYWPPM_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 189 121 50 79 641 62
Future Volume (veh/h) 189 121 50 79 641 62
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 210 134 56 88 712 69
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 293 260 94 1188 832 81
Arrive On Green 0.17 0.17 0.05 0.65 0.51 0.51
Sat Flow, veh/h 1734 1543 1734 1821 1634 158
Grp Volume(v), veh/h 210 134 56 88 0 781
Grp Sat Flow(s),veh/h/ln 1734 1543 1734 1821 0 1793
Q Serve(g_s), s 5.8 4.0 1.6 0.9 0.0 19.1
Cycle Q Clear(g_c), s 5.8 4.0 1.6 0.9 0.0 19.1
Prop In Lane 1.00 1.00 1.00 0.09
Lane Grp Cap(c), veh/h 293 260 94 1188 0 913
V/C Ratio(X) 0.72 0.51 0.60 0.07 0.00 0.86
Avail Cap(c_a), veh/h 624 555 176 1552 0 1186
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 19.8 19.0 23.3 3.2 0.0 10.7
Incr Delay (d2), s/veh 3.3 1.6 6.0 0.0 0.0 5.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.4 0.1 0.8 0.2 0.0 6.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.1 20.6 29.3 3.2 0.0 15.8
LnGrp LOS C C C A A B
Approach Vol, veh/h 344 144 781
Approach Delay, s/veh 22.1 13.4 15.8
Approach LOS C B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 37.3 13.0 7.2 30.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 42.9 18.1 5.1 33.3
Max Q Clear Time (g_c+I1), s 2.9 7.8 3.6 21.1
Green Ext Time (p_c), s 0.5 0.8 0.0 4.5
Intersection Summary
HCM 6th Ctrl Delay 17.2
HCM 6th LOS B
Wohl Bayfront SP Opening Year 2026 w/Proj (w/Improvements) 12: Bay Blvd & H St Timing Plan: PM PEAK
OYWPPM_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 757 70 18 685 40 17 45 32 311 355 63 Future Volume (veh/h) 0 757 70 18 685 40 17 45 32 311 355 63 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 832 77 20 753 44 19 49 35 342 390 69 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 1778 165 51 1737 100 108 62 44 486 422 75
Arrive On Green 0.00 0.56 0.56 0.56 0.56 0.56 0.06 0.06 0.06 0.28 0.28 0.28 Sat Flow, veh/h 0 3293 296 46 3129 181 1734 988 706 1734 1507 267 Grp Volume(v), veh/h 0 450 459 422 0 395 19 0 84 342 0 459 Grp Sat Flow(s),veh/h/ln 0 1730 1768 1731 0 1625 1734 0 1694 1734 0 1773 Q Serve(g_s), s 0.0 23.4 23.4 0.0 0.0 21.4 1.6 0.0 7.3 26.5 0.0 37.7 Cycle Q Clear(g_c), s 0.0 23.4 23.4 20.1 0.0 21.4 1.6 0.0 7.3 26.5 0.0 37.7 Prop In Lane 0.00 0.17 0.05 0.11 1.00 0.42 1.00 0.15
Lane Grp Cap(c), veh/h 0 961 982 986 0 902 108 0 106 486 0 497 V/C Ratio(X) 0.00 0.47 0.47 0.43 0.00 0.44 0.18 0.00 0.79 0.70 0.00 0.92 Avail Cap(c_a), veh/h 0 961 982 986 0 902 201 0 197 693 0 708 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.96 0.00 0.96 1.00 0.00 1.00 0.56 0.00 0.56 Uniform Delay (d), s/veh 0.0 20.0 20.0 19.3 0.0 19.6 66.7 0.0 69.4 48.4 0.0 52.4 Incr Delay (d2), s/veh 0.0 1.6 1.6 1.3 0.0 1.5 0.3 0.0 5.0 0.4 0.0 7.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 10.0 10.2 9.0 0.0 8.6 0.7 0.0 3.3 11.6 0.0 17.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 21.7 21.6 20.6 0.0 21.1 66.9 0.0 74.4 48.8 0.0 59.6 LnGrp LOS A C C C A C E A E D A E
Approach Vol, veh/h 909 817 103 801
Approach Delay, s/veh 21.7 20.8 73.0 55.0
Approach LOS C C E D
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 88.4 47.2 88.4 14.5
Change Period (Y+Rc), s 5.1 5.1 5.1 5.1
Max Green Setting (Gmax), s 57.4 59.9 57.4 17.4
Max Q Clear Time (g_c+I1), s 23.4 39.7 25.4 9.3
Green Ext Time (p_c), s 3.8 2.3 4.2 0.1
Intersection Summary
HCM 6th Ctrl Delay 33.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
User approved volume balancing among the lanes for turning movement. +ft "i "i 4+
Wohl Bayfront SP Opening Year 2026 w/Proj (w/Improvements) 21: Bay Blvd & J St Timing Plan: PM PEAK
OYWPPM_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 455 155 71 632 41 201 54 102 195 276 14 Future Volume (veh/h) 9 455 155 71 632 41 201 54 102 195 276 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 9 460 157 72 638 41 203 55 103 197 279 14 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 20 626 212 106 1025 457 253 389 330 246 361 18 Arrive On Green 0.01 0.25 0.25 0.06 0.30 0.30 0.15 0.21 0.21 0.14 0.21 0.21 Sat Flow, veh/h 1734 2537 859 1734 3460 1543 1734 1821 1543 1734 1719 86 Grp Volume(v), veh/h 9 313 304 72 638 41 203 55 103 197 0 293 Grp Sat Flow(s),veh/h/ln 1734 1730 1666 1734 1730 1543 1734 1821 1543 1734 0 1806 Q Serve(g_s), s 0.3 8.9 9.0 2.2 8.5 1.0 6.1 1.3 3.0 5.9 0.0 8.2 Cycle Q Clear(g_c), s 0.3 8.9 9.0 2.2 8.5 1.0 6.1 1.3 3.0 5.9 0.0 8.2 Prop In Lane 1.00 0.52 1.00 1.00 1.00 1.00 1.00 0.05
Lane Grp Cap(c), veh/h 20 427 411 106 1025 457 253 389 330 246 0 379 V/C Ratio(X) 0.44 0.73 0.74 0.68 0.62 0.09 0.80 0.14 0.31 0.80 0.00 0.77 Avail Cap(c_a), veh/h 162 582 561 162 1164 519 340 630 534 340 0 624 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 26.3 18.5 18.6 24.6 16.2 13.6 22.1 17.1 17.7 22.2 0.0 19.9 Incr Delay (d2), s/veh 14.4 3.1 3.4 7.3 0.8 0.1 9.7 0.2 0.5 9.1 0.0 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 3.5 3.5 1.0 3.1 0.3 2.9 0.5 1.0 2.8 0.0 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.7 21.6 22.0 31.8 17.1 13.7 31.8 17.2 18.3 31.3 0.0 23.3 LnGrp LOS D C C C B B C B B C A C
Approach Vol, veh/h 626 751 361 490
Approach Delay, s/veh 22.1 18.3 25.7 26.5
Approach LOS C B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.1 15.9 7.8 17.7 12.3 15.7 5.1 20.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 18.5 5.0 18.0 10.5 18.5 5.0 18.0 Max Q Clear Time (g_c+I1), s 7.9 5.0 4.2 11.0 8.1 10.2 2.3 10.5 Green Ext Time (p_c), s 0.1 0.4 0.0 2.2 0.1 1.0 0.0 2.6 Intersection Summary
HCM 6th Ctrl Delay 22.4
HCM 6th LOS C
~ ++ ~ ~ + ~ ~
Wohl Bayfront SP Opening Year 2026 w/Proj (w/Improvements) 22: I-5 SB Ramps & J St Timing Plan: PM PEAK
OYWPPM_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 551 205 274 466 0 0 0 0 491 2 268 Future Volume (veh/h) 0 551 205 274 466 0 0 0 0 491 2 268 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 0 1821 1821 1821 Adj Flow Rate, veh/h 0 599 223 298 507 0 534 2 291
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 908 330 334 1781 0 581 2 519
Arrive On Green 0.00 0.25 0.25 0.19 0.51 0.00 0.34 0.34 0.34 Sat Flow, veh/h 0 3757 1307 1734 3551 0 1728 6 1543
Grp Volume(v), veh/h 0 551 271 298 507 0 536 0 291
Grp Sat Flow(s),veh/h/ln 0 1657 1586 1734 1730 0 1735 0 1543 Q Serve(g_s), s 0.0 12.2 12.6 13.7 6.8 0.0 24.3 0.0 12.6 Cycle Q Clear(g_c), s 0.0 12.2 12.6 13.7 6.8 0.0 24.3 0.0 12.6 Prop In Lane 0.00 0.82 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 838 401 334 1781 0 583 0 519
V/C Ratio(X) 0.00 0.66 0.67 0.89 0.28 0.00 0.92 0.00 0.56 Avail Cap(c_a), veh/h 0 1077 515 352 2067 0 613 0 545
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 27.4 27.6 32.2 11.3 0.0 26.1 0.0 22.2 Incr Delay (d2), s/veh 0.0 1.6 3.7 22.2 0.1 0.0 18.7 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 4.8 5.0 7.6 2.5 0.0 12.5 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 29.0 31.2 54.4 11.4 0.0 44.8 0.0 23.4 LnGrp LOS A C C D B A D A C
Approach Vol, veh/h 822 805 827
Approach Delay, s/veh 29.7 27.3 37.2
Approach LOS C C D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 48.2 33.6 21.4 26.8
Change Period (Y+Rc), s 6.1 6.1 * 5.7 6.1
Max Green Setting (Gmax), s 48.9 28.9 * 17 26.6
Max Q Clear Time (g_c+I1), s 8.8 26.3 15.7 14.6
Green Ext Time (p_c), s 6.4 1.2 0.1 6.1
Intersection Summary
HCM 6th Ctrl Delay 31.5
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++
Wohl Bayfront SP Opening Year 2026 w/Proj (w/Improvements) 23: I-5 NB Ramps & J St Timing Plan: PM PEAK
OYWPPM_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 218 856 0 0 524 366 217 2 245 0 0 0 Future Volume (veh/h) 218 856 0 0 524 366 217 2 245 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 0 0 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 240 941 0 0 576 402 238 2 269
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 274 2038 0 0 657 459 362 3 325
Arrive On Green 0.16 0.59 0.00 0.00 0.34 0.34 0.21 0.21 0.21 Sat Flow, veh/h 1734 3551 0 0 2038 1359 1721 14 1543
Grp Volume(v), veh/h 240 941 0 0 512 466 240 0 269
Grp Sat Flow(s),veh/h/ln 1734 1730 0 0 1730 1576 1735 0 1543 Q Serve(g_s), s 8.2 9.3 0.0 0.0 16.9 16.9 7.7 0.0 10.1
Cycle Q Clear(g_c), s 8.2 9.3 0.0 0.0 16.9 16.9 7.7 0.0 10.1 Prop In Lane 1.00 0.00 0.00 0.86 0.99 1.00
Lane Grp Cap(c), veh/h 274 2038 0 0 584 532 365 0 325
V/C Ratio(X) 0.88 0.46 0.00 0.00 0.88 0.88 0.66 0.00 0.83 Avail Cap(c_a), veh/h 274 2070 0 0 600 547 468 0 416
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.0 7.1 0.0 0.0 19.0 19.0 22.0 0.0 23.0 Incr Delay (d2), s/veh 25.0 0.3 0.0 0.0 14.2 15.3 1.0 0.0 8.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 2.7 0.0 0.0 8.3 7.8 3.0 0.0 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.0 7.3 0.0 0.0 33.1 34.3 23.0 0.0 31.4 LnGrp LOS D A A A C C C A C
Approach Vol, veh/h 1181 978 509
Approach Delay, s/veh 16.0 33.7 27.4
Approach LOS B C C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 15.3 26.6 18.9 41.9
Change Period (Y+Rc), s * 5.7 6.1 6.1 6.1
Max Green Setting (Gmax), s * 9.6 21.1 16.4 36.4
Max Q Clear Time (g_c+I1), s 10.2 18.9 12.1 11.3
Green Ext Time (p_c), s 0.0 1.6 0.7 11.4
Intersection Summary
HCM 6th Ctrl Delay 24.7
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++ --- tf+ --- .,,
Wohl Bayfront SP Opening Year 2026 w/Proj (w/Improvements) 25: Broadway & J St Timing Plan: PM PEAK
OYWPPM_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 129 570 190 73 502 47 118 606 77 53 730 159 Future Volume (veh/h) 129 570 190 73 502 47 118 606 77 53 730 159 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 145 640 213 82 564 53 133 681 87 60 820 179 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 112 751 250 104 928 87 112 984 126 219 1334 595 Arrive On Green 0.06 0.29 0.29 0.06 0.29 0.29 0.06 0.32 0.32 0.13 0.39 0.39 Sat Flow, veh/h 1734 2550 848 1734 3197 300 1734 3086 394 1734 3460 1543 Grp Volume(v), veh/h 145 434 419 82 305 312 133 381 387 60 820 179 Grp Sat Flow(s),veh/h/ln 1734 1730 1668 1734 1730 1767 1734 1730 1750 1734 1730 1543 Q Serve(g_s), s 5.8 21.3 21.3 4.2 13.7 13.7 5.8 17.3 17.4 2.8 17.2 7.3 Cycle Q Clear(g_c), s 5.8 21.3 21.3 4.2 13.7 13.7 5.8 17.3 17.4 2.8 17.2 7.3 Prop In Lane 1.00 0.51 1.00 0.17 1.00 0.23 1.00 1.00
Lane Grp Cap(c), veh/h 112 509 491 104 502 513 112 552 558 219 1334 595 V/C Ratio(X) 1.30 0.85 0.85 0.79 0.61 0.61 1.19 0.69 0.69 0.27 0.61 0.30 Avail Cap(c_a), veh/h 112 590 569 137 615 628 112 552 558 219 1334 595 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.70 0.70 0.70 Uniform Delay (d), s/veh 42.1 29.9 29.9 41.7 27.5 27.5 42.1 26.8 26.8 35.6 22.3 19.2 Incr Delay (d2), s/veh 184.7 10.3 10.7 14.6 1.2 1.2 144.9 7.0 6.9 0.2 1.5 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.2 10.0 9.7 2.2 5.7 5.8 6.9 8.0 8.1 1.2 7.0 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 226.8 40.2 40.6 56.3 28.7 28.7 187.0 33.7 33.7 35.7 23.8 20.1 LnGrp LOS F D D E C C F C C D C C
Approach Vol, veh/h 998 699 901 1059
Approach Delay, s/veh 67.5 32.0 56.4 23.8
Approach LOS E C E C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.6 31.1 10.0 39.3 10.0 30.7 16.0 33.3 Change Period (Y+Rc), s * 4.2 4.6 * 4.2 4.6 * 4.2 4.6 4.6 * 4.6 Max Green Setting (Gmax), s * 7.1 30.7 * 5.8 28.8 * 5.8 32.0 5.9 * 29 Max Q Clear Time (g_c+I1), s 6.2 23.3 7.8 19.2 7.8 15.7 4.8 19.4 Green Ext Time (p_c), s 0.0 3.2 0.0 4.9 0.0 3.5 0.0 3.8 Intersection Summary
HCM 6th Ctrl Delay 45.3
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i tf+ -- "i tf+ -- "i tt
Wohl Bayfront SP Opening Year 2026 w/Proj (w/Improvements) 26: Bay Blvd & L St Timing Plan: PM PEAK
OYWPPM_IMP.syn Synchro 11 Report
02/14/2024
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 357 194 101 783 264 203
Future Volume (veh/h) 357 194 101 783 264 203
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 380 206 107 833 281 216
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 445 697 594 900 332 1079
Arrive On Green 0.26 0.26 0.33 0.33 0.19 0.59
Sat Flow, veh/h 1734 2716 1821 1543 1734 1821
Grp Volume(v), veh/h 380 206 107 833 281 216
Grp Sat Flow(s),veh/h/ln 1734 1358 1821 1543 1734 1821
Q Serve(g_s), s 12.5 3.6 2.5 19.5 9.3 3.3
Cycle Q Clear(g_c), s 12.5 3.6 2.5 19.5 9.3 3.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 445 697 594 900 332 1079
V/C Ratio(X) 0.85 0.30 0.18 0.93 0.85 0.20
Avail Cap(c_a), veh/h 537 841 594 900 392 1142
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 21.1 17.9 14.4 9.3 23.3 5.6
Incr Delay (d2), s/veh 10.9 0.2 0.1 15.2 13.9 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.0 1.1 1.0 15.2 4.8 1.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.1 18.1 14.6 24.4 37.3 5.7
LnGrp LOS C B B C D A
Approach Vol, veh/h 586 940 497
Approach Delay, s/veh 27.2 23.3 23.6
Approach LOS C C C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 15.9 24.0 39.9 19.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 13.5 19.5 37.5 18.5
Max Q Clear Time (g_c+I1), s 11.3 21.5 5.3 14.5
Green Ext Time (p_c), s 0.2 0.0 1.3 0.9
Intersection Summary
HCM 6th Ctrl Delay 24.5
HCM 6th LOS C
---- "i .,,.,, t .,, "i t
Wohl Bayfront SP Opening Year 2026 w/Proj (w/Improvements) 31: H St & Proj Dwy Timing Plan: PM PEAK
OYWPPM_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 11 710 879 94 375 43
Future Volume (veh/h) 11 710 879 94 375 43
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 12 772 955 102 408 47
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 27 1779 1257 134 496 441
Arrive On Green 0.02 0.51 0.40 0.40 0.29 0.29
Sat Flow, veh/h 1734 3551 3245 337 1734 1543
Grp Volume(v), veh/h 12 772 524 533 408 47
Grp Sat Flow(s),veh/h/ln 1734 1730 1730 1761 1734 1543
Q Serve(g_s), s 0.3 6.3 11.7 11.7 9.9 1.0
Cycle Q Clear(g_c), s 0.3 6.3 11.7 11.7 9.9 1.0
Prop In Lane 1.00 0.19 1.00 1.00
Lane Grp Cap(c), veh/h 27 1779 689 702 496 441
V/C Ratio(X) 0.45 0.43 0.76 0.76 0.82 0.11
Avail Cap(c_a), veh/h 193 2409 839 854 760 676
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 21.9 6.8 11.7 11.7 15.0 11.8
Incr Delay (d2), s/veh 11.2 0.2 3.3 3.2 4.4 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 1.6 4.1 4.2 3.8 1.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.1 7.0 15.0 14.9 19.4 11.9
LnGrp LOS C A B B B B
Approach Vol, veh/h 784 1057 455
Approach Delay, s/veh 7.4 14.9 18.6
Approach LOS A B B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 27.6 17.3 5.2 22.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 31.3 19.7 5.0 21.8
Max Q Clear Time (g_c+I1), s 8.3 11.9 2.3 13.7
Green Ext Time (p_c), s 5.7 1.0 0.0 4.2
Intersection Summary
HCM 6th Ctrl Delay 13.1
HCM 6th LOS B
Wohl Bayfront SP Existing Plus 100% Proj (w/Improvements) 12: Bay Blvd & H St Timing Plan: AM PEAK
EXWPAM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 176 40 32 429 80 106 85 21 40 51 22 Future Volume (veh/h) 0 176 40 32 429 80 106 85 21 40 51 22 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 193 44 35 471 88 116 93 23 44 56 24 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 750 167 91 1274 250 202 210 52 173 180 77
Arrive On Green 0.00 0.27 0.27 0.46 0.46 0.46 0.15 0.15 0.15 0.15 0.15 0.15 Sat Flow, veh/h 0 2902 627 200 2786 548 1319 1410 349 1276 1209 518 Grp Volume(v), veh/h 0 117 120 317 0 277 116 0 116 44 0 80 Grp Sat Flow(s),veh/h/ln 0 1730 1708 1811 0 1723 1319 0 1758 1276 0 1728 Q Serve(g_s), s 0.0 6.4 6.6 13.8 0.0 12.5 10.3 0.0 7.2 3.9 0.0 5.0 Cycle Q Clear(g_c), s 0.0 6.4 6.6 13.8 0.0 12.5 15.3 0.0 7.2 11.1 0.0 5.0 Prop In Lane 0.00 0.37 0.11 0.32 1.00 0.20 1.00 0.30
Lane Grp Cap(c), veh/h 0 461 456 828 0 787 202 0 261 173 0 257 V/C Ratio(X) 0.00 0.25 0.26 0.38 0.00 0.35 0.58 0.00 0.44 0.25 0.00 0.31 Avail Cap(c_a), veh/h 0 461 456 828 0 787 422 0 555 386 0 546 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.98 0.00 0.98 1.00 0.00 1.00 0.96 0.00 0.96 Uniform Delay (d), s/veh 0.0 34.6 34.7 21.4 0.0 21.1 52.4 0.0 46.6 51.6 0.0 45.6 Incr Delay (d2), s/veh 0.0 1.3 1.4 1.3 0.0 1.2 1.0 0.0 0.4 0.3 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.9 3.0 6.2 0.0 5.3 3.5 0.0 3.2 1.3 0.0 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 35.9 36.1 22.8 0.0 22.3 53.4 0.0 47.0 51.9 0.0 45.8 LnGrp LOS A D D C A C D A D D A D
Approach Vol, veh/h 237 594 232 124
Approach Delay, s/veh 36.0 22.5 50.2 48.0
Approach LOS D C D D
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 60.0 22.9 37.1 22.9
Change Period (Y+Rc), s 5.1 5.1 5.1 5.1
Max Green Setting (Gmax), s 34.8 37.9 32.0 37.9
Max Q Clear Time (g_c+I1), s 15.8 13.1 8.6 17.3
Green Ext Time (p_c), s 2.3 0.3 0.8 0.5
Intersection Summary
HCM 6th Ctrl Delay 33.3
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. 4'~ -- "i "i
Wohl Bayfront SP Existing Plus 100% Proj (w/Improvements) 21: Bay Blvd & Marina Pkwy/J St Timing Plan: AM PEAK
EXWPAM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 6 82 23 362 118 67 43 168 288 21 94 7 Future Volume (veh/h) 6 82 23 362 118 67 43 168 288 21 94 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 7 92 26 407 133 75 48 189 324 24 106 8 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 16 207 56 463 730 388 77 212 363 47 558 42
Arrive On Green 0.01 0.08 0.08 0.27 0.33 0.33 0.04 0.35 0.35 0.03 0.33 0.33 Sat Flow, veh/h 1734 2687 732 1734 2181 1161 1734 602 1033 1734 1672 126 Grp Volume(v), veh/h 7 58 60 407 104 104 48 0 513 24 0 114 Grp Sat Flow(s),veh/h/ln 1734 1730 1689 1734 1730 1612 1734 0 1635 1734 0 1798 Q Serve(g_s), s 0.3 2.1 2.2 14.6 2.8 3.0 1.8 0.0 19.2 0.9 0.0 2.9 Cycle Q Clear(g_c), s 0.3 2.1 2.2 14.6 2.8 3.0 1.8 0.0 19.2 0.9 0.0 2.9 Prop In Lane 1.00 0.43 1.00 0.72 1.00 0.63 1.00 0.07
Lane Grp Cap(c), veh/h 16 133 130 463 579 539 77 0 575 47 0 600 V/C Ratio(X) 0.44 0.44 0.46 0.88 0.18 0.19 0.62 0.00 0.89 0.51 0.00 0.19 Avail Cap(c_a), veh/h 134 481 469 608 953 888 182 0 664 134 0 680 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.9 28.6 28.6 22.8 15.3 15.3 30.4 0.0 19.9 31.1 0.0 15.4 Incr Delay (d2), s/veh 18.1 2.2 2.5 11.3 0.1 0.2 7.8 0.0 13.2 8.3 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.9 0.9 7.0 1.0 1.0 0.9 0.0 8.7 0.5 0.0 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.1 30.8 31.2 34.1 15.4 15.5 38.2 0.0 33.0 39.4 0.0 15.5 LnGrp LOS D C C C B B D A C D A B
Approach Vol, veh/h 125 615 561 138
Approach Delay, s/veh 32.0 27.8 33.5 19.7
Approach LOS C C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.3 27.3 21.8 9.5 7.4 26.1 5.1 26.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 26.3 22.7 18.0 6.8 24.5 5.0 35.7 Max Q Clear Time (g_c+I1), s 2.9 21.2 16.6 4.2 3.8 4.9 2.3 5.0 Green Ext Time (p_c), s 0.0 1.6 0.7 0.4 0.0 0.5 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 29.6
HCM 6th LOS C
"i tf+ -- "i "i
Wohl Bayfront SP Existing Plus 100% Proj (w/Improvements) 22: I-5 SB Ramps & J St Timing Plan: AM PEAK
EXWPAM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 372 38 222 336 0 0 0 0 316 0 221 Future Volume (veh/h) 0 372 38 222 336 0 0 0 0 316 0 221 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 0 1821 1821 1821 Adj Flow Rate, veh/h 0 418 43 249 378 0 355 0 248
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 954 97 305 1713 0 463 0 412
Arrive On Green 0.00 0.21 0.21 0.18 0.49 0.00 0.27 0.00 0.27 Sat Flow, veh/h 0 4751 465 1734 3551 0 1734 0 1543
Grp Volume(v), veh/h 0 300 161 249 378 0 355 0 248
Grp Sat Flow(s),veh/h/ln 0 1657 1738 1734 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 4.0 4.1 7.1 3.2 0.0 9.7 0.0 7.2
Cycle Q Clear(g_c), s 0.0 4.0 4.1 7.1 3.2 0.0 9.7 0.0 7.2 Prop In Lane 0.00 0.27 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 689 361 305 1713 0 463 0 412
V/C Ratio(X) 0.00 0.44 0.44 0.82 0.22 0.00 0.77 0.00 0.60 Avail Cap(c_a), veh/h 0 1738 911 517 3232 0 673 0 599
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 17.7 17.7 20.3 7.3 0.0 17.3 0.0 16.4 Incr Delay (d2), s/veh 0.0 0.7 1.5 2.1 0.1 0.0 3.2 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.5 1.6 2.7 0.9 0.0 3.8 0.0 6.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 18.4 19.2 22.4 7.5 0.0 20.5 0.0 17.8 LnGrp LOS A B B C A A C A B
Approach Vol, veh/h 461 627 603
Approach Delay, s/veh 18.7 13.4 19.4
Approach LOS B B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 31.5 19.8 14.7 16.8
Change Period (Y+Rc), s 6.1 6.1 * 5.7 6.1
Max Green Setting (Gmax), s 47.9 19.9 * 15 26.9
Max Q Clear Time (g_c+I1), s 5.2 11.7 9.1 6.1
Green Ext Time (p_c), s 4.6 2.0 0.2 4.5
Intersection Summary
HCM 6th Ctrl Delay 17.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++
Wohl Bayfront SP Existing Plus 100% Proj (w/Improvements) 26: Bay Blvd & L St Timing Plan: AM PEAK
EXWPAM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 177 222 158 183 114 135
Future Volume (veh/h) 177 222 158 183 114 135
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 199 249 178 206 128 152
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 362 567 421 357 190 894
Arrive On Green 0.21 0.21 0.23 0.23 0.11 0.49
Sat Flow, veh/h 1734 2716 1821 1543 1734 1821
Grp Volume(v), veh/h 199 249 178 206 128 152
Grp Sat Flow(s),veh/h/ln 1734 1358 1821 1543 1734 1821
Q Serve(g_s), s 3.1 2.4 2.5 3.5 2.1 1.4
Cycle Q Clear(g_c), s 3.1 2.4 2.5 3.5 2.1 1.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 362 567 421 357 190 894
V/C Ratio(X) 0.55 0.44 0.42 0.58 0.67 0.17
Avail Cap(c_a), veh/h 1042 1633 1095 928 319 1703
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 10.6 10.3 9.8 10.2 12.8 4.2
Incr Delay (d2), s/veh 1.3 0.5 0.7 1.5 4.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 0.5 0.8 1.0 0.8 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.9 10.9 10.5 11.7 17.0 4.3
LnGrp LOS B B B B B A
Approach Vol, veh/h 448 384 280
Approach Delay, s/veh 11.3 11.1 10.1
Approach LOS B B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.8 11.4 19.2 10.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 18.0 28.0 18.0
Max Q Clear Time (g_c+I1), s 4.1 5.5 3.4 5.1
Green Ext Time (p_c), s 0.0 1.4 0.8 1.3
Intersection Summary
HCM 6th Ctrl Delay 10.9
HCM 6th LOS B
---- "i .,,.,, t .,, "i t
Wohl Bayfront SP Existing Plus 100% Proj (w/Improvements) 31: H St & Proj Dwy Timing Plan: AM PEAK
EXWPAM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 43 167 217 439 135 11
Future Volume (veh/h) 43 167 217 439 135 11
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 47 182 236 477 147 12
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 91 2036 698 623 256 227
Arrive On Green 0.05 0.59 0.40 0.40 0.15 0.15
Sat Flow, veh/h 1734 3551 1821 1543 1734 1543
Grp Volume(v), veh/h 47 182 236 477 147 12
Grp Sat Flow(s),veh/h/ln 1734 1730 1730 1543 1734 1543
Q Serve(g_s), s 0.9 0.8 3.2 9.1 2.7 0.2
Cycle Q Clear(g_c), s 0.9 0.8 3.2 9.1 2.7 0.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 91 2036 698 623 256 227
V/C Ratio(X) 0.51 0.09 0.34 0.77 0.58 0.05
Avail Cap(c_a), veh/h 280 2844 914 815 916 815
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 15.7 3.0 7.0 8.8 13.5 12.5
Incr Delay (d2), s/veh 4.4 0.0 0.3 3.2 2.0 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.1 0.8 2.5 1.0 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.1 3.1 7.3 12.0 15.6 12.6
LnGrp LOS C A A B B B
Approach Vol, veh/h 229 713 159
Approach Delay, s/veh 6.6 10.4 15.3
Approach LOS A B B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 24.5 9.5 6.3 18.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.0 18.0 5.5 18.0
Max Q Clear Time (g_c+I1), s 2.8 4.7 2.9 11.1
Green Ext Time (p_c), s 1.1 0.3 0.0 2.7
Intersection Summary
HCM 6th Ctrl Delay 10.3
HCM 6th LOS B
Wohl Bayfront SP Existing Plus 100% Proj (w/Improvements) 12: Bay Blvd & H St Timing Plan: PM PEAK
EXWPPM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 601 132 18 271 20 66 28 32 170 238 64 Future Volume (veh/h) 0 601 132 18 271 20 66 28 32 170 238 64 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 660 145 20 298 22 73 31 35 187 262 70 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 844 185 64 987 76 151 202 229 365 359 96
Arrive On Green 0.00 0.30 0.30 0.31 0.31 0.31 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 0 2912 619 202 3143 243 1048 781 882 1335 1385 370 Grp Volume(v), veh/h 0 405 400 179 0 161 73 0 66 187 0 332 Grp Sat Flow(s),veh/h/ln 0 1730 1710 1811 0 1777 1048 0 1662 1335 0 1755 Q Serve(g_s), s 0.0 25.7 25.7 9.0 0.0 8.2 8.2 0.0 3.7 15.1 0.0 20.7 Cycle Q Clear(g_c), s 0.0 25.7 25.7 9.0 0.0 8.2 29.0 0.0 3.7 18.7 0.0 20.7 Prop In Lane 0.00 0.36 0.11 0.14 1.00 0.53 1.00 0.21
Lane Grp Cap(c), veh/h 0 518 511 569 0 558 151 0 431 365 0 455 V/C Ratio(X) 0.00 0.78 0.78 0.31 0.00 0.29 0.48 0.00 0.15 0.51 0.00 0.73 Avail Cap(c_a), veh/h 0 518 511 569 0 558 194 0 500 421 0 528 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.98 0.00 0.98 1.00 0.00 1.00 0.76 0.00 0.76 Uniform Delay (d), s/veh 0.0 38.5 38.5 31.3 0.0 31.0 53.8 0.0 34.3 41.5 0.0 40.6 Incr Delay (d2), s/veh 0.0 11.2 11.4 1.4 0.0 1.3 0.9 0.0 0.1 0.3 0.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 12.4 12.3 4.2 0.0 3.7 2.2 0.0 1.5 5.0 0.0 9.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 49.6 49.9 32.7 0.0 32.3 54.7 0.0 34.3 41.8 0.0 43.1 LnGrp LOS A D D C A C D A C D A D
Approach Vol, veh/h 805 340 139 519
Approach Delay, s/veh 49.7 32.5 45.1 42.7
Approach LOS D C D D
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 42.8 36.2 41.0 36.2
Change Period (Y+Rc), s 5.1 5.1 5.1 5.1
Max Green Setting (Gmax), s 32.7 36.1 35.9 36.1
Max Q Clear Time (g_c+I1), s 11.0 22.7 27.7 31.0
Green Ext Time (p_c), s 1.2 1.4 2.3 0.2
Intersection Summary
HCM 6th Ctrl Delay 44.1
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. 4'~ -- "i "i
Wohl Bayfront SP Existing Plus 100% Proj (w/Improvements) 21: Bay Blvd & J St Timing Plan: PM PEAK
EXWPPM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 11 210 56 70 129 44 27 81 101 153 260 17 Future Volume (veh/h) 11 210 56 70 129 44 27 81 101 153 260 17 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 11 212 57 71 130 44 27 82 102 155 263 17 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 164 428 112 121 342 111 57 131 163 195 436 28 Arrive On Green 0.09 0.16 0.16 0.07 0.13 0.13 0.03 0.18 0.18 0.11 0.26 0.26 Sat Flow, veh/h 1734 2711 712 1734 2565 836 1734 738 918 1734 1692 109 Grp Volume(v), veh/h 11 133 136 71 86 88 27 0 184 155 0 280 Grp Sat Flow(s),veh/h/ln 1734 1730 1693 1734 1730 1671 1734 0 1656 1734 0 1801 Q Serve(g_s), s 0.2 2.6 2.7 1.5 1.7 1.8 0.6 0.0 3.8 3.3 0.0 5.1 Cycle Q Clear(g_c), s 0.2 2.6 2.7 1.5 1.7 1.8 0.6 0.0 3.8 3.3 0.0 5.1 Prop In Lane 1.00 0.42 1.00 0.50 1.00 0.55 1.00 0.06
Lane Grp Cap(c), veh/h 164 273 267 121 231 223 57 0 294 195 0 464 V/C Ratio(X) 0.07 0.49 0.51 0.59 0.37 0.40 0.48 0.00 0.63 0.79 0.00 0.60 Avail Cap(c_a), veh/h 232 834 816 232 834 806 232 0 821 256 0 917 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.4 14.3 14.4 16.8 14.8 14.8 17.7 0.0 14.2 16.1 0.0 12.2 Incr Delay (d2), s/veh 0.2 1.4 1.5 4.5 1.0 1.1 6.1 0.0 2.2 12.0 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.9 1.0 0.7 0.6 0.6 0.3 0.0 1.3 1.7 0.0 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.6 15.7 15.9 21.3 15.8 15.9 23.8 0.0 16.4 28.1 0.0 13.5 LnGrp LOS B B B C B B C A B C A B
Approach Vol, veh/h 280 245 211 435
Approach Delay, s/veh 15.8 17.4 17.3 18.7
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.7 11.1 7.1 10.4 5.7 14.1 8.0 9.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 18.5 5.0 18.0 5.0 19.0 5.0 18.0 Max Q Clear Time (g_c+I1), s 5.3 5.8 3.5 4.7 2.6 7.1 2.2 3.8 Green Ext Time (p_c), s 0.0 0.8 0.0 1.2 0.0 1.2 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 17.5
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green. "i tf+ -- "i "i
Wohl Bayfront SP Existing Plus 100% Proj (w/Improvements) 22: I-5 SB Ramps & J St Timing Plan: PM PEAK
EXWPPM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 356 130 274 166 0 0 0 0 487 2 63 Future Volume (veh/h) 0 356 130 274 166 0 0 0 0 487 2 63 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 0 1821 1821 1821 Adj Flow Rate, veh/h 0 387 141 298 180 0 529 2 68
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 727 253 341 1655 0 600 2 535
Arrive On Green 0.00 0.20 0.20 0.20 0.48 0.00 0.35 0.35 0.35 Sat Flow, veh/h 0 3806 1266 1734 3551 0 1728 7 1543
Grp Volume(v), veh/h 0 350 178 298 180 0 531 0 68
Grp Sat Flow(s),veh/h/ln 0 1657 1593 1734 1730 0 1735 0 1543 Q Serve(g_s), s 0.0 6.6 7.0 11.6 2.0 0.0 20.1 0.0 2.1
Cycle Q Clear(g_c), s 0.0 6.6 7.0 11.6 2.0 0.0 20.1 0.0 2.1 Prop In Lane 0.00 0.79 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 662 318 341 1655 0 602 0 535
V/C Ratio(X) 0.00 0.53 0.56 0.87 0.11 0.00 0.88 0.00 0.13 Avail Cap(c_a), veh/h 0 1263 607 413 2425 0 718 0 639
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 25.0 25.1 27.2 10.0 0.0 21.4 0.0 15.6 Incr Delay (d2), s/veh 0.0 1.1 2.6 14.2 0.0 0.0 11.0 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.6 2.8 5.9 0.7 0.0 9.3 0.0 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 26.1 27.8 41.4 10.1 0.0 32.4 0.0 15.7 LnGrp LOS A C C D B A C A B
Approach Vol, veh/h 528 478 599
Approach Delay, s/veh 26.7 29.6 30.5
Approach LOS C C C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 39.5 30.3 19.4 20.0
Change Period (Y+Rc), s 6.1 6.1 * 5.7 6.1
Max Green Setting (Gmax), s 48.9 28.9 * 17 26.6
Max Q Clear Time (g_c+I1), s 4.0 22.1 13.6 9.0
Green Ext Time (p_c), s 2.1 2.1 0.2 4.9
Intersection Summary
HCM 6th Ctrl Delay 29.0
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++
Wohl Bayfront SP Existing Plus 100% Proj (w/Improvements) 26: Bay Blvd & L St Timing Plan: PM PEAK
EXWPPM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 357 84 65 783 173 179
Future Volume (veh/h) 357 84 65 783 173 179
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 380 89 69 833 184 190
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 452 708 638 943 231 1036
Arrive On Green 0.26 0.26 0.35 0.35 0.13 0.57
Sat Flow, veh/h 1734 2716 1821 1543 1734 1821
Grp Volume(v), veh/h 380 89 69 833 184 190
Grp Sat Flow(s),veh/h/ln 1734 1358 1821 1543 1734 1821
Q Serve(g_s), s 10.9 1.3 1.4 18.5 5.4 2.7
Cycle Q Clear(g_c), s 10.9 1.3 1.4 18.5 5.4 2.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 452 708 638 943 231 1036
V/C Ratio(X) 0.84 0.13 0.11 0.88 0.80 0.18
Avail Cap(c_a), veh/h 608 952 638 943 312 1121
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 18.5 14.9 11.6 7.6 22.2 5.5
Incr Delay (d2), s/veh 7.8 0.1 0.1 9.9 9.9 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.9 0.4 0.5 12.4 2.7 0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.3 15.0 11.6 17.5 32.1 5.6
LnGrp LOS C B B B C A
Approach Vol, veh/h 469 902 374
Approach Delay, s/veh 24.1 17.0 18.6
Approach LOS C B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 11.5 23.0 34.5 18.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 9.5 18.5 32.5 18.5
Max Q Clear Time (g_c+I1), s 7.4 20.5 4.7 12.9
Green Ext Time (p_c), s 0.1 0.0 1.1 0.8
Intersection Summary
HCM 6th Ctrl Delay 19.3
HCM 6th LOS B
---- "i .,,.,, t .,, "i t
Wohl Bayfront SP Existing Plus 100% Proj (w/Improvements) 31: H St & Proj Dwy Timing Plan: PM PEAK
EXWPPM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 11 669 599 336 519 43
Future Volume (veh/h) 11 669 599 336 519 43
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 12 727 651 365 564 47
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 27 1573 749 420 637 567
Arrive On Green 0.02 0.45 0.35 0.35 0.37 0.37
Sat Flow, veh/h 1734 3551 2228 1198 1734 1543
Grp Volume(v), veh/h 12 727 527 489 564 47
Grp Sat Flow(s),veh/h/ln 1734 1730 1730 1605 1734 1543
Q Serve(g_s), s 0.3 7.3 14.4 14.4 15.4 1.0
Cycle Q Clear(g_c), s 0.3 7.3 14.4 14.4 15.4 1.0
Prop In Lane 1.00 0.75 1.00 1.00
Lane Grp Cap(c), veh/h 27 1573 606 562 637 567
V/C Ratio(X) 0.45 0.46 0.87 0.87 0.89 0.08
Avail Cap(c_a), veh/h 172 1917 633 588 789 702
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 24.7 9.5 15.3 15.3 15.0 10.4
Incr Delay (d2), s/veh 11.5 0.2 12.1 12.9 10.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 2.2 6.8 6.4 6.8 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.2 9.7 27.4 28.2 25.1 10.5
LnGrp LOS D A C C C B
Approach Vol, veh/h 739 1016 611
Approach Delay, s/veh 10.2 27.8 24.0
Approach LOS B C C
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 27.5 23.1 5.3 22.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.0 23.0 5.0 18.5
Max Q Clear Time (g_c+I1), s 9.3 17.4 2.3 16.4
Green Ext Time (p_c), s 4.9 1.2 0.0 1.3
Intersection Summary
HCM 6th Ctrl Delay 21.3
HCM 6th LOS C
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 2: I-5 NB Ramps & E St Timing Plan: AM PEAK
OYWPAM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 159 361 13 0 445 568 18 365 488 0 0 0 Future Volume (veh/h) 159 361 13 0 445 568 18 365 488 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 0 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 185 420 15 0 517 660 21 516 506
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 2
Cap, veh/h 249 1792 64 0 680 606 25 604 534
Arrive On Green 0.07 0.53 0.53 0.00 0.39 0.39 0.35 0.35 0.35 Sat Flow, veh/h 3365 3408 121 0 1821 1543 71 1747 1543
Grp Volume(v), veh/h 185 213 222 0 517 660 537 0 506
Grp Sat Flow(s),veh/h/ln 1682 1730 1799 0 1730 1543 1818 0 1543 Q Serve(g_s), s 4.3 5.3 5.3 0.0 20.6 31.3 21.8 0.0 25.4 Cycle Q Clear(g_c), s 4.3 5.3 5.3 0.0 20.6 31.3 21.8 0.0 25.4 Prop In Lane 1.00 0.07 0.00 1.00 0.04 1.00
Lane Grp Cap(c), veh/h 249 910 946 0 680 606 629 0 534
V/C Ratio(X) 0.74 0.23 0.23 0.00 0.76 1.09 0.85 0.00 0.95 Avail Cap(c_a), veh/h 249 910 946 0 680 606 637 0 541
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 36.1 10.2 10.2 0.0 20.9 24.2 24.2 0.0 25.3 Incr Delay (d2), s/veh 10.1 0.0 0.0 0.0 5.6 62.9 10.3 0.0 25.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 1.9 1.9 0.0 8.8 21.1 10.6 0.0 12.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.2 10.3 10.3 0.0 26.5 87.1 34.5 0.0 51.1 LnGrp LOS D B B A C F C A D
Approach Vol, veh/h 620 1177 1043
Approach Delay, s/veh 21.0 60.5 42.5
Approach LOS C E D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 10.6 36.4 32.7 47.0
Change Period (Y+Rc), s * 4.7 5.1 5.1 5.1
Max Green Setting (Gmax), s * 5.9 31.3 27.9 41.9
Max Q Clear Time (g_c+I1), s 6.3 33.3 27.4 7.3
Green Ext Time (p_c), s 0.0 0.0 0.1 1.7
Intersection Summary
HCM 6th Ctrl Delay 45.3
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. lf"i ,t,t ___ tf+ ___ 'f'
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 7: Bay Blvd & F St Timing Plan: AM PEAK
OYWPAM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 22 9 135 57 72 214 110 82 149 128 364 Future Volume (veh/h) 17 22 9 135 57 72 214 110 82 149 128 364 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 19 24 10 148 63 79 235 121 90 164 141 400 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 347 242 101 395 144 198 489 553 411 780 239 677 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.57 0.57 0.57 0.57 0.57 0.57 Sat Flow, veh/h 1246 1221 509 1121 727 997 865 970 721 1171 419 1188 Grp Volume(v), veh/h 19 0 34 173 0 117 235 0 211 164 0 541 Grp Sat Flow(s),veh/h/ln 1246 0 1730 1368 0 1478 865 0 1691 1171 0 1607 Q Serve(g_s), s 0.5 0.0 0.6 4.0 0.0 2.7 9.4 0.0 2.4 3.1 0.0 8.5 Cycle Q Clear(g_c), s 3.2 0.0 0.6 4.7 0.0 2.7 17.9 0.0 2.4 5.5 0.0 8.5 Prop In Lane 1.00 0.29 0.86 0.67 1.00 0.43 1.00 0.74
Lane Grp Cap(c), veh/h 347 0 343 444 0 293 489 0 963 780 0 916 V/C Ratio(X) 0.05 0.00 0.10 0.39 0.00 0.40 0.48 0.00 0.22 0.21 0.00 0.59 Avail Cap(c_a), veh/h 680 0 806 825 0 689 729 0 1433 1105 0 1362 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.9 0.0 12.7 14.5 0.0 13.5 11.2 0.0 4.1 5.5 0.0 5.4 Incr Delay (d2), s/veh 0.1 0.0 0.1 0.6 0.0 0.9 0.7 0.0 0.1 0.1 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.2 1.2 0.0 0.8 1.4 0.0 0.5 0.5 0.0 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.0 0.0 12.8 15.0 0.0 14.4 12.0 0.0 4.2 5.6 0.0 6.0 LnGrp LOS B A B B A B B A A A A A
Approach Vol, veh/h 53 290 446 705
Approach Delay, s/veh 13.6 14.8 8.3 5.9
Approach LOS B B A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 26.6 12.2 26.6 12.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 32.9 18.1 32.9 18.1
Max Q Clear Time (g_c+I1), s 19.9 5.2 10.5 6.7
Green Ext Time (p_c), s 2.2 0.1 4.7 1.3
Intersection Summary
HCM 6th Ctrl Delay 8.6
HCM 6th LOS A
"i "i
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 11: Bay Blvd & G St Timing Plan: AM PEAK
OYWPAM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 76 52 149 357 137 216
Future Volume (veh/h) 76 52 149 357 137 216
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 84 58 166 397 152 240
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 196 175 215 1092 211 334
Arrive On Green 0.11 0.11 0.12 0.60 0.33 0.33
Sat Flow, veh/h 1734 1543 1734 1821 636 1004
Grp Volume(v), veh/h 84 58 166 397 0 392
Grp Sat Flow(s),veh/h/ln 1734 1543 1734 1821 0 1640
Q Serve(g_s), s 1.4 1.1 2.9 3.5 0.0 6.6
Cycle Q Clear(g_c), s 1.4 1.1 2.9 3.5 0.0 6.6
Prop In Lane 1.00 1.00 1.00 0.61
Lane Grp Cap(c), veh/h 196 175 215 1092 0 545
V/C Ratio(X) 0.43 0.33 0.77 0.36 0.00 0.72
Avail Cap(c_a), veh/h 996 886 526 1917 0 994
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 13.0 12.8 13.3 3.2 0.0 9.2
Incr Delay (d2), s/veh 1.5 1.1 5.8 0.2 0.0 1.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.5 0.1 1.2 0.4 0.0 1.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.4 13.9 19.2 3.4 0.0 11.0
LnGrp LOS B B B A A B
Approach Vol, veh/h 142 563 392
Approach Delay, s/veh 14.2 8.1 11.0
Approach LOS B A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 23.3 8.0 8.4 14.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 33.0 18.0 9.5 19.0
Max Q Clear Time (g_c+I1), s 5.5 3.4 4.9 8.6
Green Ext Time (p_c), s 2.6 0.3 0.2 1.8
Intersection Summary
HCM 6th Ctrl Delay 9.9
HCM 6th LOS A
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 12: Bay Blvd & H St Timing Plan: AM PEAK
OYWPAM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 536 40 32 804 223 106 203 21 52 61 39 Future Volume (veh/h) 0 536 40 32 804 223 106 203 21 52 61 39 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 589 44 35 884 245 116 223 23 57 67 43 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 2001 149 73 1550 423 269 252 26 149 89 57
Arrive On Green 0.00 0.61 0.61 0.61 0.61 0.61 0.16 0.16 0.16 0.09 0.09 0.09 Sat Flow, veh/h 0 3355 243 60 2527 690 1734 1624 167 1734 1036 665 Grp Volume(v), veh/h 0 312 321 620 0 544 116 0 246 57 0 110 Grp Sat Flow(s),veh/h/ln 0 1730 1777 1744 0 1533 1734 0 1791 1734 0 1701 Q Serve(g_s), s 0.0 8.9 9.0 0.0 0.0 22.4 6.4 0.0 14.1 3.3 0.0 6.6 Cycle Q Clear(g_c), s 0.0 8.9 9.0 20.9 0.0 22.4 6.4 0.0 14.1 3.3 0.0 6.6 Prop In Lane 0.00 0.14 0.06 0.45 1.00 0.09 1.00 0.39
Lane Grp Cap(c), veh/h 0 1061 1090 1106 0 940 269 0 278 149 0 146 V/C Ratio(X) 0.00 0.29 0.29 0.56 0.00 0.58 0.43 0.00 0.89 0.38 0.00 0.75 Avail Cap(c_a), veh/h 0 1061 1090 1106 0 940 287 0 297 595 0 583 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.94 0.00 0.94 1.00 0.00 1.00 0.90 0.00 0.90 Uniform Delay (d), s/veh 0.0 9.6 9.6 11.9 0.0 12.2 40.2 0.0 43.4 45.4 0.0 46.9 Incr Delay (d2), s/veh 0.0 0.7 0.7 1.9 0.0 2.4 0.4 0.0 23.5 0.5 0.0 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.4 3.5 8.5 0.0 7.7 2.7 0.0 8.0 1.4 0.0 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 10.3 10.3 13.8 0.0 14.6 40.6 0.0 67.0 45.9 0.0 49.5 LnGrp LOS A B B B A B D A E D A D
Approach Vol, veh/h 633 1164 362 167
Approach Delay, s/veh 10.3 14.2 58.5 48.3
Approach LOS B B E D
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 69.5 14.1 69.5 21.4
Change Period (Y+Rc), s 5.1 5.1 5.1 5.1
Max Green Setting (Gmax), s 36.3 36.0 36.3 17.4
Max Q Clear Time (g_c+I1), s 24.4 8.6 11.0 16.1
Green Ext Time (p_c), s 4.5 0.5 2.6 0.2
Intersection Summary
HCM 6th Ctrl Delay 22.5
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
User approved volume balancing among the lanes for turning movement. 4'~ -- "i "i 4+
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 14: I-5 NB Ramps & H St Timing Plan: AM PEAK
OYWPAM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 287 489 0 0 507 326 351 28 391 0 0 0 Future Volume (veh/h) 287 489 0 0 507 326 351 28 391 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 0 0 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 305 520 0 0 539 347 521 0 280
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 424 1948 0 0 692 445 809 0 360
Arrive On Green 0.13 0.56 0.00 0.00 0.34 0.34 0.23 0.00 0.23 Sat Flow, veh/h 3365 3551 0 0 2110 1299 3469 0 1543
Grp Volume(v), veh/h 305 520 0 0 462 424 521 0 280
Grp Sat Flow(s),veh/h/ln 1682 1730 0 0 1730 1587 1734 0 1543 Q Serve(g_s), s 4.4 3.9 0.0 0.0 12.0 12.0 6.8 0.0 8.5
Cycle Q Clear(g_c), s 4.4 3.9 0.0 0.0 12.0 12.0 6.8 0.0 8.5 Prop In Lane 1.00 0.00 0.00 0.82 1.00 1.00
Lane Grp Cap(c), veh/h 424 1948 0 0 593 544 809 0 360
V/C Ratio(X) 0.72 0.27 0.00 0.00 0.78 0.78 0.64 0.00 0.78 Avail Cap(c_a), veh/h 464 2545 0 0 871 800 1248 0 555
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.0 5.6 0.0 0.0 14.7 14.7 17.3 0.0 18.0 Incr Delay (d2), s/veh 3.9 0.0 0.0 0.0 1.4 1.6 0.3 0.0 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 1.0 0.0 0.0 4.2 3.9 2.4 0.0 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.9 5.7 0.0 0.0 16.2 16.3 17.6 0.0 19.5 LnGrp LOS C A A A B B B A B
Approach Vol, veh/h 825 886 801
Approach Delay, s/veh 12.8 16.2 18.3
Approach LOS B B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 11.0 22.3 16.8 33.3
Change Period (Y+Rc), s * 4.7 5.1 5.1 5.1
Max Green Setting (Gmax), s * 6.9 25.2 18.0 36.8
Max Q Clear Time (g_c+I1), s 6.4 14.0 10.5 5.9
Green Ext Time (p_c), s 0.0 3.2 1.2 2.5
Intersection Summary
HCM 6th Ctrl Delay 15.7
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. lf"i ,t,t .,,
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 21: Bay Blvd & Marina Pkwy/J St Timing Plan: AM PEAK
OYWPAM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 6 533 151 363 306 121 137 232 288 26 100 7 Future Volume (veh/h) 6 533 151 363 306 121 137 232 288 26 100 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 7 599 170 408 344 136 154 261 324 29 112 8 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 15 711 201 452 1794 800 188 441 374 50 273 19 Arrive On Green 0.01 0.27 0.27 0.26 0.52 0.52 0.11 0.24 0.24 0.03 0.16 0.16 Sat Flow, veh/h 1734 2662 754 1734 3460 1543 1734 1821 1543 1734 1680 120 Grp Volume(v), veh/h 7 389 380 408 344 136 154 261 324 29 0 120 Grp Sat Flow(s),veh/h/ln 1734 1730 1685 1734 1730 1543 1734 1821 1543 1734 0 1800 Q Serve(g_s), s 0.4 19.0 19.0 20.3 4.7 4.2 7.8 11.3 18.0 1.5 0.0 5.3 Cycle Q Clear(g_c), s 0.4 19.0 19.0 20.3 4.7 4.2 7.8 11.3 18.0 1.5 0.0 5.3 Prop In Lane 1.00 0.45 1.00 1.00 1.00 1.00 1.00 0.07
Lane Grp Cap(c), veh/h 15 462 450 452 1794 800 188 441 374 50 0 292 V/C Ratio(X) 0.45 0.84 0.84 0.90 0.19 0.17 0.82 0.59 0.87 0.58 0.00 0.41 Avail Cap(c_a), veh/h 97 545 531 618 2129 950 266 551 467 99 0 371 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.0 30.9 30.9 31.9 11.5 11.3 38.9 29.9 32.4 42.8 0.0 33.5 Incr Delay (d2), s/veh 19.2 10.0 10.5 13.3 0.1 0.1 12.7 1.3 13.4 10.3 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 9.0 8.8 9.9 1.7 1.4 3.9 5.0 7.9 0.8 0.0 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.2 40.9 41.4 45.2 11.5 11.4 51.6 31.2 45.8 53.1 0.0 34.5 LnGrp LOS E D D D B B D C D D A C
Approach Vol, veh/h 776 888 739 149
Approach Delay, s/veh 41.4 27.0 41.9 38.1
Approach LOS D C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.1 26.1 27.7 28.3 14.2 19.0 5.3 50.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 27.0 31.8 28.1 13.7 18.4 5.0 54.9 Max Q Clear Time (g_c+I1), s 3.5 20.0 22.3 21.0 9.8 7.3 2.4 6.7 Green Ext Time (p_c), s 0.0 1.6 0.9 2.8 0.1 0.4 0.0 3.0 Intersection Summary
HCM 6th Ctrl Delay 36.3
HCM 6th LOS D
~ ++ ~ ~ + ~ ~
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 22: I-5 SB Ramps & J St Timing Plan: AM PEAK
OYWPAM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 640 173 222 536 0 0 0 0 321 0 274 Future Volume (veh/h) 0 640 173 222 536 0 0 0 0 321 0 274 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 0 1821 1821 1821 Adj Flow Rate, veh/h 0 719 194 249 602 0 361 0 308
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 1207 322 294 1954 0 435 0 387
Arrive On Green 0.00 0.31 0.31 0.17 0.56 0.00 0.25 0.00 0.25 Sat Flow, veh/h 0 4071 1041 1734 3551 0 1734 0 1543
Grp Volume(v), veh/h 0 609 304 249 602 0 361 0 308
Grp Sat Flow(s),veh/h/ln 0 1657 1634 1734 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 10.3 10.5 9.2 6.1 0.0 13.0 0.0 12.3 Cycle Q Clear(g_c), s 0.0 10.3 10.5 9.2 6.1 0.0 13.0 0.0 12.3 Prop In Lane 0.00 0.64 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1024 505 294 1954 0 435 0 387
V/C Ratio(X) 0.00 0.59 0.60 0.85 0.31 0.00 0.83 0.00 0.80 Avail Cap(c_a), veh/h 0 1399 690 375 2508 0 522 0 465
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 19.3 19.4 26.6 7.6 0.0 23.4 0.0 23.2 Incr Delay (d2), s/veh 0.0 1.0 2.0 11.1 0.2 0.0 9.3 0.0 7.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.8 3.9 4.5 1.9 0.0 6.1 0.0 10.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 20.3 21.4 37.7 7.7 0.0 32.7 0.0 31.0 LnGrp LOS A C C D A A C A C
Approach Vol, veh/h 913 851 669
Approach Delay, s/veh 20.7 16.5 32.0
Approach LOS C B C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 43.4 22.7 16.9 26.5
Change Period (Y+Rc), s 6.1 6.1 * 5.7 6.1
Max Green Setting (Gmax), s 47.9 19.9 * 14 27.9
Max Q Clear Time (g_c+I1), s 8.1 15.0 11.2 12.5
Green Ext Time (p_c), s 7.9 1.6 0.1 8.0
Intersection Summary
HCM 6th Ctrl Delay 22.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 23: I-5 NB Ramps & J St Timing Plan: AM PEAK
OYWPAM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 308 681 0 0 604 449 169 3 351 0 0 0 Future Volume (veh/h) 308 681 0 0 604 449 169 3 351 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 0 0 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 338 748 0 0 664 493 186 3 386
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 373 2300 0 0 729 538 333 5 300
Arrive On Green 0.22 0.66 0.00 0.00 0.38 0.38 0.19 0.19 0.19 Sat Flow, veh/h 1734 3551 0 0 1988 1402 1708 28 1543
Grp Volume(v), veh/h 338 748 0 0 605 552 189 0 386
Grp Sat Flow(s),veh/h/ln 1734 1730 0 0 1730 1569 1736 0 1543 Q Serve(g_s), s 16.5 8.0 0.0 0.0 28.8 29.0 8.5 0.0 16.9 Cycle Q Clear(g_c), s 16.5 8.0 0.0 0.0 28.8 29.0 8.5 0.0 16.9 Prop In Lane 1.00 0.00 0.00 0.89 0.98 1.00
Lane Grp Cap(c), veh/h 373 2300 0 0 664 603 338 0 300
V/C Ratio(X) 0.91 0.33 0.00 0.00 0.91 0.92 0.56 0.00 1.28 Avail Cap(c_a), veh/h 426 2428 0 0 676 613 338 0 300
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 33.2 6.2 0.0 0.0 25.3 25.4 31.6 0.0 34.9 Incr Delay (d2), s/veh 19.8 0.1 0.0 0.0 16.9 18.9 1.3 0.0 151.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.8 2.5 0.0 0.0 14.3 13.3 3.6 0.0 18.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.0 6.4 0.0 0.0 42.3 44.3 32.9 0.0 185.9 LnGrp LOS D A A A D D C A F
Approach Vol, veh/h 1086 1157 575
Approach Delay, s/veh 20.9 43.2 135.6
Approach LOS C D F
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 24.4 39.4 23.0 63.8
Change Period (Y+Rc), s * 5.7 6.1 6.1 6.1
Max Green Setting (Gmax), s * 21 33.9 16.9 60.9
Max Q Clear Time (g_c+I1), s 18.5 31.0 18.9 10.0
Green Ext Time (p_c), s 0.2 2.3 0.0 10.9
Intersection Summary
HCM 6th Ctrl Delay 53.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++ --- tf+ --- .,,
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 25: Broadway & J St Timing Plan: AM PEAK
OYWPAM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 116 551 260 47 457 41 150 614 56 45 551 83 Future Volume (veh/h) 116 551 260 47 457 41 150 614 56 45 551 83 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 130 619 292 53 513 46 169 690 63 51 619 93 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 156 616 291 68 704 63 196 999 91 398 1492 665 Arrive On Green 0.09 0.27 0.27 0.04 0.22 0.22 0.11 0.31 0.31 0.30 0.57 0.57 Sat Flow, veh/h 1734 2282 1076 1734 3212 287 1734 3206 292 1734 3460 1543 Grp Volume(v), veh/h 130 469 442 53 276 283 169 372 381 51 619 93 Grp Sat Flow(s),veh/h/ln 1734 1730 1627 1734 1730 1769 1734 1730 1768 1734 1730 1543 Q Serve(g_s), s 8.8 32.4 32.4 3.6 17.8 17.9 11.5 22.6 22.7 2.6 12.0 3.4 Cycle Q Clear(g_c), s 8.8 32.4 32.4 3.6 17.8 17.9 11.5 22.6 22.7 2.6 12.0 3.4 Prop In Lane 1.00 0.66 1.00 0.16 1.00 0.17 1.00 1.00
Lane Grp Cap(c), veh/h 156 467 439 68 379 388 196 539 551 398 1492 665 V/C Ratio(X) 0.83 1.00 1.01 0.78 0.73 0.73 0.86 0.69 0.69 0.13 0.41 0.14 Avail Cap(c_a), veh/h 243 467 439 243 467 478 286 539 551 398 1492 665 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.78 0.78 0.78 Uniform Delay (d), s/veh 53.7 43.8 43.8 57.1 43.5 43.5 52.3 36.2 36.2 33.0 17.1 15.3 Incr Delay (d2), s/veh 7.7 42.8 44.2 7.1 4.3 4.4 11.9 7.1 7.0 0.0 0.7 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 19.3 18.3 1.7 8.0 8.3 5.6 10.6 10.8 1.1 4.4 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.4 86.6 88.0 64.2 47.9 47.9 64.2 43.3 43.2 33.1 17.8 15.6 LnGrp LOS E F F E D D E D D C B B
Approach Vol, veh/h 1041 612 922 763
Approach Delay, s/veh 84.1 49.3 47.1 18.5
Approach LOS F D D B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.9 37.0 17.8 56.3 15.0 30.9 32.1 42.0 Change Period (Y+Rc), s * 4.2 4.6 * 4.2 4.6 * 4.2 4.6 4.6 * 4.6 Max Green Setting (Gmax), s * 17 32.4 * 20 33.4 * 17 32.4 15.8 * 37 Max Q Clear Time (g_c+I1), s 5.6 34.4 13.5 14.0 10.8 19.9 4.6 24.7 Green Ext Time (p_c), s 0.0 0.0 0.1 5.3 0.1 2.7 0.0 4.5 Intersection Summary
HCM 6th Ctrl Delay 52.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i tf+ -- "i tf+ -- "i tt
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 26: Bay Blvd & L St Timing Plan: AM PEAK
OYWPAM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 177 331 207 183 206 177
Future Volume (veh/h) 177 331 207 183 206 177
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 199 372 233 206 231 199
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 395 619 397 688 297 941
Arrive On Green 0.23 0.23 0.22 0.22 0.17 0.52
Sat Flow, veh/h 1734 2716 1821 1543 1734 1821
Grp Volume(v), veh/h 199 372 233 206 231 199
Grp Sat Flow(s),veh/h/ln 1734 1358 1821 1543 1734 1821
Q Serve(g_s), s 3.5 4.3 4.0 3.0 4.5 2.1
Cycle Q Clear(g_c), s 3.5 4.3 4.0 3.0 4.5 2.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 395 619 397 688 297 941
V/C Ratio(X) 0.50 0.60 0.59 0.30 0.78 0.21
Avail Cap(c_a), veh/h 886 1388 930 1140 517 1706
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 11.9 12.2 12.4 6.2 14.0 4.6
Incr Delay (d2), s/veh 1.0 0.9 1.4 0.2 4.4 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.2 1.1 1.4 1.2 1.8 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.9 13.1 13.7 6.5 18.4 4.7
LnGrp LOS B B B A B A
Approach Vol, veh/h 571 439 430
Approach Delay, s/veh 13.0 10.3 12.1
Approach LOS B B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 10.5 12.2 22.7 12.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 10.5 18.0 33.0 18.0
Max Q Clear Time (g_c+I1), s 6.5 6.0 4.1 6.3
Green Ext Time (p_c), s 0.2 1.6 1.1 1.7
Intersection Summary
HCM 6th Ctrl Delay 11.9
HCM 6th LOS B
---- "i .,,.,, t .,, "i t
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 31: H St & Proj Dwy Timing Plan: AM PEAK
OYWPAM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 43 528 612 439 135 11
Future Volume (veh/h) 43 528 612 439 135 11
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 47 574 665 477 147 12
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 89 2172 887 634 243 216
Arrive On Green 0.05 0.63 0.46 0.46 0.14 0.14
Sat Flow, veh/h 1734 3551 2018 1377 1734 1543
Grp Volume(v), veh/h 47 574 597 545 147 12
Grp Sat Flow(s),veh/h/ln 1734 1730 1730 1573 1734 1543
Q Serve(g_s), s 1.0 2.9 11.0 11.1 3.1 0.3
Cycle Q Clear(g_c), s 1.0 2.9 11.0 11.1 3.1 0.3
Prop In Lane 1.00 0.88 1.00 1.00
Lane Grp Cap(c), veh/h 89 2172 797 724 243 216
V/C Ratio(X) 0.53 0.26 0.75 0.75 0.60 0.06
Avail Cap(c_a), veh/h 228 2775 959 872 890 792
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 17.9 3.2 8.6 8.6 15.7 14.4
Incr Delay (d2), s/veh 4.8 0.1 2.7 3.0 2.4 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.5 0.4 3.3 3.1 1.2 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.7 3.3 11.3 11.7 18.1 14.6
LnGrp LOS C A B B B B
Approach Vol, veh/h 621 1142 159
Approach Delay, s/veh 4.8 11.5 17.8
Approach LOS A B B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 28.8 9.9 6.5 22.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 31.1 19.9 5.1 21.5
Max Q Clear Time (g_c+I1), s 4.9 5.1 3.0 13.1
Green Ext Time (p_c), s 4.1 0.3 0.0 4.8
Intersection Summary
HCM 6th Ctrl Delay 9.8
HCM 6th LOS A
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 33: Marina Pkwy & H St Timing Plan: AM PEAK
OYWPAM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 29 119 61 77 184 179 86 103 137 127 65 23 Future Volume (veh/h) 29 119 61 77 184 179 86 103 137 127 65 23 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 32 129 66 84 200 195 93 112 149 138 71 25 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 65 309 262 130 358 320 138 156 207 175 310 109 Arrive On Green 0.04 0.17 0.17 0.07 0.21 0.21 0.08 0.22 0.22 0.10 0.24 0.24 Sat Flow, veh/h 1734 1821 1543 1734 1730 1543 1734 709 943 1734 1287 453 Grp Volume(v), veh/h 32 129 66 84 200 195 93 0 261 138 0 96 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1730 1543 1734 0 1651 1734 0 1740 Q Serve(g_s), s 0.7 2.6 1.5 1.9 4.3 4.7 2.2 0.0 6.1 3.2 0.0 1.8 Cycle Q Clear(g_c), s 0.7 2.6 1.5 1.9 4.3 4.7 2.2 0.0 6.1 3.2 0.0 1.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.57 1.00 0.26
Lane Grp Cap(c), veh/h 65 309 262 130 358 320 138 0 362 175 0 419 V/C Ratio(X) 0.50 0.42 0.25 0.65 0.56 0.61 0.68 0.00 0.72 0.79 0.00 0.23 Avail Cap(c_a), veh/h 210 797 676 210 758 676 210 0 719 248 0 795 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.5 15.3 14.9 18.6 14.7 14.9 18.5 0.0 15.0 18.2 0.0 12.6 Incr Delay (d2), s/veh 5.8 0.9 0.5 5.3 1.4 1.9 5.7 0.0 2.7 10.7 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 1.0 0.5 0.9 1.5 1.6 1.0 0.0 2.2 1.6 0.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.3 16.2 15.4 23.9 16.1 16.8 24.2 0.0 17.7 28.8 0.0 12.9 LnGrp LOS C B B C B B C A B C A B
Approach Vol, veh/h 227 479 354 234
Approach Delay, s/veh 17.3 17.7 19.4 22.3
Approach LOS B B B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.6 11.5 7.8 14.5 6.0 13.1 8.7 13.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 18.1 5.0 18.9 5.0 18.1 5.9 18.0 Max Q Clear Time (g_c+I1), s 3.9 4.6 4.2 3.8 2.7 6.7 5.2 8.1 Green Ext Time (p_c), s 0.0 0.7 0.0 0.4 0.0 1.8 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 18.9
HCM 6th LOS B
t
t .,, "i "i
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 2: I-5 NB Ramps & E St Timing Plan: PM PEAK
OYWPPM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 320 965 0 0 497 403 31 3 358 0 0 0 Future Volume (veh/h) 320 965 0 0 497 403 31 3 358 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 0 0 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 372 1122 0 0 578 469 0 0 457
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 484 2245 0 0 775 628 0 331 561
Arrive On Green 0.14 0.65 0.00 0.00 0.43 0.43 0.00 0.00 0.18 Sat Flow, veh/h 3365 3551 0 0 1906 1471 0 1821 3087
Grp Volume(v), veh/h 372 1122 0 0 551 496 0 0 457
Grp Sat Flow(s),veh/h/ln 1682 1730 0 0 1730 1556 0 1821 1543 Q Serve(g_s), s 6.4 10.1 0.0 0.0 16.1 16.1 0.0 0.0 8.6
Cycle Q Clear(g_c), s 6.4 10.1 0.0 0.0 16.1 16.1 0.0 0.0 8.6 Prop In Lane 1.00 0.00 0.00 0.95 0.00 1.00
Lane Grp Cap(c), veh/h 484 2245 0 0 738 664 0 331 561
V/C Ratio(X) 0.77 0.50 0.00 0.00 0.75 0.75 0.00 0.00 0.82 Avail Cap(c_a), veh/h 1696 2245 0 0 860 774 0 603 1022
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 24.8 5.5 0.0 0.0 14.5 14.5 0.0 0.0 23.6 Incr Delay (d2), s/veh 1.0 0.1 0.0 0.0 3.8 4.2 0.0 0.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 2.5 0.0 0.0 6.2 5.6 0.0 0.0 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.8 5.6 0.0 0.0 18.3 18.7 0.0 0.0 24.7 LnGrp LOS C A A A B B A A C
Approach Vol, veh/h 1494 1047 457
Approach Delay, s/veh 10.6 18.5 24.7
Approach LOS B B C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 13.3 30.8 16.0 44.1
Change Period (Y+Rc), s * 4.7 5.1 5.1 5.1
Max Green Setting (Gmax), s * 30 29.9 19.9 29.9
Max Q Clear Time (g_c+I1), s 8.4 18.1 10.6 12.1
Green Ext Time (p_c), s 0.3 7.5 0.4 5.5
Intersection Summary
HCM 6th Ctrl Delay 15.5
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. lf"i ,t,t ___ tf+ ___ 'f'
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 7: Bay Blvd & F St Timing Plan: PM PEAK
OYWPPM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 343 65 220 142 30 81 6 115 115 301 323 25 Future Volume (veh/h) 343 65 220 142 30 81 6 115 115 301 323 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 377 71 242 156 33 89 7 126 126 331 355 27 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 423 145 495 0 158 141 16 155 155 376 657 50
Arrive On Green 0.24 0.40 0.40 0.00 0.09 0.09 0.01 0.19 0.19 0.22 0.39 0.39 Sat Flow, veh/h 1734 363 1236 0 1730 1543 1734 835 835 1734 1671 127 Grp Volume(v), veh/h 377 0 313 0 33 89 7 0 252 331 0 382 Grp Sat Flow(s),veh/h/ln 1734 0 1599 0 1730 1543 1734 0 1671 1734 0 1798 Q Serve(g_s), s 14.4 0.0 10.0 0.0 1.2 3.8 0.3 0.0 9.9 12.6 0.0 11.2 Cycle Q Clear(g_c), s 14.4 0.0 10.0 0.0 1.2 3.8 0.3 0.0 9.9 12.6 0.0 11.2 Prop In Lane 1.00 0.77 0.00 1.00 1.00 0.50 1.00 0.07
Lane Grp Cap(c), veh/h 423 0 641 0 158 141 16 0 310 376 0 707 V/C Ratio(X) 0.89 0.00 0.49 0.00 0.21 0.63 0.44 0.00 0.81 0.88 0.00 0.54 Avail Cap(c_a), veh/h 474 0 740 0 455 406 127 0 456 421 0 796 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.0 0.0 15.3 0.0 28.8 30.0 33.7 0.0 26.8 26.0 0.0 16.0 Incr Delay (d2), s/veh 17.6 0.0 0.6 0.0 0.6 4.6 18.3 0.0 7.0 17.7 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.6 0.0 3.4 0.0 0.5 1.5 0.2 0.0 4.3 6.8 0.0 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.6 0.0 15.9 0.0 29.5 34.6 52.0 0.0 33.7 43.6 0.0 16.7 LnGrp LOS D A B A C C D A C D A B
Approach Vol, veh/h 690 122 259 713
Approach Delay, s/veh 30.5 33.2 34.2 29.2
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 19.3 17.2 0.0 31.9 5.1 31.4 21.2 10.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 16.6 18.7 5.0 31.7 5.0 30.3 18.7 18.0 Max Q Clear Time (g_c+I1), s 14.6 11.9 0.0 12.0 2.3 13.2 16.4 5.8 Green Ext Time (p_c), s 0.2 0.8 0.0 1.9 0.0 2.2 0.3 0.4 Intersection Summary
HCM 6th Ctrl Delay 30.7
HCM 6th LOS C
"i "i
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 11: Bay Blvd & G St Timing Plan: PM PEAK
OYWPPM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 245 177 144 79 668 72
Future Volume (veh/h) 245 177 144 79 668 72
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 272 197 160 88 742 80
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 327 291 197 1255 831 90
Arrive On Green 0.19 0.19 0.11 0.69 0.51 0.51
Sat Flow, veh/h 1734 1543 1734 1821 1616 174
Grp Volume(v), veh/h 272 197 160 88 0 822
Grp Sat Flow(s),veh/h/ln 1734 1543 1734 1821 0 1790
Q Serve(g_s), s 11.1 8.7 6.6 1.2 0.0 30.4
Cycle Q Clear(g_c), s 11.1 8.7 6.6 1.2 0.0 30.4
Prop In Lane 1.00 1.00 1.00 0.10
Lane Grp Cap(c), veh/h 327 291 197 1255 0 920
V/C Ratio(X) 0.83 0.68 0.81 0.07 0.00 0.89
Avail Cap(c_a), veh/h 435 387 247 1545 0 1154
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 28.8 27.8 31.9 3.7 0.0 16.1
Incr Delay (d2), s/veh 9.8 2.9 14.9 0.0 0.0 7.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.3 7.5 3.5 0.3 0.0 12.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.6 30.7 46.8 3.8 0.0 23.8
LnGrp LOS D C D A A C
Approach Vol, veh/h 469 248 822
Approach Delay, s/veh 35.3 31.5 23.8
Approach LOS D C C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 55.3 18.4 12.9 42.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 62.5 18.5 10.5 47.5
Max Q Clear Time (g_c+I1), s 3.2 13.1 8.6 32.4
Green Ext Time (p_c), s 0.5 0.8 0.1 5.5
Intersection Summary
HCM 6th Ctrl Delay 28.5
HCM 6th LOS C
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 12: Bay Blvd & H St Timing Plan: PM PEAK
OYWPPM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 957 132 18 845 40 66 45 32 311 355 87 Future Volume (veh/h) 0 957 132 18 845 40 66 45 32 311 355 87 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 1052 145 20 929 44 73 49 35 342 390 96 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 1644 226 44 1689 80 110 63 45 514 418 103
Arrive On Green 0.00 0.54 0.54 0.54 0.54 0.54 0.06 0.06 0.06 0.30 0.30 0.30 Sat Flow, veh/h 0 3146 421 35 3138 148 1734 988 706 1734 1411 347 Grp Volume(v), veh/h 0 595 602 510 0 483 73 0 84 342 0 486 Grp Sat Flow(s),veh/h/ln 0 1730 1745 1691 0 1631 1734 0 1694 1734 0 1759 Q Serve(g_s), s 0.0 36.3 36.5 0.6 0.0 29.2 6.2 0.0 7.3 25.9 0.0 40.3 Cycle Q Clear(g_c), s 0.0 36.3 36.5 37.0 0.0 29.2 6.2 0.0 7.3 25.9 0.0 40.3 Prop In Lane 0.00 0.24 0.04 0.09 1.00 0.42 1.00 0.20
Lane Grp Cap(c), veh/h 0 931 939 935 0 877 110 0 108 514 0 521 V/C Ratio(X) 0.00 0.64 0.64 0.54 0.00 0.55 0.66 0.00 0.78 0.67 0.00 0.93 Avail Cap(c_a), veh/h 0 931 939 935 0 877 201 0 197 623 0 632 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.95 0.00 0.95 1.00 0.00 1.00 0.48 0.00 0.48 Uniform Delay (d), s/veh 0.0 24.4 24.4 22.2 0.0 22.7 68.7 0.0 69.2 46.3 0.0 51.3 Incr Delay (d2), s/veh 0.0 3.4 3.3 2.2 0.0 2.4 2.5 0.0 4.6 0.6 0.0 9.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 15.7 15.9 12.1 0.0 11.8 2.8 0.0 3.3 11.3 0.0 19.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 27.8 27.8 24.4 0.0 25.1 71.2 0.0 73.8 46.8 0.0 61.2 LnGrp LOS A C C C A C E A E D A E
Approach Vol, veh/h 1197 993 157 828
Approach Delay, s/veh 27.8 24.7 72.6 55.3
Approach LOS C C E E
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 85.8 49.6 85.8 14.6
Change Period (Y+Rc), s 5.1 5.1 5.1 5.1
Max Green Setting (Gmax), s 63.4 53.9 63.4 17.4
Max Q Clear Time (g_c+I1), s 39.0 42.3 38.5 9.3
Green Ext Time (p_c), s 4.7 2.2 5.9 0.2
Intersection Summary
HCM 6th Ctrl Delay 36.2
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.
User approved volume balancing among the lanes for turning movement. 4'~ -- "i "i 4+
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 14: I-5 NB Ramps & H St Timing Plan: PM PEAK
OYWPPM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 583 698 0 0 604 454 198 1 366 0 0 0 Future Volume (veh/h) 583 698 0 0 604 454 198 1 366 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 0 0 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 614 735 0 0 636 478 139 0 460
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 710 2283 0 0 712 534 322 0 573
Arrive On Green 0.21 0.66 0.00 0.00 0.38 0.38 0.19 0.00 0.19 Sat Flow, veh/h 3365 3551 0 0 1976 1413 1734 0 3087
Grp Volume(v), veh/h 614 735 0 0 584 530 139 0 460
Grp Sat Flow(s),veh/h/ln 1682 1730 0 0 1730 1567 1734 0 1543 Q Serve(g_s), s 11.6 6.1 0.0 0.0 20.9 21.0 4.7 0.0 9.4
Cycle Q Clear(g_c), s 11.6 6.1 0.0 0.0 20.9 21.0 4.7 0.0 9.4 Prop In Lane 1.00 0.00 0.00 0.90 1.00 1.00
Lane Grp Cap(c), veh/h 710 2283 0 0 654 592 322 0 573
V/C Ratio(X) 0.86 0.32 0.00 0.00 0.89 0.90 0.43 0.00 0.80 Avail Cap(c_a), veh/h 779 2450 0 0 702 635 472 0 841
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.2 4.9 0.0 0.0 19.3 19.3 23.8 0.0 25.7 Incr Delay (d2), s/veh 8.7 0.0 0.0 0.0 12.6 14.0 0.3 0.0 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 1.6 0.0 0.0 9.8 9.2 1.9 0.0 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.8 4.9 0.0 0.0 31.9 33.3 24.2 0.0 27.8 LnGrp LOS C A A A C C C A C
Approach Vol, veh/h 1349 1114 599
Approach Delay, s/veh 18.1 32.6 27.0
Approach LOS B C C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 18.6 30.1 17.4 48.7
Change Period (Y+Rc), s * 4.7 5.1 5.1 5.1
Max Green Setting (Gmax), s * 15 26.8 18.0 46.8
Max Q Clear Time (g_c+I1), s 13.6 23.0 11.4 8.1
Green Ext Time (p_c), s 0.3 1.9 0.9 3.8
Intersection Summary
HCM 6th Ctrl Delay 25.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. lf"i ,t,t .,,
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 21: Bay Blvd & J St Timing Plan: PM PEAK
OYWPPM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 11 455 155 71 632 51 201 91 102 207 323 17 Future Volume (veh/h) 11 455 155 71 632 51 201 91 102 207 323 17 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 11 460 157 72 638 52 203 92 103 209 326 17 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 24 613 208 104 995 444 251 419 355 257 401 21 Arrive On Green 0.01 0.24 0.24 0.06 0.29 0.29 0.14 0.23 0.23 0.15 0.23 0.23 Sat Flow, veh/h 1734 2537 859 1734 3460 1543 1734 1821 1543 1734 1716 89 Grp Volume(v), veh/h 11 313 304 72 638 52 203 92 103 209 0 343 Grp Sat Flow(s),veh/h/ln 1734 1730 1666 1734 1730 1543 1734 1821 1543 1734 0 1805 Q Serve(g_s), s 0.4 9.4 9.5 2.3 9.1 1.4 6.4 2.3 3.1 6.6 0.0 10.1 Cycle Q Clear(g_c), s 0.4 9.4 9.5 2.3 9.1 1.4 6.4 2.3 3.1 6.6 0.0 10.1 Prop In Lane 1.00 0.52 1.00 1.00 1.00 1.00 1.00 0.05
Lane Grp Cap(c), veh/h 24 418 403 104 995 444 251 419 355 257 0 422 V/C Ratio(X) 0.45 0.75 0.76 0.69 0.64 0.12 0.81 0.22 0.29 0.81 0.00 0.81 Avail Cap(c_a), veh/h 154 553 533 154 1106 493 323 598 507 323 0 593 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 27.5 19.8 19.8 26.0 17.5 14.8 23.3 17.6 17.9 23.2 0.0 20.4 Incr Delay (d2), s/veh 12.5 3.9 4.4 7.9 1.1 0.1 11.2 0.3 0.4 11.8 0.0 5.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 3.9 3.8 1.1 3.4 0.5 3.2 0.9 1.1 3.3 0.0 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.1 23.7 24.2 33.9 18.6 14.9 34.5 17.8 18.3 35.1 0.0 26.2 LnGrp LOS D C C C B B C B B D A C
Approach Vol, veh/h 628 762 398 552
Approach Delay, s/veh 24.2 19.8 26.5 29.6
Approach LOS C B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.9 17.5 7.9 18.1 12.6 17.7 5.3 20.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 18.5 5.0 18.0 10.5 18.5 5.0 18.0 Max Q Clear Time (g_c+I1), s 8.6 5.1 4.3 11.5 8.4 12.1 2.4 11.1 Green Ext Time (p_c), s 0.1 0.6 0.0 2.1 0.1 1.1 0.0 2.5 Intersection Summary
HCM 6th Ctrl Delay 24.4
HCM 6th LOS C
~ ++ ~ ~ + ~ ~
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 22: I-5 SB Ramps & J St Timing Plan: PM PEAK
OYWPPM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 563 205 274 476 0 0 0 0 491 2 268 Future Volume (veh/h) 0 563 205 274 476 0 0 0 0 491 2 268 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 0 1821 1821 1821 Adj Flow Rate, veh/h 0 612 223 298 517 0 534 2 291
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 920 328 333 1786 0 580 2 518
Arrive On Green 0.00 0.25 0.25 0.19 0.52 0.00 0.34 0.34 0.34 Sat Flow, veh/h 0 3779 1289 1734 3551 0 1728 6 1543
Grp Volume(v), veh/h 0 560 275 298 517 0 536 0 291
Grp Sat Flow(s),veh/h/ln 0 1657 1589 1734 1730 0 1735 0 1543 Q Serve(g_s), s 0.0 12.5 12.8 13.8 7.0 0.0 24.4 0.0 12.7 Cycle Q Clear(g_c), s 0.0 12.5 12.8 13.8 7.0 0.0 24.4 0.0 12.7 Prop In Lane 0.00 0.81 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 844 404 333 1786 0 582 0 518
V/C Ratio(X) 0.00 0.66 0.68 0.89 0.29 0.00 0.92 0.00 0.56 Avail Cap(c_a), veh/h 0 1072 514 350 2058 0 610 0 542
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 27.5 27.6 32.4 11.3 0.0 26.3 0.0 22.4 Incr Delay (d2), s/veh 0.0 1.7 3.8 22.4 0.2 0.0 19.0 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 5.0 5.1 7.7 2.5 0.0 12.6 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 29.2 31.4 54.8 11.5 0.0 45.3 0.0 23.6 LnGrp LOS A C C D B A D A C
Approach Vol, veh/h 835 815 827
Approach Delay, s/veh 29.9 27.3 37.6
Approach LOS C C D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 48.5 33.7 21.5 27.0
Change Period (Y+Rc), s 6.1 6.1 * 5.7 6.1
Max Green Setting (Gmax), s 48.9 28.9 * 17 26.6
Max Q Clear Time (g_c+I1), s 9.0 26.4 15.8 14.8
Green Ext Time (p_c), s 6.6 1.2 0.0 6.1
Intersection Summary
HCM 6th Ctrl Delay 31.6
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 23: I-5 NB Ramps & J St Timing Plan: PM PEAK
OYWPPM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 218 868 0 0 534 366 217 2 245 0 0 0 Future Volume (veh/h) 218 868 0 0 534 366 217 2 245 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 0 0 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 240 954 0 0 587 402 238 2 269
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 273 2040 0 0 665 455 362 3 325
Arrive On Green 0.16 0.59 0.00 0.00 0.34 0.34 0.21 0.21 0.21 Sat Flow, veh/h 1734 3551 0 0 2055 1345 1721 14 1543
Grp Volume(v), veh/h 240 954 0 0 517 472 240 0 269
Grp Sat Flow(s),veh/h/ln 1734 1730 0 0 1730 1579 1735 0 1543 Q Serve(g_s), s 8.2 9.5 0.0 0.0 17.2 17.2 7.7 0.0 10.2
Cycle Q Clear(g_c), s 8.2 9.5 0.0 0.0 17.2 17.2 7.7 0.0 10.2 Prop In Lane 1.00 0.00 0.00 0.85 0.99 1.00
Lane Grp Cap(c), veh/h 273 2040 0 0 585 534 365 0 325
V/C Ratio(X) 0.88 0.47 0.00 0.00 0.88 0.88 0.66 0.00 0.83 Avail Cap(c_a), veh/h 273 2067 0 0 599 547 467 0 415
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.1 7.1 0.0 0.0 19.0 19.0 22.0 0.0 23.0 Incr Delay (d2), s/veh 25.3 0.3 0.0 0.0 15.0 16.1 1.0 0.0 8.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 2.8 0.0 0.0 8.6 8.0 3.0 0.0 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.4 7.4 0.0 0.0 34.0 35.2 23.0 0.0 31.5 LnGrp LOS D A A A C D C A C
Approach Vol, veh/h 1194 989 509
Approach Delay, s/veh 16.0 34.6 27.5
Approach LOS B C C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 15.3 26.7 18.9 42.0
Change Period (Y+Rc), s * 5.7 6.1 6.1 6.1
Max Green Setting (Gmax), s * 9.6 21.1 16.4 36.4
Max Q Clear Time (g_c+I1), s 10.2 19.2 12.2 11.5
Green Ext Time (p_c), s 0.0 1.4 0.7 11.5
Intersection Summary
HCM 6th Ctrl Delay 25.0
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++ --- tf+ --- .,,
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 25: Broadway & J St Timing Plan: PM PEAK
OYWPPM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 129 582 190 73 512 47 118 606 77 53 730 159 Future Volume (veh/h) 129 582 190 73 512 47 118 606 77 53 730 159 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 145 654 213 82 575 53 133 681 87 60 820 179 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 170 733 238 102 790 73 157 1163 148 243 1486 663 Arrive On Green 0.10 0.29 0.29 0.06 0.25 0.25 0.09 0.38 0.38 0.28 0.86 0.86 Sat Flow, veh/h 1734 2566 835 1734 3203 295 1734 3086 394 1734 3460 1543 Grp Volume(v), veh/h 145 441 426 82 310 318 133 381 387 60 820 179 Grp Sat Flow(s),veh/h/ln 1734 1730 1671 1734 1730 1768 1734 1730 1750 1734 1730 1543 Q Serve(g_s), s 10.7 31.8 31.8 6.1 21.4 21.5 9.8 22.9 23.0 3.5 8.3 2.8 Cycle Q Clear(g_c), s 10.7 31.8 31.8 6.1 21.4 21.5 9.8 22.9 23.0 3.5 8.3 2.8 Prop In Lane 1.00 0.50 1.00 0.17 1.00 0.23 1.00 1.00
Lane Grp Cap(c), veh/h 170 494 477 102 427 436 157 652 660 243 1486 663 V/C Ratio(X) 0.85 0.89 0.89 0.80 0.73 0.73 0.85 0.58 0.59 0.25 0.55 0.27 Avail Cap(c_a), veh/h 257 551 532 157 451 461 224 652 660 243 1486 663 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.70 0.70 0.70 Uniform Delay (d), s/veh 57.7 44.5 44.5 60.4 44.9 45.0 58.2 32.4 32.4 41.5 5.8 5.4 Incr Delay (d2), s/veh 10.5 15.7 16.2 7.7 5.5 5.5 13.3 3.8 3.8 0.1 1.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 15.7 15.3 2.9 9.8 10.1 4.9 10.3 10.4 1.5 2.1 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.2 60.2 60.8 68.1 50.4 50.4 71.5 36.2 36.2 41.6 6.9 6.1 LnGrp LOS E E E E D D E D D D A A
Approach Vol, veh/h 1012 710 901 1059
Approach Delay, s/veh 61.6 52.5 41.4 8.7
Approach LOS E D D A
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.9 41.7 16.0 60.4 16.9 36.7 22.8 53.6 Change Period (Y+Rc), s * 4.2 4.6 * 4.2 4.6 * 4.2 4.6 4.6 * 4.6 Max Green Setting (Gmax), s * 12 41.4 * 17 42.4 * 19 33.9 10.2 * 49 Max Q Clear Time (g_c+I1), s 8.1 33.8 11.8 10.3 12.7 23.5 5.5 25.0 Green Ext Time (p_c), s 0.0 3.3 0.1 9.1 0.1 2.8 0.0 6.2 Intersection Summary
HCM 6th Ctrl Delay 39.7
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i tf+ -- "i tf+ -- "i tt
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 26: Bay Blvd & L St Timing Plan: PM PEAK
OYWPPM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 357 210 122 783 285 229
Future Volume (veh/h) 357 210 122 783 285 229
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 380 223 130 833 303 244
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 444 695 583 889 351 1086
Arrive On Green 0.26 0.26 0.32 0.32 0.20 0.60
Sat Flow, veh/h 1734 2716 1821 1543 1734 1821
Grp Volume(v), veh/h 380 223 130 833 303 244
Grp Sat Flow(s),veh/h/ln 1734 1358 1821 1543 1734 1821
Q Serve(g_s), s 12.7 4.1 3.2 19.5 10.3 3.8
Cycle Q Clear(g_c), s 12.7 4.1 3.2 19.5 10.3 3.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 444 695 583 889 351 1086
V/C Ratio(X) 0.86 0.32 0.22 0.94 0.86 0.22
Avail Cap(c_a), veh/h 527 825 583 889 384 1121
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 21.6 18.4 15.2 9.6 23.5 5.7
Incr Delay (d2), s/veh 11.5 0.3 0.2 17.0 16.9 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.2 1.2 1.2 15.9 5.5 1.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.1 18.6 15.4 26.6 40.4 5.8
LnGrp LOS C B B C D A
Approach Vol, veh/h 603 963 547
Approach Delay, s/veh 27.8 25.1 25.0
Approach LOS C C C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 16.8 24.0 40.8 20.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 13.5 19.5 37.5 18.5
Max Q Clear Time (g_c+I1), s 12.3 21.5 5.8 14.7
Green Ext Time (p_c), s 0.1 0.0 1.5 0.9
Intersection Summary
HCM 6th Ctrl Delay 25.8
HCM 6th LOS C
---- "i .,,.,, t .,, "i t
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 31: H St & Proj Dwy Timing Plan: PM PEAK
OYWPPM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 11 1030 1199 336 519 43
Future Volume (veh/h) 11 1030 1199 336 519 43
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 12 1120 1303 365 564 47
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 24 1974 1377 377 595 529
Arrive On Green 0.01 0.57 0.51 0.51 0.34 0.34
Sat Flow, veh/h 1734 3551 2776 734 1734 1543
Grp Volume(v), veh/h 12 1120 828 840 564 47
Grp Sat Flow(s),veh/h/ln 1734 1730 1730 1689 1734 1543
Q Serve(g_s), s 0.7 21.4 46.5 50.0 32.9 2.1
Cycle Q Clear(g_c), s 0.7 21.4 46.5 50.0 32.9 2.1
Prop In Lane 1.00 0.43 1.00 1.00
Lane Grp Cap(c), veh/h 24 1974 888 866 595 529
V/C Ratio(X) 0.49 0.57 0.93 0.97 0.95 0.09
Avail Cap(c_a), veh/h 83 2098 891 870 634 564
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 50.9 14.2 23.6 24.5 33.2 23.1
Incr Delay (d2), s/veh 14.5 0.3 16.3 23.1 23.0 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 8.0 21.8 24.3 17.2 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 65.3 14.5 40.0 47.7 56.2 23.2
LnGrp LOS E B D D E C
Approach Vol, veh/h 1132 1668 611
Approach Delay, s/veh 15.0 43.8 53.7
Approach LOS B D D
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 63.8 40.1 6.0 57.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 63.0 38.0 5.0 53.5
Max Q Clear Time (g_c+I1), s 23.4 34.9 2.7 52.0
Green Ext Time (p_c), s 10.7 0.7 0.0 1.3
Intersection Summary
HCM 6th Ctrl Delay 36.0
HCM 6th LOS D
Wohl Bayfront SP Opening Year 2026 w/100% Proj (w/Improvements) 33: Marina Pkwy & H St Timing Plan: PM PEAK
OYWPPM_100_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 36 148 77 364 246 238 115 114 55 159 95 31 Future Volume (veh/h) 36 148 77 364 246 238 115 114 55 159 95 31 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 39 161 84 396 267 259 125 124 60 173 103 34 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 70 246 209 465 627 559 160 173 84 219 240 79 Arrive On Green 0.04 0.14 0.14 0.27 0.36 0.36 0.09 0.15 0.15 0.13 0.18 0.18 Sat Flow, veh/h 1734 1821 1543 1734 1730 1543 1734 1159 561 1734 1311 433 Grp Volume(v), veh/h 39 161 84 396 267 259 125 0 184 173 0 137 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1730 1543 1734 0 1720 1734 0 1743 Q Serve(g_s), s 1.2 4.7 2.8 12.1 6.5 7.2 3.9 0.0 5.7 5.4 0.0 3.9 Cycle Q Clear(g_c), s 1.2 4.7 2.8 12.1 6.5 7.2 3.9 0.0 5.7 5.4 0.0 3.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.33 1.00 0.25
Lane Grp Cap(c), veh/h 70 246 209 465 627 559 160 0 257 219 0 319 V/C Ratio(X) 0.55 0.65 0.40 0.85 0.43 0.46 0.78 0.00 0.72 0.79 0.00 0.43 Avail Cap(c_a), veh/h 198 618 523 728 1115 995 300 0 553 356 0 616 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 26.4 23.0 22.2 19.5 13.5 13.7 24.9 0.0 22.7 23.8 0.0 20.3 Incr Delay (d2), s/veh 6.6 2.9 1.3 5.9 0.5 0.6 7.9 0.0 3.7 6.3 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 2.1 1.0 5.1 2.3 2.3 1.9 0.0 2.4 2.4 0.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.0 25.9 23.4 25.3 13.9 14.3 32.8 0.0 26.4 30.0 0.0 21.2 LnGrp LOS C C C C B B C A C C A C
Approach Vol, veh/h 284 922 309 310
Approach Delay, s/veh 26.1 18.9 29.0 26.1
Approach LOS C B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 19.5 12.1 9.7 14.8 6.8 24.8 11.6 12.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 23.5 19.0 9.7 19.8 6.4 36.1 11.5 18.0 Max Q Clear Time (g_c+I1), s 14.1 6.7 5.9 5.9 3.2 9.2 7.4 7.7 Green Ext Time (p_c), s 0.9 0.9 0.1 0.5 0.0 3.5 0.2 0.7 Intersection Summary
HCM 6th Ctrl Delay 23.0
HCM 6th LOS C
t
t .,, "i "i
Wohl Bayfront SP Existing Plus 55% Proj (w/Improvements) 21: Bay Blvd & Marina Pkwy/J St Timing Plan: AM PEAK
EXWPAM_55_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 4 82 23 362 118 60 43 137 288 18 85 7 Future Volume (veh/h) 4 82 23 362 118 60 43 137 288 18 85 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 4 92 26 407 133 67 48 154 324 20 96 8 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 9 216 59 467 1192 531 79 176 370 41 522 43
Arrive On Green 0.01 0.08 0.08 0.27 0.34 0.34 0.05 0.34 0.34 0.02 0.31 0.31 Sat Flow, veh/h 1734 2687 732 1734 3460 1543 1734 523 1100 1734 1658 138 Grp Volume(v), veh/h 4 58 60 407 133 67 48 0 478 20 0 104 Grp Sat Flow(s),veh/h/ln 1734 1730 1689 1734 1730 1543 1734 0 1623 1734 0 1796 Q Serve(g_s), s 0.1 2.0 2.1 13.9 1.6 1.8 1.7 0.0 17.2 0.7 0.0 2.6 Cycle Q Clear(g_c), s 0.1 2.0 2.1 13.9 1.6 1.8 1.7 0.0 17.2 0.7 0.0 2.6 Prop In Lane 1.00 0.43 1.00 1.00 1.00 0.68 1.00 0.08
Lane Grp Cap(c), veh/h 9 139 136 467 1192 531 79 0 546 41 0 565 V/C Ratio(X) 0.43 0.42 0.44 0.87 0.11 0.13 0.61 0.00 0.88 0.49 0.00 0.18 Avail Cap(c_a), veh/h 140 502 490 657 2036 908 190 0 667 140 0 686 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 30.8 27.1 27.2 21.6 13.9 13.9 29.1 0.0 19.3 29.9 0.0 15.5 Incr Delay (d2), s/veh 28.3 2.0 2.3 9.1 0.0 0.1 7.4 0.0 10.8 8.9 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.9 0.9 6.3 0.6 0.6 0.8 0.0 7.4 0.4 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.1 29.1 29.5 30.7 13.9 14.0 36.5 0.0 30.1 38.8 0.0 15.6 LnGrp LOS E C C C B B D A C D A B
Approach Vol, veh/h 122 607 526 124
Approach Delay, s/veh 30.3 25.2 30.7 19.3
Approach LOS C C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.0 25.4 21.2 9.5 7.3 24.0 4.8 25.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 25.5 23.5 18.0 6.8 23.7 5.0 36.5 Max Q Clear Time (g_c+I1), s 2.7 19.2 15.9 4.1 3.7 4.6 2.1 3.8 Green Ext Time (p_c), s 0.0 1.7 0.8 0.4 0.0 0.4 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 27.2
HCM 6th LOS C
"i ++ .,, "i "i
Wohl Bayfront SP Existing Plus 55% Proj (w/Improvements) 22: I-5 SB Ramps & J St Timing Plan: AM PEAK
EXWPAM_55_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 369 38 222 329 0 0 0 0 316 0 221 Future Volume (veh/h) 0 369 38 222 329 0 0 0 0 316 0 221 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 0 1821 1821 1821 Adj Flow Rate, veh/h 0 415 43 249 370 0 355 0 248
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 950 97 305 1711 0 464 0 413
Arrive On Green 0.00 0.21 0.21 0.18 0.49 0.00 0.27 0.00 0.27 Sat Flow, veh/h 0 4748 467 1734 3551 0 1734 0 1543
Grp Volume(v), veh/h 0 298 160 249 370 0 355 0 248
Grp Sat Flow(s),veh/h/ln 0 1657 1737 1734 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 4.0 4.1 7.1 3.1 0.0 9.7 0.0 7.2
Cycle Q Clear(g_c), s 0.0 4.0 4.1 7.1 3.1 0.0 9.7 0.0 7.2 Prop In Lane 0.00 0.27 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 687 360 305 1711 0 464 0 413
V/C Ratio(X) 0.00 0.43 0.44 0.82 0.22 0.00 0.77 0.00 0.60 Avail Cap(c_a), veh/h 0 1741 913 518 3237 0 674 0 600
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 17.7 17.7 20.3 7.3 0.0 17.3 0.0 16.4 Incr Delay (d2), s/veh 0.0 0.7 1.5 2.1 0.1 0.0 3.2 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.4 1.6 2.7 0.9 0.0 3.8 0.0 6.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 18.4 19.2 22.3 7.4 0.0 20.5 0.0 17.8 LnGrp LOS A B B C A A C A B
Approach Vol, veh/h 458 619 603
Approach Delay, s/veh 18.7 13.4 19.4
Approach LOS B B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 31.4 19.8 14.7 16.7
Change Period (Y+Rc), s 6.1 6.1 * 5.7 6.1
Max Green Setting (Gmax), s 47.9 19.9 * 15 26.9
Max Q Clear Time (g_c+I1), s 5.1 11.7 9.1 6.1
Green Ext Time (p_c), s 4.5 2.0 0.2 4.5
Intersection Summary
HCM 6th Ctrl Delay 17.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++
Wohl Bayfront SP Existing Plus 55% Proj (w/Improvements) 26: Bay Blvd & L St Timing Plan: AM PEAK
EXWPAM_55_IMP.syn Synchro 11 Report
02/14/2024
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 177 209 141 183 110 129
Future Volume (veh/h) 177 209 141 183 110 129
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 199 235 158 206 124 145
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 307 481 787 941 157 1134
Arrive On Green 0.18 0.18 0.43 0.43 0.09 0.62
Sat Flow, veh/h 1734 2716 1821 1543 1734 1821
Grp Volume(v), veh/h 199 235 158 206 124 145
Grp Sat Flow(s),veh/h/ln 1734 1358 1821 1543 1734 1821
Q Serve(g_s), s 4.8 3.5 2.4 2.7 3.1 1.5
Cycle Q Clear(g_c), s 4.8 3.5 2.4 2.7 3.1 1.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 307 481 787 941 157 1134
V/C Ratio(X) 0.65 0.49 0.20 0.22 0.79 0.13
Avail Cap(c_a), veh/h 694 1087 787 941 212 1134
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 17.2 16.7 7.9 4.0 20.0 3.5
Incr Delay (d2), s/veh 2.3 0.8 0.6 0.5 13.3 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.9 1.0 0.9 1.1 1.7 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.5 17.4 8.5 4.5 33.3 3.7
LnGrp LOS B B A A C A
Approach Vol, veh/h 434 364 269
Approach Delay, s/veh 18.4 6.2 17.4
Approach LOS B A B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 8.6 23.9 32.5 12.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 18.0 28.0 18.0
Max Q Clear Time (g_c+I1), s 5.1 4.7 3.5 6.8
Green Ext Time (p_c), s 0.0 1.3 0.7 1.2
Intersection Summary
HCM 6th Ctrl Delay 14.0
HCM 6th LOS B
---- "i .,,.,, t .,, "i t
Wohl Bayfront SP Existing Plus 55% Proj (w/Improvements) 31: H St & Proj Dwy Timing Plan: AM PEAK
EXWPAM_55_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 43 132 182 410 116 11
Future Volume (veh/h) 43 132 182 410 116 11
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 47 143 198 446 126 12
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 92 1996 671 599 262 233
Arrive On Green 0.05 0.58 0.39 0.39 0.15 0.15
Sat Flow, veh/h 1734 3551 1821 1543 1734 1543
Grp Volume(v), veh/h 47 143 198 446 126 12
Grp Sat Flow(s),veh/h/ln 1734 1730 1730 1543 1734 1543
Q Serve(g_s), s 0.9 0.6 2.6 8.2 2.2 0.2
Cycle Q Clear(g_c), s 0.9 0.6 2.6 8.2 2.2 0.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 92 1996 671 599 262 233
V/C Ratio(X) 0.51 0.07 0.30 0.75 0.48 0.05
Avail Cap(c_a), veh/h 288 2928 941 840 944 840
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 15.2 3.1 7.0 8.7 12.9 12.0
Incr Delay (d2), s/veh 4.3 0.0 0.2 2.3 1.4 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.1 0.7 2.1 0.8 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.6 3.1 7.2 11.0 14.2 12.1
LnGrp LOS B A A B B B
Approach Vol, veh/h 190 644 138
Approach Delay, s/veh 7.2 9.8 14.0
Approach LOS A A B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 23.6 9.5 6.3 17.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.0 18.0 5.5 18.0
Max Q Clear Time (g_c+I1), s 2.6 4.2 2.9 10.2
Green Ext Time (p_c), s 0.8 0.3 0.0 2.6
Intersection Summary
HCM 6th Ctrl Delay 9.9
HCM 6th LOS A
Wohl Bayfront SP Existing Plus 55% Proj (w/Improvements) 21: Bay Blvd & J St Timing Plan: PM PEAK
EXWPPM_55_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 210 56 70 129 37 27 59 101 145 227 15 Future Volume (veh/h) 10 210 56 70 129 37 27 59 101 145 227 15 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 10 212 57 71 130 37 27 60 102 146 229 15 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 23 434 114 122 752 336 57 100 171 185 404 26 Arrive On Green 0.01 0.16 0.16 0.07 0.22 0.22 0.03 0.17 0.17 0.11 0.24 0.24 Sat Flow, veh/h 1734 2711 712 1734 3460 1543 1734 606 1030 1734 1690 111 Grp Volume(v), veh/h 10 133 136 71 130 37 27 0 162 146 0 244 Grp Sat Flow(s),veh/h/ln 1734 1730 1693 1734 1730 1543 1734 0 1636 1734 0 1801 Q Serve(g_s), s 0.2 2.5 2.6 1.4 1.1 0.7 0.6 0.0 3.3 3.0 0.0 4.3 Cycle Q Clear(g_c), s 0.2 2.5 2.6 1.4 1.1 0.7 0.6 0.0 3.3 3.0 0.0 4.3 Prop In Lane 1.00 0.42 1.00 1.00 1.00 0.63 1.00 0.06
Lane Grp Cap(c), veh/h 23 277 271 122 752 336 57 0 271 185 0 431 V/C Ratio(X) 0.44 0.48 0.50 0.58 0.17 0.11 0.47 0.00 0.60 0.79 0.00 0.57 Avail Cap(c_a), veh/h 240 860 842 240 1721 768 240 0 813 288 0 946 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 17.7 13.8 13.9 16.3 11.5 11.4 17.2 0.0 14.0 15.8 0.0 12.1 Incr Delay (d2), s/veh 12.5 1.3 1.4 4.3 0.1 0.1 6.0 0.0 2.1 7.8 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.9 0.9 0.6 0.3 0.2 0.3 0.0 1.1 1.4 0.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.2 15.1 15.3 20.6 11.6 11.5 23.2 0.0 16.1 23.5 0.0 13.3 LnGrp LOS C B B C B B C A B C A B
Approach Vol, veh/h 279 238 189 390
Approach Delay, s/veh 15.8 14.3 17.1 17.1
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.4 10.5 7.1 10.3 5.7 13.2 5.0 12.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.0 18.0 5.0 18.0 5.0 19.0 5.0 18.0 Max Q Clear Time (g_c+I1), s 5.0 5.3 3.4 4.6 2.6 6.3 2.2 3.1 Green Ext Time (p_c), s 0.0 0.7 0.0 1.2 0.0 1.1 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 16.2
HCM 6th LOS B
"i ++ .,, "i "i
Wohl Bayfront SP Existing Plus 55% Proj (w/Improvements) 22: I-5 SB Ramps & J St Timing Plan: PM PEAK
EXWPPM_55_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 348 130 274 159 0 0 0 0 487 2 63 Future Volume (veh/h) 0 348 130 274 159 0 0 0 0 487 2 63 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 0 1821 1821 1821 Adj Flow Rate, veh/h 0 378 141 298 173 0 529 2 68
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 716 254 342 1650 0 600 2 536
Arrive On Green 0.00 0.20 0.20 0.20 0.48 0.00 0.35 0.35 0.35 Sat Flow, veh/h 0 3783 1285 1734 3551 0 1728 7 1543
Grp Volume(v), veh/h 0 345 174 298 173 0 531 0 68
Grp Sat Flow(s),veh/h/ln 0 1657 1590 1734 1730 0 1735 0 1543 Q Serve(g_s), s 0.0 6.5 6.9 11.6 1.9 0.0 20.0 0.0 2.1
Cycle Q Clear(g_c), s 0.0 6.5 6.9 11.6 1.9 0.0 20.0 0.0 2.1 Prop In Lane 0.00 0.81 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 655 314 342 1650 0 603 0 536
V/C Ratio(X) 0.00 0.53 0.55 0.87 0.10 0.00 0.88 0.00 0.13 Avail Cap(c_a), veh/h 0 1270 609 415 2437 0 722 0 642
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 24.9 25.1 27.0 10.0 0.0 21.3 0.0 15.5 Incr Delay (d2), s/veh 0.0 1.1 2.6 13.9 0.0 0.0 10.8 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.5 2.7 5.9 0.7 0.0 9.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 26.1 27.7 41.0 10.0 0.0 32.1 0.0 15.6 LnGrp LOS A C C D B A C A B
Approach Vol, veh/h 519 471 599
Approach Delay, s/veh 26.6 29.6 30.2
Approach LOS C C C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 39.2 30.2 19.4 19.8
Change Period (Y+Rc), s 6.1 6.1 * 5.7 6.1
Max Green Setting (Gmax), s 48.9 28.9 * 17 26.6
Max Q Clear Time (g_c+I1), s 3.9 22.0 13.6 8.9
Green Ext Time (p_c), s 2.0 2.1 0.2 4.9
Intersection Summary
HCM 6th Ctrl Delay 28.9
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++
Wohl Bayfront SP Existing Plus 55% Proj (w/Improvements) 26: Bay Blvd & L St Timing Plan: PM PEAK
EXWPPM_55_IMP.syn Synchro 11 Report
02/14/2024
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 357 74 53 783 158 161
Future Volume (veh/h) 357 74 53 783 158 161
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 380 79 56 833 168 171
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 453 710 649 953 213 1030
Arrive On Green 0.26 0.26 0.36 0.36 0.12 0.57
Sat Flow, veh/h 1734 2716 1821 1543 1734 1821
Grp Volume(v), veh/h 380 79 56 833 168 171
Grp Sat Flow(s),veh/h/ln 1734 1358 1821 1543 1734 1821
Q Serve(g_s), s 10.8 1.1 1.1 18.5 4.9 2.3
Cycle Q Clear(g_c), s 10.8 1.1 1.1 18.5 4.9 2.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 453 710 649 953 213 1030
V/C Ratio(X) 0.84 0.11 0.09 0.87 0.79 0.17
Avail Cap(c_a), veh/h 618 967 649 953 317 1139
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 18.2 14.6 11.1 7.3 22.1 5.4
Incr Delay (d2), s/veh 7.4 0.1 0.1 9.1 7.7 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.7 0.3 0.4 12.0 2.3 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.6 14.7 11.2 16.4 29.8 5.5
LnGrp LOS C B B B C A
Approach Vol, veh/h 459 889 339
Approach Delay, s/veh 23.7 16.1 17.6
Approach LOS C B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 10.9 23.0 33.9 18.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 9.5 18.5 32.5 18.5
Max Q Clear Time (g_c+I1), s 6.9 20.5 4.3 12.8
Green Ext Time (p_c), s 0.1 0.0 1.0 0.8
Intersection Summary
HCM 6th Ctrl Delay 18.5
HCM 6th LOS B
---- "i .,,.,, t .,, "i t
Wohl Bayfront SP Existing Plus 55% Proj (w/Improvements) 31: H St & Proj Dwy Timing Plan: PM PEAK
EXWPPM_55_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 11 543 473 227 454 43
Future Volume (veh/h) 11 543 473 227 454 43
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 12 590 514 247 493 47
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 27 1529 723 346 594 529
Arrive On Green 0.02 0.44 0.32 0.32 0.34 0.34
Sat Flow, veh/h 1734 3551 2360 1086 1734 1543
Grp Volume(v), veh/h 12 590 391 370 493 47
Grp Sat Flow(s),veh/h/ln 1734 1730 1730 1626 1734 1543
Q Serve(g_s), s 0.3 4.8 8.3 8.4 10.9 0.9
Cycle Q Clear(g_c), s 0.3 4.8 8.3 8.4 10.9 0.9
Prop In Lane 1.00 0.67 1.00 1.00
Lane Grp Cap(c), veh/h 27 1529 551 518 594 529
V/C Ratio(X) 0.44 0.39 0.71 0.71 0.83 0.09
Avail Cap(c_a), veh/h 208 2278 746 701 976 868
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 20.4 7.8 12.5 12.6 12.6 9.3
Incr Delay (d2), s/veh 11.1 0.2 2.0 2.2 3.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 1.3 2.8 2.7 3.8 0.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.4 8.0 14.5 14.8 15.8 9.4
LnGrp LOS C A B B B A
Approach Vol, veh/h 602 761 540
Approach Delay, s/veh 8.5 14.6 15.2
Approach LOS A B B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 23.0 18.8 5.1 17.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 27.5 23.5 5.0 18.0
Max Q Clear Time (g_c+I1), s 6.8 12.9 2.3 10.4
Green Ext Time (p_c), s 4.0 1.4 0.0 2.9
Intersection Summary
HCM 6th Ctrl Delay 12.9
HCM 6th LOS B
Wohl Bayfront SP Existing Plus 70% Proj (w/Improvements) 12: Bay Blvd & H St Timing Plan: AM PEAK
EXWPAM_70_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 149 33 32 343 80 80 85 21 40 51 20 Future Volume (veh/h) 0 149 33 32 343 80 80 85 21 40 51 20 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 164 36 35 377 88 88 93 23 44 56 22 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 756 162 113 1260 309 174 179 44 144 158 62 Arrive On Green 0.00 0.27 0.27 0.48 0.48 0.48 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 0 2925 608 237 2632 645 1321 1410 349 1276 1244 489 Grp Volume(v), veh/h 0 99 101 267 0 233 88 0 116 44 0 78 Grp Sat Flow(s),veh/h/ln 0 1730 1712 1809 0 1705 1321 0 1758 1276 0 1733 Q Serve(g_s), s 0.0 5.3 5.5 10.9 0.0 9.9 7.8 0.0 7.4 4.0 0.0 4.9 Cycle Q Clear(g_c), s 0.0 5.3 5.5 10.9 0.0 9.9 12.8 0.0 7.4 11.4 0.0 4.9 Prop In Lane 0.00 0.36 0.13 0.38 1.00 0.20 1.00 0.28
Lane Grp Cap(c), veh/h 0 461 456 866 0 816 174 0 224 144 0 221 V/C Ratio(X) 0.00 0.21 0.22 0.31 0.00 0.28 0.51 0.00 0.52 0.31 0.00 0.35 Avail Cap(c_a), veh/h 0 461 456 866 0 816 423 0 555 384 0 547 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.98 0.00 0.98 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 34.2 34.3 19.1 0.0 18.9 53.7 0.0 48.9 54.2 0.0 47.8 Incr Delay (d2), s/veh 0.0 1.1 1.1 0.9 0.0 0.9 0.8 0.0 0.7 0.4 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.4 2.5 4.8 0.0 4.1 2.6 0.0 3.3 1.3 0.0 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 35.3 35.4 20.1 0.0 19.8 54.5 0.0 49.6 54.7 0.0 48.2 LnGrp LOS A D D C A B D A D D A D
Approach Vol, veh/h 200 500 204 122
Approach Delay, s/veh 35.3 19.9 51.7 50.5
Approach LOS D B D D
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 62.5 20.4 37.1 20.4
Change Period (Y+Rc), s 5.1 5.1 5.1 5.1
Max Green Setting (Gmax), s 34.8 37.9 32.0 37.9
Max Q Clear Time (g_c+I1), s 12.9 13.4 7.5 14.8
Green Ext Time (p_c), s 2.0 0.3 0.7 0.5
Intersection Summary
HCM 6th Ctrl Delay 32.9
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. +ft "i "i
Wohl Bayfront SP Existing Plus 70% Proj (w/Improvements) 21: Bay Blvd & Marina Pkwy/J St Timing Plan: AM PEAK
EXWPAM_70_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 4 82 23 362 118 62 43 148 288 20 88 7 Future Volume (veh/h) 4 82 23 362 118 62 43 148 288 20 88 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 4 92 26 407 133 70 48 166 324 22 99 8 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 9 213 58 466 1185 529 78 188 367 44 534 43
Arrive On Green 0.01 0.08 0.08 0.27 0.34 0.34 0.05 0.34 0.34 0.03 0.32 0.32 Sat Flow, veh/h 1734 2687 732 1734 3460 1543 1734 551 1076 1734 1663 134 Grp Volume(v), veh/h 4 58 60 407 133 70 48 0 490 22 0 107 Grp Sat Flow(s),veh/h/ln 1734 1730 1689 1734 1730 1543 1734 0 1627 1734 0 1797 Q Serve(g_s), s 0.1 2.0 2.1 14.1 1.7 2.0 1.7 0.0 17.9 0.8 0.0 2.7 Cycle Q Clear(g_c), s 0.1 2.0 2.1 14.1 1.7 2.0 1.7 0.0 17.9 0.8 0.0 2.7 Prop In Lane 1.00 0.43 1.00 1.00 1.00 0.66 1.00 0.07
Lane Grp Cap(c), veh/h 9 137 134 466 1185 529 78 0 555 44 0 577 V/C Ratio(X) 0.43 0.42 0.45 0.87 0.11 0.13 0.61 0.00 0.88 0.50 0.00 0.19 Avail Cap(c_a), veh/h 138 494 483 647 2005 894 187 0 659 138 0 676 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.2 27.6 27.7 22.0 14.2 14.3 29.5 0.0 19.6 30.3 0.0 15.4 Incr Delay (d2), s/veh 28.4 2.1 2.3 9.5 0.0 0.1 7.6 0.0 11.9 8.5 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.9 0.9 6.5 0.6 0.6 0.8 0.0 7.9 0.4 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.6 29.7 30.0 31.5 14.2 14.4 37.1 0.0 31.5 38.8 0.0 15.6 LnGrp LOS E C C C B B D A C D A B
Approach Vol, veh/h 122 610 538 129
Approach Delay, s/veh 30.9 25.8 32.0 19.5
Approach LOS C C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.1 26.0 21.4 9.5 7.3 24.7 4.8 26.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 25.5 23.5 18.0 6.8 23.7 5.0 36.5 Max Q Clear Time (g_c+I1), s 2.8 19.9 16.1 4.1 3.7 4.7 2.1 4.0 Green Ext Time (p_c), s 0.0 1.6 0.8 0.4 0.0 0.5 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 28.0
HCM 6th LOS C
"i ++ .,, "i "i
Wohl Bayfront SP Existing Plus 70% Proj (w/Improvements) 22: I-5 SB Ramps & J St Timing Plan: AM PEAK
EXWPAM_70_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 371 38 222 331 0 0 0 0 316 0 221 Future Volume (veh/h) 0 371 38 222 331 0 0 0 0 316 0 221 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 0 1821 1821 1821 Adj Flow Rate, veh/h 0 417 43 249 372 0 355 0 248
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 953 97 305 1712 0 463 0 412
Arrive On Green 0.00 0.21 0.21 0.18 0.49 0.00 0.27 0.00 0.27 Sat Flow, veh/h 0 4750 466 1734 3551 0 1734 0 1543
Grp Volume(v), veh/h 0 300 160 249 372 0 355 0 248
Grp Sat Flow(s),veh/h/ln 0 1657 1737 1734 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 4.0 4.1 7.1 3.1 0.0 9.7 0.0 7.2
Cycle Q Clear(g_c), s 0.0 4.0 4.1 7.1 3.1 0.0 9.7 0.0 7.2 Prop In Lane 0.00 0.27 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 689 361 305 1712 0 463 0 412
V/C Ratio(X) 0.00 0.44 0.44 0.82 0.22 0.00 0.77 0.00 0.60 Avail Cap(c_a), veh/h 0 1739 912 518 3233 0 673 0 599
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 17.7 17.7 20.3 7.3 0.0 17.3 0.0 16.4 Incr Delay (d2), s/veh 0.0 0.7 1.5 2.1 0.1 0.0 3.2 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.5 1.6 2.7 0.9 0.0 3.8 0.0 6.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 18.4 19.2 22.4 7.4 0.0 20.5 0.0 17.8 LnGrp LOS A B B C A A C A B
Approach Vol, veh/h 460 621 603
Approach Delay, s/veh 18.7 13.4 19.4
Approach LOS B B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 31.5 19.8 14.7 16.7
Change Period (Y+Rc), s 6.1 6.1 * 5.7 6.1
Max Green Setting (Gmax), s 47.9 19.9 * 15 26.9
Max Q Clear Time (g_c+I1), s 5.1 11.7 9.1 6.1
Green Ext Time (p_c), s 4.6 2.0 0.2 4.5
Intersection Summary
HCM 6th Ctrl Delay 17.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++
Wohl Bayfront SP Existing Plus 70% Proj (w/Improvements) 26: Bay Blvd & L St Timing Plan: AM PEAK
EXWPAM_70_IMP.syn Synchro 11 Report
02/14/2024
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 177 213 147 183 111 132
Future Volume (veh/h) 177 213 147 183 111 132
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 199 239 165 206 125 148
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 366 573 377 645 191 864
Arrive On Green 0.21 0.21 0.21 0.21 0.11 0.47
Sat Flow, veh/h 1734 2716 1821 1543 1734 1821
Grp Volume(v), veh/h 199 239 165 206 125 148
Grp Sat Flow(s),veh/h/ln 1734 1358 1821 1543 1734 1821
Q Serve(g_s), s 2.9 2.2 2.3 2.6 2.0 1.3
Cycle Q Clear(g_c), s 2.9 2.2 2.3 2.6 2.0 1.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 366 573 377 645 191 864
V/C Ratio(X) 0.54 0.42 0.44 0.32 0.65 0.17
Avail Cap(c_a), veh/h 1092 1710 1146 1297 334 1783
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 10.1 9.8 9.9 5.6 12.2 4.3
Incr Delay (d2), s/veh 1.3 0.5 0.8 0.3 3.8 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 0.5 0.7 0.9 0.8 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.3 10.2 10.7 5.9 16.0 4.4
LnGrp LOS B B B A B A
Approach Vol, veh/h 438 371 273
Approach Delay, s/veh 10.7 8.0 9.7
Approach LOS B A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.6 10.4 18.1 10.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 18.0 28.0 18.0
Max Q Clear Time (g_c+I1), s 4.0 4.6 3.3 4.9
Green Ext Time (p_c), s 0.0 1.4 0.8 1.3
Intersection Summary
HCM 6th Ctrl Delay 9.5
HCM 6th LOS A
---- "i .,,.,, t .,, "i t
Wohl Bayfront SP Existing Plus 70% Proj (w/Improvements) 31: H St & Proj Dwy Timing Plan: AM PEAK
EXWPAM_70_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 43 143 193 420 122 11
Future Volume (veh/h) 43 143 193 420 122 11
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 47 155 210 457 133 12
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 92 2011 681 607 259 231
Arrive On Green 0.05 0.58 0.39 0.39 0.15 0.15
Sat Flow, veh/h 1734 3551 1821 1543 1734 1543
Grp Volume(v), veh/h 47 155 210 457 133 12
Grp Sat Flow(s),veh/h/ln 1734 1730 1730 1543 1734 1543
Q Serve(g_s), s 0.9 0.7 2.8 8.5 2.4 0.2
Cycle Q Clear(g_c), s 0.9 0.7 2.8 8.5 2.4 0.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 92 2011 681 607 259 231
V/C Ratio(X) 0.51 0.08 0.31 0.75 0.51 0.05
Avail Cap(c_a), veh/h 285 2899 932 831 934 831
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 15.4 3.1 7.0 8.7 13.1 12.2
Incr Delay (d2), s/veh 4.4 0.0 0.3 2.6 1.6 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.1 0.7 2.2 0.8 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.8 3.1 7.2 11.3 14.7 12.3
LnGrp LOS B A A B B B
Approach Vol, veh/h 202 667 145
Approach Delay, s/veh 7.0 10.0 14.5
Approach LOS A B B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 23.9 9.5 6.3 17.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.0 18.0 5.5 18.0
Max Q Clear Time (g_c+I1), s 2.7 4.4 2.9 10.5
Green Ext Time (p_c), s 0.9 0.3 0.0 2.6
Intersection Summary
HCM 6th Ctrl Delay 10.1
HCM 6th LOS B
Wohl Bayfront SP Existing Plus 70% Proj (w/Improvements) 12: Bay Blvd & H St Timing Plan: PM PEAK
EXWPPM_70_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 516 105 18 208 20 47 28 32 170 238 56 Future Volume (veh/h) 0 516 105 18 208 20 47 28 32 170 238 56 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 567 115 20 229 22 52 31 35 187 262 62 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 706 143 101 1202 121 125 186 210 331 339 80 Arrive On Green 0.00 0.25 0.25 0.40 0.40 0.40 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 0 2958 580 254 3019 303 1056 781 882 1335 1424 337 Grp Volume(v), veh/h 0 341 341 143 0 128 52 0 66 187 0 324 Grp Sat Flow(s),veh/h/ln 0 1730 1717 1808 0 1767 1056 0 1662 1335 0 1761 Q Serve(g_s), s 0.0 24.1 24.3 6.7 0.0 6.1 6.3 0.0 4.1 16.8 0.0 22.3 Cycle Q Clear(g_c), s 0.0 24.1 24.3 6.7 0.0 6.1 28.6 0.0 4.1 20.9 0.0 22.3 Prop In Lane 0.00 0.34 0.14 0.17 1.00 0.53 1.00 0.19
Lane Grp Cap(c), veh/h 0 426 423 720 0 703 125 0 396 331 0 419 V/C Ratio(X) 0.00 0.80 0.81 0.20 0.00 0.18 0.42 0.00 0.17 0.56 0.00 0.77 Avail Cap(c_a), veh/h 0 426 423 720 0 703 282 0 643 530 0 681 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.99 0.00 0.99 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 46.0 46.1 25.6 0.0 25.4 59.6 0.0 39.3 47.6 0.0 46.3 Incr Delay (d2), s/veh 0.0 14.7 15.1 0.6 0.0 0.6 0.8 0.0 0.1 0.6 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 12.1 12.1 3.0 0.0 2.7 1.7 0.0 1.7 5.7 0.0 9.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 60.7 61.2 26.2 0.0 26.0 60.4 0.0 39.4 48.2 0.0 47.4 LnGrp LOS A E E C A C E A D D A D
Approach Vol, veh/h 682 271 118 511
Approach Delay, s/veh 60.9 26.1 48.7 47.7
Approach LOS E C D D
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 56.9 36.0 37.1 36.0
Change Period (Y+Rc), s 5.1 5.1 5.1 5.1
Max Green Setting (Gmax), s 32.4 50.3 32.0 50.3
Max Q Clear Time (g_c+I1), s 8.7 24.3 26.3 30.6
Green Ext Time (p_c), s 1.0 1.6 1.5 0.3
Intersection Summary
HCM 6th Ctrl Delay 49.8
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. +ft "i "i
Wohl Bayfront SP Existing Plus 70% Proj (w/Improvements) 21: Bay Blvd & J St Timing Plan: PM PEAK
EXWPPM_70_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 210 56 70 129 40 27 67 101 148 240 16 Future Volume (veh/h) 10 210 56 70 129 40 27 67 101 148 240 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 10 212 57 71 130 40 27 68 102 149 242 16 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 23 432 113 122 749 334 57 112 168 188 415 27 Arrive On Green 0.01 0.16 0.16 0.07 0.22 0.22 0.03 0.17 0.17 0.11 0.25 0.25 Sat Flow, veh/h 1734 2711 712 1734 3460 1543 1734 657 986 1734 1689 112 Grp Volume(v), veh/h 10 133 136 71 130 40 27 0 170 149 0 258 Grp Sat Flow(s),veh/h/ln 1734 1730 1693 1734 1730 1543 1734 0 1644 1734 0 1801 Q Serve(g_s), s 0.2 2.6 2.7 1.5 1.1 0.8 0.6 0.0 3.5 3.1 0.0 4.6 Cycle Q Clear(g_c), s 0.2 2.6 2.7 1.5 1.1 0.8 0.6 0.0 3.5 3.1 0.0 4.6 Prop In Lane 1.00 0.42 1.00 1.00 1.00 0.60 1.00 0.06
Lane Grp Cap(c), veh/h 23 276 270 122 749 334 57 0 280 188 0 443 V/C Ratio(X) 0.44 0.48 0.50 0.58 0.17 0.12 0.47 0.00 0.61 0.79 0.00 0.58 Avail Cap(c_a), veh/h 237 851 833 237 1702 759 237 0 831 261 0 935 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 17.9 14.0 14.1 16.5 11.7 11.5 17.4 0.0 14.1 15.9 0.0 12.2 Incr Delay (d2), s/veh 12.5 1.3 1.4 4.4 0.1 0.2 6.0 0.0 2.1 10.8 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.9 0.9 0.6 0.4 0.2 0.3 0.0 1.2 1.6 0.0 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.5 15.3 15.5 20.9 11.8 11.7 23.4 0.0 16.2 26.7 0.0 13.4 LnGrp LOS C B B C B B C A B C A B
Approach Vol, veh/h 279 241 197 407
Approach Delay, s/veh 16.0 14.4 17.2 18.3
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.5 10.7 7.1 10.3 5.7 13.5 5.0 12.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 18.5 5.0 18.0 5.0 19.0 5.0 18.0 Max Q Clear Time (g_c+I1), s 5.1 5.5 3.5 4.7 2.6 6.6 2.2 3.1 Green Ext Time (p_c), s 0.0 0.7 0.0 1.2 0.0 1.1 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 16.7
HCM 6th LOS B
"i ++ .,, "i "i
Wohl Bayfront SP Existing Plus 70% Proj (w/Improvements) 22: I-5 SB Ramps & J St Timing Plan: PM PEAK
EXWPPM_70_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 351 130 274 162 0 0 0 0 487 2 63 Future Volume (veh/h) 0 351 130 274 162 0 0 0 0 487 2 63 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 0 1821 1821 1821 Adj Flow Rate, veh/h 0 382 141 298 176 0 529 2 68
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 721 253 342 1652 0 600 2 536
Arrive On Green 0.00 0.20 0.20 0.20 0.48 0.00 0.35 0.35 0.35 Sat Flow, veh/h 0 3794 1276 1734 3551 0 1728 7 1543
Grp Volume(v), veh/h 0 347 176 298 176 0 531 0 68
Grp Sat Flow(s),veh/h/ln 0 1657 1591 1734 1730 0 1735 0 1543 Q Serve(g_s), s 0.0 6.5 6.9 11.6 1.9 0.0 20.0 0.0 2.1
Cycle Q Clear(g_c), s 0.0 6.5 6.9 11.6 1.9 0.0 20.0 0.0 2.1 Prop In Lane 0.00 0.80 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 658 316 342 1652 0 602 0 536
V/C Ratio(X) 0.00 0.53 0.56 0.87 0.11 0.00 0.88 0.00 0.13 Avail Cap(c_a), veh/h 0 1267 608 414 2432 0 721 0 641
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 25.0 25.1 27.1 10.0 0.0 21.4 0.0 15.5 Incr Delay (d2), s/veh 0.0 1.1 2.6 14.0 0.0 0.0 10.9 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.5 2.7 5.9 0.7 0.0 9.3 0.0 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 26.1 27.7 41.1 10.1 0.0 32.2 0.0 15.6 LnGrp LOS A C C D B A C A B
Approach Vol, veh/h 523 474 599
Approach Delay, s/veh 26.6 29.6 30.3
Approach LOS C C C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 39.3 30.3 19.4 19.9
Change Period (Y+Rc), s 6.1 6.1 * 5.7 6.1
Max Green Setting (Gmax), s 48.9 28.9 * 17 26.6
Max Q Clear Time (g_c+I1), s 3.9 22.0 13.6 8.9
Green Ext Time (p_c), s 2.0 2.1 0.2 4.9
Intersection Summary
HCM 6th Ctrl Delay 28.9
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++
Wohl Bayfront SP Existing Plus 70% Proj (w/Improvements) 26: Bay Blvd & L St Timing Plan: PM PEAK
EXWPPM_70_IMP.syn Synchro 11 Report
02/14/2024
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 357 78 57 783 164 169
Future Volume (veh/h) 357 78 57 783 164 169
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 380 83 61 833 174 180
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 452 708 645 949 220 1032
Arrive On Green 0.26 0.26 0.35 0.35 0.13 0.57
Sat Flow, veh/h 1734 2716 1821 1543 1734 1821
Grp Volume(v), veh/h 380 83 61 833 174 180
Grp Sat Flow(s),veh/h/ln 1734 1358 1821 1543 1734 1821
Q Serve(g_s), s 10.8 1.2 1.2 18.5 5.1 2.5
Cycle Q Clear(g_c), s 10.8 1.2 1.2 18.5 5.1 2.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 452 708 645 949 220 1032
V/C Ratio(X) 0.84 0.12 0.09 0.88 0.79 0.17
Avail Cap(c_a), veh/h 607 951 645 949 322 1140
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 18.3 14.7 11.3 7.4 22.1 5.4
Incr Delay (d2), s/veh 7.8 0.1 0.1 9.4 8.0 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.8 0.3 0.4 12.2 2.4 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.1 14.8 11.3 16.8 30.1 5.5
LnGrp LOS C B B B C A
Approach Vol, veh/h 463 894 354
Approach Delay, s/veh 24.0 16.5 17.6
Approach LOS C B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 11.1 23.0 34.1 18.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 9.7 18.5 32.7 18.3
Max Q Clear Time (g_c+I1), s 7.1 20.5 4.5 12.8
Green Ext Time (p_c), s 0.1 0.0 1.0 0.8
Intersection Summary
HCM 6th Ctrl Delay 18.8
HCM 6th LOS B
---- "i .,,.,, t .,, "i t
Wohl Bayfront SP Existing Plus 70% Proj (w/Improvements) 31: H St & Proj Dwy Timing Plan: PM PEAK
EXWPPM_70_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 11 596 526 263 476 43
Future Volume (veh/h) 11 596 526 263 476 43
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 12 648 572 286 517 47
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 27 1553 745 372 609 542
Arrive On Green 0.02 0.45 0.33 0.33 0.35 0.35
Sat Flow, veh/h 1734 3551 2326 1116 1734 1543
Grp Volume(v), veh/h 12 648 443 415 517 47
Grp Sat Flow(s),veh/h/ln 1734 1730 1730 1620 1734 1543
Q Serve(g_s), s 0.3 5.7 10.3 10.3 12.4 0.9
Cycle Q Clear(g_c), s 0.3 5.7 10.3 10.3 12.4 0.9
Prop In Lane 1.00 0.69 1.00 1.00
Lane Grp Cap(c), veh/h 27 1553 577 540 609 542
V/C Ratio(X) 0.45 0.42 0.77 0.77 0.85 0.09
Avail Cap(c_a), veh/h 193 2116 693 649 906 807
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 21.9 8.4 13.4 13.4 13.5 9.8
Incr Delay (d2), s/veh 11.2 0.2 4.3 4.6 5.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 1.6 3.9 3.7 4.7 1.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.1 8.6 17.7 18.1 18.6 9.8
LnGrp LOS C A B B B A
Approach Vol, veh/h 660 858 564
Approach Delay, s/veh 9.0 17.9 17.8
Approach LOS A B B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 24.7 20.3 5.2 19.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 27.5 23.5 5.0 18.0
Max Q Clear Time (g_c+I1), s 7.7 14.4 2.3 12.3
Green Ext Time (p_c), s 4.4 1.4 0.0 2.7
Intersection Summary
HCM 6th Ctrl Delay 15.1
HCM 6th LOS B
Wohl Bayfront SP Existing Plus 85% Proj (w/Improvements) 12: Bay Blvd & H St Timing Plan: AM PEAK
EXWPAM_85_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 163 37 32 386 80 92 85 21 40 51 21 Future Volume (veh/h) 0 163 37 32 386 80 92 85 21 40 51 21 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 179 41 35 424 88 101 93 23 44 56 23 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 749 168 102 1273 278 187 193 48 157 168 69 Arrive On Green 0.00 0.27 0.27 0.47 0.47 0.47 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 0 2900 629 217 2715 593 1320 1410 349 1276 1227 504 Grp Volume(v), veh/h 0 109 111 292 0 255 101 0 116 44 0 79 Grp Sat Flow(s),veh/h/ln 0 1730 1708 1810 0 1714 1320 0 1758 1276 0 1730 Q Serve(g_s), s 0.0 5.9 6.1 12.3 0.0 11.1 9.0 0.0 7.3 4.0 0.0 5.0 Cycle Q Clear(g_c), s 0.0 5.9 6.1 12.3 0.0 11.1 13.9 0.0 7.3 11.3 0.0 5.0 Prop In Lane 0.00 0.37 0.12 0.35 1.00 0.20 1.00 0.29
Lane Grp Cap(c), veh/h 0 461 455 848 0 803 187 0 241 157 0 237 V/C Ratio(X) 0.00 0.24 0.24 0.34 0.00 0.32 0.54 0.00 0.48 0.28 0.00 0.33 Avail Cap(c_a), veh/h 0 461 455 848 0 803 401 0 528 365 0 519 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.98 0.00 0.98 1.00 0.00 1.00 0.99 0.00 0.99 Uniform Delay (d), s/veh 0.0 34.4 34.5 20.2 0.0 19.9 53.1 0.0 47.8 53.0 0.0 46.8 Incr Delay (d2), s/veh 0.0 1.2 1.3 1.1 0.0 1.0 0.9 0.0 0.6 0.4 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.6 2.7 5.4 0.0 4.7 3.0 0.0 3.2 1.3 0.0 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 35.6 35.8 21.3 0.0 20.9 54.0 0.0 48.4 53.4 0.0 47.1 LnGrp LOS A D D C A C D A D D A D
Approach Vol, veh/h 220 547 217 123
Approach Delay, s/veh 35.7 21.1 51.0 49.4
Approach LOS D C D D
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 61.3 21.6 37.1 21.6
Change Period (Y+Rc), s 5.1 5.1 5.1 5.1
Max Green Setting (Gmax), s 36.7 36.0 32.0 36.0
Max Q Clear Time (g_c+I1), s 14.3 13.3 8.1 15.9
Green Ext Time (p_c), s 2.2 0.3 0.8 0.5
Intersection Summary
HCM 6th Ctrl Delay 33.0
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. +ft "i "i
Wohl Bayfront SP Existing Plus 85% Proj (w/Improvements) 21: Bay Blvd & Marina Pkwy/J St Timing Plan: AM PEAK
EXWPAM_85_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 82 23 362 118 65 43 157 288 20 91 7 Future Volume (veh/h) 5 82 23 362 118 65 43 157 288 20 91 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 6 92 26 407 133 73 48 176 324 22 102 8 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 14 210 57 464 1170 522 78 199 366 44 545 43
Arrive On Green 0.01 0.08 0.08 0.27 0.34 0.34 0.04 0.35 0.35 0.03 0.33 0.33 Sat Flow, veh/h 1734 2687 732 1734 3460 1543 1734 574 1057 1734 1667 131 Grp Volume(v), veh/h 6 58 60 407 133 73 48 0 500 22 0 110 Grp Sat Flow(s),veh/h/ln 1734 1730 1689 1734 1730 1543 1734 0 1631 1734 0 1798 Q Serve(g_s), s 0.2 2.0 2.2 14.3 1.7 2.1 1.7 0.0 18.4 0.8 0.0 2.8 Cycle Q Clear(g_c), s 0.2 2.0 2.2 14.3 1.7 2.1 1.7 0.0 18.4 0.8 0.0 2.8 Prop In Lane 1.00 0.43 1.00 1.00 1.00 0.65 1.00 0.07
Lane Grp Cap(c), veh/h 14 135 132 464 1170 522 78 0 565 44 0 587 V/C Ratio(X) 0.44 0.43 0.45 0.88 0.11 0.14 0.62 0.00 0.89 0.50 0.00 0.19 Avail Cap(c_a), veh/h 136 489 477 623 1949 869 185 0 668 136 0 685 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.5 28.0 28.1 22.3 14.5 14.7 29.9 0.0 19.6 30.7 0.0 15.4 Incr Delay (d2), s/veh 20.4 2.1 2.4 10.6 0.0 0.1 7.7 0.0 12.1 8.6 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.9 0.9 6.7 0.6 0.7 0.9 0.0 8.2 0.4 0.0 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.9 30.1 30.5 32.9 14.6 14.8 37.6 0.0 31.7 39.2 0.0 15.5 LnGrp LOS D C C C B B D A C D A B
Approach Vol, veh/h 124 613 548 132
Approach Delay, s/veh 31.4 26.7 32.2 19.5
Approach LOS C C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.1 26.6 21.6 9.5 7.4 25.3 5.0 26.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 26.1 22.9 18.0 6.8 24.3 5.0 35.9 Max Q Clear Time (g_c+I1), s 2.8 20.4 16.3 4.2 3.7 4.8 2.2 4.1 Green Ext Time (p_c), s 0.0 1.7 0.8 0.4 0.0 0.5 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 28.6
HCM 6th LOS C
"i ++ .,, "i "i
Wohl Bayfront SP Existing Plus 85% Proj (w/Improvements) 22: I-5 SB Ramps & J St Timing Plan: AM PEAK
EXWPAM_85_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 371 38 222 334 0 0 0 0 316 0 221 Future Volume (veh/h) 0 371 38 222 334 0 0 0 0 316 0 221 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 0 1821 1821 1821 Adj Flow Rate, veh/h 0 417 43 249 375 0 355 0 248
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 953 97 305 1712 0 463 0 412
Arrive On Green 0.00 0.21 0.21 0.18 0.49 0.00 0.27 0.00 0.27 Sat Flow, veh/h 0 4750 466 1734 3551 0 1734 0 1543
Grp Volume(v), veh/h 0 300 160 249 375 0 355 0 248
Grp Sat Flow(s),veh/h/ln 0 1657 1737 1734 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 4.0 4.1 7.1 3.1 0.0 9.7 0.0 7.2
Cycle Q Clear(g_c), s 0.0 4.0 4.1 7.1 3.1 0.0 9.7 0.0 7.2 Prop In Lane 0.00 0.27 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 689 361 305 1712 0 463 0 412
V/C Ratio(X) 0.00 0.44 0.44 0.82 0.22 0.00 0.77 0.00 0.60 Avail Cap(c_a), veh/h 0 1739 912 518 3233 0 673 0 599
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 17.7 17.7 20.3 7.3 0.0 17.3 0.0 16.4 Incr Delay (d2), s/veh 0.0 0.7 1.5 2.1 0.1 0.0 3.2 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.5 1.6 2.7 0.9 0.0 3.8 0.0 6.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 18.4 19.2 22.4 7.4 0.0 20.5 0.0 17.8 LnGrp LOS A B B C A A C A B
Approach Vol, veh/h 460 624 603
Approach Delay, s/veh 18.7 13.4 19.4
Approach LOS B B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 31.5 19.8 14.7 16.7
Change Period (Y+Rc), s 6.1 6.1 * 5.7 6.1
Max Green Setting (Gmax), s 47.9 19.9 * 15 26.9
Max Q Clear Time (g_c+I1), s 5.1 11.7 9.1 6.1
Green Ext Time (p_c), s 4.6 2.0 0.2 4.5
Intersection Summary
HCM 6th Ctrl Delay 17.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++
Wohl Bayfront SP Existing Plus 85% Proj (w/Improvements) 26: Bay Blvd & L St Timing Plan: AM PEAK
EXWPAM_85_IMP.syn Synchro 11 Report
02/14/2024
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 177 218 153 183 113 133
Future Volume (veh/h) 177 218 153 183 113 133
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 199 245 172 206 127 149
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 367 575 378 647 192 865
Arrive On Green 0.21 0.21 0.21 0.21 0.11 0.48
Sat Flow, veh/h 1734 2716 1821 1543 1734 1821
Grp Volume(v), veh/h 199 245 172 206 127 149
Grp Sat Flow(s),veh/h/ln 1734 1358 1821 1543 1734 1821
Q Serve(g_s), s 2.9 2.2 2.4 2.6 2.0 1.3
Cycle Q Clear(g_c), s 2.9 2.2 2.4 2.6 2.0 1.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 367 575 378 647 192 865
V/C Ratio(X) 0.54 0.43 0.46 0.32 0.66 0.17
Avail Cap(c_a), veh/h 1087 1702 1141 1294 332 1775
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 10.1 9.8 10.0 5.6 12.3 4.3
Incr Delay (d2), s/veh 1.2 0.5 0.9 0.3 3.8 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 0.5 0.7 0.9 0.8 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.3 10.3 10.8 5.9 16.1 4.4
LnGrp LOS B B B A B A
Approach Vol, veh/h 444 378 276
Approach Delay, s/veh 10.8 8.1 9.8
Approach LOS B A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.7 10.5 18.1 10.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 18.0 28.0 18.0
Max Q Clear Time (g_c+I1), s 4.0 4.6 3.3 4.9
Green Ext Time (p_c), s 0.0 1.4 0.8 1.3
Intersection Summary
HCM 6th Ctrl Delay 9.6
HCM 6th LOS A
---- "i .,,.,, t .,, "i t
Wohl Bayfront SP Existing Plus 85% Proj (w/Improvements) 31: H St & Proj Dwy Timing Plan: AM PEAK
EXWPAM_85_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 43 156 206 429 129 11
Future Volume (veh/h) 43 156 206 429 129 11
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 47 170 224 466 140 12
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 92 2023 689 615 257 229
Arrive On Green 0.05 0.58 0.40 0.40 0.15 0.15
Sat Flow, veh/h 1734 3551 1821 1543 1734 1543
Grp Volume(v), veh/h 47 170 224 466 140 12
Grp Sat Flow(s),veh/h/ln 1734 1730 1730 1543 1734 1543
Q Serve(g_s), s 0.9 0.7 3.0 8.8 2.5 0.2
Cycle Q Clear(g_c), s 0.9 0.7 3.0 8.8 2.5 0.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 92 2023 689 615 257 229
V/C Ratio(X) 0.51 0.08 0.32 0.76 0.54 0.05
Avail Cap(c_a), veh/h 283 2874 924 824 926 824
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 15.5 3.1 7.0 8.7 13.3 12.3
Incr Delay (d2), s/veh 4.4 0.0 0.3 2.8 1.8 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.1 0.8 2.3 0.9 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.9 3.1 7.3 11.6 15.1 12.4
LnGrp LOS B A A B B B
Approach Vol, veh/h 217 690 152
Approach Delay, s/veh 6.7 10.2 14.9
Approach LOS A B B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 24.2 9.5 6.3 17.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.0 18.0 5.5 18.0
Max Q Clear Time (g_c+I1), s 2.7 4.5 2.9 10.8
Green Ext Time (p_c), s 1.0 0.3 0.0 2.7
Intersection Summary
HCM 6th Ctrl Delay 10.2
HCM 6th LOS B
Wohl Bayfront SP Existing Plus 85% Proj (w/Improvements) 12: Bay Blvd & H St Timing Plan: PM PEAK
EXWPPM_85_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 570 122 18 243 20 58 28 32 170 238 60 Future Volume (veh/h) 0 570 122 18 243 20 58 28 32 170 238 60 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 626 134 20 267 22 64 31 35 187 262 66 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 853 182 72 996 86 142 195 220 352 351 88
Arrive On Green 0.00 0.30 0.30 0.32 0.32 0.32 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 0 2927 606 223 3094 267 1052 781 882 1335 1404 354 Grp Volume(v), veh/h 0 381 379 163 0 146 64 0 66 187 0 328 Grp Sat Flow(s),veh/h/ln 0 1730 1712 1810 0 1773 1052 0 1662 1335 0 1757 Q Serve(g_s), s 0.0 23.7 23.8 8.0 0.0 7.3 7.2 0.0 3.7 15.3 0.0 20.7 Cycle Q Clear(g_c), s 0.0 23.7 23.8 8.0 0.0 7.3 27.8 0.0 3.7 19.0 0.0 20.7 Prop In Lane 0.00 0.35 0.12 0.15 1.00 0.53 1.00 0.20
Lane Grp Cap(c), veh/h 0 520 515 582 0 571 142 0 415 352 0 439 V/C Ratio(X) 0.00 0.73 0.73 0.28 0.00 0.26 0.45 0.00 0.16 0.53 0.00 0.75 Avail Cap(c_a), veh/h 0 520 515 582 0 571 195 0 500 420 0 529 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.98 0.00 0.98 1.00 0.00 1.00 0.84 0.00 0.84 Uniform Delay (d), s/veh 0.0 37.6 37.7 30.3 0.0 30.1 54.3 0.0 35.2 42.6 0.0 41.5 Incr Delay (d2), s/veh 0.0 8.8 9.0 1.2 0.0 1.1 0.8 0.0 0.1 0.4 0.0 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 11.3 11.2 3.7 0.0 3.3 1.9 0.0 1.5 5.1 0.0 9.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 46.5 46.7 31.5 0.0 31.1 55.2 0.0 35.2 43.0 0.0 44.5 LnGrp LOS A D D C A C E A D D A D
Approach Vol, veh/h 760 309 130 515
Approach Delay, s/veh 46.6 31.3 45.0 43.9
Approach LOS D C D D
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 43.7 35.1 41.2 35.1
Change Period (Y+Rc), s 5.1 5.1 5.1 5.1
Max Green Setting (Gmax), s 32.5 36.1 36.1 36.1
Max Q Clear Time (g_c+I1), s 10.0 22.7 25.8 29.8
Green Ext Time (p_c), s 1.1 1.4 2.5 0.2
Intersection Summary
HCM 6th Ctrl Delay 42.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. +ft "i "i
Wohl Bayfront SP Existing Plus 85% Proj (w/Improvements) 21: Bay Blvd & J St Timing Plan: PM PEAK
EXWPPM_85_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 11 210 56 70 129 42 27 75 101 151 253 16 Future Volume (veh/h) 11 210 56 70 129 42 27 75 101 151 253 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 11 212 57 71 130 42 27 76 102 153 256 16 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 25 430 113 121 741 330 57 123 165 193 429 27 Arrive On Green 0.01 0.16 0.16 0.07 0.21 0.21 0.03 0.17 0.17 0.11 0.25 0.25 Sat Flow, veh/h 1734 2711 712 1734 3460 1543 1734 705 946 1734 1696 106 Grp Volume(v), veh/h 11 133 136 71 130 42 27 0 178 153 0 272 Grp Sat Flow(s),veh/h/ln 1734 1730 1693 1734 1730 1543 1734 0 1651 1734 0 1802 Q Serve(g_s), s 0.2 2.6 2.7 1.5 1.1 0.8 0.6 0.0 3.7 3.2 0.0 4.9 Cycle Q Clear(g_c), s 0.2 2.6 2.7 1.5 1.1 0.8 0.6 0.0 3.7 3.2 0.0 4.9 Prop In Lane 1.00 0.42 1.00 1.00 1.00 0.57 1.00 0.06
Lane Grp Cap(c), veh/h 25 274 268 121 741 330 57 0 288 193 0 456 V/C Ratio(X) 0.44 0.49 0.51 0.59 0.18 0.13 0.48 0.00 0.62 0.79 0.00 0.60 Avail Cap(c_a), veh/h 234 841 823 234 1682 750 234 0 825 258 0 924 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.1 14.2 14.3 16.7 11.9 11.8 17.6 0.0 14.2 16.0 0.0 12.2 Incr Delay (d2), s/veh 11.6 1.3 1.5 4.4 0.1 0.2 6.1 0.0 2.2 11.6 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.9 1.0 0.6 0.4 0.2 0.3 0.0 1.3 1.7 0.0 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.7 15.5 15.7 21.1 12.0 11.9 23.7 0.0 16.3 27.6 0.0 13.4 LnGrp LOS C B B C B B C A B C A B
Approach Vol, veh/h 280 243 205 425
Approach Delay, s/veh 16.2 14.7 17.3 18.5
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.6 11.0 7.1 10.4 5.7 13.9 5.0 12.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 18.5 5.0 18.0 5.0 19.0 5.0 18.0 Max Q Clear Time (g_c+I1), s 5.2 5.7 3.5 4.7 2.6 6.9 2.2 3.1 Green Ext Time (p_c), s 0.0 0.8 0.0 1.2 0.0 1.2 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 16.9
HCM 6th LOS B
"i ++ .,, "i "i
Wohl Bayfront SP Existing Plus 85% Proj (w/Improvements) 22: I-5 SB Ramps & J St Timing Plan: PM PEAK
EXWPPM_85_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 354 130 274 164 0 0 0 0 487 2 63 Future Volume (veh/h) 0 354 130 274 164 0 0 0 0 487 2 63 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 0 1821 1821 1821 Adj Flow Rate, veh/h 0 385 141 298 178 0 529 2 68
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 725 253 341 1654 0 600 2 536
Arrive On Green 0.00 0.20 0.20 0.20 0.48 0.00 0.35 0.35 0.35 Sat Flow, veh/h 0 3801 1270 1734 3551 0 1728 7 1543
Grp Volume(v), veh/h 0 349 177 298 178 0 531 0 68
Grp Sat Flow(s),veh/h/ln 0 1657 1593 1734 1730 0 1735 0 1543 Q Serve(g_s), s 0.0 6.6 7.0 11.6 2.0 0.0 20.1 0.0 2.1
Cycle Q Clear(g_c), s 0.0 6.6 7.0 11.6 2.0 0.0 20.1 0.0 2.1 Prop In Lane 0.00 0.80 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 660 317 341 1654 0 602 0 536
V/C Ratio(X) 0.00 0.53 0.56 0.87 0.11 0.00 0.88 0.00 0.13 Avail Cap(c_a), veh/h 0 1265 608 413 2428 0 719 0 640
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 25.0 25.1 27.1 10.0 0.0 21.4 0.0 15.5 Incr Delay (d2), s/veh 0.0 1.1 2.6 14.1 0.0 0.0 10.9 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.6 2.7 5.9 0.7 0.0 9.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 26.1 27.8 41.3 10.1 0.0 32.3 0.0 15.6 LnGrp LOS A C C D B A C A B
Approach Vol, veh/h 526 476 599
Approach Delay, s/veh 26.7 29.6 30.4
Approach LOS C C C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 39.4 30.3 19.4 20.0
Change Period (Y+Rc), s 6.1 6.1 * 5.7 6.1
Max Green Setting (Gmax), s 48.9 28.9 * 17 26.6
Max Q Clear Time (g_c+I1), s 4.0 22.1 13.6 9.0
Green Ext Time (p_c), s 2.0 2.1 0.2 4.9
Intersection Summary
HCM 6th Ctrl Delay 28.9
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++
Wohl Bayfront SP Existing Plus 85% Proj (w/Improvements) 26: Bay Blvd & L St Timing Plan: PM PEAK
EXWPPM_85_IMP.syn Synchro 11 Report
02/14/2024
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 357 82 61 783 169 175
Future Volume (veh/h) 357 82 61 783 169 175
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 380 87 65 833 180 186
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 453 709 641 946 226 1034
Arrive On Green 0.26 0.26 0.35 0.35 0.13 0.57
Sat Flow, veh/h 1734 2716 1821 1543 1734 1821
Grp Volume(v), veh/h 380 87 65 833 180 186
Grp Sat Flow(s),veh/h/ln 1734 1358 1821 1543 1734 1821
Q Serve(g_s), s 10.9 1.3 1.3 18.5 5.3 2.6
Cycle Q Clear(g_c), s 10.9 1.3 1.3 18.5 5.3 2.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 453 709 641 946 226 1034
V/C Ratio(X) 0.84 0.12 0.10 0.88 0.80 0.18
Avail Cap(c_a), veh/h 610 956 641 946 313 1126
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 18.4 14.8 11.5 7.5 22.2 5.5
Incr Delay (d2), s/veh 7.7 0.1 0.1 9.7 9.3 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.8 0.4 0.5 12.3 2.6 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.1 14.9 11.5 17.2 31.5 5.5
LnGrp LOS C B B B C A
Approach Vol, veh/h 467 898 366
Approach Delay, s/veh 24.0 16.8 18.3
Approach LOS C B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 11.4 23.0 34.4 18.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 9.5 18.5 32.5 18.5
Max Q Clear Time (g_c+I1), s 7.3 20.5 4.6 12.9
Green Ext Time (p_c), s 0.1 0.0 1.0 0.8
Intersection Summary
HCM 6th Ctrl Delay 19.1
HCM 6th LOS B
---- "i .,,.,, t .,, "i t
Wohl Bayfront SP Existing Plus 85% Proj (w/Improvements) 31: H St & Proj Dwy Timing Plan: PM PEAK
EXWPPM_85_IMP.syn Synchro 11 Report
02/14/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 11 649 579 300 497 43
Future Volume (veh/h) 11 649 579 300 497 43
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 12 705 629 326 540 47
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 27 1587 766 397 607 540
Arrive On Green 0.02 0.46 0.35 0.35 0.35 0.35
Sat Flow, veh/h 1734 3551 2295 1142 1734 1543
Grp Volume(v), veh/h 12 705 494 461 540 47
Grp Sat Flow(s),veh/h/ln 1734 1730 1730 1616 1734 1543
Q Serve(g_s), s 0.3 6.5 12.3 12.3 13.8 1.0
Cycle Q Clear(g_c), s 0.3 6.5 12.3 12.3 13.8 1.0
Prop In Lane 1.00 0.71 1.00 1.00
Lane Grp Cap(c), veh/h 27 1587 601 562 607 540
V/C Ratio(X) 0.45 0.44 0.82 0.82 0.89 0.09
Avail Cap(c_a), veh/h 184 2024 662 619 682 607
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 22.9 8.6 14.0 14.0 14.4 10.2
Incr Delay (d2), s/veh 11.3 0.2 7.5 8.0 12.8 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 1.9 5.2 4.9 6.6 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.3 8.8 21.6 22.0 27.3 10.3
LnGrp LOS C A C C C B
Approach Vol, veh/h 717 955 587
Approach Delay, s/veh 9.3 21.8 25.9
Approach LOS A C C
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 26.1 20.9 5.2 20.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 27.5 18.5 5.0 18.0
Max Q Clear Time (g_c+I1), s 8.5 15.8 2.3 14.3
Green Ext Time (p_c), s 4.8 0.6 0.0 2.1
Intersection Summary
HCM 6th Ctrl Delay 18.9
HCM 6th LOS B
Rohr/Wohl Specific Plan
Local Mobility Analysis
Appendix K
Signal Warrant Analysis Worksheets
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: Yes X No
TRAFFIC SIGNAL WARRANTS
Minor Street: F St
Major Street: Bay Blvd
Scenario: Opening Year 2026 w/Proj
AM Peak
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met. # Lanes on Minor Street: 2 Peak Hour Data
# Lanes on Major Street: 2 Peak Major Minor
7 AM 1,037 243
Hour Route Route
FIGURE W-3: Criteria for "100%" Volume Level
* Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XX X
DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2 . Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1 2 No. of Approaches 3 4 Volume Criteria 650 800
Delay: 0.0 0.9 Volume : 243 243 Volume :
Delay Criteria: 4.0 5.0 Volume Criteria 100 150
NO
1,280 1,280
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes 0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume
Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
□ □
•
-
-----
r, r
I I I I I I I I I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: X Yes No
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met. * Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane. * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XXX
Scenario: Opening Year 2026 w/Proj
PM Peak
TRAFFIC SIGNAL WARRANTS
Minor Street: F St
Major Street: Bay Blvd
# Lanes on Minor Street: 2 Peak Hour Data
# Lanes on Major Street: 2 Peak Major Minor
4 PM 850 628
Hour Route Route
FIGURE W-3: Criteria for "100%" Volume Level
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2 . Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1 2 No. of Approaches 3 4 Volume Criteria 650 800
Delay: 0.0 7.4 Volume : 628 628 Volume :
Delay Criteria: 4.0 5.0 Volume Criteria 100 150
NO
1,478 1,478
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes 0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume
Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
□ □
•
-
r, r
I I I I I I I I I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: Yes X No
TRAFFIC SIGNAL WARRANTS
Minor Street: F St
Major Street: Bay Blvd
Scenario: Opening Year 2026 w/Total
Proj AM Peak
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met. # Lanes on Minor Street: 2 Peak Hour Data
# Lanes on Major Street: 2 Peak Major Minor
7 AM 1,047 264
Hour Route Route
FIGURE W-3: Criteria for "100%" Volume Level
* Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XX X
DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2 . Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1 2 No. of Approaches 3 4 Volume Criteria 650 800
Delay: 0.0 1.1 Volume : 264 264 Volume :
Delay Criteria: 4.0 5.0 Volume Criteria 100 150
NO
1,311 1,311
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes 0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume
Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
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I I I I I I I I I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: X Yes No
TRAFFIC SIGNAL WARRANTS
Minor Street: F St
Major Street: Bay Blvd
Scenario: Opening Year 2026 w/Total
Proj PM Peak
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met. # Lanes on Minor Street: 2 Peak Hour Data
# Lanes on Major Street: 2 Peak Major Minor
4 PM 885 628
Hour Route Route
FIGURE W-3: Criteria for "100%" Volume Level
* Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XXX
DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2 . Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1 2 No. of Approaches 3 4 Volume Criteria 650 800
Delay: 0.0 8.3 Volume : 628 628 Volume :
Delay Criteria: 4.0 5.0 Volume Criteria 100 150
NO
1,513 1,513
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes 0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume
Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
□ □
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I I I I I I I I I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: Yes X No
TRAFFIC SIGNAL WARRANTS
Minor Street: G St
Major Street: Bay Blvd
Scenario: OY 2026 w/Proj AM Peak
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met. # Lanes on Minor Street: 1 Peak Hour Data
# Lanes on Major Street: 1 Peak Major Minor
7 AM 787 97
Hour Route Route
FIGURE W-3: Criteria for "100%" Volume Level
* Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XX X
DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2. Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1 4
Volume Criteria 650 800150
Volume : 97
2 No. of Approaches 3
Delay Criteria: 4.0 5.0 Volume Criteria 100
NO
884
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes Volume :Delay: 0.5
0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 -,
I I I I I I
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WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: X Yes No
TRAFFIC SIGNAL WARRANTS
Minor Street: G St
Major Street: Bay Blvd
Scenario: OY 2026 w/Proj PM Peak
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met. # Lanes on Minor Street: 1 Peak Hour Data
# Lanes on Major Street: 1 Peak Major Minor
4 PM 832 310
Hour Route Route
FIGURE W-3: Criteria for "100%" Volume Level
* Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XX X
DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2. Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1 4
Volume Criteria 650 800150
Volume : 310
2 No. of Approaches 3
Delay Criteria: 4.0 5.0 Volume Criteria 100
NO
1,142
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes Volume :Delay: 3.4
0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 -,
I I I I I I
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I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: Yes X No
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met. * Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane. * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XX X NO
987
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes Volume :Delay: 0.8
Delay Criteria: 4.0 5.0 Volume Criteria 100
Volume : 128
2 No. of Approaches 3 4
Volume Criteria 650 800150
FIGURE W-3: Criteria for "100%" Volume Level
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2 . Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1
Hour Route Route
7 AM 859 128
# Lanes on Minor Street: 1 Peak Hour Data
# Lanes on Major Street: 1 Peak Major Minor
Scenario: OY 2026 w/Total Proj AM Peak
TRAFFIC SIGNAL WARRANTS
Minor Street: G St
Major Street: Bay Blvd
0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume
Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
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I I I I I I I I I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: X Yes No
TRAFFIC SIGNAL WARRANTS
Minor Street: G St
Major Street: Bay Blvd
Scenario: OY 2026 w/Total Proj PM Peak
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met.
FIGURE W-3: Criteria for "100%" Volume Level
Hour Route Route
4 PM 899 579
# Lanes on Minor Street: 1 Peak Hour Data
# Lanes on Major Street: 1 Peak Major Minor
* Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XXX NO
1,478
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes Volume :Delay: 36.2
Delay Criteria: 4.0 5.0 Volume Criteria 100
Volume : 579
2 No. of Approaches 3 4
Volume Criteria 650 800150
DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2 . Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1
0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume
Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
□ □
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I I I I I I I I I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: X Yes No
TRAFFIC SIGNAL WARRANTS
Minor Street: Bay Blvd
Major Street: J St
Scenario: Existing Plus Proj AM Peak
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met. # Lanes on Minor Street: 1 Peak Hour Data
# Lanes on Major Street: 2 Peak Major Minor
7 AM 648 466
Hour Route Route
FIGURE W-3: Criteria for "100%" Volume Level
* Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XXX
DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2. Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1 2 No. of Approaches 3 4 Volume Criteria 650 800
Delay: 6.1 Volume : 466 Volume :
Delay Criteria: 4.0 5.0 Volume Criteria 100 150
NO
1,114
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes 0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
□ □
•
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I I I I I I I I I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: Yes X No
TRAFFIC SIGNAL WARRANTS
Minor Street: Bay Blvd
Major Street: J St
Scenario: Existing Plus Proj PM Peak
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met. # Lanes on Minor Street: 1 Peak Hour Data
# Lanes on Major Street: 2 Peak Major Minor
4 PM 508 368
Hour Route Route
FIGURE W-3: Criteria for "100%" Volume Level
* Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XX X
DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2. Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1 2 No. of Approaches 3 4 Volume Criteria 650 800
Delay: 1.4 Volume : 368 Volume :
Delay Criteria: 4.0 5.0 Volume Criteria 100 150
NO
876
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes 0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
□ □
•
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I I I I I I I I I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: X Yes No
TRAFFIC SIGNAL WARRANTS
Minor Street: Bay Blvd
Major Street: J St
Scenario: Existing Plus Total Proj AM
Peak
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met. # Lanes on Minor Street: 1 Peak Hour Data
# Lanes on Major Street: 2 Peak Major Minor
7 AM 658 499
Hour Route Route
FIGURE W-3: Criteria for "100%" Volume Level
* Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XXX
DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2 . Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1 2 No. of Approaches 3 4 Volume Criteria 650 800
Delay: 9.6 Volume : 499 Volume :
Delay Criteria: 4.0 5.0 Volume Criteria 100 150
NO
1,157
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes 0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume
Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
□ □
•
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I I I I I I I I I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: Yes X No
TRAFFIC SIGNAL WARRANTS
Minor Street: Bay Blvd
Major Street: J St
Scenario: Existing Plus Total Proj PM
Peak
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met. # Lanes on Minor Street: 1 Peak Hour Data
# Lanes on Major Street: 2 Peak Major Minor
4 PM 520 430
Hour Route Route
FIGURE W-3: Criteria for "100%" Volume Level
* Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XX X
DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2 . Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1 2 No. of Approaches 3 4 Volume Criteria 650 800
Delay: 1.6 Volume : 430 Volume :
Delay Criteria: 4.0 5.0 Volume Criteria 100 150
NO
950
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes 0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume
Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
□ □
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I I I I I I I I I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: X Yes No
TRAFFIC SIGNAL WARRANTS
Minor Street: Bay Blvd
Major Street: J St
Scenario: OY 2026 w/Proj AM Peak
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met.
FIGURE W-3: Criteria for "100%" Volume Level
Hour Route Route
7 AM 1,470 624
# Lanes on Minor Street: 1 Peak Hour Data
# Lanes on Major Street: 2 Peak Major Minor
* Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XXX NO
2,094
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes Volume :Delay: 55.1
Delay Criteria: 4.0 5.0 Volume Criteria 100
Volume : 624
2 No. of Approaches 3 4
Volume Criteria 650 800150
DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2. Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1
0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
□ □
•
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I I I I I I I I I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: X Yes No
TRAFFIC SIGNAL WARRANTS
Minor Street: Bay Blvd
Major Street: J St
Scenario: OY 2026 w/Proj PM Peak
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met.
FIGURE W-3: Criteria for "100%" Volume Level
Hour Route Route
4 PM 1,363 357
# Lanes on Minor Street: 1 Peak Hour Data
# Lanes on Major Street: 2 Peak Major Minor
* Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XXX NO
1,720
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes Volume :Delay: 10.3
Delay Criteria: 4.0 5.0 Volume Criteria 100
Volume : 357
2 No. of Approaches 3 4
Volume Criteria 650 800150
DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2. Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1
0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
□ □
•
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I I I I I I I I I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: X Yes No
TRAFFIC SIGNAL WARRANTS
Minor Street: Bay Blvd
Major Street: J St
Scenario: OY 2026 w/Total Proj AM Peak
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met. # Lanes on Minor Street: 1 Peak Hour Data
# Lanes on Major Street: 2 Peak Major Minor
7 AM 1,480 657
Hour Route Route
FIGURE W-3: Criteria for "100%" Volume Level
* Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XXX
DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2 . Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1 4
Volume Criteria 650 800150
Volume : 657
2 No. of Approaches 3
Delay Criteria: 4.0 5.0 Volume Criteria 100
NO
2,137
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes Volume :Delay: 58.0
0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume
Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
□ □
•
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I I I I I I I I I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: X Yes No
TRAFFIC SIGNAL WARRANTS
Minor Street: Bay Blvd
Major Street: J St
Scenario: OY 2026 w/Total Proj PM Peak
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met. # Lanes on Minor Street: 1 Peak Hour Data
# Lanes on Major Street: 2 Peak Major Minor
4 PM 1,375 394
Hour Route Route
FIGURE W-3: Criteria for "100%" Volume Level
* Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XXX
DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2 . Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1 4
Volume Criteria 650 800150
Volume : 394
2 No. of Approaches 3
Delay Criteria: 4.0 5.0 Volume Criteria 100
NO
1,769
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes Volume :Delay: 11.3
0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume
Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
□ □
•
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I I I I I I I I I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: Yes X No
TRAFFIC SIGNAL WARRANTS
Minor Street: L St
Major Street: Bay Blvd
Scenario: Existing Plus Proj AM Peak
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met. # Lanes on Minor Street: 1 Peak Hour Data
# Lanes on Major Street: 2 Peak Major Minor
7 AM 560 385
Hour Route Route
FIGURE W-3: Criteria for "100%" Volume Level
* Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XX X
DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2 . Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1 2 No. of Approaches 3 4 Volume Criteria 650 800
Delay: 1.7 1.2 Volume : 385 385 Volume :
Delay Criteria: 4.0 5.0 Volume Criteria 100 150
NO
945
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes 0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume
Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
□ □
•
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I I I I I I I I I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: X Yes No
TRAFFIC SIGNAL WARRANTS
Minor Street: L St
Major Street: Bay Blvd
Scenario: Existing Plus Proj PM Peak
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met. # Lanes on Minor Street: 1 Peak Hour Data
# Lanes on Major Street: 2 Peak Major Minor
4 PM 1,132 1,025
Hour Route Route
FIGURE W-3: Criteria for "100%" Volume Level
* Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XXX
DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2 . Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1 2 No. of Approaches 3 4 Volume Criteria 650 800
Delay: 3.5 9.9 Volume : 1,025 1,025 Volume :
Delay Criteria: 4.0 5.0 Volume Criteria 100 150
NO
2,157
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes 0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume
Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
□ □
•
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I I I I I I I I I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: Yes X No
TRAFFIC SIGNAL WARRANTS
Minor Street: L St
Major Street: Bay Blvd
Scenario: Existing Plus Total Proj AM
Peak
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met. # Lanes on Minor Street: 1 Peak Hour Data
# Lanes on Major Street: 2 Peak Major Minor
7 AM 590 399
Hour Route Route
FIGURE W-3: Criteria for "100%" Volume Level
* Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XX X
DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2 . Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1 2 No. of Approaches 3 4 Volume Criteria 650 800
Delay: 3.9 1.2 Volume : 399 399 Volume :
Delay Criteria: 4.0 5.0 Volume Criteria 100 150
NO
989
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes 0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume
Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
□ □
•
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I I I I I I I I I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: X Yes No
TRAFFIC SIGNAL WARRANTS
Minor Street: L St
Major Street: Bay Blvd
Scenario: Existing Plus Total Proj PM
Peak
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met. # Lanes on Minor Street: 1 Peak Hour Data
# Lanes on Major Street: 2 Peak Major Minor
4 PM 1,200 441
Hour Route Route
FIGURE W-3: Criteria for "100%" Volume Level
* Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XX X
DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2 . Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1 2 No. of Approaches 3 4 Volume Criteria 650 800
Delay: 1.5 4.3 Volume : 441 441 Volume :
Delay Criteria: 4.0 5.0 Volume Criteria 100 150
NO
1,641
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes 0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume
Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
□ □
•
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I I I I I I I I I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: X Yes No
TRAFFIC SIGNAL WARRANTS
Minor Street: L St
Major Street: Bay Blvd
Scenario: OY 2026 w/Proj AM Peak
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met.
FIGURE W-3: Criteria for "100%" Volume Level
Hour Route Route
7 AM 743 494
# Lanes on Minor Street: 1 Peak Hour Data
# Lanes on Major Street: 2 Peak Major Minor
* Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XX X NO
1,237
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes 494 Volume :Delay: 2.2 1.6
Delay Criteria: 4.0 5.0 Volume Criteria 100
Volume : 494
2 No. of Approaches 3 4
Volume Criteria 650 800150
DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2. Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1
0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
□ □
•
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I I I I I I I I I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: X Yes No
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met. * Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane. * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XXX NO
1,902
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes 551 Volume :Delay: 1.9 5.3
Delay Criteria: 4.0 5.0 Volume Criteria 100
Volume : 551
2 No. of Approaches 3 4
Volume Criteria 650 800150
FIGURE W-3: Criteria for "100%" Volume Level
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2. Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1
Hour Route Route
4 PM 1,351 551
# Lanes on Minor Street: 1 Peak Hour Data
# Lanes on Major Street: 2 Peak Major Minor
Scenario: OY 2026 w/Proj PM Peak
TRAFFIC SIGNAL WARRANTS
Minor Street: L St
Major Street: Bay Blvd
0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
□ □
•
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I I I I I I I I I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: X Yes No
TRAFFIC SIGNAL WARRANTS
Minor Street: L St
Major Street: Bay Blvd
Scenario: OY 2026 w/Total Proj AM Peak
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met. # Lanes on Minor Street: 1 Peak Hour Data
# Lanes on Major Street: 2 Peak Major Minor
7 AM 773 508
Hour Route Route
FIGURE W-3: Criteria for "100%" Volume Level
* Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XX X
DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2 . Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1 4
Volume Criteria 650 800150
Volume : 508
2 No. of Approaches 3
Delay Criteria: 4.0 5.0 Volume Criteria 100
NO
1,281
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes 508 Volume :Delay: 4.9 1.7
0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume
Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
□ □
•
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I I I I I I I I I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: X Yes No
TRAFFIC SIGNAL WARRANTS
Minor Street: L St
Major Street: Bay Blvd
Scenario: OY 2026 w/Total Proj PM Peak
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met. # Lanes on Minor Street: 1 Peak Hour Data
# Lanes on Major Street: 2 Peak Major Minor
4 PM 1,419 567
Hour Route Route
FIGURE W-3: Criteria for "100%" Volume Level
* Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XXX
DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2 . Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1 4
Volume Criteria 650 800150
Volume : 567
2 No. of Approaches 3
Delay Criteria: 4.0 5.0 Volume Criteria 100
NO
1,986
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes 567 Volume :Delay: 1.9 5.6
0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume
Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
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I I I I I I I I I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: Yes X No
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met. * Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane. * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XX X NO
1,012
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes 146 Volume :
Delay Criteria: 4.0 5.0 Volume Criteria 100 150
Delay: 1.4 0.6 Volume : 146
2 No. of Approaches 3 4
Volume Criteria 650 800
FIGURE W-3: Criteria for "100%" Volume Level
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2 . Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1
Hour Route Route
7 AM 866 146
# Lanes on Minor Street: 2 Peak Hour Data
# Lanes on Major Street: 2 Peak Major Minor
Scenario: Existing Plus Total Proj AM
Peak
TRAFFIC SIGNAL WARRANTS
Minor Street: Proj Dwy
Major Street: H St
0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume
Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
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I I I I I I I I I
WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable: X Yes No Satisfied: X Yes No
TRAFFIC SIGNAL WARRANTS
Minor Street: Proj Dwy
Major Street: H St
Scenario: Existing Plus Total Proj PM
Peak
Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met.
FIGURE W-3: Criteria for "100%" Volume Level
Hour Route Route
4 PM 1,615 562
# Lanes on Minor Street: 2 Peak Hour Data
# Lanes on Major Street: 2 Peak Major Minor
* Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
FIGURE W-3: Criteria for "70%" Volume Level
(Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) * Note: 100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane.
X
XXX NO
2,177
Fulfilled? Yes NO Fulfilled? Yes NO Fulfilled? Yes 562 Volume :
Delay Criteria: 4.0 5.0 Volume Criteria 100 150
Delay: 1.9 67.9 Volume : 562
2 No. of Approaches 3 4
Volume Criteria 650 800
DELAY
CRITERIA
1. Delay on Minor Approach (vehicle-
hours) 2 . Volume on Minor Approach (veh/hr)
3. Total Entering Volume (veh/hr)
Number of Approaches
3 4 or more
Approaches Lanes: 1 2 Approaches Lanes 1
0 100
200
300
400
500
600
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
100% Volume
Level
150vph lower
threshold
100vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
0 100
200
300
400
500
MINOR ROUTE - HIGHER
VOLUME APPROACH [VPH]
MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH]
70% Volume Level
100vph lower
threshold
75vph lower
threshold
Active Curve
2+ Major & 2+
Minor
2+ Major & 1
Minor
1 Major & 2+
Minor
1 Major & 1 Minor
Based on CA MUTCD 2014
NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal Date Printed: 2/21/2024 □ □
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