Cities Index.
Attachment 3.11 - Appendix K Local Mobility Analysis.pdf

Chula Vista City Council
November 18, 2025

Document
Attachment 3.11 - Appendix K Local Mobility Analysis.pdf
Meeting
November 18, 2025
Body
Chula Vista City Council
Pages
13
Original file
36.3 MB
Text extracted from the city's file for reading and search. Open the original on pub-chulavista.escribemeetings.com. That file is the official record.

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) 938 - - 1576 -
HCM Lane V/C Ratio 0.109 - - 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 Opening Year 2026 w/Proj
29: Mid Proj Dwy & G St Timing Plan: PM PEAK
OYWPPM.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 3.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 113 11 13 69 43 51
Future Vol, veh/h 113 11 13 69 43 51
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 123 12 14 75 47 55

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 135 0 232 129
Stage 1 - - - - 129 -
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 - - 1449 - 756 921
Stage 1 - - - - 897 -
Stage 2 - - - - 921 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1449 - 748 921
Mov Cap-2 Maneuver - - - - 748 -
Stage 1 - - - - 897 -
Stage 2 - - - - 912 -

Approach EB WB NB
HCM Control Delay, s 0 1.2 9.9

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 833 - - 1449 -
HCM Lane V/C Ratio 0.123 - - 0.01 -
HCM Control Delay (s) 9.9 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.4 - - 0 -
Wohl Bayfront SP Opening Year 2026 w/Proj
30: E Proj Dwy & G St Timing Plan: PM PEAK
OYWPPM.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 102 11 15 26 43 60
Future Vol, veh/h 102 11 15 26 43 60
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 111 12 16 28 47 65

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 123 0 177 117
Stage 1 - - - - 117 -
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 - - 1464 - 813 935
Stage 1 - - - - 908 -
Stage 2 - - - - 963 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1464 - 804 935
Mov Cap-2 Maneuver - - - - 804 -
Stage 1 - - - - 908 -
Stage 2 - - - - 952 -

Approach EB WB NB
HCM Control Delay, s 0 2.7 9.7

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 875 - - 1464 -
HCM Lane V/C Ratio 0.128 - - 0.011 -
HCM Control Delay (s) 9.7 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.4 - - 0 -
Wohl Bayfront SP Opening Year 2026 w/Proj
31: H St & Proj Dwy Timing Plan: PM PEAK
OYWPPM.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 66.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 11 710 879 94 375 43
Future Vol, veh/h 11 710 879 94 375 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 12 772 955 102 408 47

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1057 0 - 0 1416 529
Stage 1 - - - - 1006 -
Stage 2 - - - - 410 -
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 655 - - - ~ 128 494
Stage 1 - - - - ~ 314 -
Stage 2 - - - - 638 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 655 - - - ~ 126 494
Mov Cap-2 Maneuver - - - - ~ 238 -
Stage 1 - - - - ~ 308 -
Stage 2 - - - - 638 -

Approach EB WB SB
HCM Control Delay, s 0.2 0 $ 336.7

HCM LOS F

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 655 - - - 238 494
HCM Lane V/C Ratio 0.018 - - - 1.713 0.095
HCM Control Delay (s) 10.6 - - -$ 373.8 13
HCM Lane LOS B - - - F B
HCM 95th %tile Q(veh) 0.1 - - - 26.9 0.3
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Wohl Bayfront SP Opening Year 2026 w/Proj
32: H St & Emp Proj Dwy Timing Plan: PM PEAK
OYWPPM.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 0 710 786 47 0 187
Future Vol, veh/h 0 710 786 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 0 772 854 51 0 203

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 453
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 - - - 0 554
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 554
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0 0 15.2

HCM LOS C

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 554
HCM Lane V/C Ratio - - - 0.367
HCM Control Delay (s) - - - 15.2
HCM Lane LOS - - - C
HCM 95th %tile Q(veh) - - - 1.7
----- tt tf+
Wohl Bayfront SP Opening Year 2026 w/Proj
33: Marina Pkwy & H St Timing Plan: PM PEAK
OYWPPM.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 77 136 246 238 115 114 55 159 95 31 Future Volume (veh/h) 36 148 77 136 246 238 115 114 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 84 148 267 259 125 124 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 75 346 294 187 440 393 157 189 92 203 249 82 Arrive On Green 0.04 0.19 0.19 0.11 0.25 0.25 0.09 0.16 0.16 0.12 0.19 0.19 Sat Flow, veh/h 1734 1821 1543 1734 1730 1543 1734 1159 561 1734 1311 433 Grp Volume(v), veh/h 39 161 84 148 267 259 125 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 0.9 3.4 2.0 3.6 5.8 6.4 3.0 0.0 4.3 4.2 0.0 3.0 Cycle Q Clear(g_c), s 0.9 3.4 2.0 3.6 5.8 6.4 3.0 0.0 4.3 4.2 0.0 3.0 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 75 346 294 187 440 393 157 0 281 203 0 331 V/C Ratio(X) 0.52 0.46 0.29 0.79 0.61 0.66 0.79 0.00 0.65 0.85 0.00 0.41 Avail Cap(c_a), veh/h 203 811 687 203 770 687 203 0 725 203 0 735 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 20.0 15.4 14.8 18.6 14.0 14.3 19.0 0.0 16.7 18.5 0.0 15.2 Incr Delay (d2), s/veh 5.4 1.0 0.5 17.8 1.4 1.9 15.0 0.0 2.6 27.6 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 0.5 1.3 0.6 2.2 2.0 2.1 1.7 0.0 1.7 3.0 0.0 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.4 16.3 15.3 36.4 15.4 16.1 34.0 0.0 19.3 46.1 0.0 16.0 LnGrp LOS C B B D B B C A B D A B
Approach Vol, veh/h 284 674 309 310
Approach Delay, s/veh 17.3 20.3 25.3 32.8
Approach LOS B C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.1 12.6 8.4 12.6 6.4 15.4 9.5 11.5 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 5.0 19.0 5.0 18.0 5.0 19.0 5.0 18.0 Max Q Clear Time (g_c+I1), s 5.6 5.4 5.0 5.0 2.9 8.4 6.2 6.3 Green Ext Time (p_c), s 0.0 0.9 0.0 0.5 0.0 2.4 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 23.2
HCM 6th LOS C
t
t .,, "i "i
Wohl Bayfront SP Opening Year 2026 w/Proj
34: Marina Pkwy & Street C Timing Plan: PM PEAK
OYWPPM.syn Synchro 11 Report
02/14/2024
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 97 36 295 227 85 293
Future Volume (veh/h) 97 36 295 227 85 293
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 105 39 321 247 92 318
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 207 184 595 448 157 1955
Arrive On Green 0.12 0.12 0.32 0.32 0.09 0.56
Sat Flow, veh/h 1734 1543 1972 1415 1734 3551
Grp Volume(v), veh/h 105 39 295 273 92 318
Grp Sat Flow(s),veh/h/ln1734 1543 1730 1566 1734 1730
Q Serve(g_s), s 1.6 0.7 4.0 4.1 1.5 1.3
Cycle Q Clear(g_c), s 1.6 0.7 4.0 4.1 1.5 1.3
Prop In Lane 1.00 1.00 0.90 1.00
Lane Grp Cap(c), veh/h 207 184 547 495 157 1955
V/C Ratio(X) 0.51 0.21 0.54 0.55 0.58 0.16
Avail Cap(c_a), veh/h 1095 975 1123 1017 304 3400
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 11.8 11.3 8.0 8.1 12.4 3.0
Incr Delay (d2), s/veh 1.9 0.6 0.8 1.0 3.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 0.2 1.0 1.0 0.6 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.7 11.9 8.9 9.0 15.9 3.0
LnGrp LOS B B A A B A
Approach Vol, veh/h 144 568 410
Approach Delay, s/veh 13.2 8.9 5.9
Approach LOS B A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s7.1 13.5 20.6 7.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 18.5 28.0 18.0
Max Q Clear Time (g_c+I1), s 3.5 6.1 3.3 3.6
Green Ext Time (p_c), s 0.0 2.9 2.1 0.3
Intersection Summary
HCM 6th Ctrl Delay 8.4
HCM 6th LOS A
~ .,, tf+ ~ tt -----------
Wohl Bayfront SP Opening Year 2026 w/Proj
35: J St & Street A Timing Plan: PM PEAK
OYWPPM.syn Synchro 11 Report
02/14/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 28 528 625 227 97 12
Future Volume (veh/h) 28 528 625 227 97 12
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 30 574 679 247 105 13
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 64 1879 1244 555 549 252
Arrive On Green 0.04 0.54 0.36 0.36 0.16 0.16
Sat Flow, veh/h 1734 3551 3551 1543 3365 1543
Grp Volume(v), veh/h 30 574 679 247 105 13
Grp Sat Flow(s),veh/h/ln1734 1730 1730 1543 1682 1543
Q Serve(g_s), s 0.5 2.8 4.8 3.7 0.8 0.2
Cycle Q Clear(g_c), s 0.5 2.8 4.8 3.7 0.8 0.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 64 1879 1244 555 549 252
V/C Ratio(X) 0.47 0.31 0.55 0.45 0.19 0.05
Avail Cap(c_a), veh/h 283 2032 2032 907 1976 907
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 14.5 3.8 7.8 7.5 11.1 10.8
Incr Delay (d2), s/veh 5.3 0.1 0.4 0.6 0.2 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 0.3 0.4 1.1 0.8 0.2 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.8 3.9 8.2 8.0 11.2 10.9
LnGrp LOS B A A A B B
Approach Vol, veh/h 604 926 118
Approach Delay, s/veh 4.7 8.2 11.2
Approach LOS A A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 21.1 9.5 5.6 15.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 5.0 18.0
Max Q Clear Time (g_c+I1), s 4.8 2.8 2.5 6.8
Green Ext Time (p_c), s 3.2 0.3 0.0 4.2
Intersection Summary
HCM 6th Ctrl Delay 7.1
HCM 6th LOS A
Wohl Bayfront SP Existing Plus 100% Proj
1: Bay Blvd/I-5 SB Ramps & E St Timing Plan: AM PEAK
EXWPAM_100.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 64 40 0 4 0 184 278 370 25 Future Volume (veh/h) 0 16 5 64 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 72 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 0 300 134 302 317 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 72 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 1.6 0.9 0.0 6.2 0.0 9.3
Cycle Q Clear(g_c), s 0.0 0.2 0.2 1.6 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 0 300 134 302 317 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 2382 1062 978 1027 0 1338 0 1389 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 12.4 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 2.0 0.0 3.1 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 24 117 756
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 13.1
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 2.2 11.3 3.6
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 100% Proj
2: I-5 NB Ramps & E St Timing Plan: AM PEAK
EXWPAM_100.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 0 384 568 12 365 459 0 0 0 Future Volume (veh/h) 150 322 0 0 384 568 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 0 447 660 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 0 447 660 510 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 14.0 29.9 19.6 0.0 19.9 Cycle Q Clear(g_c), s 3.5 3.6 0.0 0.0 14.0 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 0.61 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 15.6 20.1 25.0 0.0 25.1 Incr Delay (d2), s/veh 1.1 0.0 0.0 0.0 1.9 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 5.4 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 1107 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 100% Proj
3: Woodlawn Ave & E St Timing Plan: AM PEAK
EXWPAM_100.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 64 720 7 139 4 41 15 6 8 Future Volume (veh/h) 9 663 41 64 720 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 81 911 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 81 449 471 181 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 1001 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 100% Proj
4: Broadway & E St Timing Plan: AM PEAK
EXWPAM_100.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 54 318 240 Future Volume (veh/h) 246 370 84 53 439 89 143 529 47 54 318 240 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 65 383 289 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 1315 296 82 960 193 199 930 83 83 770 344 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 65 383 289 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 1.8 4.4 20.9 21.1 11.7 21.1 21.1 4.4 11.6 21.5 Cycle Q Clear(g_c), s 19.8 1.7 1.8 4.4 20.9 21.1 11.7 21.1 21.1 4.4 11.6 21.5 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 315 811 800 82 579 574 199 501 512 83 770 344 V/C Ratio(X) 0.94 0.34 0.34 0.78 0.55 0.55 0.87 0.68 0.69 0.78 0.50 0.84 Avail Cap(c_a), veh/h 315 811 800 243 579 574 272 501 512 272 934 417 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 2.1 2.1 58.4 44.8 44.9 52.2 37.8 37.8 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 13.4 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 9.8 0.7 0.7 2.1 10.3 10.3 5.6 9.2 9.5 2.1 5.0 9.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.7 3.1 3.1 63.9 48.3 48.5 61.7 40.3 40.3 62.4 41.5 58.0 LnGrp LOS E A A E D D E D D E D E
Approach Vol, veh/h 843 700 866 737
Approach Delay, s/veh 26.8 49.8 44.5 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 60.8 18.0 31.3 26.0 44.7 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 3.8 13.7 23.5 21.8 23.1 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 100% Proj
5: Fifth Ave & E St Timing Plan: AM PEAK
EXWPAM_100.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 100% Proj
6: Fourth Ave & E St Timing Plan: AM PEAK
EXWPAM_100.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 100% Proj
7: Bay Blvd & F St Timing Plan: AM PEAK
EXWPAM_100.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh10.9
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 8 9 110 18 72 26 92 68 149 72 206
Future Vol, veh/h 9 8 9 110 18 72 26 92 68 149 72 206
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 10 121 20 79 29 101 75 164 79 226
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 10.7 10.3 11.4

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% 57% 0% 47% 8% 11% 0% 26%
Vol Right, % 0% 42% 0% 53% 0% 89% 0% 74%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 26 160 9 17 119 81 149 278
LT Vol 26 0 9 0 110 0 149 0
Through Vol 0 92 0 8 9 9 0 72
RT Vol 0 68 0 9 0 72 0 206
Lane Flow Rate 29 176 10 19 131 89 164 305
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 0.051 0.272 0.02 0.032 0.244 0.139 0.277 0.43 Departure Headway (Hd) 6.379 5.572 7.128 6.242 6.726 5.628 6.089 5.062 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 562 645 502 573 535 637 594 715
Service Time 4.107 3.3 4.87 3.983 4.459 3.361 3.789 2.762 HCM Lane V/C Ratio 0.052 0.273 0.02 0.033 0.245 0.14 0.276 0.427 HCM Control Delay 9.5 10.4 10 9.2 11.6 9.3 11.1 11.5
HCM Lane LOS A B A A B A B B
HCM 95th-tile Q 0.2 1.1 0.1 0.1 1 0.5 1.1 2.2
+ff+ ., f+ ., f+
Wohl Bayfront SP Existing Plus 100% Proj
8: F St & Woodlawn Ave Timing Plan: AM PEAK
EXWPAM_100.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 9.3
Intersection LOS A
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 28 207 188 95 85 22
Future Vol, veh/h 28 207 188 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 33 244 221 112 100 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 9.4 9.1 9.5

HCM LOS A A A

Lane EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 29% 0% 0% 0% 79%
Vol Thru, % 71% 100% 100% 40% 0%
Vol Right, % 0% 0% 0% 60% 21%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 97 138 125 158 107
LT Vol 28 0 0 0 85
Through Vol 69 138 125 63 0
RT Vol 0 0 0 95 22
Lane Flow Rate 114 162 147 185 126
Geometry Grp 7 7 7 7 2
Degree of Util (X) 0.169 0.233 0.211 0.243 0.185
Departure Headway (Hd) 5.32 5.175 5.14 4.715 5.287
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 672 692 696 759 676
Service Time 3.068 2.923 2.884 2.459 3.341
HCM Lane V/C Ratio 0.17 0.234 0.211 0.244 0.186
HCM Control Delay 9.2 9.5 9.3 9 9.5
HCM Lane LOS A A A A A
HCM 95th-tile Q 0.6 0.9 0.8 1 0.7
Wohl Bayfront SP Existing Plus 100% Proj
9: Broadway & F St Timing Plan: AM PEAK
EXWPAM_100.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) 52 135 138 53 143 41 43 571 63 23 377 57 Future Volume (veh/h) 52 135 138 53 143 41 43 571 63 23 377 57 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 57 148 152 58 157 45 47 627 69 25 414 63 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 73 962 858 75 1488 414 60 740 81 33 662 100
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 2674 744 1734 3144 345 1734 3014 456 Grp Volume(v), veh/h 57 148 152 58 100 102 47 345 351 25 236 241 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1687 1734 1730 1759 1734 1730 1739 Q Serve(g_s), s 3.9 5.0 5.8 4.0 3.3 3.4 3.2 22.8 22.9 1.7 14.8 15.0 Cycle Q Clear(g_c), s 3.9 5.0 5.8 4.0 3.3 3.4 3.2 22.8 22.9 1.7 14.8 15.0 Prop In Lane 1.00 1.00 1.00 0.44 1.00 0.20 1.00 0.26
Lane Grp Cap(c), veh/h 73 962 858 75 963 939 60 408 414 33 380 382 V/C Ratio(X) 0.78 0.15 0.18 0.78 0.10 0.11 0.78 0.85 0.85 0.76 0.62 0.63 Avail Cap(c_a), veh/h 228 962 858 228 963 939 272 525 534 272 525 528 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) 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 56.9 12.9 13.1 56.8 12.5 12.6 57.4 43.8 43.8 58.6 42.3 42.4 Incr Delay (d2), s/veh 16.0 0.3 0.5 15.7 0.2 0.2 12.6 6.4 6.5 25.8 1.4 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 1.4 1.6 10.5 10.7 1.0 6.5 6.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.9 13.3 13.6 72.6 12.7 12.8 70.0 50.2 50.3 84.4 43.7 43.8 LnGrp LOS E B B E B B E D D F D D
Approach Vol, veh/h 357 260 743 502
Approach Delay, s/veh 22.9 26.1 51.5 45.8
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 8.4 30.9 9.3 71.4 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 5.2 17.0 5.9 5.4 3.7 24.9 Green Ext Time (p_c), s 0.1 1.8 0.1 2.8 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 100% Proj
11: Bay Blvd & G St Timing Plan: AM PEAK
EXWPAM_100.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 2.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 44 29 77 152 117 151
Future Vol, veh/h 44 29 77 152 117 151
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 49 32 86 169 130 168

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 555 214 298 0 - 0
Stage 1 214 - - - - -
Stage 2 341 - - - - -
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 493 826 1263 - - -
Stage 1 822 - - - - -
Stage 2 720 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 456 826 1263 - - -
Mov Cap-2 Maneuver 456 - - - - -
Stage 1 760 - - - - -
Stage 2 720 - - - - -

Approach EB NB SB
HCM Control Delay, s 12.1 2.7 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1263 - 456 826 - -
HCM Lane V/C Ratio 0.068 - 0.107 0.039 - -
HCM Control Delay (s) 8.1 0 13.8 9.5 - -
HCM Lane LOS A A B A - -
HCM 95th %tile Q(veh) 0.2 - 0.4 0.1 - -
Wohl Bayfront SP Existing Plus 100% Proj
12: Bay Blvd & H St Timing Plan: AM PEAK
EXWPAM_100.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 0 488 109 96 1332 262 243 221 55 214 190 81
Arrive On Green 0.00 0.17 0.17 0.96 0.96 0.96 0.16 0.16 0.16 0.16 0.16 0.16 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 4.8 5.0 0.9 0.0 0.8 6.8 0.0 4.8 2.6 0.0 3.3 Cycle Q Clear(g_c), s 0.0 4.8 5.0 0.9 0.0 0.8 10.1 0.0 4.8 7.3 0.0 3.3 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 0 301 297 866 0 824 243 0 276 214 0 271 V/C Ratio(X) 0.00 0.39 0.40 0.37 0.00 0.34 0.48 0.00 0.42 0.21 0.00 0.30 Avail Cap(c_a), veh/h 0 301 297 866 0 824 446 0 547 411 0 538 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 29.3 29.4 0.9 0.0 0.9 34.3 0.0 30.4 33.8 0.0 29.8 Incr Delay (d2), s/veh 0.0 3.8 4.0 1.2 0.0 1.1 0.5 0.0 0.4 0.2 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 2.3 2.3 0.5 0.0 0.5 2.2 0.0 2.0 0.8 0.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 33.1 33.4 2.1 0.0 2.0 34.8 0.0 30.8 33.9 0.0 30.0 LnGrp LOS A C C A A A C A C C A C
Approach Vol, veh/h 237 594 232 124
Approach Delay, s/veh 33.2 2.1 32.8 31.4
Approach LOS C A C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 43.3 17.7 19.0 17.7
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 2.9 9.3 7.0 12.1
Green Ext Time (p_c), s 2.4 0.3 0.5 0.5
Intersection Summary
HCM 6th Ctrl Delay 17.4
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green. +ft "i "i
Wohl Bayfront SP Existing Plus 100% Proj
13: I-5 SB Ramps & H St Timing Plan: AM PEAK
EXWPAM_100.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) 0 167 70 257 287 0 0 0 0 295 3 256 Future Volume (veh/h) 0 167 70 257 287 0 0 0 0 295 3 256 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 0 190 80 292 326 0 427 0 195
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 1896 731 369 2442 0 579 0 257
Arrive On Green 0.00 0.54 0.54 0.11 0.71 0.00 0.17 0.00 0.17 Sat Flow, veh/h 0 3693 1361 3365 3551 0 3469 0 1543
Grp Volume(v), veh/h 0 177 93 292 326 0 427 0 195
Grp Sat Flow(s),veh/h/ln 0 1657 1576 1682 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 2.1 2.3 6.8 2.4 0.0 9.4 0.0 9.6
Cycle Q Clear(g_c), s 0.0 2.1 2.3 6.8 2.4 0.0 9.4 0.0 9.6 Prop In Lane 0.00 0.86 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1781 847 369 2442 0 579 0 257
V/C Ratio(X) 0.00 0.10 0.11 0.79 0.13 0.00 0.74 0.00 0.76 Avail Cap(c_a), veh/h 0 1781 847 379 2442 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 0.94 0.94 0.81 0.81 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 9.0 9.1 34.7 3.8 0.0 31.7 0.0 31.8 Incr Delay (d2), s/veh 0.0 0.1 0.2 8.0 0.1 0.0 1.9 0.0 4.5 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 0.7 0.8 3.1 0.7 0.0 4.0 0.0 8.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 9.2 9.3 42.7 3.9 0.0 33.5 0.0 36.3 LnGrp LOS A A A D A A C A D
Approach Vol, veh/h 270 618 622
Approach Delay, s/veh 9.2 22.3 34.4
Approach LOS A C C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 61.6 18.4 13.5 48.1
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 4.4 11.6 8.8 4.3
Green Ext Time (p_c), s 1.5 1.7 0.0 1.2
Intersection Summary
HCM 6th Ctrl Delay 24.9
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. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Wohl Bayfront SP Existing Plus 100% Proj
14: I-5 NB Ramps & H St Timing Plan: AM PEAK
EXWPAM_100.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) 111 351 0 0 380 325 166 28 391 0 0 0 Future Volume (veh/h) 111 351 0 0 380 325 166 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 118 373 0 0 404 346 128 0 488
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 303 1834 0 0 577 490 384 0 683
Arrive On Green 0.09 0.53 0.00 0.00 0.33 0.33 0.22 0.00 0.22 Sat Flow, veh/h 3365 3551 0 0 1864 1507 1734 0 3087
Grp Volume(v), veh/h 118 373 0 0 394 356 128 0 488
Grp Sat Flow(s),veh/h/ln1682 1730 0 0 1730 1550 1734 0 1543 Q Serve(g_s), s 1.4 2.3 0.0 0.0 8.2 8.2 2.5 0.0 6.0
Cycle Q Clear(g_c), s 1.4 2.3 0.0 0.0 8.2 8.2 2.5 0.0 6.0 Prop In Lane 1.00 0.00 0.00 0.97 1.00 1.00
Lane Grp Cap(c), veh/h 303 1834 0 0 563 504 384 0 683
V/C Ratio(X) 0.39 0.20 0.00 0.00 0.70 0.71 0.33 0.00 0.71 Avail Cap(c_a), veh/h 410 3105 0 0 1143 1024 761 0 1355 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 17.6 5.1 0.0 0.0 12.1 12.1 13.4 0.0 14.8 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 0.5 0.5 0.0 0.0 2.5 2.3 0.8 0.0 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.9 5.1 0.0 0.0 12.7 12.8 13.6 0.0 15.3 LnGrp LOS B A A A B B B A B
Approach Vol, veh/h 491 750 616
Approach Delay, s/veh 8.2 12.7 14.9
Approach LOS A B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s8.4 18.4 14.2 26.8
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 3.4 10.2 8.0 4.3
Green Ext Time (p_c), s 0.0 3.1 1.1 1.7
Intersection Summary
HCM 6th Ctrl Delay 12.3
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 100% Proj
15: Woodlawn Ave & H St Timing Plan: AM PEAK
EXWPAM_100.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) 65 669 4 17 555 60 22 7 12 66 7 131 Future Volume (veh/h) 65 669 4 17 555 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 74 760 5 19 631 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 1942 209 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 3151 339 1734 594 1040 1734 79 1476 Grp Volume(v), veh/h 74 373 392 19 346 353 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 1085 52 0 49 188 0 169 V/C Ratio(X) 0.78 0.33 0.33 0.66 0.32 0.33 0.48 0.00 0.45 0.40 0.00 0.93 Avail Cap(c_a), veh/h 267 1133 1190 267 1066 1085 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 839 718 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 4.7 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 100% Proj
16: Oaklawn Ave & H St Timing Plan: AM PEAK
EXWPAM_100.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) 19 710 18 6 528 33 20 12 21 21 19 35 Future Volume (veh/h) 19 710 18 6 528 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 22 807 20 7 600 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 2240 142 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 3305 209 630 384 658 463 424 772 Grp Volume(v), veh/h 22 405 422 7 314 324 61 0 0 86 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1806 1734 1730 1784 1671 0 0 1659 0 0 Q Serve(g_s), s 1.2 20.1 20.1 0.2 6.8 6.9 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 6.9 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 2.4 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 849 645 61 86
Approach Delay, s/veh 43.6 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 8.9 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 29.6
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 100% Proj
17: Broadway & H St Timing Plan: AM PEAK
EXWPAM_100.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) 134 442 101 145 337 98 154 524 157 79 432 104 Future Volume (veh/h) 134 442 101 145 337 98 154 524 157 79 432 104 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 151 497 113 163 379 110 173 589 176 89 485 117 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 211 1858 829 221 1433 411 232 714 420 141 620 374 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 151 497 113 163 245 244 173 589 176 89 485 117 Grp Sat Flow(s),veh/h/ln1682 1730 1543 1682 1730 1684 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.3 9.3 4.4 5.6 0.0 0.0 5.9 18.2 9.5 3.1 16.1 7.5 Cycle Q Clear(g_c), s 5.3 9.3 4.4 5.6 0.0 0.0 5.9 18.2 9.5 3.1 16.1 7.5 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 211 1858 829 221 934 909 232 714 420 141 620 374 V/C Ratio(X) 0.72 0.27 0.14 0.74 0.26 0.27 0.75 0.82 0.42 0.63 0.78 0.31 Avail Cap(c_a), veh/h 471 1858 829 471 934 909 499 1078 582 471 1050 565 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 0.79 0.79 0.79 Uniform Delay (d), s/veh 55.2 15.0 13.9 51.1 0.0 0.0 50.7 33.3 26.1 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 1.7 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 2.4 3.7 1.6 2.4 0.2 0.2 2.5 6.4 3.1 1.4 7.0 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.4 15.4 14.2 55.5 0.6 0.7 54.7 36.1 26.7 60.3 48.7 37.7 LnGrp LOS E B B E A A D D C E D D
Approach Vol, veh/h 761 652 938 691
Approach Delay, s/veh 23.9 14.4 37.7 48.4
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 69.3 12.5 26.1 11.7 69.7 9.2 29.4 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 7.3 2.0 5.1 20.2 Green Ext Time (p_c), s 0.3 3.6 0.4 3.5 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 100% Proj
18: Fifth Ave & H St Timing Plan: AM PEAK
EXWPAM_100.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 100% Proj
19: Fourth Ave & H St Timing Plan: AM PEAK
EXWPAM_100.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 100% Proj
20: Marina Wy & Marina Pkwy Timing Plan: AM PEAK
EXWPAM_100.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 100% Proj
21: Bay Blvd & Marina Pkwy/J St Timing Plan: AM PEAK
EXWPAM_100.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 46.7
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 82 23 362 118 67 43 168 288 21 94 7 Future Vol, veh/h 6 82 23 362 118 67 43 168 288 21 94 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 7 92 26 407 133 75 48 189 324 24 106 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 39.7 69.6 14.6

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% 37% 0% 100% 54% 0% 100% 37% 0% 93%
Vol Right, % 0% 63% 0% 0% 46% 0% 0% 63% 0% 7%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 43 456 6 55 50 362 79 106 21 101
LT Vol 43 0 6 0 0 362 0 0 21 0
Through Vol 0 168 0 55 27 0 79 39 0 94
RT Vol 0 288 0 0 23 0 0 67 0 7
Lane Flow Rate 48 512 7 61 57 407 88 119 24 113
Geometry Grp 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.11 1.03 0.018 0.152 0.135 0.915 0.186 0.237 0.061 0.277 Departure Headway (Hd) 8.182 7.235 9.794 9.273 8.939 8.354 7.839 7.385 9.447 8.789 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 440 502 368 389 404 435 461 490 382 406
Service Time 5.893 4.946 7.494 6.973 6.639 6.054 5.539 5.085 7.147 6.589 HCM Lane V/C Ratio 0.109 1.02 0.019 0.157 0.141 0.936 0.191 0.243 0.063 0.278 HCM Control Delay 11.9 75 12.7 13.6 13 53.6 12.3 12.4 12.8 15 HCM Lane LOS B F B B B F B B B B
HCM 95th-tile Q 0.4 14.8 0.1 0.5 0.5 10.1 0.7 0.9 0.2 1.1 "i tf+
Wohl Bayfront SP Existing Plus 100% Proj
22: I-5 SB Ramps & J St Timing Plan: AM PEAK
EXWPAM_100.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 1050 106 194 1610 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 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 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 0 758 398 194 1610 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 2213 1160 194 3128 0 626 0 557
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 1.1 161.9 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 16.1 182.2 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 461 627 603
Approach Delay, s/veh 15.7 76.8 17.9
Approach LOS B E B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 27.4 18.3 10.8 16.6
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 5.0 10.6 7.1 5.6
Green Ext Time (p_c), s 4.5 1.6 0.0 4.9
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 100% Proj
23: I-5 NB Ramps & J St Timing Plan: AM PEAK
EXWPAM_100.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) 101 547 0 0 458 447 111 3 351 0 0 0 Future Volume (veh/h) 101 547 0 0 458 447 111 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 111 601 0 0 503 491 122 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 111 601 0 0 503 491 125 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 16.2 18.4 3.6 0.0 15.7
Cycle Q Clear(g_c), s 4.0 6.0 0.0 0.0 16.2 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 5.7 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 6.8 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 23.0 28.6 18.9 0.0 58.1 LnGrp LOS D A A A C C B A E
Approach Vol, veh/h 712 994 511
Approach Delay, s/veh 15.1 25.8 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 100% Proj
24: Oaklawn Ave & J St Timing Plan: AM PEAK
EXWPAM_100.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh17.9
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 42 595 14 11 557 7 118 23 9 18 14 30 Future Vol, veh/h 42 595 14 11 557 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 47 661 16 12 619 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 19.8 17.5 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% 96% 96% 98% 23%
Vol Right, % 6% 0% 4% 0% 2% 48%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 150 340 312 290 286 62
LT Vol 118 42 0 11 0 18
Through Vol 23 298 298 279 279 14
RT Vol 9 0 14 0 7 30
Lane Flow Rate 167 377 346 322 317 69
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.328 0.669 0.605 0.576 0.565 0.137
Departure Headway (Hd) 7.084 6.384 6.289 6.447 6.41 7.135 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 505 562 571 556 558 499
Service Time 5.159 4.16 4.065 4.225 4.188 5.23
HCM Lane V/C Ratio 0.331 0.671 0.606 0.579 0.568 0.138
HCM Control Delay 13.6 21.2 18.3 17.7 17.3 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 100% Proj
25: Broadway & J St Timing Plan: AM PEAK
EXWPAM_100.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) 113 423 252 46 315 40 146 596 54 44 535 81 Future Volume (veh/h) 113 423 252 46 315 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 127 475 283 52 354 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 153 527 313 67 627 79 191 1000 91 429 1566 698 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 2090 1239 1734 3091 390 1734 3207 292 1734 3460 1543 Grp Volume(v), veh/h 127 393 365 52 197 202 164 361 370 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 26.4 26.6 3.6 12.3 12.5 11.2 21.8 21.8 2.6 13.8 4.1 Cycle Q Clear(g_c), s 8.6 26.4 26.6 3.6 12.3 12.5 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 153 437 403 67 351 355 191 539 551 429 1566 698 V/C Ratio(X) 0.83 0.90 0.91 0.78 0.56 0.57 0.86 0.67 0.67 0.11 0.38 0.13 Avail Cap(c_a), veh/h 243 467 432 243 467 473 286 539 551 429 1566 698 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 35.0 21.8 19.1 Incr Delay (d2), s/veh 6.6 19.4 21.5 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 13.6 12.8 1.7 5.4 5.6 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 65.0 64.4 44.4 44.6 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 885 451 895 741
Approach Delay, s/veh 63.4 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 28.6 13.2 15.8 10.6 14.5 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 45.6
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 100% Proj
26: Bay Blvd & L St Timing Plan: AM PEAK
EXWPAM_100.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh11.6
Intersection LOS B
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 177 222 158 183 114 135
Future Vol, veh/h 177 222 158 183 114 135
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 199 249 178 206 128 152
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 10.9 12 12.3

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 158 183 177 111 111 114 135
LT Vol 0 0 177 0 0 114 0
Through Vol 158 0 0 0 0 0 135
RT Vol 0 183 0 111 111 0 0
Lane Flow Rate 178 206 199 125 125 128 152
Geometry Grp 8 8 7 7 7 8 8
Degree of Util (X) 0.324 0.335 0.38 0.196 0.136 0.257 0.283 Departure Headway (Hd) 6.57 5.861 6.88 5.667 3.914 7.231 6.724 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 547 611 523 632 910 496 532
Service Time 4.325 3.615 4.629 3.415 1.661 4.99 4.483
HCM Lane V/C Ratio 0.325 0.337 0.38 0.198 0.137 0.258 0.286 HCM Control Delay 12.5 11.6 13.8 9.8 7.3 12.5 12.1
HCM Lane LOS B B B A A B B
HCM 95th-tile Q 1.4 1.5 1.8 0.7 0.5 1 1.2
Wohl Bayfront SP Existing Plus 100% Proj
27: Industrial Blvd & L St Timing Plan: AM PEAK
EXWPAM_100.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 92 127 88 211 2 179 16 168 4 14 7 Future Volume (veh/h) 34 92 127 88 211 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 48 130 179 124 297 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 94 687 306 178 868 9 588 35 447 157 320 135
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 35 1306 119 1543 103 1105 465 Grp Volume(v), veh/h 48 130 179 124 146 154 275 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 94 687 306 178 428 449 622 0 447 612 0 0 V/C Ratio(X) 0.51 0.19 0.58 0.70 0.34 0.34 0.44 0.00 0.53 0.06 0.00 0.00 Avail Cap(c_a), veh/h 315 1886 841 446 1074 1127 1067 0 935 1110 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 0.5 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 11.2 13.8 19.1 10.7 10.7 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 357 424 512 36
Approach Delay, s/veh 13.6 13.1 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 11.1 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 100% Proj
28: W Proj Dwy & G St Timing Plan: AM PEAK
EXWPAM_100.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 100% Proj
29: Mid Proj Dwy & G St Timing Plan: AM PEAK
EXWPAM_100.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 15
Future Vol, veh/h 70 43 51 114 11 15
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 16

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 9.7

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 788 - - 1464 -
HCM Lane V/C Ratio 0.036 - - 0.038 -
HCM Control Delay (s) 9.7 - - 7.6 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0.1 -
Wohl Bayfront SP Existing Plus 100% Proj
30: E Proj Dwy & G St Timing Plan: AM PEAK
EXWPAM_100.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 17
Future Vol, veh/h 29 43 60 103 11 17
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 18

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) 837 - - 1519 -
HCM Lane V/C Ratio 0.036 - - 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 100% Proj
31: H St & Proj Dwy Timing Plan: AM PEAK
EXWPAM_100.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 2.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 43 167 217 439 135 11
Future Vol, veh/h 43 167 217 439 135 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 47 182 236 477 147 12

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 713 0 - 0 660 357
Stage 1 - - - - 475 -
Stage 2 - - - - 185 -
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 883 - - - 396 639
Stage 1 - - - - 592 -
Stage 2 - - - - 828 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 883 - - - 375 639
Mov Cap-2 Maneuver - - - - 463 -
Stage 1 - - - - 561 -
Stage 2 - - - - 828 -

Approach EB WB SB
HCM Control Delay, s 1.9 0 15.9

HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 883 - - - 463 639
HCM Lane V/C Ratio 0.053 - - - 0.317 0.019
HCM Control Delay (s) 9.3 - - - 16.3 10.7
HCM Lane LOS A - - - C B
HCM 95th %tile Q(veh) 0.2 - - - 1.3 0.1
Wohl Bayfront SP Existing Plus 100% Proj
32: H St & Emp Proj Dwy Timing Plan: AM PEAK
EXWPAM_100.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 0 209 609 188 0 47
Future Vol, veh/h 0 209 609 188 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 0 227 662 204 0 51

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 433
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 - - - 0 571
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 571
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0 0 11.9

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 571
HCM Lane V/C Ratio - - - 0.089
HCM Control Delay (s) - - - 11.9
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.3
----- tt tf+
Wohl Bayfront SP Existing Plus 100% Proj
36: PA-A Proj Dwy & G St Timing Plan: AM PEAK
EXWPAM_100.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 4.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 41 0 181 163 0 45
Future Vol, veh/h 41 0 181 163 0 45
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 0 197 177 0 49

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 45 0 616 45
Stage 1 - - - - 45 -
Stage 2 - - - - 571 -
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 - 454 1025
Stage 1 - - - - 977 -
Stage 2 - - - - 565 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1563 - 390 1025
Mov Cap-2 Maneuver - - - - 390 -
Stage 1 - - - - 977 -
Stage 2 - - - - 486 -

Approach EB WB NB
HCM Control Delay, s 0 4 8.7

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1025 - - 1563 -
HCM Lane V/C Ratio 0.048 - - 0.126 -
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 100% Proj
37: H St & PA-A Proj Dwy Timing Plan: AM PEAK
EXWPAM_100.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 302 717 321 0 80
Future Vol, veh/h 0 302 717 321 0 80
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 0 328 779 349 0 87

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 564
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 - - - 0 469
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 469
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0 0 14.4

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 469
HCM Lane V/C Ratio - - - 0.185
HCM Control Delay (s) - - - 14.4
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.7
----- tt tf+
Wohl Bayfront SP Existing Plus 100% Proj
1: Bay Blvd/I-5 SB Ramps & E St Timing Plan: PM PEAK
EXWPPM_100.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 0 358 795 582 13 Future Volume (veh/h) 0 70 16 46 26 0 11 0 358 795 582 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 0 373 724 752 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 100% Proj
2: I-5 NB Ramps & E St Timing Plan: PM PEAK
EXWPPM_100.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) 313 737 0 0 425 403 15 3 346 0 0 0 Future Volume (veh/h) 313 737 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 364 857 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 364 857 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 1221 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 100% Proj
3: Woodlawn Ave & E St Timing Plan: PM PEAK
EXWPPM_100.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) 15 966 86 48 693 18 103 2 31 12 8 7 Future Volume (veh/h) 15 966 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 1223 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 19 657 675 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 24.3 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 24.3 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 9.8 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 1351 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 13.1 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 100% Proj
4: Broadway & E St Timing Plan: PM PEAK
EXWPPM_100.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) 263 480 249 74 327 88 146 375 65 60 423 279 Future Volume (veh/h) 263 480 249 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 317 578 300 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 317 454 424 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) 1.01 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 47.7 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 13.6 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 96.8 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 1195 589 706 918
Approach Delay, s/veh 48.1 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 47.7
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 100% Proj
5: Fifth Ave & E St Timing Plan: PM PEAK
EXWPPM_100.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 100% Proj
6: Fourth Ave & E St Timing Plan: PM PEAK
EXWPPM_100.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 100% Proj
7: Bay Blvd & F St Timing Plan: PM PEAK
EXWPPM_100.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh17.6
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 187 28 32 114 5 81 6 60 92 301 294 10 Future Vol, veh/h 187 28 32 114 5 81 6 60 92 301 294 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 35 125 5 89 7 66 101 331 323 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 15.7 12.8 13.1 21.1

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% 39% 0% 47% 2% 3% 0% 97%
Vol Right, % 0% 61% 0% 53% 0% 97% 0% 3%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 6 152 187 60 117 84 301 304
LT Vol 6 0 187 0 114 0 301 0
Through Vol 0 60 0 28 3 3 0 294
RT Vol 0 92 0 32 0 81 0 10
Lane Flow Rate 7 167 205 66 128 92 331 334
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 0.015 0.328 0.455 0.129 0.288 0.176 0.661 0.618 Departure Headway (Hd) 8.017 7.068 7.964 7.069 8.101 6.902 7.195 6.663 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 447 508 452 507 444 519 506 545
Service Time 5.764 4.814 5.707 4.812 5.848 4.648 4.895 4.363 HCM Lane V/C Ratio 0.016 0.329 0.454 0.13 0.288 0.177 0.654 0.613 HCM Control Delay 10.9 13.2 17.2 10.9 14.1 11.1 22.8 19.5 HCM Lane LOS B B C B B B C C
HCM 95th-tile Q 0 1.4 2.3 0.4 1.2 0.6 4.8 4.2
+ff+ ., f+ ., f+
Wohl Bayfront SP Existing Plus 100% Proj
8: F St & Woodlawn Ave Timing Plan: PM PEAK
EXWPPM_100.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh10.9
Intersection LOS B
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 31 402 176 114 102 19
Future Vol, veh/h 31 402 176 114 102 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 36 473 207 134 120 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 11.8 9.8 10.6

HCM LOS B A B

Lane EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 19% 0% 0% 0% 84%
Vol Thru, % 81% 100% 100% 34% 0%
Vol Right, % 0% 0% 0% 66% 16%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 165 268 117 173 121
LT Vol 31 0 0 0 102
Through Vol 134 268 117 59 0
RT Vol 0 0 0 114 19
Lane Flow Rate 194 315 138 203 142
Geometry Grp 7 7 7 7 2
Degree of Util (X) 0.29 0.462 0.21 0.282 0.228
Departure Headway (Hd) 5.37 5.276 5.47 5.004 5.765
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 664 678 650 711 618
Service Time 3.143 3.048 3.249 2.783 3.852
HCM Lane V/C Ratio 0.292 0.465 0.212 0.286 0.23
HCM Control Delay 10.4 12.6 9.7 9.8 10.6
HCM Lane LOS B B A A B
HCM 95th-tile Q 1.2 2.4 0.8 1.2 0.9
Wohl Bayfront SP Existing Plus 100% Proj
9: Broadway & F St Timing Plan: PM PEAK
EXWPPM_100.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) 64 189 199 83 167 34 96 463 86 40 567 57 Future Volume (veh/h) 64 189 199 83 167 34 96 463 86 40 567 57 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 70 208 219 91 184 37 105 509 95 44 623 63 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 89 848 756 114 1452 286 129 806 150 56 745 75 Arrive On Green 0.05 0.49 0.49 0.07 0.50 0.50 0.07 0.28 0.28 0.03 0.23 0.23 Sat Flow, veh/h 1734 1730 1543 1734 2881 568 1734 2913 541 1734 3173 320 Grp Volume(v), veh/h 70 208 219 91 109 112 105 301 303 44 339 347 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1719 1734 1730 1724 1734 1730 1763 Q Serve(g_s), s 5.2 9.1 11.0 6.7 4.3 4.5 7.8 19.8 20.0 3.3 24.3 24.3 Cycle Q Clear(g_c), s 5.2 9.1 11.0 6.7 4.3 4.5 7.8 19.8 20.0 3.3 24.3 24.3 Prop In Lane 1.00 1.00 1.00 0.33 1.00 0.31 1.00 0.18
Lane Grp Cap(c), veh/h 89 848 756 114 872 866 129 478 477 56 406 414 V/C Ratio(X) 0.78 0.25 0.29 0.80 0.12 0.13 0.81 0.63 0.63 0.78 0.84 0.84 Avail Cap(c_a), veh/h 237 848 756 237 872 866 237 631 629 211 604 616 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 0.81 0.81 0.81 0.72 0.72 0.72 Uniform Delay (d), s/veh 60.9 19.2 19.7 59.9 17.1 17.1 59.3 41.2 41.3 62.4 47.3 47.4 Incr Delay (d2), s/veh 13.8 0.7 1.0 12.1 0.3 0.3 9.6 1.1 1.1 15.2 4.7 4.8 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 2.6 3.8 4.2 3.3 1.8 1.9 3.8 8.6 8.7 1.7 11.0 11.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.8 19.9 20.7 72.1 17.4 17.4 68.9 42.3 42.4 77.6 52.1 52.1 LnGrp LOS E B C E B B E D D E D D
Approach Vol, veh/h 497 312 709 730
Approach Delay, s/veh 28.0 33.3 46.3 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 68.3 13.9 35.1 10.9 70.1 8.4 40.6 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 13.0 9.8 26.3 7.2 6.5 5.3 22.0 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 100% Proj
11: Bay Blvd & G St Timing Plan: PM PEAK
EXWPPM_100.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 8.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 167 107 107 62 444 38
Future Vol, veh/h 167 107 107 62 444 38
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 186 119 119 69 493 42

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 821 514 535 0 - 0
Stage 1 514 - - - - -
Stage 2 307 - - - - -
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 344 560 1033 - - -
Stage 1 600 - - - - -
Stage 2 746 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 303 560 1033 - - -
Mov Cap-2 Maneuver 303 - - - - -
Stage 1 528 - - - - -
Stage 2 746 - - - - -

Approach EB NB SB
HCM Control Delay, s 25.9 5.7 0

HCM LOS D

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1033 - 303 560 - -
HCM Lane V/C Ratio 0.115 - 0.612 0.212 - -
HCM Control Delay (s) 8.9 0 34 13.2 - -
HCM Lane LOS A A D B - -
HCM 95th %tile Q(veh) 0.4 - 3.8 0.8 - -
Wohl Bayfront SP Existing Plus 100% Proj
12: Bay Blvd & H St Timing Plan: PM PEAK
EXWPPM_100.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 0 490 108 75 1161 90 189 207 234 404 368 98
Arrive On Green 0.00 0.17 0.17 0.25 0.25 0.25 0.27 0.27 0.27 0.27 0.27 0.27 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 13.9 13.9 6.4 0.0 5.8 5.4 0.0 2.4 10.0 0.0 13.7 Cycle Q Clear(g_c), s 0.0 13.9 13.9 6.4 0.0 5.8 19.1 0.0 2.4 12.4 0.0 13.7 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 0 301 297 669 0 656 189 0 442 404 0 466 V/C Ratio(X) 0.00 1.35 1.35 0.27 0.00 0.25 0.39 0.00 0.15 0.46 0.00 0.71 Avail Cap(c_a), veh/h 0 301 297 669 0 656 237 0 517 465 0 546 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 21.4 0.0 21.2 35.3 0.0 22.5 27.2 0.0 26.6 Incr Delay (d2), s/veh 0.0 176.1 177.4 1.0 0.0 0.9 0.5 0.0 0.1 0.3 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 20.3 20.2 2.9 0.0 2.6 1.4 0.0 0.9 3.1 0.0 5.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 209.2 210.4 22.3 0.0 22.0 35.7 0.0 22.5 27.5 0.0 29.2 LnGrp LOS A F F C A C D A C C A C
Approach Vol, veh/h 805 340 139 519
Approach Delay, s/veh 209.8 22.2 29.5 28.6
Approach LOS F C C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 34.6 26.4 19.0 26.4
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 8.4 15.7 15.9 21.1
Green Ext Time (p_c), s 1.2 1.2 0.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 108.4
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green. +ft "i "i
Wohl Bayfront SP Existing Plus 100% Proj
13: I-5 SB Ramps & H St Timing Plan: PM PEAK
EXWPPM_100.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) 0 561 247 367 142 0 0 0 0 376 1 169 Future Volume (veh/h) 0 561 247 367 142 0 0 0 0 376 1 169 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 0 638 281 417 161 0 487 0 128
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 767 379 2399 0 621 0 276
Arrive On Green 0.00 0.52 0.52 0.11 0.69 0.00 0.18 0.00 0.18 Sat Flow, veh/h 0 3566 1469 3365 3551 0 3469 0 1543
Grp Volume(v), veh/h 0 621 298 417 161 0 487 0 128
Grp Sat Flow(s),veh/h/ln 0 1657 1557 1682 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 8.8 9.0 9.0 1.2 0.0 10.7 0.0 5.9
Cycle Q Clear(g_c), s 0.0 8.8 9.0 9.0 1.2 0.0 10.7 0.0 5.9 Prop In Lane 0.00 0.94 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1731 813 379 2399 0 621 0 276
V/C Ratio(X) 0.00 0.36 0.37 1.10 0.07 0.00 0.78 0.00 0.46 Avail Cap(c_a), veh/h 0 1731 813 379 2399 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 11.2 11.3 35.5 3.9 0.0 31.4 0.0 29.4 Incr Delay (d2), s/veh 0.0 0.1 0.1 70.0 0.0 0.0 2.6 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 %ile BackOfQ(50%),veh/ln 0.0 3.0 2.9 7.3 0.3 0.0 4.6 0.0 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 11.3 11.4 105.5 4.0 0.0 34.0 0.0 30.6 LnGrp LOS A B B F A A C A C
Approach Vol, veh/h 919 578 615
Approach Delay, s/veh 11.3 77.2 33.3
Approach LOS B E C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 60.6 19.4 13.7 46.9
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 3.2 12.7 11.0 11.0
Green Ext Time (p_c), s 0.7 1.6 0.0 4.5
Intersection Summary
HCM 6th Ctrl Delay 35.7
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 100% Proj
14: I-5 NB Ramps & H St Timing Plan: PM PEAK
EXWPPM_100.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) 387 556 0 0 432 451 69 1 366 0 0 0 Future Volume (veh/h) 387 556 0 0 432 451 69 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 407 585 0 0 455 475 49 0 411
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 359 2067 0 0 675 602 320 0 570
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 407 585 0 0 455 475 49 0 411
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 10.2 12.7 1.1 0.0 5.9
Cycle Q Clear(g_c), s 5.0 3.8 0.0 0.0 10.2 12.7 1.1 0.0 5.9 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 359 2067 0 0 675 602 320 0 570
V/C Ratio(X) 1.13 0.28 0.00 0.00 0.67 0.79 0.15 0.00 0.72 Avail Cap(c_a), veh/h 359 2719 0 0 1001 893 667 0 1187
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 4.6 0.0 0.0 11.8 12.6 16.0 0.0 18.0 Incr Delay (d2), s/veh 88.6 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 6.2 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 109.5 4.6 0.0 0.0 12.3 14.1 16.1 0.0 18.6 LnGrp LOS F A A A B B B A B
Approach Vol, veh/h 992 930 460
Approach Delay, s/veh 47.6 13.2 18.3
Approach LOS D B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s9.7 23.4 13.8 33.1
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 7.9 5.8
Green Ext Time (p_c), s 0.0 3.6 0.8 2.8
Intersection Summary
HCM 6th Ctrl Delay 28.5
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 100% Proj
15: Woodlawn Ave & H St Timing Plan: PM PEAK
EXWPPM_100.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) 90 741 11 19 805 48 23 4 21 68 8 128 Future Volume (veh/h) 90 741 11 19 805 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 102 842 12 22 915 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 2069 124 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 3316 199 1734 273 1312 1734 91 1466 Grp Volume(v), veh/h 102 417 437 22 477 493 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 4.8 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 956 992 55 231
Approach Delay, s/veh 14.9 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 7.9 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 100% Proj
16: Oaklawn Ave & H St Timing Plan: PM PEAK
EXWPPM_100.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) 31 793 28 12 733 47 10 3 13 23 5 30 Future Volume (veh/h) 31 793 28 12 733 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 35 901 32 14 833 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 1026 36 811 2475 157 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 3303 210 621 169 847 645 149 843 Grp Volume(v), veh/h 35 457 476 14 436 450 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 26.8 26.8 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 26.8 26.8 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 44 521 542 811 1296 1336 35 0 0 84 0 0 V/C Ratio(X) 0.80 0.88 0.88 0.02 0.34 0.34 0.83 0.00 0.00 0.78 0.00 0.00 Avail Cap(c_a), veh/h 214 693 721 811 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 22.0 22.0 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 17.6 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 39.0 17.1 5.7 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 968 900 29 66
Approach Delay, s/veh 40.3 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 61.0 41.0 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 28.8 6.8 4.4 12.1 4.1
Green Ext Time (p_c), s 0.0 7.3 0.2 0.0 8.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 25.7
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 100% Proj
17: Broadway & H St Timing Plan: PM PEAK
EXWPPM_100.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) 150 436 228 223 519 80 232 453 164 131 562 126 Future Volume (veh/h) 150 436 228 223 519 80 232 453 164 131 562 126 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 169 490 256 251 583 90 261 509 184 147 631 142 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 227 1582 706 307 1446 223 317 877 532 203 760 443 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 169 490 256 251 335 338 261 509 184 147 631 142 Grp Sat Flow(s),veh/h/ln1682 1730 1543 1682 1730 1738 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 6.4 11.6 14.0 9.3 1.6 1.6 9.7 13.4 8.8 5.6 22.6 9.4 Cycle Q Clear(g_c), s 6.4 11.6 14.0 9.3 1.6 1.6 9.7 13.4 8.8 5.6 22.6 9.4 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 227 1582 706 307 832 836 317 877 532 203 760 443 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 0.32 Avail Cap(c_a), veh/h 512 1582 706 512 832 836 512 1049 609 461 995 548 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 59.5 22.3 22.9 52.1 1.3 1.3 51.7 27.2 20.3 60.0 48.4 36.4 Incr Delay (d2), s/veh 4.5 0.5 1.4 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 2.9 4.9 5.4 3.8 0.7 0.7 4.0 4.5 2.8 2.5 10.0 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.0 22.8 24.3 56.9 2.6 2.6 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 915 924 954 920
Approach Delay, s/veh 30.8 17.3 34.3 50.7
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 33.2 13.0 67.4 12.0 37.6 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 8.4 3.6 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 33.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Wohl Bayfront SP Existing Plus 100% Proj
18: Fifth Ave & H St Timing Plan: PM PEAK
EXWPPM_100.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 100% Proj
19: Fourth Ave & H St Timing Plan: PM PEAK
EXWPPM_100.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 100% Proj
20: Marina Wy & Marina Pkwy Timing Plan: PM PEAK
EXWPPM_100.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 100% Proj
21: Bay Blvd & J St Timing Plan: PM PEAK
EXWPPM_100.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 14.3
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 44 27 81 101 153 260 17 Future Vol, veh/h 11 210 56 70 129 44 27 81 101 153 260 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 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 11 212 57 71 130 44 27 82 102 155 263 17
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 13.1 12.2 13.8 16.5

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% 45% 0% 100% 56% 0% 100% 49% 0% 94%
Vol Right, % 0% 55% 0% 0% 44% 0% 0% 51% 0% 6%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 27 182 11 140 126 70 86 87 153 277
LT Vol 27 0 11 0 0 70 0 0 153 0
Through Vol 0 81 0 140 70 0 86 43 0 260
RT Vol 0 101 0 0 56 0 0 44 0 17
Lane Flow Rate 27 184 11 141 127 71 87 88 155 280
Geometry Grp 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.062 0.37 0.025 0.3 0.259 0.162 0.187 0.18 0.325 0.545 Departure Headway (Hd) 8.138 7.24 8.156 7.644 7.324 8.247 7.734 7.37 7.562 7.016 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 440 496 439 469 490 435 464 486 476 515
Service Time 5.892 4.994 5.911 5.398 5.079 6.002 5.489 5.125 5.31 4.764 HCM Lane V/C Ratio 0.061 0.371 0.025 0.301 0.259 0.163 0.188 0.181 0.326 0.544 HCM Control Delay 11.4 14.2 11.1 13.7 12.6 12.6 12.3 11.7 13.9 17.9 HCM Lane LOS B B B B B B B B B C
HCM 95th-tile Q 0.2 1.7 0.1 1.2 1 0.6 0.7 0.7 1.4 3.2
"i tf+
Wohl Bayfront SP Existing Plus 100% Proj
22: I-5 SB Ramps & J St Timing Plan: PM PEAK
EXWPPM_100.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 0 880 306 170 1553 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 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 4.7 5.0 5.1 1.6 0.0 15.7 0.0 1.6
Cycle Q Clear(g_c), s 0.0 4.7 5.0 5.1 1.6 0.0 15.7 0.0 1.6 Prop In Lane 0.00 0.79 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 801 385 170 1553 0 550 0 489
V/C Ratio(X) 0.00 0.44 0.46 1.75 0.12 0.00 0.97 0.00 0.14 Avail Cap(c_a), veh/h 0 1941 933 170 2744 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 1.5 362.6 0.1 0.0 29.9 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 1.7 1.8 19.0 0.5 0.0 9.9 0.0 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 17.4 18.3 386.1 8.4 0.0 47.4 0.0 12.8 LnGrp LOS A B B F A A D A B
Approach Vol, veh/h 528 478 599
Approach Delay, s/veh 17.7 243.9 43.5
Approach LOS B F D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 29.5 22.6 10.8 18.7
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 7.0
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 100% Proj
23: I-5 NB Ramps & J St Timing Plan: PM PEAK
EXWPPM_100.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) 130 707 0 0 370 360 66 2 245 0 0 0 Future Volume (veh/h) 130 707 0 0 370 360 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 143 777 0 0 407 396 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 163 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 143 777 0 0 407 396 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 10.6 11.9 1.9 0.0 9.0
Cycle Q Clear(g_c), s 4.4 6.8 0.0 0.0 10.6 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 163 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 163 2321 0 0 815 727 530 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 14.3 14.7 17.6 0.0 20.4 Incr Delay (d2), s/veh 36.1 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 3.9 4.0 0.7 0.0 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.3 6.8 0.0 0.0 16.2 17.8 17.7 0.0 25.8 LnGrp LOS E A A A B B B A C
Approach Vol, veh/h 920 803 344
Approach Delay, s/veh 15.1 17.0 24.1
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 9.6
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 100% Proj
24: Oaklawn Ave & J St Timing Plan: PM PEAK
EXWPPM_100.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 29 712 34 20 550 15 46 6 14 9 10 43
Future Vol, veh/h 29 712 34 20 550 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 30 742 35 21 573 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 18.4 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 66 385 390 295 290 62
LT Vol 46 29 0 20 0 9
Through Vol 6 356 356 275 275 10
RT Vol 14 0 34 0 15 43
Lane Flow Rate 69 401 406 307 302 65
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.131 0.646 0.644 0.515 0.5 0.117
Departure Headway (Hd) 6.871 5.803 5.703 6.03 5.959 6.494 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 521 622 634 596 604 552
Service Time 4.92 3.542 3.443 3.775 3.704 4.541
HCM Lane V/C Ratio 0.132 0.645 0.64 0.515 0.5 0.118
HCM Control Delay 11 18.6 18.2 15 14.6 10.4
HCM Lane LOS B C C B B B
HCM 95th-tile Q 0.4 4.7 4.7 2.9 2.8 0.4
+ff+
Wohl Bayfront SP Existing Plus 100% Proj
25: Broadway & J St Timing Plan: PM PEAK
EXWPPM_100.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) 125 431 184 71 346 46 115 588 75 51 709 154 Future Volume (veh/h) 125 431 184 71 346 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 140 484 207 80 389 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 165 541 230 101 589 78 154 1007 128 431 1691 754 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 2365 1005 1734 3070 408 1734 3089 392 1734 3460 1543 Grp Volume(v), veh/h 140 353 338 80 218 223 129 370 375 57 797 173 Grp Sat Flow(s),veh/h/ln1734 1730 1640 1734 1730 1748 1734 1730 1751 1734 1730 1543 Q Serve(g_s), s 10.3 25.7 26.0 5.9 15.2 15.4 9.5 23.8 23.9 3.6 23.8 10.6 Cycle Q Clear(g_c), s 10.3 25.7 26.0 5.9 15.2 15.4 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 165 396 375 101 332 335 154 564 571 431 1691 754 V/C Ratio(X) 0.85 0.89 0.90 0.80 0.66 0.67 0.84 0.66 0.66 0.13 0.47 0.23 Avail Cap(c_a), veh/h 278 431 409 278 431 436 558 564 571 431 1691 754 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 30.4 25.9 Incr Delay (d2), s/veh 5.1 19.3 21.3 5.3 2.3 2.5 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 6.8 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 67.9 70.0 65.7 50.9 51.1 62.8 43.4 43.4 42.3 31.0 26.4 LnGrp LOS E E E E D D E D D D C C
Approach Vol, veh/h 831 521 874 1027
Approach Delay, s/veh 67.9 53.3 46.2 30.9
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 68.1 16.6 29.5 36.9 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 28.0 11.5 25.8 12.3 17.4 5.6 25.9 Green Ext Time (p_c), s 0.1 1.7 0.2 0.0 0.1 2.3 0.0 5.1 Intersection Summary
HCM 6th Ctrl Delay 48.1
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 100% Proj
26: Bay Blvd & L St Timing Plan: PM PEAK
EXWPPM_100.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 152.3
Intersection LOS F
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 357 84 65 783 173 179
Future Vol, veh/h 357 84 65 783 173 179
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 89 69 833 184 190
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 35.2 268.6 18.6

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 65 783 357 42 42 173 179
LT Vol 0 0 357 0 0 173 0
Through Vol 65 0 0 0 0 0 179
RT Vol 0 783 0 42 42 0 0
Lane Flow Rate 69 833 380 45 45 184 190
Geometry Grp 8 8 7 7 7 8 8
Degree of Util (X) 0.145 1.584 0.825 0.082 0.061 0.432 0.42 Departure Headway (Hd) 7.56 6.844 8.721 7.483 5.694 9.498 8.977 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 474 533 418 482 633 381 404
Service Time 5.31 4.594 6.421 5.183 3.394 7.198 6.677
HCM Lane V/C Ratio 0.146 1.563 0.909 0.093 0.071 0.483 0.47 HCM Control Delay 11.6 289.9 41.2 10.9 8.8 19.2 18
HCM Lane LOS B F E B A C C
HCM 95th-tile Q 0.5 45 7.7 0.3 0.2 2.1 2
Wohl Bayfront SP Existing Plus 100% Proj
27: Industrial Blvd & L St Timing Plan: PM PEAK
EXWPPM_100.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) 4 607 344 255 364 8 73 5 232 3 7 6 Future Volume (veh/h) 4 607 344 255 364 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 6 855 485 359 513 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 3464 74 1321 108 1543 141 884 586 Grp Volume(v), veh/h 6 855 485 359 256 268 110 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 11.8 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 11.8 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 0.74 0.94 1.31 0.31 0.31 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 2.6 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 18.4 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 1346 883 437 22
Approach Delay, s/veh 27.3 80.9 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 44.1
HCM 6th LOS D
4 .,,
Wohl Bayfront SP Existing Plus 100% Proj
28: W Proj Dwy & G St Timing Plan: PM PEAK
EXWPPM_100.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 100% Proj
29: Mid Proj Dwy & G St Timing Plan: PM PEAK
EXWPPM_100.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 57
Future Vol, veh/h 117 11 13 69 43 57
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 62

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) 833 - - 1445 -
HCM Lane V/C Ratio 0.13 - - 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 100% Proj
30: E Proj Dwy & G St Timing Plan: PM PEAK
EXWPPM_100.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 112 11 15 26 43 66
Future Vol, veh/h 112 11 15 26 43 66
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 122 12 16 28 47 72

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 134 0 188 128
Stage 1 - - - - 128 -
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 - - 1451 - 801 922
Stage 1 - - - - 898 -
Stage 2 - - - - 963 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1451 - 792 922
Mov Cap-2 Maneuver - - - - 792 -
Stage 1 - - - - 898 -
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 - - 1451 -
HCM Lane V/C Ratio 0.137 - - 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 100% Proj
31: H St & Proj Dwy Timing Plan: PM PEAK
EXWPPM_100.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 112.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 11 669 599 336 519 43
Future Vol, veh/h 11 669 599 336 519 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 12 727 651 365 564 47

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1016 0 - 0 1222 508
Stage 1 - - - - 834 -
Stage 2 - - - - 388 -
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 678 - - - ~ 172 510
Stage 1 - - - - ~ 387 -
Stage 2 - - - - 655 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 678 - - - ~ 169 510
Mov Cap-2 Maneuver - - - - ~ 289 -
Stage 1 - - - - ~ 380 -
Stage 2 - - - - 655 -

Approach EB WB SB
HCM Control Delay, s 0.2 0 $ 435

HCM LOS F

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 678 - - - 289 510
HCM Lane V/C Ratio 0.018 - - - 1.952 0.092
HCM Control Delay (s) 10.4 - - - $ 470 12.8
HCM Lane LOS B - - - F B
HCM 95th %tile Q(veh) 0.1 - - - 39.7 0.3
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Wohl Bayfront SP Existing Plus 100% Proj
32: H St & Emp Proj Dwy Timing Plan: PM PEAK
EXWPPM_100.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 1.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 813 748 47 0 187
Future Vol, veh/h 0 813 748 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 0 884 813 51 0 203

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 432
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 - - - 0 572
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 572
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0 0 14.7

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 572
HCM Lane V/C Ratio - - - 0.355
HCM Control Delay (s) - - - 14.7
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 1.6
----- tt tf+
Wohl Bayfront SP Existing Plus 100% Proj
36: PA-A Proj Dwy & G St Timing Plan: PM PEAK
EXWPPM_100.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 5.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 162 0 46 40 0 180
Future Vol, veh/h 162 0 46 40 0 180
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 50 43 0 196

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 176 0 319 176
Stage 1 - - - - 176 -
Stage 2 - - - - 143 -
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 - 674 867
Stage 1 - - - - 855 -
Stage 2 - - - - 884 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1400 - 649 867
Mov Cap-2 Maneuver - - - - 649 -
Stage 1 - - - - 855 -
Stage 2 - - - - 851 -

Approach EB WB NB
HCM Control Delay, s 0 4.1 10.4

HCM LOS B

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 867 - - 1400 -
HCM Lane V/C Ratio 0.226 - - 0.036 -
HCM Control Delay (s) 10.4 - - 7.7 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.9 - - 0.1 -
Wohl Bayfront SP Existing Plus 100% Proj
37: H St & PA-A Proj Dwy Timing Plan: PM PEAK
EXWPPM_100.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 2.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 1188 475 81 0 320
Future Vol, veh/h 0 1188 475 81 0 320
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 1291 516 88 0 348

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 302
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 - - - 0 694
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 694
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0 0 15.3

HCM LOS C

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 694
HCM Lane V/C Ratio - - - 0.501
HCM Control Delay (s) - - - 15.3
HCM Lane LOS - - - C
HCM 95th %tile Q(veh) - - - 2.8
----- tt tf+
Wohl Bayfront SP Opening Year 2026 w/100% Proj
1: Bay Blvd/I-5 SB Ramps & E St Timing Plan: AM PEAK
OYWPAM_100.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 52 5 100 63 7 4 0 210 278 547 29 Future Volume (veh/h) 0 52 5 100 63 7 4 0 210 278 547 29 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 0 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 58 6 112 71 8 4 0 236 312 615 33 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 2 2 0 2 2 2 2
Cap, veh/h 0 559 249 269 249 28 0 0 0 707 698 37
Arrive On Green 0.00 0.16 0.16 0.16 0.16 0.16 0.00 0.00 0.00 0.41 0.41 0.41 Sat Flow, veh/h 0 3551 1543 1734 1607 181 0 1734 1713 92 Grp Volume(v), veh/h 0 58 6 112 0 79 0.0 312 0 648
Grp Sat Flow(s),veh/h/ln 0 1730 1543 1734 0 1789 1734 0 1805 Q Serve(g_s), s 0.0 0.9 0.2 3.6 0.0 2.4 8.1 0.0 20.6
Cycle Q Clear(g_c), s 0.0 0.9 0.2 3.6 0.0 2.4 8.1 0.0 20.6 Prop In Lane 0.00 1.00 1.00 0.10 1.00 0.05
Lane Grp Cap(c), veh/h 0 559 249 269 0 277 707 0 736
V/C Ratio(X) 0.00 0.10 0.02 0.42 0.00 0.28 0.44 0.00 0.88 Avail Cap(c_a), veh/h 0 1667 744 685 0 706 936 0 974
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 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 22.2 21.9 23.7 0.0 23.2 13.3 0.0 17.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.4 0.0 0.2 0.2 0.0 6.2 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 0.3 0.1 1.4 0.0 1.0 2.8 0.0 8.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 22.2 21.9 24.1 0.0 23.4 13.4 0.0 23.2 LnGrp LOS A C C C A C B A C
Approach Vol, veh/h 64 191 960
Approach Delay, s/veh 22.2 23.8 20.0
Approach LOS C C C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 15.1 31.8 15.1
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 2.9 22.6 5.6
Green Ext Time (p_c), s 0.2 2.7 0.4
Intersection Summary
HCM 6th Ctrl Delay 20.7
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 Opening Year 2026 w/100% Proj
2: I-5 NB Ramps & E St Timing Plan: AM PEAK
OYWPAM_100.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 0 445 568 18 365 488 0 0 0 Future Volume (veh/h) 159 361 0 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 0 0 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 185 420 0 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 0 0 2 2 2 2 2
Cap, veh/h 274 1981 0 0 734 655 20 493 436
Arrive On Green 0.08 0.57 0.00 0.00 0.42 0.42 0.28 0.28 0.28 Sat Flow, veh/h 3365 3551 0 0 1821 1543 71 1747 1543
Grp Volume(v), veh/h 185 420 0 0 517 660 537 0 506
Grp Sat Flow(s),veh/h/ln1682 1730 0 0 1730 1543 1818 0 1543 Q Serve(g_s), s 3.8 4.2 0.0 0.0 17.3 29.9 19.9 0.0 19.9 Cycle Q Clear(g_c), s 3.8 4.2 0.0 0.0 17.3 29.9 19.9 0.0 19.9 Prop In Lane 1.00 0.00 0.00 1.00 0.04 1.00
Lane Grp Cap(c), veh/h 274 1981 0 0 734 655 514 0 436
V/C Ratio(X) 0.68 0.21 0.00 0.00 0.70 1.01 1.05 0.00 1.16 Avail Cap(c_a), veh/h 1448 1981 0 0 734 655 514 0 436
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 31.4 7.3 0.0 0.0 16.6 20.3 25.3 0.0 25.3 Incr Delay (d2), s/veh 1.1 0.0 0.0 0.0 3.6 37.0 52.2 0.0 94.9 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 1.5 1.3 0.0 0.0 6.9 16.3 15.4 0.0 18.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.5 7.3 0.0 0.0 20.2 57.2 77.4 0.0 120.1 LnGrp LOS C A A A C F F A F
Approach Vol, veh/h 605 1177 1043
Approach Delay, s/veh 15.0 41.0 98.1
Approach LOS B D F
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 10.4 35.0 25.0 45.4
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 5.8 31.9 21.9 6.2
Green Ext Time (p_c), s 0.1 0.0 0.0 1.9
Intersection Summary
HCM 6th Ctrl Delay 56.5
HCM 6th LOS E
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 Opening Year 2026 w/100% Proj
3: Woodlawn Ave & E St Timing Plan: AM PEAK
OYWPAM_100.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) 9 682 42 66 740 7 143 4 42 15 6 8 Future Volume (veh/h) 9 682 42 66 740 7 143 4 42 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 11 863 53 84 937 9 181 5 53 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 459 2130 131 432 2337 22 263 6 327 62 27 16
Arrive On Green 0.01 0.64 0.64 0.06 1.00 1.00 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 1734 3311 203 1734 3511 34 961 27 1543 76 127 75 Grp Volume(v), veh/h 11 451 465 84 462 484 186 0 53 37 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1785 1734 1730 1815 988 0 1543 278 0 0 Q Serve(g_s), s 0.3 15.1 15.1 2.0 0.0 0.0 0.0 0.0 3.4 0.7 0.0 0.0 Cycle Q Clear(g_c), s 0.3 15.1 15.1 2.0 0.0 0.0 22.9 0.0 3.4 23.6 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 459 1113 1148 432 1152 1208 268 0 327 104 0 0 V/C Ratio(X) 0.02 0.41 0.41 0.19 0.40 0.40 0.69 0.00 0.16 0.35 0.00 0.00 Avail Cap(c_a), veh/h 742 1113 1148 676 1152 1208 268 0 327 104 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) 0.90 0.90 0.90 0.73 0.73 0.73 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 7.2 10.3 10.3 7.4 0.0 0.0 46.3 0.0 38.6 41.3 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.0 1.0 0.2 0.8 0.7 7.5 0.0 0.2 2.0 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 5.8 6.0 0.7 0.2 0.2 6.0 0.0 1.3 1.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 7.3 11.3 11.3 7.5 0.8 0.7 53.8 0.0 38.8 43.4 0.0 0.0 LnGrp LOS A B B A A A D A D D A A
Approach Vol, veh/h 927 1030 239 37
Approach Delay, s/veh 11.2 1.3 50.5 43.4
Approach LOS B A D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s8.1 81.9 30.0 5.4 84.6 30.0
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 4.0 17.1 25.6 2.3 2.0 24.9 Green Ext Time (p_c), s 0.2 7.2 0.0 0.0 7.7 0.1
Intersection Summary
HCM 6th Ctrl Delay 11.4
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ~ tf+
Wohl Bayfront SP Opening Year 2026 w/100% Proj
4: Broadway & E St Timing Plan: AM PEAK
OYWPAM_100.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) 253 381 86 55 451 92 147 545 48 56 328 247 Future Volume (veh/h) 253 381 86 55 451 92 147 545 48 56 328 247 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 305 459 104 66 543 111 177 657 58 67 395 298 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 1289 290 85 935 190 204 952 84 86 788 351 Arrive On Green 0.36 0.92 0.92 0.02 0.11 0.11 0.12 0.30 0.30 0.05 0.23 0.23 Sat Flow, veh/h 1734 2806 631 1734 2863 583 1734 3217 284 1734 3460 1543 Grp Volume(v), veh/h 305 282 281 66 327 327 177 353 362 67 395 298 Grp Sat Flow(s),veh/h/ln1734 1730 1707 1734 1730 1716 1734 1730 1770 1734 1730 1543 Q Serve(g_s), s 20.7 2.4 2.4 4.5 21.6 21.7 12.0 21.7 21.7 4.6 11.9 22.2 Cycle Q Clear(g_c), s 20.7 2.4 2.4 4.5 21.6 21.7 12.0 21.7 21.7 4.6 11.9 22.2 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 315 795 784 85 565 560 204 512 524 86 788 351 V/C Ratio(X) 0.97 0.35 0.36 0.78 0.58 0.58 0.87 0.69 0.69 0.78 0.50 0.85 Avail Cap(c_a), veh/h 315 795 784 243 565 560 272 512 524 272 934 417 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) 0.92 0.92 0.92 0.93 0.93 0.93 0.58 0.58 0.58 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.9 2.7 2.7 58.4 45.7 45.8 52.0 37.4 37.4 56.4 40.4 44.3 Incr Delay (d2), s/veh 39.8 1.1 1.2 5.3 4.0 4.1 10.3 2.5 2.5 5.7 0.7 14.3 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 10.7 0.9 0.9 2.2 10.7 10.7 5.8 9.5 9.7 2.1 5.2 9.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 77.6 3.9 3.9 63.7 49.7 49.9 62.4 39.9 39.9 62.2 41.1 58.7 LnGrp LOS E A A E D D E D D E D E
Approach Vol, veh/h 868 720 892 760
Approach Delay, s/veh 29.8 51.1 44.4 49.8
Approach LOS C D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.1 59.7 18.3 31.9 26.0 43.8 10.1 40.1 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 6.5 4.4 14.0 24.2 22.7 23.7 6.6 23.7 Green Ext Time (p_c), s 0.0 5.4 0.1 3.1 0.0 2.5 0.0 3.7 Intersection Summary
HCM 6th Ctrl Delay 43.2
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 Opening Year 2026 w/100% Proj
5: Fifth Ave & E St Timing Plan: AM PEAK
OYWPAM_100.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) 77 367 33 21 451 116 39 96 30 18 64 78 Future Volume (veh/h) 77 367 33 21 451 116 39 96 30 18 64 78 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 103 489 44 28 601 155 52 128 40 24 85 104 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 126 2225 200 35 1744 449 83 163 46 53 125 138 Arrive On Green 0.15 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 3211 288 1734 2724 701 266 943 269 112 721 795 Grp Volume(v), veh/h 103 263 270 28 381 375 220 0 0 213 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1769 1734 1730 1695 1477 0 0 1629 0 0 Q Serve(g_s), s 6.9 0.0 0.0 1.9 0.0 0.0 2.8 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 6.9 0.0 0.0 1.9 0.0 0.0 17.6 0.0 0.0 14.8 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 126 1198 1226 35 1108 1085 293 0 0 315 0 0 V/C Ratio(X) 0.82 0.22 0.22 0.80 0.34 0.35 0.75 0.00 0.00 0.68 0.00 0.00 Avail Cap(c_a), veh/h 214 1198 1226 214 1108 1085 498 0 0 523 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) 0.93 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 50.5 0.0 0.0 57.3 0.0 0.0 48.1 0.0 0.0 47.1 0.0 0.0 Incr Delay (d2), s/veh 11.3 0.4 0.4 28.9 0.7 0.8 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 3.2 0.1 0.1 1.1 0.2 0.2 6.7 0.0 0.0 6.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.8 0.4 0.4 86.3 0.7 0.8 52.0 0.0 0.0 49.6 0.0 0.0 LnGrp LOS E A A F A A D A A D A A
Approach Vol, veh/h 636 784 220 213
Approach Delay, s/veh 10.3 3.8 52.0 49.6
Approach LOS B A D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.6 88.0 25.3 12.9 81.7 25.3
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 16.8 8.9 2.0 19.6
Green Ext Time (p_c), s 0.0 3.6 1.2 0.1 5.7 1.1
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.

Wohl Bayfront SP Opening Year 2026 w/100% Proj
6: Fourth Ave & E St Timing Plan: AM PEAK
OYWPAM_100.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) 82 278 71 124 422 78 129 712 66 146 626 78 Future Volume (veh/h) 82 278 71 124 422 78 129 712 66 146 626 78 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 91 309 79 138 469 87 143 791 73 162 696 87 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 404 1108 279 544 1231 227 170 870 80 189 978 436 Arrive On Green 0.09 0.81 0.81 0.06 0.42 0.42 0.10 0.27 0.27 0.11 0.28 0.28 Sat Flow, veh/h 1734 2738 689 1734 2917 538 1734 3203 295 1734 3460 1543 Grp Volume(v), veh/h 91 193 195 138 277 279 143 427 437 162 696 87 Grp Sat Flow(s),veh/h/ln1734 1730 1697 1734 1730 1724 1734 1730 1768 1734 1730 1543 Q Serve(g_s), s 3.7 3.3 3.4 5.5 13.2 13.4 9.7 28.7 28.7 11.0 21.7 5.1 Cycle Q Clear(g_c), s 3.7 3.3 3.4 5.5 13.2 13.4 9.7 28.7 28.7 11.0 21.7 5.1 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 404 700 687 544 730 728 170 470 480 189 978 436 V/C Ratio(X) 0.23 0.28 0.28 0.25 0.38 0.38 0.84 0.91 0.91 0.86 0.71 0.20 Avail Cap(c_a), veh/h 568 700 687 677 730 728 315 492 502 315 983 439 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 18.8 7.1 7.1 18.5 23.9 23.9 53.2 42.3 42.3 52.5 38.6 32.7 Incr Delay (d2), s/veh 0.1 1.0 1.0 0.1 1.5 1.5 4.3 20.6 20.3 5.5 2.5 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 1.3 1.3 2.2 5.7 5.8 4.4 14.8 15.1 5.1 9.5 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.9 8.1 8.1 18.6 25.4 25.4 57.5 62.9 62.6 58.1 41.2 33.0 LnGrp LOS B A A B C C E E E E D C
Approach Vol, veh/h 479 694 1007 945
Approach Delay, s/veh 10.2 24.1 62.0 43.3
Approach LOS B C E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.8 53.5 16.0 38.8 9.7 55.5 17.3 37.5 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 * 17 29.1 * 22 34.1 * 17 29.1 * 22 34.1 Max Q Clear Time (g_c+I1), s 7.5 5.4 11.7 23.7 5.7 15.4 13.0 30.7 Green Ext Time (p_c), s 0.1 2.0 0.1 4.2 0.1 2.5 0.1 1.9 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 Opening Year 2026 w/100% Proj
7: Bay Blvd & F St Timing Plan: AM PEAK
OYWPAM_100.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 25
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 17 22 9 135 57 72 214 110 82 149 128 364 Future Vol, veh/h 17 22 9 135 57 72 214 110 82 149 128 364 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 19 24 10 148 63 79 235 121 90 164 141 400
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 11.8 14.6 15.3 36.5

HCM LOS B B C E

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 83% 0% 100% 0%
Vol Thru, % 0% 57% 0% 71% 17% 28% 0% 26%
Vol Right, % 0% 43% 0% 29% 0% 72% 0% 74%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 214 192 17 31 164 101 149 492
LT Vol 214 0 17 0 135 0 149 0
Through Vol 0 110 0 22 29 29 0 128
RT Vol 0 82 0 9 0 72 0 364
Lane Flow Rate 235 211 19 34 180 110 164 541
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 0.485 0.387 0.046 0.077 0.403 0.219 0.324 0.916 Departure Headway (Hd) 7.422 6.606 8.882 8.154 8.067 7.128 7.132 6.096 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 487 544 403 439 447 504 508 600
Service Time 5.164 4.347 6.637 5.909 5.808 4.869 4.832 3.796 HCM Lane V/C Ratio 0.483 0.388 0.047 0.077 0.403 0.218 0.323 0.902 HCM Control Delay 17 13.5 12.1 11.6 16.2 11.9 13.2 43.5 HCM Lane LOS C B B B C B B E
HCM 95th-tile Q 2.6 1.8 0.1 0.2 1.9 0.8 1.4 11.5
+ff+ ., f+ ., f+
Wohl Bayfront SP Opening Year 2026 w/100% Proj
8: F St & Woodlawn Ave Timing Plan: AM PEAK
OYWPAM_100.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 9.9
Intersection LOS A
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 29 242 257 98 88 23
Future Vol, veh/h 29 242 257 98 88 23
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 34 285 302 115 104 27
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 9.9 9.8 10

HCM LOS A A A

Lane EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 26% 0% 0% 0% 79%
Vol Thru, % 74% 100% 100% 47% 0%
Vol Right, % 0% 0% 0% 53% 21%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 110 161 171 184 111
LT Vol 29 0 0 0 88
Through Vol 81 161 171 86 0
RT Vol 0 0 0 98 23
Lane Flow Rate 129 190 202 216 131
Geometry Grp 7 7 7 7 2
Degree of Util (X) 0.194 0.279 0.292 0.29 0.2
Departure Headway (Hd) 5.426 5.293 5.215 4.839 5.521
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 658 676 685 739 646
Service Time 3.187 3.053 2.97 2.594 3.59
HCM Lane V/C Ratio 0.196 0.281 0.295 0.292 0.203
HCM Control Delay 9.5 10.1 10.1 9.6 10
HCM Lane LOS A B B A A
HCM 95th-tile Q 0.7 1.1 1.2 1.2 0.7
Wohl Bayfront SP Opening Year 2026 w/100% Proj
9: Broadway & F St Timing Plan: AM PEAK
OYWPAM_100.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) 53 168 142 55 211 42 44 588 65 24 388 58 Future Volume (veh/h) 53 168 142 55 211 42 44 588 65 24 388 58 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 58 185 156 60 232 46 48 646 71 26 426 64 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 75 1005 799 77 1587 309 62 758 83 34 679 101 Arrive On Green 0.04 0.55 0.55 0.04 0.55 0.55 0.04 0.24 0.24 0.02 0.22 0.22 Sat Flow, veh/h 1734 1832 1457 1734 2887 563 1734 3144 345 1734 3019 451 Grp Volume(v), veh/h 58 174 167 60 137 141 48 355 362 26 243 247 Grp Sat Flow(s),veh/h/ln1734 1730 1559 1734 1730 1720 1734 1730 1759 1734 1730 1740 Q Serve(g_s), s 4.0 6.1 6.5 4.1 4.7 4.8 3.3 23.5 23.6 1.8 15.2 15.4 Cycle Q Clear(g_c), s 4.0 6.1 6.5 4.1 4.7 4.8 3.3 23.5 23.6 1.8 15.2 15.4 Prop In Lane 1.00 0.93 1.00 0.33 1.00 0.20 1.00 0.26
Lane Grp Cap(c), veh/h 75 949 855 77 951 946 62 417 424 34 389 391 V/C Ratio(X) 0.78 0.18 0.20 0.78 0.14 0.15 0.78 0.85 0.85 0.78 0.62 0.63 Avail Cap(c_a), veh/h 228 949 855 228 951 946 272 525 534 272 525 528 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) 1.00 1.00 1.00 1.00 1.00 1.00 0.63 0.63 0.63 0.82 0.82 0.82 Uniform Delay (d), s/veh 56.8 13.6 13.7 56.7 13.2 13.2 57.4 43.5 43.5 58.6 41.9 42.0 Incr Delay (d2), s/veh 15.7 0.4 0.5 15.3 0.3 0.3 12.3 6.9 6.9 26.2 1.4 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 2.1 2.5 2.4 2.1 1.9 1.9 1.7 10.8 11.0 1.0 6.6 6.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.6 14.0 14.2 72.0 13.5 13.6 69.7 50.4 50.4 84.7 43.3 43.4 LnGrp LOS E B B E B B E D D F D D
Approach Vol, veh/h 399 338 765 516
Approach Delay, s/veh 22.6 23.9 51.6 45.4
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.5 70.4 8.5 31.6 9.4 70.6 6.5 33.5 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 6.1 8.5 5.3 17.4 6.0 6.8 3.8 25.6 Green Ext Time (p_c), s 0.1 2.1 0.1 2.8 0.1 1.6 0.0 3.4 Intersection Summary
HCM 6th Ctrl Delay 39.7
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 Opening Year 2026 w/100% Proj
11: Bay Blvd & G St Timing Plan: AM PEAK
OYWPAM_100.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 4.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 76 52 149 357 137 216
Future Vol, veh/h 76 52 149 357 137 216
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 84 58 166 397 152 240

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1001 272 392 0 - 0
Stage 1 272 - - - - -
Stage 2 729 - - - - -
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 269 767 1167 - - -
Stage 1 774 - - - - -
Stage 2 477 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 220 767 1167 - - -
Mov Cap-2 Maneuver 220 - - - - -
Stage 1 633 - - - - -
Stage 2 477 - - - - -

Approach EB NB SB
HCM Control Delay, s 22.6 2.5 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1167 - 220 767 - -
HCM Lane V/C Ratio 0.142 - 0.384 0.075 - -
HCM Control Delay (s) 8.6 0 31.2 10.1 - -
HCM Lane LOS A A D B - -
HCM 95th %tile Q(veh) 0.5 - 1.7 0.2 - -
Wohl Bayfront SP Opening Year 2026 w/100% Proj
12: Bay Blvd & H St Timing Plan: AM PEAK
OYWPAM_100.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 0 567 42 43 1130 333 282 332 34 178 212 136
Arrive On Green 0.00 0.17 0.17 0.86 0.86 0.86 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 0 3355 243 101 2624 773 1283 1624 167 1134 1036 665 Grp Volume(v), veh/h 0 312 321 631 0 533 116 0 246 57 0 110 Grp Sat Flow(s),veh/h/ln 0 1730 1777 1816 0 1682 1283 0 1791 1134 0 1701 Q Serve(g_s), s 0.0 13.9 13.9 12.6 0.0 9.6 6.8 0.0 10.1 3.9 0.0 4.4 Cycle Q Clear(g_c), s 0.0 13.9 13.9 12.6 0.0 9.6 11.2 0.0 10.1 14.0 0.0 4.4 Prop In Lane 0.00 0.14 0.06 0.46 1.00 0.09 1.00 0.39
Lane Grp Cap(c), veh/h 0 301 309 782 0 724 282 0 366 178 0 348 V/C Ratio(X) 0.00 1.04 1.04 0.81 0.00 0.74 0.41 0.00 0.67 0.32 0.00 0.32 Avail Cap(c_a), veh/h 0 301 309 782 0 724 419 0 557 299 0 530 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 0.94 0.00 0.94 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 33.0 33.1 4.0 0.0 3.8 31.8 0.0 29.4 35.8 0.0 27.1 Incr Delay (d2), s/veh 0.0 61.9 62.1 8.2 0.0 6.2 0.4 0.0 0.8 0.4 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 10.8 11.1 3.4 0.0 2.6 2.1 0.0 4.3 1.1 0.0 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 94.9 95.1 12.3 0.0 10.0 32.2 0.0 30.2 36.2 0.0 27.3 LnGrp LOS A F F B A B C A C D A C
Approach Vol, veh/h 633 1164 362 167
Approach Delay, s/veh 95.0 11.2 30.8 30.3
Approach LOS F B C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 39.6 21.4 19.0 21.4
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 14.6 16.0 15.9 13.2
Green Ext Time (p_c), s 4.3 0.3 0.0 0.9
Intersection Summary
HCM 6th Ctrl Delay 38.5
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. 4'~ -- "i "i
Wohl Bayfront SP Opening Year 2026 w/100% Proj
13: I-5 SB Ramps & H St Timing Plan: AM PEAK
OYWPAM_100.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) 0 385 140 257 593 0 0 0 0 297 3 470 Future Volume (veh/h) 0 385 140 257 593 0 0 0 0 297 3 470 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 0 438 159 292 674 0 226 0 656
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 1674 583 369 2174 0 423 0 753
Arrive On Green 0.00 0.46 0.46 0.11 0.63 0.00 0.24 0.00 0.24 Sat Flow, veh/h 0 3803 1268 3365 3551 0 1734 0 3087
Grp Volume(v), veh/h 0 397 200 292 674 0 226 0 656
Grp Sat Flow(s),veh/h/ln 0 1657 1593 1682 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 5.9 6.2 6.8 7.2 0.0 9.1 0.0 16.3
Cycle Q Clear(g_c), s 0.0 5.9 6.2 6.8 7.2 0.0 9.1 0.0 16.3 Prop In Lane 0.00 0.80 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1525 733 369 2174 0 423 0 753
V/C Ratio(X) 0.00 0.26 0.27 0.79 0.31 0.00 0.53 0.00 0.87 Avail Cap(c_a), veh/h 0 1525 733 379 2174 0 464 0 826
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 0.66 0.66 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 13.3 13.3 34.7 6.9 0.0 26.3 0.0 29.0 Incr Delay (d2), s/veh 0.0 0.0 0.1 6.6 0.2 0.0 1.0 0.0 9.4 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 2.1 2.1 3.0 2.3 0.0 3.7 0.0 13.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 13.3 13.4 41.3 7.1 0.0 27.3 0.0 38.4 LnGrp LOS A B B D A A C A D
Approach Vol, veh/h 597 966 882
Approach Delay, s/veh 13.3 17.5 35.6
Approach LOS B B D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 55.4 24.6 13.5 41.9
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 9.2 18.3 8.8 8.2
Green Ext Time (p_c), s 3.4 1.2 0.0 2.7
Intersection Summary
HCM 6th Ctrl Delay 23.0
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 Opening Year 2026 w/100% Proj
14: I-5 NB Ramps & H St Timing Plan: AM PEAK
OYWPAM_100.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 350 1911 0 0 708 455 818 0 364
Arrive On Green 0.10 0.55 0.00 0.00 0.35 0.35 0.24 0.00 0.24 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/ln1682 1730 0 0 1730 1587 1734 0 1543 Q Serve(g_s), s 4.3 3.8 0.0 0.0 11.4 11.4 6.5 0.0 8.1
Cycle Q Clear(g_c), s 4.3 3.8 0.0 0.0 11.4 11.4 6.5 0.0 8.1 Prop In Lane 1.00 0.00 0.00 0.82 1.00 1.00
Lane Grp Cap(c), veh/h 350 1911 0 0 606 556 818 0 364
V/C Ratio(X) 0.87 0.27 0.00 0.00 0.76 0.76 0.64 0.00 0.77 Avail Cap(c_a), veh/h 350 2647 0 0 975 894 1298 0 578
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 21.2 5.7 0.0 0.0 13.8 13.8 16.5 0.0 17.2 Incr Delay (d2), s/veh 19.9 0.0 0.0 0.0 0.8 0.8 0.3 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 %ile BackOfQ(50%),veh/ln 2.5 1.0 0.0 0.0 3.8 3.5 2.3 0.0 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.1 5.7 0.0 0.0 14.6 14.7 16.8 0.0 18.5 LnGrp LOS D A A A B B B A B
Approach Vol, veh/h 825 886 801
Approach Delay, s/veh 18.8 14.6 17.4
Approach LOS B B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s9.7 22.0 16.4 31.7
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 6.3 13.4 10.1 5.8
Green Ext Time (p_c), s 0.0 3.5 1.2 2.5
Intersection Summary
HCM 6th Ctrl Delay 16.9
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 Opening Year 2026 w/100% Proj
15: Woodlawn Ave & H St Timing Plan: AM PEAK
OYWPAM_100.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) 67 688 4 18 569 62 23 7 12 68 7 135 Future Volume (veh/h) 67 688 4 18 569 62 23 7 12 68 7 135 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 76 782 5 20 647 70 26 8 14 77 8 153 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 98 2304 15 30 1936 209 52 18 31 188 8 160
Arrive On Green 0.06 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 3525 23 1734 3150 340 1734 594 1040 1734 77 1478 Grp Volume(v), veh/h 76 384 403 20 355 362 26 0 22 77 0 161 Grp Sat Flow(s),veh/h/ln1734 1730 1817 1734 1730 1760 1734 0 1634 1734 0 1555 Q Serve(g_s), s 4.2 9.5 9.5 1.1 0.0 0.0 1.4 0.0 1.3 4.0 0.0 9.9 Cycle Q Clear(g_c), s 4.2 9.5 9.5 1.1 0.0 0.0 1.4 0.0 1.3 4.0 0.0 9.9 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 98 1131 1188 30 1063 1082 52 0 49 188 0 168 V/C Ratio(X) 0.78 0.34 0.34 0.67 0.33 0.33 0.50 0.00 0.45 0.41 0.00 0.96 Avail Cap(c_a), veh/h 267 1131 1188 267 1063 1082 441 0 415 188 0 168 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 0.97 0.97 0.97 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.7 7.4 7.4 46.1 0.0 0.0 45.8 0.0 45.8 39.9 0.0 42.6 Incr Delay (d2), s/veh 11.8 0.8 0.7 22.3 0.8 0.8 7.2 0.0 6.3 1.4 0.0 56.2 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 2.1 3.4 3.5 0.6 0.2 0.2 0.7 0.0 0.6 1.8 0.0 6.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.5 8.2 8.1 68.3 0.8 0.8 53.0 0.0 52.0 41.4 0.0 98.7 LnGrp LOS E A A E A A D A D D A F
Approach Vol, veh/h 863 737 48 238
Approach Delay, s/veh 12.4 2.6 52.6 80.2
Approach LOS B A D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s5.9 67.7 15.0 9.6 63.9 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 3.1 11.5 11.9 6.2 2.0 3.4
Green Ext Time (p_c), s 0.0 4.6 0.0 0.1 4.8 0.1
Intersection Summary
HCM 6th Ctrl Delay 18.2
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 Opening Year 2026 w/100% Proj
16: Oaklawn Ave & H St Timing Plan: AM PEAK
OYWPAM_100.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) 20 731 19 6 542 34 21 12 22 22 20 36 Future Volume (veh/h) 20 731 19 6 542 34 21 12 22 22 20 36 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 23 831 22 7 616 39 24 14 25 25 23 41 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 33 919 24 726 2226 141 30 18 32 32 30 53
Arrive On Green 0.04 0.53 0.53 0.42 0.67 0.67 0.05 0.05 0.05 0.07 0.07 0.07 Sat Flow, veh/h 1734 3444 91 1734 3305 209 636 371 663 466 429 765 Grp Volume(v), veh/h 23 417 436 7 322 333 63 0 0 89 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1805 1734 1730 1784 1670 0 0 1660 0 0 Q Serve(g_s), s 1.3 20.9 20.9 0.2 7.2 7.2 3.6 0.0 0.0 5.1 0.0 0.0 Cycle Q Clear(g_c), s 1.3 20.9 20.9 0.2 7.2 7.2 3.6 0.0 0.0 5.1 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.12 0.38 0.40 0.28 0.46
Lane Grp Cap(c), veh/h 33 462 482 726 1165 1201 80 0 0 114 0 0 V/C Ratio(X) 0.69 0.90 0.90 0.01 0.28 0.28 0.79 0.00 0.00 0.78 0.00 0.00 Avail Cap(c_a), veh/h 267 506 528 726 1165 1201 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) 0.94 0.94 0.94 0.94 0.94 0.94 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 45.9 21.3 21.3 16.3 6.3 6.3 45.2 0.0 0.0 44.0 0.0 0.0 Incr Delay (d2), s/veh 8.7 22.6 21.9 0.0 0.6 0.5 6.4 0.0 0.0 4.2 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 8.3 8.5 0.1 2.5 2.6 1.6 0.0 0.0 2.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.6 43.9 43.2 16.3 6.8 6.8 51.6 0.0 0.0 48.2 0.0 0.0 LnGrp LOS D D D B A A D A A D A A
Approach Vol, veh/h 876 662 63 89
Approach Delay, s/veh 43.8 6.9 51.6 48.2
Approach LOS D A D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 45.1 30.5 11.2 6.0 69.6 9.2
Change Period (Y+Rc), s 4.9 * 4.9 4.6 * 4.2 4.9 4.6
Max Green Setting (Gmax), s 14.8 * 28 24.4 * 15 28.1 10.4 Max Q Clear Time (g_c+I1), s 2.2 22.9 7.1 3.3 9.2 5.6
Green Ext Time (p_c), s 0.0 2.8 0.2 0.0 4.8 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. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Wohl Bayfront SP Opening Year 2026 w/100% Proj
17: Broadway & H St Timing Plan: AM PEAK
OYWPAM_100.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) 138 455 104 149 347 101 157 540 162 81 445 106 Future Volume (veh/h) 138 455 104 149 347 101 157 540 162 81 445 106 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 155 511 117 167 390 113 176 607 182 91 500 119 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 215 1834 818 225 1415 405 235 731 429 143 637 383 Arrive On Green 0.06 0.53 0.53 0.13 1.00 1.00 0.14 0.42 0.42 0.04 0.18 0.18 Sat Flow, veh/h 3365 3460 1543 3365 2654 760 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 155 511 117 167 253 250 176 607 182 91 500 119 Grp Sat Flow(s),veh/h/ln1682 1730 1543 1682 1730 1684 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.4 9.8 4.6 5.7 0.0 0.0 6.0 18.7 9.8 3.2 16.5 7.5 Cycle Q Clear(g_c), s 5.4 9.8 4.6 5.7 0.0 0.0 6.0 18.7 9.8 3.2 16.5 7.5 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 215 1834 818 225 922 898 235 731 429 143 637 383 V/C Ratio(X) 0.72 0.28 0.14 0.74 0.27 0.28 0.75 0.83 0.42 0.64 0.79 0.31 Avail Cap(c_a), veh/h 471 1834 818 471 922 898 499 1078 584 471 1050 567 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 0.90 0.90 0.90 0.77 0.77 0.77 0.79 0.79 0.79 Uniform Delay (d), s/veh 55.1 15.5 14.3 51.0 0.0 0.0 50.6 32.7 25.5 56.5 46.7 36.8 Incr Delay (d2), s/veh 4.2 0.4 0.3 4.3 0.7 0.7 3.7 2.8 0.5 3.7 1.7 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 2.4 3.9 1.7 2.4 0.2 0.2 2.5 6.6 3.2 1.4 7.3 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.3 15.9 14.7 55.3 0.7 0.7 54.3 35.5 26.0 60.2 48.4 37.1 LnGrp LOS E B B E A A D D C E D D
Approach Vol, veh/h 783 670 965 710
Approach Delay, s/veh 24.3 14.3 37.2 48.0
Approach LOS C B D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.2 68.5 12.6 26.7 11.9 68.9 9.3 30.0 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 7.7 11.8 8.0 18.5 7.4 2.0 5.2 20.7 Green Ext Time (p_c), s 0.3 3.7 0.4 3.5 0.3 3.3 0.2 4.4 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.

Wohl Bayfront SP Opening Year 2026 w/100% Proj
18: Fifth Ave & H St Timing Plan: AM PEAK
OYWPAM_100.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) 79 557 11 16 590 128 21 40 27 120 40 77 Future Volume (veh/h) 79 557 11 16 590 128 21 40 27 120 40 77 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 99 696 14 20 738 160 26 50 34 150 50 96 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 680 2247 1002 28 756 164 34 152 129 177 302 256 Arrive On Green 0.78 1.00 1.00 0.01 0.09 0.09 0.02 0.08 0.08 0.10 0.17 0.17 Sat Flow, veh/h 1734 3460 1543 1734 2828 613 1734 1821 1543 1734 1821 1543 Grp Volume(v), veh/h 99 696 14 20 451 447 26 50 34 150 50 96 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1711 1734 1821 1543 1734 1821 1543 Q Serve(g_s), s 1.7 0.0 0.0 1.4 31.2 31.2 1.8 3.1 2.5 10.2 2.8 2.9 Cycle Q Clear(g_c), s 1.7 0.0 0.0 1.4 31.2 31.2 1.8 3.1 2.5 10.2 2.8 2.9 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 680 2247 1002 28 463 458 34 152 129 177 302 256 V/C Ratio(X) 0.15 0.31 0.01 0.71 0.98 0.98 0.78 0.33 0.26 0.85 0.17 0.37 Avail Cap(c_a), veh/h 680 2247 1002 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 0.79 0.79 0.79 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.0 0.0 0.0 59.4 54.3 54.3 58.6 51.8 51.6 53.0 42.9 8.4 Incr Delay (d2), s/veh 0.0 0.3 0.0 9.3 31.6 31.9 30.8 1.3 1.1 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 18.6 18.4 1.1 1.5 1.0 4.7 1.3 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.1 0.3 0.0 68.7 85.9 86.2 89.4 53.1 52.6 57.2 43.2 9.3 LnGrp LOS A A A E F F F D D E D A
Approach Vol, veh/h 809 918 110 296
Approach Delay, s/veh 1.3 85.7 61.5 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 82.8 6.5 24.5 52.0 37.0 16.4 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 3.8 4.9 3.7 33.2 12.2 5.1 Green Ext Time (p_c), s 0.0 6.7 0.0 0.6 0.1 0.0 0.1 0.3 Intersection Summary
HCM 6th Ctrl Delay 46.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Wohl Bayfront SP Opening Year 2026 w/100% Proj
19: Fourth Ave & H St Timing Plan: AM PEAK
OYWPAM_100.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) 169 423 90 80 518 130 136 682 55 133 608 127 Future Volume (veh/h) 169 423 90 80 518 130 136 682 55 133 608 127 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 186 465 99 88 569 143 149 749 60 146 668 140 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 249 1247 264 139 1113 279 176 871 70 173 923 412 Arrive On Green 0.02 0.14 0.14 0.04 0.41 0.41 0.10 0.27 0.27 0.10 0.27 0.27 Sat Flow, veh/h 3365 2842 601 3365 2741 687 1734 3245 260 1734 3460 1543 Grp Volume(v), veh/h 186 282 282 88 359 353 149 399 410 146 668 140 Grp Sat Flow(s),veh/h/ln1682 1730 1713 1682 1730 1698 1734 1730 1774 1734 1730 1543 Q Serve(g_s), s 6.6 17.7 17.9 3.1 18.6 18.7 10.1 26.3 26.4 9.9 21.1 8.8 Cycle Q Clear(g_c), s 6.6 17.7 17.9 3.1 18.6 18.7 10.1 26.3 26.4 9.9 21.1 8.8 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 249 759 752 139 703 689 176 465 476 173 923 412 V/C Ratio(X) 0.75 0.37 0.38 0.63 0.51 0.51 0.85 0.86 0.86 0.84 0.72 0.34 Avail Cap(c_a), veh/h 443 759 752 443 703 689 228 578 593 228 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 57.4 36.3 36.4 56.6 26.7 26.7 53.0 41.7 41.7 53.1 40.0 35.5 Incr Delay (d2), s/veh 4.2 1.3 1.3 4.7 2.6 2.7 20.0 10.5 10.3 19.3 1.7 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 3.0 8.5 8.5 1.4 8.1 8.0 5.4 12.4 12.7 5.2 9.0 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.6 37.7 37.8 61.3 29.3 29.4 73.0 52.2 52.0 72.4 41.7 36.0 LnGrp LOS E D D E C C E D D E D D
Approach Vol, veh/h 750 800 958 954
Approach Delay, s/veh 43.6 32.9 55.4 45.5
Approach LOS D C E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.2 57.6 16.4 36.9 13.1 53.6 16.2 37.1 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 5.1 19.9 12.1 23.1 8.6 20.7 11.9 28.4 Green Ext Time (p_c), s 0.1 2.4 0.1 4.6 0.3 3.0 0.1 3.9 Intersection Summary
HCM 6th Ctrl Delay 44.9
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 Opening Year 2026 w/100% Proj
20: Marina Wy/J St & Marina Pkwy Timing Plan: AM PEAK
OYWPAM_100.syn Synchro 11 Report
02/14/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 4 37 45 329 409 10
Future Volume (veh/h) 4 37 45 329 409 10
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 4 40 49 358 455 0
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 0 708 74 538 841 374
Arrive On Green 0.00 0.39 0.39 0.39 0.24 0.00
Sat Flow, veh/h 0 1821 189 1383 3469 1543
Grp Volume(v), veh/h 0 40 0 407 455 0
Grp Sat Flow(s),veh/h/ln 0 1821 0 1572 1734 1543
Q Serve(g_s), s 0.0 0.3 0.0 5.2 2.8 0.0
Cycle Q Clear(g_c), s 0.0 0.3 0.0 5.2 2.8 0.0
Prop In Lane 0.00 0.88 1.00 1.00
Lane Grp Cap(c), veh/h 0 708 0 611 841 374
V/C Ratio(X) 0.00 0.06 0.00 0.67 0.54 0.00
Avail Cap(c_a), veh/h 0 3201 0 1314 2573 1145
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 0.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 0.0 4.7 0.0 6.2 8.1 0.0
Incr Delay (d2), s/veh 0.0 0.0 0.0 1.3 0.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 0.1 0.0 0.9 0.7 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 4.7 0.0 7.4 8.6 0.0
LnGrp LOS A A A A A A
Approach Vol, veh/h 40 407 455
Approach Delay, s/veh 4.7 7.4 8.6
Approach LOS A A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 14.0 10.4 0.0 14.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 42.9 18.1 18.0 20.4
Max Q Clear Time (g_c+I1), s 2.3 4.8 0.0 7.2
Green Ext Time (p_c), s 0.2 1.4 0.0 2.3
Intersection Summary
HCM 6th Ctrl Delay 7.9
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

Wohl Bayfront SP Opening Year 2026 w/100% Proj
21: Bay Blvd & Marina Pkwy/J St Timing Plan: AM PEAK
OYWPAM_100.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 164.5
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 533 151 363 306 121 137 232 288 26 100 7 Future Vol, veh/h 6 533 151 363 306 121 137 232 288 26 100 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 7 599 170 408 344 136 154 261 324 29 112 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 128.7 91.6 318 24.8

HCM LOS F F F C

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 45% 0% 100% 54% 0% 100% 46% 0% 93%
Vol Right, % 0% 55% 0% 0% 46% 0% 0% 54% 0% 7%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 137 520 6 355 329 363 204 223 26 107 LT Vol 137 0 6 0 0 363 0 0 26 0
Through Vol 0 232 0 355 178 0 204 102 0 100
RT Vol 0 288 0 0 151 0 0 121 0 7
Lane Flow Rate 154 584 7 399 369 408 229 251 29 120
Geometry Grp 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.509 1.789 0.021 1.186 1.065 1.214 0.651 0.685 0.106 0.419 Departure Headway (Hd) 12.675 11.766 13.25 12.72 12.379 12.326 11.796 11.394 14.453 13.882 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 286 316 272 287 295 298 309 321 249 261
Service Time 10.375 9.466 10.95 10.42 10.079 10.026 9.496 9.094 12.153 11.582 HCM Lane V/C Ratio 0.538 1.848 0.026 1.39 1.251 1.369 0.741 0.782 0.116 0.46 HCM Control Delay 27.8 394.4 16.2 149.7 108.1 158.3 34.1 35.6 18.9 26.2 HCM Lane LOS D F C F F F D E C D
HCM 95th-tile Q 2.7 35.9 0.1 15 12 16.1 4.2 4.7 0.4 2
"i tf+ "i tf+
Wohl Bayfront SP Opening Year 2026 w/100% Proj
22: I-5 SB Ramps & J St Timing Plan: AM PEAK
OYWPAM_100.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 1356 361 154 1854 0 436 0 388
Arrive On Green 0.00 0.35 0.35 0.09 0.54 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 8.4 8.6 5.1 5.6 0.0 11.3 0.0 10.7
Cycle Q Clear(g_c), s 0.0 8.4 8.6 5.1 5.6 0.0 11.3 0.0 10.7 Prop In Lane 0.00 0.64 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1151 567 154 1854 0 436 0 388
V/C Ratio(X) 0.00 0.53 0.54 1.61 0.32 0.00 0.83 0.00 0.79 Avail Cap(c_a), veh/h 0 1765 870 154 2495 0 500 0 445
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 26.1 7.5 0.0 20.3 0.0 20.1 Incr Delay (d2), s/veh 0.0 0.6 1.4 303.3 0.2 0.0 10.0 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 0.0 2.9 3.0 15.0 1.7 0.0 5.3 0.0 9.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 15.6 16.4 329.4 7.6 0.0 30.3 0.0 28.6 LnGrp LOS A B B F A A C A C
Approach Vol, veh/h 913 851 669
Approach Delay, s/veh 15.8 101.8 29.5
Approach LOS B F C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 36.8 20.5 10.8 26.0
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 7.6 13.3 7.1 10.6
Green Ext Time (p_c), s 7.6 1.1 0.0 9.3
Intersection Summary
HCM 6th Ctrl Delay 49.7
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Wohl Bayfront SP Opening Year 2026 w/100% Proj
23: I-5 NB Ramps & J St Timing Plan: AM PEAK
OYWPAM_100.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 137 1923 0 0 737 545 436 7 394
Arrive On Green 0.08 0.56 0.00 0.00 0.39 0.39 0.26 0.26 0.26 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/ln1734 1730 0 0 1730 1569 1736 0 1543 Q Serve(g_s), s 5.1 7.9 0.0 0.0 21.3 21.4 5.9 0.0 16.0
Cycle Q Clear(g_c), s 5.1 7.9 0.0 0.0 21.3 21.4 5.9 0.0 16.0 Prop In Lane 1.00 0.00 0.00 0.89 0.98 1.00
Lane Grp Cap(c), veh/h 137 1923 0 0 673 610 443 0 394
V/C Ratio(X) 2.47 0.39 0.00 0.00 0.90 0.90 0.43 0.00 0.98 Avail Cap(c_a), veh/h 137 1944 0 0 683 619 443 0 394
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 29.8 8.1 0.0 0.0 18.6 18.6 20.1 0.0 23.9 Incr Delay (d2), s/veh 682.6 0.2 0.0 0.0 15.4 17.2 0.2 0.0 39.7 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 28.0 2.5 0.0 0.0 10.4 9.8 2.3 0.0 9.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 712.3 8.4 0.0 0.0 34.0 35.8 20.3 0.0 63.5 LnGrp LOS F A A A C D C A E
Approach Vol, veh/h 1086 1157 575
Approach Delay, s/veh 227.5 34.9 49.3
Approach LOS F C D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 10.8 31.2 22.6 42.0
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 7.1 23.4 18.0 9.9
Green Ext Time (p_c), s 0.0 1.7 0.0 9.0
Intersection Summary
HCM 6th Ctrl Delay 112.0
HCM 6th LOS F
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
24: Oaklawn Ave & J St Timing Plan: AM PEAK
OYWPAM_100.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh28.8
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 43 729 16 11 707 7 123 24 9 19 14 31 Future Vol, veh/h 43 729 16 11 707 7 123 24 9 19 14 31
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 48 810 18 12 786 8 137 27 10 21 16 34
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 33.6 28.2 14.7 12.1

HCM LOS D D B B

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 79% 11% 0% 3% 0% 30%
Vol Thru, % 15% 89% 96% 97% 98% 22%
Vol Right, % 6% 0% 4% 0% 2% 48%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 156 408 381 365 361 64
LT Vol 123 43 0 11 0 19
Through Vol 24 365 365 354 354 14
RT Vol 9 0 16 0 7 31
Lane Flow Rate 173 453 423 405 401 71
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.36 0.85 0.784 0.765 0.754 0.151
Departure Headway (Hd) 7.473 6.757 6.673 6.804 6.775 7.622 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 480 534 537 527 529 468
Service Time 5.544 4.553 4.469 4.604 4.575 5.715
HCM Lane V/C Ratio 0.36 0.848 0.788 0.769 0.758 0.152
HCM Control Delay 14.7 37.1 29.8 28.6 27.7 12.1
HCM Lane LOS B E D D D B
HCM 95th-tile Q 1.6 8.9 7.2 6.8 6.5 0.5
+ff+
Wohl Bayfront SP Opening Year 2026 w/100% Proj
25: Broadway & J St Timing Plan: AM PEAK
OYWPAM_100.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/ln1734 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), s8.9 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. ~ tf+ ~ tf+ ~ tt .,,
Wohl Bayfront SP Opening Year 2026 w/100% Proj
26: Bay Blvd & L St Timing Plan: AM PEAK
OYWPAM_100.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh14.7
Intersection LOS B
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 177 331 207 183 206 177
Future Vol, veh/h 177 331 207 183 206 177
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 199 372 233 206 231 199
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 12.3 15.5 17

HCM LOS B C 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 207 183 177 166 166 206 177
LT Vol 0 0 177 0 0 206 0
Through Vol 207 0 0 0 0 0 177
RT Vol 0 183 0 166 166 0 0
Lane Flow Rate 233 206 199 186 186 231 199
Geometry Grp 8 8 7 7 7 8 8
Degree of Util (X) 0.482 0.386 0.42 0.33 0.239 0.509 0.409 Departure Headway (Hd) 7.467 6.752 7.606 6.384 4.619 7.914 7.405 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 484 533 475 567 783 456 487
Service Time 5.208 4.493 5.306 4.084 2.319 5.656 5.146
HCM Lane V/C Ratio 0.481 0.386 0.419 0.328 0.238 0.507 0.409 HCM Control Delay 17 13.7 15.7 12.2 8.8 18.6 15.2
HCM Lane LOS C B C B A C C
HCM 95th-tile Q 2.6 1.8 2 1.4 0.9 2.8 2
Wohl Bayfront SP Opening Year 2026 w/100% Proj
27: Industrial Blvd & L St Timing Plan: AM PEAK
OYWPAM_100.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) 35 186 131 91 325 2 184 16 173 4 14 7 Future Volume (veh/h) 35 186 131 91 325 2 184 16 173 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 49 262 185 128 458 3 259 23 244 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 94 752 336 177 935 6 580 34 448 152 320 135
Arrive On Green 0.05 0.22 0.22 0.10 0.27 0.27 0.29 0.29 0.29 0.29 0.29 0.29 Sat Flow, veh/h 1734 3460 1543 1734 3524 23 1309 116 1543 106 1100 464 Grp Volume(v), veh/h 49 262 185 128 225 236 282 0 244 36 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1817 1425 0 1543 1670 0 0 Q Serve(g_s), s 1.0 2.2 3.7 2.5 3.8 3.8 5.5 0.0 4.6 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.0 2.2 3.7 2.5 3.8 3.8 6.0 0.0 4.6 0.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.01 0.92 1.00 0.17 0.28
Lane Grp Cap(c), veh/h 94 752 336 177 459 482 613 0 448 606 0 0 V/C Ratio(X) 0.52 0.35 0.55 0.72 0.49 0.49 0.46 0.00 0.54 0.06 0.00 0.00 Avail Cap(c_a), veh/h 301 1799 802 426 1024 1076 1017 0 891 1059 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 15.9 11.5 12.0 15.1 10.7 10.7 10.8 0.0 10.4 8.9 0.0 0.0 Incr Delay (d2), s/veh 4.4 0.3 1.4 5.5 0.8 0.8 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 0.7 1.1 1.1 1.2 1.2 1.5 0.0 1.3 0.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.3 11.7 13.5 20.5 11.5 11.5 11.3 0.0 11.4 8.9 0.0 0.0 LnGrp LOS C B B C B B B A B A A A
Approach Vol, veh/h 496 589 526 36
Approach Delay, s/veh 13.2 13.5 11.4 8.9
Approach LOS B B B A
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 14.6 8.0 12.0 14.6 6.4 13.7
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 8.0 4.5 5.7 2.5 3.0 5.8
Green Ext Time (p_c), s 2.1 0.1 1.8 0.1 0.0 2.3
Intersection Summary
HCM 6th Ctrl Delay 12.6
HCM 6th LOS B
4 .,,
Wohl Bayfront SP Opening Year 2026 w/100% Proj
28: W Proj Dwy & G St Timing Plan: AM PEAK
OYWPAM_100.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 Opening Year 2026 w/100% Proj
29: Mid Proj Dwy & G St Timing Plan: AM PEAK
OYWPAM_100.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 15
Future Vol, veh/h 70 43 51 114 11 15
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 16

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 9.7

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 788 - - 1464 -
HCM Lane V/C Ratio 0.036 - - 0.038 -
HCM Control Delay (s) 9.7 - - 7.6 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0.1 -
Wohl Bayfront SP Opening Year 2026 w/100% Proj
30: E Proj Dwy & G St Timing Plan: AM PEAK
OYWPAM_100.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 17
Future Vol, veh/h 29 43 60 103 11 17
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 18

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) 837 - - 1519 -
HCM Lane V/C Ratio 0.036 - - 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 Opening Year 2026 w/100% Proj
31: H St & Proj Dwy Timing Plan: AM PEAK
OYWPAM_100.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 3.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 43 528 612 439 135 11
Future Vol, veh/h 43 528 612 439 135 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 47 574 665 477 147 12

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1142 0 - 0 1285 571
Stage 1 - - - - 904 -
Stage 2 - - - - 381 -
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 608 - - - 156 464
Stage 1 - - - - 355 -
Stage 2 - - - - 660 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 608 - - - ~ 144 464
Mov Cap-2 Maneuver - - - - 255 -
Stage 1 - - - - 328 -
Stage 2 - - - - 660 -

Approach EB WB SB
HCM Control Delay, s 0.9 0 34.8

HCM LOS D

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 608 - - - 255 464
HCM Lane V/C Ratio 0.077 - - - 0.575 0.026
HCM Control Delay (s) 11.4 - - - 36.6 13
HCM Lane LOS B - - - E B
HCM 95th %tile Q(veh) 0.2 - - - 3.3 0.1
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Wohl Bayfront SP Opening Year 2026 w/100% Proj
32: H St & Emp Proj Dwy Timing Plan: AM PEAK
OYWPAM_100.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 570 1004 188 0 47
Future Vol, veh/h 0 570 1004 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 0 620 1091 204 0 51

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 648
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 - - - 0 413
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 413
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0 0 14.9

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 413
HCM Lane V/C Ratio - - - 0.124
HCM Control Delay (s) - - - 14.9
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.4
----- tt tf+
Wohl Bayfront SP Opening Year 2026 w/100% Proj
33: Marina Pkwy & H St Timing Plan: AM PEAK
OYWPAM_100.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 64 311 264 130 361 322 138 155 207 174 309 109 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 2.0 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 2.0 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 64 311 264 130 361 322 138 0 362 174 0 418 V/C Ratio(X) 0.50 0.41 0.25 0.65 0.55 0.61 0.68 0.00 0.72 0.79 0.00 0.23 Avail Cap(c_a), veh/h 209 835 708 209 794 708 209 0 718 209 0 756 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 19.6 15.3 14.9 18.6 14.7 14.8 18.6 0.0 15.0 18.2 0.0 12.7 Incr Delay (d2), s/veh 5.8 0.9 0.5 5.3 1.3 1.8 5.7 0.0 2.7 15.8 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 1.9 0.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.4 16.2 15.4 24.0 16.0 16.7 24.2 0.0 17.7 34.0 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 17.2 17.7 19.4 25.4
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 11.6 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 19.0 5.0 18.0 5.0 19.0 5.0 18.0 Max Q Clear Time (g_c+I1), s 4.0 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 0.3 0.0 1.9 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 19.5
HCM 6th LOS B
t
t .,, "i "i
Wohl Bayfront SP Opening Year 2026 w/100% Proj
34: Marina Pkwy & Street C Timing Plan: AM PEAK
OYWPAM_100.syn Synchro 11 Report
02/14/2024
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 230 86 232 58 22 173
Future Volume (veh/h) 230 86 232 58 22 173
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 250 93 252 63 24 188
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 385 342 602 148 53 1472
Arrive On Green 0.22 0.22 0.22 0.22 0.03 0.43
Sat Flow, veh/h 1734 1543 2845 675 1734 3551
Grp Volume(v), veh/h 250 93 156 159 24 188
Grp Sat Flow(s),veh/h/ln1734 1543 1730 1700 1734 1730
Q Serve(g_s), s 3.3 1.3 2.0 2.1 0.3 0.8
Cycle Q Clear(g_c), s 3.3 1.3 2.0 2.1 0.3 0.8
Prop In Lane 1.00 1.00 0.40 1.00
Lane Grp Cap(c), veh/h 385 342 378 372 53 1472
V/C Ratio(X) 0.65 0.27 0.41 0.43 0.45 0.13
Avail Cap(c_a), veh/h 1223 1088 1254 1232 340 3796
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 9.0 8.2 8.6 8.6 12.2 4.5
Incr Delay (d2), s/veh 1.9 0.4 0.7 0.8 5.9 0.0
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 0.3 0.5 0.5 0.2 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.9 8.6 9.3 9.4 18.0 4.5
LnGrp LOS B A A A B A
Approach Vol, veh/h 343 315 212
Approach Delay, s/veh 10.3 9.3 6.0
Approach LOS B A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s5.3 10.1 15.4 10.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 18.5 28.0 18.0
Max Q Clear Time (g_c+I1), s 2.3 4.1 2.8 5.3
Green Ext Time (p_c), s 0.0 1.5 1.1 0.9
Intersection Summary
HCM 6th Ctrl Delay 8.9
HCM 6th LOS A
~ .,, tf+ ~ tt -----------
Wohl Bayfront SP Opening Year 2026 w/100% Proj
35: J St & Street A Timing Plan: AM PEAK
OYWPAM_100.syn Synchro 11 Report
02/14/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 7 462 397 58 230 29
Future Volume (veh/h) 7 462 397 58 230 29
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 8 502 432 63 250 32
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 19 1596 959 428 648 297
Arrive On Green 0.01 0.46 0.28 0.28 0.19 0.19
Sat Flow, veh/h 1734 3551 3551 1543 3365 1543
Grp Volume(v), veh/h 8 502 432 63 250 32
Grp Sat Flow(s),veh/h/ln1734 1730 1730 1543 1682 1543
Q Serve(g_s), s 0.1 2.4 2.7 0.8 1.7 0.4
Cycle Q Clear(g_c), s 0.1 2.4 2.7 0.8 1.7 0.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 19 1596 959 428 648 297
V/C Ratio(X) 0.43 0.31 0.45 0.15 0.39 0.11
Avail Cap(c_a), veh/h 334 2397 2397 1069 2331 1069
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 12.8 4.4 7.8 7.1 9.2 8.7
Incr Delay (d2), s/veh 14.7 0.1 0.3 0.2 0.4 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 0.1 0.3 0.6 0.2 0.4 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.4 4.5 8.1 7.2 9.5 8.8
LnGrp LOS C A A A A A
Approach Vol, veh/h 510 495 282
Approach Delay, s/veh 4.9 8.0 9.4
Approach LOS A A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 16.5 9.5 4.8 11.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 5.0 18.0
Max Q Clear Time (g_c+I1), s 4.4 3.7 2.1 4.7
Green Ext Time (p_c), s 2.8 0.8 0.0 2.5
Intersection Summary
HCM 6th Ctrl Delay 7.1
HCM 6th LOS A
Wohl Bayfront SP Opening Year 2026 w/100% Proj
36: PA-A Proj Dwy & G St Timing Plan: AM PEAK
OYWPAM_100.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 4.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 41 0 181 163 0 45
Future Vol, veh/h 41 0 181 163 0 45
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 0 197 177 0 49

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 45 0 616 45
Stage 1 - - - - 45 -
Stage 2 - - - - 571 -
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 - 454 1025
Stage 1 - - - - 977 -
Stage 2 - - - - 565 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1563 - 390 1025
Mov Cap-2 Maneuver - - - - 390 -
Stage 1 - - - - 977 -
Stage 2 - - - - 486 -

Approach EB WB NB
HCM Control Delay, s 0 4 8.7

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1025 - - 1563 -
HCM Lane V/C Ratio 0.048 - - 0.126 -
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 Opening Year 2026 w/100% Proj
37: H St & PA-A Proj Dwy Timing Plan: AM PEAK
OYWPAM_100.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 303 720 321 0 80
Future Vol, veh/h 0 303 720 321 0 80
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 0 329 783 349 0 87

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 566
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 - - - 0 467
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 467
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0 0 14.5

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 467
HCM Lane V/C Ratio - - - 0.186
HCM Control Delay (s) - - - 14.5
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.7
----- tt tf+
Wohl Bayfront SP Opening Year 2026 w/100% Proj
1: Bay Blvd/I-5 SB Ramps & E St Timing Plan: PM PEAK
OYWPPM_100.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) 0 104 16 65 66 28 11 0 569 795 607 24 Future Volume (veh/h) 0 104 16 65 66 28 11 0 569 795 607 24 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 0 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 108 17 68 69 29 11 0 593 742 752 25 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 2 2 0 2 2 2 2
Cap, veh/h 0 649 290 227 160 67 0 0 0 779 787 26
Arrive On Green 0.00 0.19 0.19 0.13 0.13 0.13 0.00 0.00 0.00 0.45 0.45 0.45 Sat Flow, veh/h 0 3551 1543 1734 1217 512 0 1734 1752 58 Grp Volume(v), veh/h 0 108 17 68 0 98 0.0 742 0 777
Grp Sat Flow(s),veh/h/ln 0 1730 1543 1734 0 1729 1734 0 1811 Q Serve(g_s), s 0.0 1.9 0.7 2.6 0.0 3.8 30.4 0.0 30.5
Cycle Q Clear(g_c), s 0.0 1.9 0.7 2.6 0.0 3.8 30.4 0.0 30.5 Prop In Lane 0.00 1.00 1.00 0.30 1.00 0.03
Lane Grp Cap(c), veh/h 0 649 290 227 0 227 779 0 814
V/C Ratio(X) 0.00 0.17 0.06 0.30 0.00 0.43 0.95 0.00 0.96 Avail Cap(c_a), veh/h 0 1403 626 576 0 574 788 0 823
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 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 25.1 24.6 29.0 0.0 29.5 19.5 0.0 19.6 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.3 0.0 0.5 20.8 0.0 20.8 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 0.8 0.2 1.1 0.0 1.6 15.4 0.0 16.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 25.2 24.6 29.2 0.0 30.0 40.4 0.0 40.4 LnGrp LOS A C C C A C D A D
Approach Vol, veh/h 125 166 1519
Approach Delay, s/veh 25.1 29.7 40.4
Approach LOS C C D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 18.9 39.6 15.2
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 3.9 32.5 5.8
Green Ext Time (p_c), s 0.4 0.6 0.4
Intersection Summary
HCM 6th Ctrl Delay 38.3
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. t
++ .,, "i + "i .,, "i 4+
Wohl Bayfront SP Opening Year 2026 w/100% Proj
2: I-5 NB Ramps & E St Timing Plan: PM PEAK
OYWPPM_100.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/ln1682 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. 4+ .,, -------~
Wohl Bayfront SP Opening Year 2026 w/100% Proj
3: Woodlawn Ave & E St Timing Plan: PM PEAK
OYWPPM_100.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) 15 993 89 49 714 19 106 2 32 12 8 7 Future Volume (veh/h) 15 993 89 49 714 19 106 2 32 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 1257 113 62 904 24 134 3 41 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 441 2215 199 297 2418 64 210 3 276 53 33 17
Arrive On Green 0.02 0.69 0.69 0.03 0.70 0.70 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1734 3211 288 1734 3443 91 870 19 1543 71 186 93 Grp Volume(v), veh/h 19 676 694 62 454 474 137 0 41 34 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1769 1734 1730 1805 889 0 1543 350 0 0 Q Serve(g_s), s 0.4 25.8 26.0 1.4 13.8 13.8 0.0 0.0 2.9 0.4 0.0 0.0 Cycle Q Clear(g_c), s 0.4 25.8 26.0 1.4 13.8 13.8 20.8 0.0 2.9 21.2 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 441 1194 1221 297 1215 1267 214 0 276 102 0 0 V/C Ratio(X) 0.04 0.57 0.57 0.21 0.37 0.37 0.64 0.00 0.15 0.33 0.00 0.00 Avail Cap(c_a), veh/h 626 1194 1221 460 1215 1267 291 0 361 186 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) 0.85 0.85 0.85 0.74 0.74 0.74 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 6.3 10.3 10.3 8.5 7.8 7.8 52.4 0.0 45.0 46.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.7 1.6 0.3 0.7 0.6 3.2 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 0.2 9.8 10.1 0.5 5.1 5.3 4.6 0.0 1.1 1.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.3 11.9 11.9 8.7 8.5 8.4 55.6 0.0 45.3 47.9 0.0 0.0 LnGrp LOS A B B A A A E A D D A A
Approach Vol, veh/h 1389 990 178 34
Approach Delay, s/veh 11.8 8.5 53.2 47.9
Approach LOS B A D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s7.8 94.4 27.8 6.2 96.0 27.8
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 3.4 28.0 23.2 2.4 15.8 22.8 Green Ext Time (p_c), s 0.1 13.6 0.0 0.0 7.4 0.5
Intersection Summary
HCM 6th Ctrl Delay 13.9
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ~ tf+
Wohl Bayfront SP Opening Year 2026 w/100% Proj
4: Broadway & E St Timing Plan: PM PEAK
OYWPPM_100.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) 271 493 256 76 337 91 150 386 67 62 436 287 Future Volume (veh/h) 271 493 256 76 337 91 150 386 67 62 436 287 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 327 594 308 92 406 110 181 465 81 75 525 346 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 315 912 473 116 806 216 208 937 162 95 875 390 Arrive On Green 0.18 0.41 0.41 0.02 0.10 0.10 0.12 0.32 0.32 0.05 0.25 0.25 Sat Flow, veh/h 1734 2204 1142 1734 2698 723 1734 2949 511 1734 3460 1543 Grp Volume(v), veh/h 327 466 436 92 259 257 181 272 274 75 525 346 Grp Sat Flow(s),veh/h/ln1734 1730 1616 1734 1730 1691 1734 1730 1729 1734 1730 1543 Q Serve(g_s), s 21.8 26.0 26.0 6.3 17.0 17.3 12.3 15.3 15.4 5.1 16.0 25.9 Cycle Q Clear(g_c), s 21.8 26.0 26.0 6.3 17.0 17.3 12.3 15.3 15.4 5.1 16.0 25.9 Prop In Lane 1.00 0.71 1.00 0.43 1.00 0.30 1.00 1.00
Lane Grp Cap(c), veh/h 315 716 669 116 517 505 208 550 550 95 875 390 V/C Ratio(X) 1.04 0.65 0.65 0.80 0.50 0.51 0.87 0.49 0.50 0.79 0.60 0.89 Avail Cap(c_a), veh/h 315 716 669 243 517 505 272 550 550 272 934 417 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) 0.82 0.82 0.82 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 28.2 28.2 57.9 45.6 45.7 51.9 33.1 33.2 56.0 39.5 43.2 Incr Delay (d2), s/veh 56.0 3.8 4.0 4.5 3.3 3.5 14.3 0.8 0.8 5.3 1.2 19.8 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 14.3 11.4 10.7 3.0 8.4 8.4 6.2 6.5 6.6 2.4 7.0 12.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 105.1 32.0 32.3 62.3 48.9 49.2 66.2 33.9 34.0 61.3 40.7 63.0 LnGrp LOS F C C E D D E C C E D E
Approach Vol, veh/h 1229 608 727 946
Approach Delay, s/veh 51.5 51.1 42.0 50.5
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.2 54.3 18.6 35.0 26.0 40.5 10.8 42.7 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 8.3 28.0 14.3 27.9 23.8 19.3 7.1 17.4 Green Ext Time (p_c), s 0.1 3.8 0.1 2.5 0.0 3.0 0.1 4.0 Intersection Summary
HCM 6th Ctrl Delay 49.2
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 Opening Year 2026 w/100% Proj
5: Fifth Ave & E St Timing Plan: PM PEAK
OYWPPM_100.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) 39 545 41 35 447 50 23 83 40 11 83 53 Future Volume (veh/h) 39 545 41 35 447 50 23 83 40 11 83 53 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 52 727 55 47 596 67 31 111 53 15 111 71 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 67 2315 175 60 2215 248 59 141 62 42 144 87
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 3260 247 1734 3136 352 174 998 437 71 1022 616 Grp Volume(v), veh/h 52 386 396 47 328 335 195 0 0 197 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1777 1734 1730 1758 1609 0 0 1709 0 0 Q Serve(g_s), s 3.5 0.0 0.0 3.2 0.0 0.0 0.9 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.5 0.0 0.0 3.2 0.0 0.0 14.2 0.0 0.0 13.3 0.0 0.0 Prop In Lane 1.00 0.14 1.00 0.20 0.16 0.27 0.08 0.36
Lane Grp Cap(c), veh/h 67 1228 1261 60 1222 1241 262 0 0 274 0 0 V/C Ratio(X) 0.78 0.31 0.31 0.78 0.27 0.27 0.74 0.00 0.00 0.72 0.00 0.00 Avail Cap(c_a), veh/h 228 1228 1261 228 1222 1241 389 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) 0.70 0.70 0.70 0.90 0.90 0.90 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 54.9 0.0 0.0 55.4 0.0 0.0 50.2 0.0 0.0 50.0 0.0 0.0 Incr Delay (d2), s/veh 13.0 0.5 0.5 17.8 0.5 0.5 4.2 0.0 0.0 3.6 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 1.7 0.2 0.2 6.0 0.0 0.0 6.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.9 0.5 0.5 73.2 0.5 0.5 54.4 0.0 0.0 53.6 0.0 0.0 LnGrp LOS E A A E A A D A A D A A
Approach Vol, veh/h 834 710 195 197
Approach Delay, s/veh 4.7 5.3 54.4 53.6
Approach LOS A A D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s8.4 90.1 21.5 8.8 89.7 21.5
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 5.2 2.0 15.3 5.5 2.0 16.2
Green Ext Time (p_c), s 0.0 5.9 0.8 0.1 4.8 0.7
Intersection Summary
HCM 6th Ctrl Delay 14.9
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Wohl Bayfront SP Opening Year 2026 w/100% Proj
6: Fourth Ave & E St Timing Plan: PM PEAK
OYWPPM_100.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) 92 438 95 111 369 122 112 603 83 128 615 75 Future Volume (veh/h) 92 438 95 111 369 122 112 603 83 128 615 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 102 487 106 123 410 136 124 670 92 142 683 83 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 434 1238 268 387 1140 374 150 789 108 168 931 415 Arrive On Green 0.02 0.14 0.14 0.06 0.45 0.45 0.09 0.26 0.26 0.10 0.27 0.27 Sat Flow, veh/h 1734 2829 612 1734 2560 840 1734 3057 419 1734 3460 1543 Grp Volume(v), veh/h 102 297 296 123 276 270 124 379 383 142 683 83 Grp Sat Flow(s),veh/h/ln1734 1730 1711 1734 1730 1670 1734 1730 1746 1734 1730 1543 Q Serve(g_s), s 3.8 18.7 18.9 4.6 12.6 12.9 8.4 25.0 25.0 9.7 21.6 5.0 Cycle Q Clear(g_c), s 3.8 18.7 18.9 4.6 12.6 12.9 8.4 25.0 25.0 9.7 21.6 5.0 Prop In Lane 1.00 0.36 1.00 0.50 1.00 0.24 1.00 1.00
Lane Grp Cap(c), veh/h 434 757 749 387 771 744 150 447 451 168 931 415 V/C Ratio(X) 0.24 0.39 0.40 0.32 0.36 0.36 0.83 0.85 0.85 0.84 0.73 0.20 Avail Cap(c_a), veh/h 565 757 749 505 771 744 272 535 540 272 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 18.1 36.8 36.9 18.3 21.9 22.0 53.9 42.3 42.3 53.3 39.9 33.9 Incr Delay (d2), s/veh 0.1 1.4 1.5 0.2 1.3 1.4 4.4 11.0 11.1 6.4 2.4 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 1.6 9.0 9.0 1.9 5.4 5.3 3.9 12.0 12.1 4.5 9.5 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.2 38.3 38.4 18.5 23.2 23.4 58.3 53.3 53.4 59.7 42.4 34.2 LnGrp LOS B D D B C C E D D E D C
Approach Vol, veh/h 695 669 886 908
Approach Delay, s/veh 35.4 22.4 54.0 44.3
Approach LOS D C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.8 57.4 14.6 37.2 9.9 58.4 15.9 35.9 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 * 15 31.1 * 19 37.1 * 15 31.1 * 19 37.1 Max Q Clear Time (g_c+I1), s 6.6 20.9 10.4 23.6 5.8 14.9 11.7 27.0 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 40.4
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 Opening Year 2026 w/100% Proj
7: Bay Blvd & F St Timing Plan: PM PEAK
OYWPPM_100.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh40.8
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 343 65 220 142 30 81 6 115 115 301 323 25 Future Vol, veh/h 343 65 220 142 30 81 6 115 115 301 323 25 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 377 71 242 156 33 89 7 126 126 331 355 27
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 47.5 18.9 26.4 48.2

HCM LOS E C D E

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 90% 0% 100% 0%
Vol Thru, % 0% 50% 0% 23% 10% 16% 0% 93%
Vol Right, % 0% 50% 0% 77% 0% 84% 0% 7%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 6 230 343 285 157 96 301 348
LT Vol 6 0 343 0 142 0 301 0
Through Vol 0 115 0 65 15 15 0 323
RT Vol 0 115 0 220 0 81 0 25
Lane Flow Rate 7 253 377 313 173 105 331 382
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 0.018 0.638 0.95 0.696 0.474 0.258 0.832 0.901 Departure Headway (Hd) 9.981 9.093 9.077 7.998 9.893 8.803 9.051 8.481 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 357 394 400 451 362 406 400 424
Service Time 7.781 6.892 6.857 5.777 7.687 6.595 6.834 6.263 HCM Lane V/C Ratio 0.02 0.642 0.943 0.694 0.478 0.259 0.828 0.901 HCM Control Delay 13 26.7 64.2 27.3 21.4 14.7 43.7 52
HCM Lane LOS B D F D C B E F
HCM 95th-tile Q 0.1 4.3 10.7 5.2 2.5 1 7.7 9.6
+ff+ ., f+ ., f+
Wohl Bayfront SP Opening Year 2026 w/100% Proj
8: F St & Woodlawn Ave Timing Plan: PM PEAK
OYWPPM_100.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh12.3
Intersection LOS B
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 32 473 233 117 105 20
Future Vol, veh/h 32 473 233 117 105 20
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 38 556 274 138 124 24
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 13.7 10.7 11.2

HCM LOS B B B

Lane EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 17% 0% 0% 0% 84%
Vol Thru, % 83% 100% 100% 40% 0%
Vol Right, % 0% 0% 0% 60% 16%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 190 315 155 195 125
LT Vol 32 0 0 0 105
Through Vol 158 315 155 78 0
RT Vol 0 0 0 117 20
Lane Flow Rate 223 371 183 229 147
Geometry Grp 7 7 7 7 2
Degree of Util (X) 0.346 0.567 0.29 0.336 0.25
Departure Headway (Hd) 5.588 5.502 5.705 5.28 6.123
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 647 660 630 682 587
Service Time 3.288 3.202 3.43 3.004 4.154
HCM Lane V/C Ratio 0.345 0.562 0.29 0.336 0.25
HCM Control Delay 11.2 15.2 10.8 10.7 11.2
HCM Lane LOS B C B B B
HCM 95th-tile Q 1.5 3.6 1.2 1.5 1
Wohl Bayfront SP Opening Year 2026 w/100% Proj
9: Broadway & F St Timing Plan: PM PEAK
OYWPPM_100.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) 65 255 205 86 225 35 99 477 89 41 584 58 Future Volume (veh/h) 65 255 205 86 225 35 99 477 89 41 584 58 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 71 280 225 95 247 38 109 524 98 45 642 64 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 91 887 690 118 1491 226 133 827 154 58 765 76 Arrive On Green 0.05 0.48 0.48 0.07 0.49 0.49 0.08 0.28 0.28 0.03 0.24 0.24 Sat Flow, veh/h 1734 1851 1441 1734 3012 457 1734 2911 542 1734 3178 316 Grp Volume(v), veh/h 71 261 244 95 141 144 109 311 311 45 349 357 Grp Sat Flow(s),veh/h/ln1734 1730 1562 1734 1730 1739 1734 1730 1724 1734 1730 1764 Q Serve(g_s), s 5.3 12.0 12.5 7.0 5.8 6.0 8.0 20.4 20.5 3.3 25.0 25.0 Cycle Q Clear(g_c), s 5.3 12.0 12.5 7.0 5.8 6.0 8.0 20.4 20.5 3.3 25.0 25.0 Prop In Lane 1.00 0.92 1.00 0.26 1.00 0.31 1.00 0.18
Lane Grp Cap(c), veh/h 91 829 748 118 856 861 133 492 490 58 416 425 V/C Ratio(X) 0.78 0.32 0.33 0.80 0.16 0.17 0.82 0.63 0.64 0.78 0.84 0.84 Avail Cap(c_a), veh/h 237 829 748 237 856 861 237 631 628 211 604 616 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 0.81 0.81 0.81 0.72 0.72 0.72 Uniform Delay (d), s/veh 60.9 20.8 20.9 59.7 18.0 18.1 59.1 40.6 40.7 62.4 47.0 47.0 Incr Delay (d2), s/veh 13.7 1.0 1.2 12.0 0.4 0.4 9.5 1.1 1.1 14.9 5.1 5.1 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 2.7 5.1 4.8 3.5 2.4 2.5 3.9 8.8 8.9 1.7 11.3 11.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.6 21.8 22.1 71.7 18.5 18.5 68.6 41.7 41.8 77.2 52.1 52.1 LnGrp LOS E C C E B B E D D E D D
Approach Vol, veh/h 576 380 731 751
Approach Delay, s/veh 28.4 31.8 45.7 53.6
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.0 66.9 14.2 35.9 11.0 68.9 8.5 41.5 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 9.0 14.5 10.0 27.0 7.3 8.0 5.3 22.5 Green Ext Time (p_c), s 0.1 2.9 0.1 4.3 0.1 1.6 0.0 4.1 Intersection Summary
HCM 6th Ctrl Delay 41.9
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 Opening Year 2026 w/100% Proj
11: Bay Blvd & G St Timing Plan: PM PEAK
OYWPPM_100.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 69.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 245 177 144 79 668 72
Future Vol, veh/h 245 177 144 79 668 72
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 272 197 160 88 742 80

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1190 782 822 0 - 0
Stage 1 782 - - - - -
Stage 2 408 - - - - -
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 ~ 207 394 807 - - -
Stage 1 451 - - - - -
Stage 2 671 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 164 394 807 - - -
Mov Cap-2 Maneuver ~ 164 - - - - -
Stage 1 357 - - - - -
Stage 2 671 - - - - -

Approach EB NB SB
HCM Control Delay, s 225.3 6.8 0

HCM LOS F

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 807 - 164 394 - -
HCM Lane V/C Ratio 0.198 - 1.66 0.499 - -
HCM Control Delay (s) 10.6 0$ 371.5 22.9 - -
HCM Lane LOS B A F C - -
HCM 95th %tile Q(veh) 0.7 - 18.9 2.7 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Wohl Bayfront SP Opening Year 2026 w/100% Proj
12: Bay Blvd & H St Timing Plan: PM PEAK
OYWPPM_100.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 0 531 73 22 1091 54 134 308 220 452 439 108
Arrive On Green 0.00 0.17 0.17 0.65 0.65 0.65 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 0 3146 421 69 3371 168 910 988 706 1314 1411 347 Grp Volume(v), veh/h 0 595 602 524 0 469 73 0 84 342 0 486 Grp Sat Flow(s),veh/h/ln 0 1730 1745 1818 0 1791 910 0 1694 1314 0 1759 Q Serve(g_s), s 0.0 13.9 13.9 19.2 0.0 15.5 3.9 0.0 2.9 20.4 0.0 21.0 Cycle Q Clear(g_c), s 0.0 13.9 13.9 19.2 0.0 15.5 24.9 0.0 2.9 23.3 0.0 21.0 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 0 301 303 588 0 580 134 0 527 452 0 547 V/C Ratio(X) 0.00 1.98 1.98 0.89 0.00 0.81 0.55 0.00 0.16 0.76 0.00 0.89 Avail Cap(c_a), veh/h 0 301 303 588 0 580 134 0 527 452 0 547 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 0.95 0.00 0.95 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 33.0 33.1 12.9 0.0 12.3 38.8 0.0 20.0 28.4 0.0 26.2 Incr Delay (d2), s/veh 0.0 452.8 454.6 17.4 0.0 11.1 2.6 0.0 0.1 6.5 0.0 15.8 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 43.4 44.0 6.7 0.0 5.2 1.5 0.0 1.1 6.9 0.0 10.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 485.8 487.7 30.3 0.0 23.4 41.4 0.0 20.0 34.9 0.0 42.0 LnGrp LOS A F F C A C D A C C A D
Approach Vol, veh/h 1197 993 157 828
Approach Delay, s/veh 486.8 27.0 30.0 39.0
Approach LOS F C C D
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 31.0 30.0 19.0 30.0
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 21.2 25.3 15.9 26.9
Green Ext Time (p_c), s 2.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 203.6
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green. 4'~ -- "i "i
Wohl Bayfront SP Opening Year 2026 w/100% Proj
13: I-5 SB Ramps & H St Timing Plan: PM PEAK
OYWPPM_100.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) 0 784 421 367 433 0 0 0 0 378 1 473 Future Volume (veh/h) 0 784 421 367 433 0 0 0 0 378 1 473 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 0 891 478 417 492 0 615 0 341
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 1495 696 379 2153 0 868 0 386
Arrive On Green 0.00 0.45 0.45 0.11 0.62 0.00 0.25 0.00 0.25 Sat Flow, veh/h 0 3478 1543 3365 3551 0 3469 0 1543
Grp Volume(v), veh/h 0 891 478 417 492 0 615 0 341
Grp Sat Flow(s),veh/h/ln 0 1657 1543 1682 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 16.1 19.7 9.0 5.0 0.0 12.9 0.0 17.0 Cycle Q Clear(g_c), s 0.0 16.1 19.7 9.0 5.0 0.0 12.9 0.0 17.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1495 696 379 2153 0 868 0 386
V/C Ratio(X) 0.00 0.60 0.69 1.10 0.23 0.00 0.71 0.00 0.88 Avail Cap(c_a), veh/h 0 1495 696 379 2153 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 0.60 0.60 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 16.5 17.5 35.5 6.7 0.0 27.3 0.0 28.9 Incr Delay (d2), s/veh 0.0 0.2 0.5 66.9 0.1 0.0 2.3 0.0 18.8 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 5.7 6.6 7.1 1.6 0.0 5.4 0.0 15.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 16.6 18.0 102.4 6.8 0.0 29.7 0.0 47.7 LnGrp LOS A B B F A A C A D
Approach Vol, veh/h 1369 909 956
Approach Delay, s/veh 17.1 50.6 36.1
Approach LOS B D D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 54.9 25.1 13.7 41.2
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 7.0 19.0 11.0 21.7
Green Ext Time (p_c), s 2.4 1.0 0.0 5.7
Intersection Summary
HCM 6th Ctrl Delay 32.1
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 Opening Year 2026 w/100% Proj
14: I-5 NB Ramps & H St Timing Plan: PM PEAK
OYWPPM_100.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 328 2085 0 0 779 584 344 0 613
Arrive On Green 0.10 0.60 0.00 0.00 0.41 0.41 0.20 0.00 0.20 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/ln1682 1730 0 0 1730 1567 1734 0 1543 Q Serve(g_s), s 5.0 5.5 0.0 0.0 15.3 15.4 3.6 0.0 7.2
Cycle Q Clear(g_c), s 5.0 5.5 0.0 0.0 15.3 15.4 3.6 0.0 7.2 Prop In Lane 1.00 0.00 0.00 0.90 1.00 1.00
Lane Grp Cap(c), veh/h 328 2085 0 0 716 648 344 0 613
V/C Ratio(X) 1.87 0.35 0.00 0.00 0.82 0.82 0.40 0.00 0.75 Avail Cap(c_a), veh/h 328 2482 0 0 914 828 609 0 1083
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 23.2 5.1 0.0 0.0 13.3 13.3 17.9 0.0 19.4 Incr Delay (d2), s/veh 404.0 0.0 0.0 0.0 3.6 4.0 0.3 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 %ile BackOfQ(50%),veh/ln 20.2 1.3 0.0 0.0 5.5 5.1 1.3 0.0 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 427.2 5.2 0.0 0.0 16.9 17.4 18.2 0.0 20.1 LnGrp LOS F A A A B B B A C
Approach Vol, veh/h 1349 1114 599
Approach Delay, s/veh 197.2 17.1 19.6
Approach LOS F B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s9.7 26.3 15.3 36.0
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 17.4 9.2 7.5
Green Ext Time (p_c), s 0.0 3.8 1.0 3.7
Intersection Summary
HCM 6th Ctrl Delay 97.0
HCM 6th LOS F
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 Opening Year 2026 w/100% Proj
15: Woodlawn Ave & H St Timing Plan: PM PEAK
OYWPPM_100.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) 93 761 11 20 828 49 24 4 22 70 8 132 Future Volume (veh/h) 93 761 11 20 828 49 24 4 22 70 8 132 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 106 865 12 23 941 56 27 5 25 80 9 150 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 131 2358 33 31 2048 122 53 8 40 216 11 183
Arrive On Green 0.08 0.67 0.67 0.04 1.00 1.00 0.03 0.03 0.03 0.12 0.12 0.12 Sat Flow, veh/h 1734 3494 48 1734 3318 197 1734 264 1320 1734 88 1469 Grp Volume(v), veh/h 106 428 449 23 491 506 27 0 30 80 0 159 Grp Sat Flow(s),veh/h/ln1734 1730 1812 1734 1730 1786 1734 0 1584 1734 0 1557 Q Serve(g_s), s 7.2 12.8 12.8 1.6 0.0 0.0 1.8 0.0 2.2 5.1 0.0 12.0 Cycle Q Clear(g_c), s 7.2 12.8 12.8 1.6 0.0 0.0 1.8 0.0 2.2 5.1 0.0 12.0 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 131 1167 1223 31 1068 1102 53 0 48 216 0 194 V/C Ratio(X) 0.81 0.37 0.37 0.74 0.46 0.46 0.51 0.00 0.62 0.37 0.00 0.82 Avail Cap(c_a), veh/h 214 1167 1223 214 1068 1102 150 0 137 410 0 368 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) 0.93 0.93 0.93 0.94 0.94 0.94 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.6 8.4 8.4 57.6 0.0 0.0 57.3 0.0 57.5 48.2 0.0 51.2 Incr Delay (d2), s/veh 10.5 0.8 0.8 27.6 1.3 1.3 7.4 0.0 12.2 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 3.5 4.8 5.0 0.9 0.4 0.4 0.9 0.0 1.1 2.3 0.0 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 65.1 9.3 9.2 85.2 1.3 1.3 64.7 0.0 69.7 49.3 0.0 59.6 LnGrp LOS E A A F A A E A E D A E
Approach Vol, veh/h 983 1020 57 239
Approach Delay, s/veh 15.3 3.2 67.3 56.2
Approach LOS B A E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.3 85.9 19.5 13.3 79.0 8.3
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 3.6 14.8 14.0 9.2 2.0 4.2
Green Ext Time (p_c), s 0.0 6.5 1.0 0.1 8.2 0.1
Intersection Summary
HCM 6th Ctrl Delay 15.5
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 Opening Year 2026 w/100% Proj
16: Oaklawn Ave & H St Timing Plan: PM PEAK
OYWPPM_100.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) 32 814 29 12 754 48 10 3 13 24 5 31 Future Volume (veh/h) 32 814 29 12 754 48 10 3 13 24 5 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 36 925 33 14 857 55 11 3 15 27 6 35 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 45 1047 37 798 2466 158 13 4 18 35 8 45
Arrive On Green 0.05 0.61 0.61 0.46 0.75 0.75 0.02 0.02 0.02 0.05 0.05 0.05 Sat Flow, veh/h 1734 3408 122 1734 3301 212 621 169 847 650 144 843 Grp Volume(v), veh/h 36 470 488 14 449 463 29 0 0 68 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 2.5 27.5 27.5 0.5 10.6 10.6 2.1 0.0 0.0 4.9 0.0 0.0 Cycle Q Clear(g_c), s 2.5 27.5 27.5 0.5 10.6 10.6 2.1 0.0 0.0 4.9 0.0 0.0 Prop In Lane 1.00 0.07 1.00 0.12 0.38 0.52 0.40 0.51
Lane Grp Cap(c), veh/h 45 532 553 798 1292 1332 35 0 0 87 0 0 V/C Ratio(X) 0.80 0.88 0.88 0.02 0.35 0.35 0.83 0.00 0.00 0.78 0.00 0.00 Avail Cap(c_a), veh/h 214 693 721 798 1292 1332 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) 0.92 0.92 0.92 0.85 0.85 0.85 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 56.6 21.3 21.3 17.7 5.2 5.2 58.5 0.0 0.0 56.1 0.0 0.0 Incr Delay (d2), s/veh 10.3 17.6 17.1 0.0 0.6 0.6 16.5 0.0 0.0 5.6 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 9.9 10.2 0.2 3.6 3.7 1.0 0.0 0.0 2.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.8 38.9 38.4 17.7 5.8 5.8 75.0 0.0 0.0 61.8 0.0 0.0 LnGrp LOS E D D B A A E A A E A A
Approach Vol, veh/h 994 926 29 68
Approach Delay, s/veh 39.7 6.0 75.0 61.8
Approach LOS D A E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 60.1 41.8 11.0 7.3 94.5 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 29.5 6.9 4.5 12.6 4.1
Green Ext Time (p_c), s 0.0 7.4 0.2 0.0 8.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 25.5
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 Opening Year 2026 w/100% Proj
17: Broadway & H St Timing Plan: PM PEAK
OYWPPM_100.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) 154 449 234 230 535 82 239 467 169 135 579 129 Future Volume (veh/h) 154 449 234 230 535 82 239 467 169 135 579 129 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 173 504 263 258 601 92 269 525 190 152 651 145 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 231 1548 690 314 1420 217 325 899 545 208 779 454 Arrive On Green 0.07 0.45 0.45 0.19 0.94 0.94 0.19 0.52 0.52 0.06 0.23 0.23 Sat Flow, veh/h 3365 3460 1543 3365 3009 460 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 173 504 263 258 345 348 269 525 190 152 651 145 Grp Sat Flow(s),veh/h/ln1682 1730 1543 1682 1730 1738 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 6.6 12.2 14.8 9.6 2.4 2.4 10.0 13.6 8.9 5.8 23.3 9.5 Cycle Q Clear(g_c), s 6.6 12.2 14.8 9.6 2.4 2.4 10.0 13.6 8.9 5.8 23.3 9.5 Prop In Lane 1.00 1.00 1.00 0.26 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 231 1548 690 314 816 820 325 899 545 208 779 454 V/C Ratio(X) 0.75 0.33 0.38 0.82 0.42 0.42 0.83 0.58 0.35 0.73 0.84 0.32 Avail Cap(c_a), veh/h 512 1548 690 512 816 820 512 1049 612 461 995 550 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) 0.93 0.93 0.93 0.88 0.88 0.88 0.74 0.74 0.74 0.56 0.56 0.56 Uniform Delay (d), s/veh 59.4 23.2 23.9 51.8 2.0 2.0 51.4 26.4 19.5 59.9 48.1 35.8 Incr Delay (d2), s/veh 4.5 0.5 1.5 4.9 1.4 1.4 4.8 0.5 0.3 2.8 2.9 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 2.9 5.1 5.7 3.9 0.9 0.9 4.1 4.6 2.8 2.5 10.4 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.9 23.8 25.4 56.7 3.4 3.4 56.2 26.8 19.8 62.7 51.0 36.0 LnGrp LOS E C C E A A E C B E D D
Approach Vol, veh/h 940 951 984 948
Approach Delay, s/veh 31.6 17.9 33.5 50.5
Approach LOS C B C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 16.3 63.1 16.7 33.9 13.1 66.2 12.2 38.4 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 11.6 16.8 12.0 25.3 8.6 4.4 7.8 15.6 Green Ext Time (p_c), s 0.5 4.2 0.6 3.9 0.4 4.8 0.3 4.4 Intersection Summary
HCM 6th Ctrl Delay 33.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Wohl Bayfront SP Opening Year 2026 w/100% Proj
18: Fifth Ave & H St Timing Plan: PM PEAK
OYWPPM_100.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) 40 559 44 97 730 64 62 36 110 109 48 89 Future Volume (veh/h) 40 559 44 97 730 64 62 36 110 109 48 89 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 50 699 55 121 912 80 78 45 138 136 60 111 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 64 2009 896 143 2016 177 99 194 164 161 258 219 Arrive On Green 0.07 1.00 1.00 0.17 1.00 1.00 0.06 0.11 0.11 0.09 0.14 0.14 Sat Flow, veh/h 1734 3460 1543 1734 3218 282 1734 1821 1543 1734 1821 1543 Grp Volume(v), veh/h 50 699 55 121 490 502 78 45 138 136 60 111 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1770 1734 1821 1543 1734 1821 1543 Q Serve(g_s), s 3.7 0.0 0.0 8.8 0.0 0.0 5.8 2.9 11.4 10.0 3.8 8.6 Cycle Q Clear(g_c), s 3.7 0.0 0.0 8.8 0.0 0.0 5.8 2.9 11.4 10.0 3.8 8.6 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 64 2009 896 143 1084 1109 99 194 164 161 258 219 V/C Ratio(X) 0.78 0.35 0.06 0.84 0.45 0.45 0.79 0.23 0.84 0.85 0.23 0.51 Avail Cap(c_a), veh/h 251 2009 896 251 1084 1109 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) 0.93 0.93 0.93 0.77 0.77 0.77 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.7 0.0 0.0 53.4 0.0 0.0 60.5 53.2 57.0 58.1 49.5 51.6 Incr Delay (d2), s/veh 7.1 0.4 0.1 4.0 1.1 1.0 12.9 0.6 12.2 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 3.7 0.3 0.3 2.9 1.4 5.0 4.6 1.8 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.9 0.4 0.1 57.4 1.1 1.0 73.4 53.8 69.2 62.7 49.9 53.4 LnGrp LOS E A A E A A E D E E D D
Approach Vol, veh/h 804 1113 261 307
Approach Delay, s/veh 4.6 7.2 67.8 56.8
Approach LOS A A E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.9 80.4 11.6 23.0 9.0 86.4 16.3 18.4 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 10.8 2.0 7.8 10.6 5.7 2.0 12.0 13.4 Green Ext Time (p_c), s 0.1 7.3 0.1 0.5 0.0 10.3 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 Opening Year 2026 w/100% Proj
19: Fourth Ave & H St Timing Plan: PM PEAK
OYWPPM_100.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) 140 561 112 100 640 143 105 453 64 139 701 179 Future Volume (veh/h) 140 561 112 100 640 143 105 453 64 139 701 179 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 154 616 123 110 703 157 115 498 70 153 770 197 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 208 1370 273 162 1302 291 140 707 99 179 881 393 Arrive On Green 0.12 0.95 0.95 0.05 0.46 0.46 0.08 0.23 0.23 0.10 0.25 0.25 Sat Flow, veh/h 3365 2875 573 3365 2811 627 1734 3048 427 1734 3460 1543 Grp Volume(v), veh/h 154 370 369 110 433 427 115 282 286 153 770 197 Grp Sat Flow(s),veh/h/ln1682 1730 1718 1682 1730 1708 1734 1730 1744 1734 1730 1543 Q Serve(g_s), s 5.7 2.3 2.3 4.2 23.3 23.3 8.5 19.4 19.6 11.3 27.7 14.2 Cycle Q Clear(g_c), s 5.7 2.3 2.3 4.2 23.3 23.3 8.5 19.4 19.6 11.3 27.7 14.2 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 208 825 819 162 801 791 140 402 405 179 881 393 V/C Ratio(X) 0.74 0.45 0.45 0.68 0.54 0.54 0.82 0.70 0.71 0.86 0.87 0.50 Avail Cap(c_a), veh/h 461 825 819 461 801 791 251 494 498 251 987 440 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) 0.90 0.90 0.90 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.0 1.6 1.6 60.9 25.0 25.0 58.9 45.8 45.9 57.4 46.5 41.4 Incr Delay (d2), s/veh 4.7 1.6 1.6 4.9 2.6 2.6 11.3 3.4 3.5 18.2 8.1 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 0.9 0.9 1.9 10.0 9.9 4.1 8.7 8.8 5.8 12.8 5.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.6 3.2 3.3 65.7 27.6 27.6 70.2 49.2 49.3 75.5 54.6 42.4 LnGrp LOS E A A E C C E D D E D D
Approach Vol, veh/h 893 970 683 1120
Approach Delay, s/veh 13.1 31.9 52.8 55.3
Approach LOS B C D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.5 66.9 14.7 38.0 12.2 65.1 17.6 35.1 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 6.2 4.3 10.5 29.7 7.7 25.3 13.3 21.6 Green Ext Time (p_c), s 0.2 5.0 0.2 3.4 0.3 4.4 0.2 3.0 Intersection Summary
HCM 6th Ctrl Delay 38.4
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 Opening Year 2026 w/100% Proj
20: Marina Wy/J St & Marina Pkwy Timing Plan: PM PEAK
OYWPPM_100.syn Synchro 11 Report
02/14/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 13 35 72 519 418 16
Future Volume (veh/h) 13 35 72 519 418 16
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 14 38 78 564 470 0
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 0 902 95 684 778 346
Arrive On Green 0.00 0.50 0.50 0.50 0.22 0.00
Sat Flow, veh/h 0 1821 191 1381 3469 1543
Grp Volume(v), veh/h 0 38 0 642 470 0
Grp Sat Flow(s),veh/h/ln 0 1821 0 1572 1734 1543
Q Serve(g_s), s 0.0 0.3 0.0 11.2 3.9 0.0
Cycle Q Clear(g_c), s 0.0 0.3 0.0 11.2 3.9 0.0
Prop In Lane 0.00 0.88 1.00 1.00
Lane Grp Cap(c), veh/h 0 902 0 779 778 346
V/C Ratio(X) 0.00 0.04 0.00 0.82 0.60 0.00
Avail Cap(c_a), veh/h 0 2434 0 999 1956 870
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 0.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 0.0 4.2 0.0 6.9 11.2 0.0
Incr Delay (d2), s/veh 0.0 0.0 0.0 4.5 0.8 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 0.1 0.0 2.7 1.2 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 4.2 0.0 11.4 11.9 0.0
LnGrp LOS A A A B B A
Approach Vol, veh/h 38 642 470
Approach Delay, s/veh 4.2 11.4 11.9
Approach LOS A B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 20.4 11.7 0.0 20.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 42.9 18.1 18.0 20.4
Max Q Clear Time (g_c+I1), s 2.3 5.9 0.0 13.2
Green Ext Time (p_c), s 0.2 1.4 0.0 2.7
Intersection Summary
HCM 6th Ctrl Delay 11.4
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Wohl Bayfront SP Opening Year 2026 w/100% Proj
21: Bay Blvd & J St Timing Plan: PM PEAK
OYWPPM_100.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 105.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 455 155 71 632 51 201 91 102 207 323 17 Future Vol, veh/h 11 455 155 71 632 51 201 91 102 207 323 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 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 11 460 157 72 638 52 203 92 103 209 326 17
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 89.9 152.5 43.6 103.7

HCM LOS F F E F

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 47% 0% 100% 49% 0% 100% 81% 0% 95%
Vol Right, % 0% 53% 0% 0% 51% 0% 0% 19% 0% 5%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 201 193 11 303 307 71 421 262 207 340 LT Vol 201 0 11 0 0 71 0 0 207 0
Through Vol 0 91 0 303 152 0 421 211 0 323
RT Vol 0 102 0 0 155 0 0 51 0 17
Lane Flow Rate 203 195 11 306 310 72 426 264 209 343
Geometry Grp 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.742 0.665 0.038 1.009 0.99 0.246 1.403 0.862 0.734 1.156 Departure Headway (Hd) 14.038 13.135 13.494 12.962 12.586 12.952 12.421 12.276 13.306 12.752 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 260 277 267 282 291 279 298 296 274 288
Service Time 11.738 10.835 11.194 10.662 10.286 10.652 10.121 9.976 11.006 10.452 HCM Lane V/C Ratio 0.781 0.704 0.041 1.085 1.065 0.258 1.43 0.892 0.763 1.191 HCM Control Delay 48.4 38.5 16.7 94.4 88 19.8 232.5 59.6 45.5 139.2 HCM Lane LOS E E C F F C F F E F
HCM 95th-tile Q 5.3 4.3 0.1 10.4 10.1 0.9 21.6 7.5 5.2 14.2 "i tf+ "i tf+
Wohl Bayfront SP Opening Year 2026 w/100% Proj
22: I-5 SB Ramps & J St Timing Plan: PM PEAK
OYWPPM_100.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 1169 417 152 1759 0 489 2 436
Arrive On Green 0.00 0.32 0.32 0.09 0.51 0.00 0.28 0.28 0.28 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 8.0 8.3 5.1 5.0 0.0 16.5 0.0 9.7
Cycle Q Clear(g_c), s 0.0 8.0 8.3 5.1 5.0 0.0 16.5 0.0 9.7 Prop In Lane 0.00 0.81 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1072 514 152 1759 0 490 0 436
V/C Ratio(X) 0.00 0.52 0.54 1.97 0.29 0.00 1.09 0.00 0.67 Avail Cap(c_a), veh/h 0 1732 830 152 2448 0 490 0 436
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 16.1 16.2 26.6 8.3 0.0 20.9 0.0 18.5 Incr Delay (d2), s/veh 0.0 0.7 1.5 457.9 0.2 0.0 68.3 0.0 3.9 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 2.8 2.9 21.3 1.6 0.0 15.3 0.0 8.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 16.8 17.6 484.5 8.5 0.0 89.3 0.0 22.4 LnGrp LOS A B B F A A F A C
Approach Vol, veh/h 835 815 827
Approach Delay, s/veh 17.1 182.5 65.7
Approach LOS B F E
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 35.8 22.6 10.8 25.0
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 7.0 18.5 7.1 10.3
Green Ext Time (p_c), s 6.4 0.0 0.0 8.6
Intersection Summary
HCM 6th Ctrl Delay 87.7
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Wohl Bayfront SP Opening Year 2026 w/100% Proj
23: I-5 NB Ramps & J St Timing Plan: PM PEAK
OYWPPM_100.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 153 1993 0 0 765 524 367 3 329
Arrive On Green 0.09 0.58 0.00 0.00 0.39 0.39 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/ln1734 1730 0 0 1730 1579 1735 0 1543 Q Serve(g_s), s 5.1 9.3 0.0 0.0 15.1 15.1 7.3 0.0 9.6
Cycle Q Clear(g_c), s 5.1 9.3 0.0 0.0 15.1 15.1 7.3 0.0 9.6 Prop In Lane 1.00 0.00 0.00 0.85 0.99 1.00
Lane Grp Cap(c), veh/h 153 1993 0 0 674 615 370 0 329
V/C Ratio(X) 1.57 0.48 0.00 0.00 0.77 0.77 0.65 0.00 0.82 Avail Cap(c_a), veh/h 153 2169 0 0 762 695 494 0 440
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 26.4 7.2 0.0 0.0 15.4 15.4 20.8 0.0 21.7 Incr Delay (d2), s/veh 286.1 0.3 0.0 0.0 5.0 5.5 0.7 0.0 6.5 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 14.1 2.7 0.0 0.0 6.0 5.6 2.8 0.0 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 312.5 7.5 0.0 0.0 20.4 20.8 21.5 0.0 28.2 LnGrp LOS F A A A C C C A C
Approach Vol, veh/h 1194 989 509
Approach Delay, s/veh 68.8 20.6 25.0
Approach LOS E C C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 10.8 28.7 18.4 39.5
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 7.1 17.1 11.6 11.3
Green Ext Time (p_c), s 0.0 5.5 0.7 11.5
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. "i ++ --
Wohl Bayfront SP Opening Year 2026 w/100% Proj
24: Oaklawn Ave & J St Timing Plan: PM PEAK
OYWPPM_100.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh26.6
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 30 871 37 21 722 15 50 6 14 9 10 44
Future Vol, veh/h 30 871 37 21 722 15 50 6 14 9 10 44
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 31 907 39 22 752 16 52 6 15 9 10 46
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 32 22.6 11.6 11

HCM LOS D C B B

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 71% 6% 0% 5% 0% 14%
Vol Thru, % 9% 94% 92% 95% 96% 16%
Vol Right, % 20% 0% 8% 0% 4% 70%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 70 466 473 382 376 63
LT Vol 50 30 0 21 0 9
Through Vol 6 436 436 361 361 10
RT Vol 14 0 37 0 15 44
Lane Flow Rate 73 485 492 398 392 66
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.147 0.83 0.83 0.706 0.688 0.126
Departure Headway (Hd) 7.281 6.159 6.071 6.385 6.328 6.91 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 492 587 596 565 568 518
Service Time 5.331 3.919 3.831 4.151 4.095 4.958
HCM Lane V/C Ratio 0.148 0.826 0.826 0.704 0.69 0.127
HCM Control Delay 11.6 32.2 31.8 23.2 22 11
HCM Lane LOS B D D C C B
HCM 95th-tile Q 0.5 8.6 8.7 5.6 5.3 0.4
+ff+
Wohl Bayfront SP Opening Year 2026 w/100% Proj
25: Broadway & J St Timing Plan: PM PEAK
OYWPPM_100.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 170 639 208 103 675 62 159 1007 128 393 1608 717 Arrive On Green 0.10 0.25 0.25 0.06 0.21 0.21 0.09 0.33 0.33 0.23 0.46 0.46 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/ln1734 1730 1671 1734 1730 1768 1734 1730 1750 1734 1730 1543 Q Serve(g_s), s 10.7 32.4 32.4 6.1 22.4 22.5 9.8 24.8 24.8 3.6 21.6 9.1 Cycle Q Clear(g_c), s 10.7 32.4 32.4 6.1 22.4 22.5 9.8 24.8 24.8 3.6 21.6 9.1 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 170 431 416 103 364 372 159 564 571 393 1608 717 V/C Ratio(X) 0.85 1.02 1.02 0.80 0.85 0.85 0.84 0.68 0.68 0.15 0.51 0.25 Avail Cap(c_a), veh/h 278 431 416 278 431 441 558 564 571 393 1608 717 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 57.7 48.8 48.8 60.4 49.4 49.4 58.1 37.9 37.9 40.2 24.4 21.1 Incr Delay (d2), s/veh 6.8 49.1 50.2 5.2 13.2 13.3 4.5 6.4 6.3 0.0 0.8 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 5.0 19.8 19.2 2.8 11.0 11.3 4.5 11.5 11.6 1.6 9.0 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.5 97.9 99.0 65.6 62.5 62.7 62.6 44.2 44.2 40.3 25.2 21.7 LnGrp LOS E F F E E E E D D D C C
Approach Vol, veh/h 1012 710 901 1059
Approach Delay, s/veh 93.6 62.9 46.9 25.5
Approach LOS F E D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.9 37.0 16.1 65.0 16.9 32.0 34.1 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 8.1 34.4 11.8 23.6 12.7 24.5 5.6 26.8 Green Ext Time (p_c), s 0.1 0.0 0.2 0.0 0.1 2.4 0.0 5.2 Intersection Summary
HCM 6th Ctrl Delay 56.7
HCM 6th LOS E
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 Opening Year 2026 w/100% Proj
26: Bay Blvd & L St Timing Plan: PM PEAK
OYWPPM_100.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 166.1
Intersection LOS F
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 357 210 122 783 285 229
Future Vol, veh/h 357 210 122 783 285 229
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 380 223 130 833 303 244
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 35.3 324.7 31.2

HCM LOS E F D

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 122 783 357 105 105 285 229
LT Vol 0 0 357 0 0 285 0
Through Vol 122 0 0 0 0 0 229
RT Vol 0 783 0 105 105 0 0
Lane Flow Rate 130 833 380 112 112 303 244
Geometry Grp 8 8 7 7 7 8 8
Degree of Util (X) 0.302 1.768 0.869 0.219 0.165 0.744 0.564 Departure Headway (Hd) 8.363 7.643 9.204 7.957 6.154 10.099 9.576 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 428 475 395 455 586 361 380
Service Time 6.146 5.426 6.904 5.657 3.854 7.799 7.276
HCM Lane V/C Ratio 0.304 1.754 0.962 0.246 0.191 0.839 0.642 HCM Control Delay 14.8 373 49.3 12.9 10.1 37 24
HCM Lane LOS B F E B B E C
HCM 95th-tile Q 1.3 50.8 8.5 0.8 0.6 5.8 3.3
Wohl Bayfront SP Opening Year 2026 w/100% Proj
27: Industrial Blvd & L St Timing Plan: PM PEAK
OYWPPM_100.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) 4 736 354 263 500 8 75 5 239 3 7 6 Future Volume (veh/h) 4 736 354 263 500 8 75 5 239 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 1037 499 370 704 11 106 7 337 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 1148 512 272 1675 26 476 27 406 116 231 154 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 3487 54 1324 104 1543 143 880 585 Grp Volume(v), veh/h 6 1037 499 370 349 366 113 0 337 22 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1811 1428 0 1543 1608 0 0 Q Serve(g_s), s 0.2 15.5 17.3 8.5 7.1 7.1 2.8 0.0 11.2 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.2 15.5 17.3 8.5 7.1 7.1 3.3 0.0 11.2 0.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.03 0.94 1.00 0.18 0.36
Lane Grp Cap(c), veh/h 14 1148 512 272 831 870 504 0 406 501 0 0 V/C Ratio(X) 0.43 0.90 0.97 1.36 0.42 0.42 0.22 0.00 0.83 0.04 0.00 0.00 Avail Cap(c_a), veh/h 192 1148 512 272 831 870 654 0 569 661 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 26.8 17.3 17.9 22.9 9.2 9.2 15.9 0.0 18.9 14.9 0.0 0.0 Incr Delay (d2), s/veh 20.0 10.1 33.2 184.8 0.3 0.3 0.2 0.0 7.2 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 6.9 10.0 17.1 2.2 2.3 1.0 0.0 4.4 0.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.8 27.4 51.1 207.7 9.5 9.5 16.2 0.0 26.0 15.0 0.0 0.0 LnGrp LOS D C D F A A B A C B A A
Approach Vol, veh/h 1542 1085 450 22
Approach Delay, s/veh 35.2 77.1 23.6 15.0
Approach LOS D E C B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 18.8 13.0 22.5 18.8 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 13.2 10.5 19.3 2.5 2.2 9.1 Green Ext Time (p_c), s 1.1 0.0 0.0 0.0 0.0 3.4
Intersection Summary
HCM 6th Ctrl Delay 48.0
HCM 6th LOS D
4 .,,
Wohl Bayfront SP Opening Year 2026 w/100% Proj
28: W Proj Dwy & G St Timing Plan: PM PEAK
OYWPPM_100.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 Opening Year 2026 w/100% Proj
29: Mid Proj Dwy & G St Timing Plan: PM PEAK
OYWPPM_100.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 57
Future Vol, veh/h 117 11 13 69 43 57
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 62

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) 833 - - 1445 -
HCM Lane V/C Ratio 0.13 - - 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 Opening Year 2026 w/100% Proj
30: E Proj Dwy & G St Timing Plan: PM PEAK
OYWPPM_100.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 112 11 15 26 43 66
Future Vol, veh/h 112 11 15 26 43 66
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 122 12 16 28 47 72

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 134 0 188 128
Stage 1 - - - - 128 -
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 - - 1451 - 801 922
Stage 1 - - - - 898 -
Stage 2 - - - - 963 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1451 - 792 922
Mov Cap-2 Maneuver - - - - 792 -
Stage 1 - - - - 898 -
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 - - 1451 -
HCM Lane V/C Ratio 0.137 - - 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 Opening Year 2026 w/100% Proj
31: H St & Proj Dwy Timing Plan: PM PEAK
OYWPPM_100.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 257.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 11 1030 1199 336 519 43
Future Vol, veh/h 11 1030 1199 336 519 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 1120 1303 365 564 47

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1668 0 - 0 2070 834
Stage 1 - - - - 1486 -
Stage 2 - - - - 584 -
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 381 - - - ~ 47 311
Stage 1 - - - - ~ 174 -
Stage 2 - - - - ~ 521 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 381 - - - ~ 46 311
Mov Cap-2 Maneuver - - - - ~ 131 -
Stage 1 - - - - ~ 169 -
Stage 2 - - - - ~ 521 -

Approach EB WB SB
HCM Control Delay, s 0.2 0 $ 1437.7

HCM LOS F

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 381 - - - 131 311
HCM Lane V/C Ratio 0.031 - - - 4.306 0.15
HCM Control Delay (s) 14.8 - - - $ 1555.3 18.6
HCM Lane LOS B - - - F C
HCM 95th %tile Q(veh) 0.1 - - - 57.8 0.5
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Wohl Bayfront SP Opening Year 2026 w/100% Proj
32: H St & Emp Proj Dwy Timing Plan: PM PEAK
OYWPPM_100.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 1.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 1174 1348 47 0 187
Future Vol, veh/h 0 1174 1348 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 1276 1465 51 0 203

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 758
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 - - - 0 350
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 350
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0 0 28.6

HCM LOS D

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 350
HCM Lane V/C Ratio - - - 0.581
HCM Control Delay (s) - - - 28.6
HCM Lane LOS - - - D
HCM 95th %tile Q(veh) - - - 3.5
----- tt tf+
Wohl Bayfront SP Opening Year 2026 w/100% Proj
33: Marina Pkwy & H St Timing Plan: PM PEAK
OYWPPM_100.syn Synchro 11 Report
04/21/2024
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 Opening Year 2026 w/100% Proj
34: Marina Pkwy & Street C Timing Plan: PM PEAK
OYWPPM_100.syn Synchro 11 Report
02/14/2024
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 97 36 295 227 85 293
Future Volume (veh/h) 97 36 295 227 85 293
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 105 39 321 247 92 318
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 207 184 595 448 157 1955
Arrive On Green 0.12 0.12 0.32 0.32 0.09 0.56
Sat Flow, veh/h 1734 1543 1972 1415 1734 3551
Grp Volume(v), veh/h 105 39 295 273 92 318
Grp Sat Flow(s),veh/h/ln1734 1543 1730 1566 1734 1730
Q Serve(g_s), s 1.6 0.7 4.0 4.1 1.5 1.3
Cycle Q Clear(g_c), s 1.6 0.7 4.0 4.1 1.5 1.3
Prop In Lane 1.00 1.00 0.90 1.00
Lane Grp Cap(c), veh/h 207 184 547 495 157 1955
V/C Ratio(X) 0.51 0.21 0.54 0.55 0.58 0.16
Avail Cap(c_a), veh/h 1095 975 1123 1017 304 3400
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 11.8 11.3 8.0 8.1 12.4 3.0
Incr Delay (d2), s/veh 1.9 0.6 0.8 1.0 3.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 0.2 1.0 1.0 0.6 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.7 11.9 8.9 9.0 15.9 3.0
LnGrp LOS B B A A B A
Approach Vol, veh/h 144 568 410
Approach Delay, s/veh 13.2 8.9 5.9
Approach LOS B A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s7.1 13.5 20.6 7.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 18.5 28.0 18.0
Max Q Clear Time (g_c+I1), s 3.5 6.1 3.3 3.6
Green Ext Time (p_c), s 0.0 2.9 2.1 0.3
Intersection Summary
HCM 6th Ctrl Delay 8.4
HCM 6th LOS A
~ .,, tf+ ~ tt -----------
Wohl Bayfront SP Opening Year 2026 w/100% Proj
35: J St & Street A Timing Plan: PM PEAK
OYWPPM_100.syn Synchro 11 Report
02/14/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 28 528 625 227 97 12
Future Volume (veh/h) 28 528 625 227 97 12
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 30 574 679 247 105 13
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 64 1879 1244 555 549 252
Arrive On Green 0.04 0.54 0.36 0.36 0.16 0.16
Sat Flow, veh/h 1734 3551 3551 1543 3365 1543
Grp Volume(v), veh/h 30 574 679 247 105 13
Grp Sat Flow(s),veh/h/ln1734 1730 1730 1543 1682 1543
Q Serve(g_s), s 0.5 2.8 4.8 3.7 0.8 0.2
Cycle Q Clear(g_c), s 0.5 2.8 4.8 3.7 0.8 0.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 64 1879 1244 555 549 252
V/C Ratio(X) 0.47 0.31 0.55 0.45 0.19 0.05
Avail Cap(c_a), veh/h 283 2032 2032 907 1976 907
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 14.5 3.8 7.8 7.5 11.1 10.8
Incr Delay (d2), s/veh 5.3 0.1 0.4 0.6 0.2 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 0.3 0.4 1.1 0.8 0.2 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.8 3.9 8.2 8.0 11.2 10.9
LnGrp LOS B A A A B B
Approach Vol, veh/h 604 926 118
Approach Delay, s/veh 4.7 8.2 11.2
Approach LOS A A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 21.1 9.5 5.6 15.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 5.0 18.0
Max Q Clear Time (g_c+I1), s 4.8 2.8 2.5 6.8
Green Ext Time (p_c), s 3.2 0.3 0.0 4.2
Intersection Summary
HCM 6th Ctrl Delay 7.1
HCM 6th LOS A
Wohl Bayfront SP Opening Year 2026 w/100% Proj
36: PA-A Proj Dwy & G St Timing Plan: PM PEAK
OYWPPM_100.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 5.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 162 0 46 40 0 180
Future Vol, veh/h 162 0 46 40 0 180
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 50 43 0 196

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 176 0 319 176
Stage 1 - - - - 176 -
Stage 2 - - - - 143 -
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 - 674 867
Stage 1 - - - - 855 -
Stage 2 - - - - 884 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1400 - 649 867
Mov Cap-2 Maneuver - - - - 649 -
Stage 1 - - - - 855 -
Stage 2 - - - - 851 -

Approach EB WB NB
HCM Control Delay, s 0 4.1 10.4

HCM LOS B

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 867 - - 1400 -
HCM Lane V/C Ratio 0.226 - - 0.036 -
HCM Control Delay (s) 10.4 - - 7.7 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.9 - - 0.1 -
Wohl Bayfront SP Opening Year 2026 w/100% Proj
37: H St & PA-A Proj Dwy Timing Plan: PM PEAK
OYWPPM_100.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 2.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 1193 478 81 0 320
Future Vol, veh/h 0 1193 478 81 0 320
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 1297 520 88 0 348

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 304
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 - - - 0 692
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 692
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0 0 15.3

HCM LOS C

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 692
HCM Lane V/C Ratio - - - 0.503
HCM Control Delay (s) - - - 15.3
HCM Lane LOS - - - C
HCM 95th %tile Q(veh) - - - 2.8
----- tt tf+
Wohl Bayfront SP Existing Plus 55% Proj
1: Bay Blvd/I-5 SB Ramps & E St Timing Plan: AM PEAK
EXWPAM_55.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 62 40 0 4 0 184 278 370 25 Future Volume (veh/h) 0 16 5 62 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 70 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 0 300 134 300 315 0 0 0 0 600 584 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 70 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 0 300 134 300 315 0 600 0 623
V/C Ratio(X) 0.00 0.06 0.04 0.23 0.14 0.00 0.52 0.00 0.71 Avail Cap(c_a), veh/h 0 2386 1064 980 1029 0 1340 0 1391 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 18.1 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 24 115 756
Approach Delay, s/veh 18.2 15.5 12.3
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 55% Proj
2: I-5 NB Ramps & E St Timing Plan: AM PEAK
EXWPAM_55.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 0 382 568 12 365 459 0 0 0 Future Volume (veh/h) 150 322 0 0 382 568 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 0 444 660 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 0 444 660 510 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 1104 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 55% Proj
3: Woodlawn Ave & E St Timing Plan: AM PEAK
EXWPAM_55.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 64 718 7 139 4 41 15 6 8 Future Volume (veh/h) 9 663 41 64 718 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 81 909 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 81 448 470 181 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 902 999 233 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 55% Proj
4: Broadway & E St Timing Plan: AM PEAK
EXWPAM_55.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 54 318 238 Future Volume (veh/h) 246 370 84 53 439 89 143 529 47 54 318 238 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 65 383 287 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 1318 296 82 963 194 199 926 83 83 767 342 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 65 383 287 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 21.2 4.4 11.6 21.3 Cycle Q Clear(g_c), s 19.8 1.7 1.7 4.4 20.9 21.0 11.7 21.1 21.2 4.4 11.6 21.3 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 315 813 802 82 580 576 199 499 510 83 767 342 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 315 813 802 243 580 576 272 499 510 272 934 417 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 0.57 0.57 0.57 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.6 2.0 2.0 58.4 44.7 44.8 52.2 37.9 37.9 56.5 40.9 44.7 Incr Delay (d2), s/veh 33.1 1.0 1.1 5.5 3.5 3.6 9.3 2.5 2.5 5.9 0.7 13.2 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 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 3.0 3.1 63.9 48.2 48.4 61.5 40.4 40.4 62.4 41.6 57.9 LnGrp LOS E A A E D D E D D E D E
Approach Vol, veh/h 843 700 866 735
Approach Delay, s/veh 26.8 49.7 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 61.0 18.0 31.2 26.0 44.9 10.0 39.2 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 23.3 21.8 23.0 6.4 23.2 Green Ext Time (p_c), s 0.0 5.3 0.1 3.3 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 55% Proj
5: Fifth Ave & E St Timing Plan: AM PEAK
EXWPAM_55.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 55% Proj
6: Fourth Ave & E St Timing Plan: AM PEAK
EXWPAM_55.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 55% Proj
7: Bay Blvd & F St Timing Plan: AM PEAK
EXWPAM_55.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh10.5
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 90 18 72 26 92 62 149 70 206
Future Vol, veh/h 9 8 9 90 18 72 26 92 62 149 70 206
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 99 20 79 29 101 68 164 77 226
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 9.4 10.2 10 11

HCM LOS A B A B

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 91% 0% 100% 0%
Vol Thru, % 0% 60% 0% 47% 9% 11% 0% 25%
Vol Right, % 0% 40% 0% 53% 0% 89% 0% 75%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 26 154 9 17 99 81 149 276
LT Vol 26 0 9 0 90 0 149 0
Through Vol 0 92 0 8 9 9 0 70
RT Vol 0 62 0 9 0 72 0 206
Lane Flow Rate 29 169 10 19 109 89 164 303
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 0.05 0.258 0.019 0.032 0.202 0.138 0.273 0.41 Departure Headway (Hd) 6.279 5.489 7.036 6.151 6.677 5.587 5.993 4.863 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 572 657 510 583 540 644 603 731
Service Time 3.999 3.209 4.76 3.875 4.393 3.303 3.693 2.662 HCM Lane V/C Ratio 0.051 0.257 0.02 0.033 0.202 0.138 0.272 0.415 HCM Control Delay 9.3 10.1 9.9 9.1 11.1 9.2 10.9 11.1
HCM Lane LOS A B A A B A B B
HCM 95th-tile Q 0.2 1 0.1 0.1 0.7 0.5 1.1 2
+ff+ ., f+ ., f+
Wohl Bayfront SP Existing Plus 55% Proj
8: F St & Woodlawn Ave Timing Plan: AM PEAK
EXWPAM_55.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 28 201 168 95 85 22
Future Vol, veh/h 28 201 168 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 33 236 198 112 100 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 8.9 9.5

HCM LOS A A A

Lane EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 29% 0% 0% 0% 79%
Vol Thru, % 71% 100% 100% 37% 0%
Vol Right, % 0% 0% 0% 63% 21%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 95 134 112 151 107
LT Vol 28 0 0 0 85
Through Vol 67 134 112 56 0
RT Vol 0 0 0 95 22
Lane Flow Rate 112 158 132 178 126
Geometry Grp 7 7 7 7 2
Degree of Util (X) 0.164 0.225 0.188 0.231 0.183
Departure Headway (Hd) 5.298 5.149 5.13 4.687 5.231
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 676 695 698 764 684
Service Time 3.041 2.892 2.87 2.427 3.277
HCM Lane V/C Ratio 0.166 0.227 0.189 0.233 0.184
HCM Control Delay 9.1 9.4 9.1 8.8 9.5
HCM Lane LOS A A A A A
HCM 95th-tile Q 0.6 0.9 0.7 0.9 0.7
Wohl Bayfront SP Existing Plus 55% Proj
9: Broadway & F St Timing Plan: AM PEAK
EXWPAM_55.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) 49 133 136 53 139 41 38 571 63 23 377 48 Future Volume (veh/h) 49 133 136 53 139 41 38 571 63 23 377 48 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 54 146 149 58 153 45 42 627 69 25 414 53 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 69 962 858 75 1485 423 54 740 81 33 690 88
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 2657 757 1734 3144 345 1734 3088 393 Grp Volume(v), veh/h 54 146 149 58 98 100 42 345 351 25 231 236 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1685 1734 1730 1759 1734 1730 1750 Q Serve(g_s), s 3.7 4.9 5.7 4.0 3.2 3.3 2.9 22.8 22.9 1.7 14.4 14.5 Cycle Q Clear(g_c), s 3.7 4.9 5.7 4.0 3.2 3.3 2.9 22.8 22.9 1.7 14.4 14.5 Prop In Lane 1.00 1.00 1.00 0.45 1.00 0.20 1.00 0.22
Lane Grp Cap(c), veh/h 69 962 858 75 967 942 54 408 414 33 387 391 V/C Ratio(X) 0.78 0.15 0.17 0.78 0.10 0.11 0.78 0.85 0.85 0.76 0.60 0.60 Avail Cap(c_a), veh/h 228 962 858 228 967 942 272 525 534 272 525 531 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 57.1 12.9 13.1 56.8 12.4 12.4 57.7 43.8 43.8 58.6 41.8 41.8 Incr Delay (d2), s/veh 16.7 0.3 0.4 15.7 0.2 0.2 14.2 6.4 6.5 25.8 1.2 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 1.9 2.0 2.1 2.1 1.3 1.3 1.5 10.5 10.7 1.0 6.3 6.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.8 13.3 13.5 72.6 12.6 12.6 72.0 50.2 50.3 84.4 43.0 43.1 LnGrp LOS E B B E B B E D D F D D
Approach Vol, veh/h 349 256 738 492
Approach Delay, s/veh 22.7 26.2 51.5 45.1
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 7.9 31.4 9.0 71.7 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 7.7 4.9 16.5 5.7 5.3 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 40.8
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 55% Proj
11: Bay Blvd & G St Timing Plan: AM PEAK
EXWPAM_55.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 1.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 31 17 21 152 101 121
Future Vol, veh/h 31 17 21 152 101 121
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 34 19 23 169 112 134

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 394 179 246 0 - 0
Stage 1 179 - - - - -
Stage 2 215 - - - - -
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 611 864 1320 - - -
Stage 1 852 - - - - -
Stage 2 821 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 599 864 1320 - - -
Mov Cap-2 Maneuver 599 - - - - -
Stage 1 836 - - - - -
Stage 2 821 - - - - -

Approach EB NB SB
HCM Control Delay, s 10.7 0.9 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1320 - 599 864 - -
HCM Lane V/C Ratio 0.018 - 0.058 0.022 - -
HCM Control Delay (s) 7.8 0 11.4 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 55% Proj
12: Bay Blvd & H St Timing Plan: AM PEAK
EXWPAM_55.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) 0 135 28 32 299 80 66 85 21 40 51 19 Future Volume (veh/h) 0 135 28 32 299 80 66 85 21 40 51 19 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 0 148 31 35 329 88 73 93 23 44 56 21 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 0 497 102 134 1292 362 201 175 43 170 157 59 Arrive On Green 0.00 0.17 0.17 0.51 0.51 0.51 0.12 0.12 0.12 0.12 0.12 0.12 Sat Flow, veh/h 0 2952 585 262 2530 710 1322 1410 349 1276 1262 473 Grp Volume(v), veh/h 0 88 91 242 0 210 73 0 116 44 0 77 Grp Sat Flow(s),veh/h/ln 0 1730 1716 1808 0 1693 1322 0 1758 1276 0 1736 Q Serve(g_s), s 0.0 3.5 3.7 6.0 0.0 5.5 4.3 0.0 4.9 2.7 0.0 3.3 Cycle Q Clear(g_c), s 0.0 3.5 3.7 6.0 0.0 5.5 7.5 0.0 4.9 7.6 0.0 3.3 Prop In Lane 0.00 0.34 0.14 0.42 1.00 0.20 1.00 0.27
Lane Grp Cap(c), veh/h 0 301 298 923 0 865 201 0 219 170 0 216 V/C Ratio(X) 0.00 0.29 0.30 0.26 0.00 0.24 0.36 0.00 0.53 0.26 0.00 0.36 Avail Cap(c_a), veh/h 0 301 298 923 0 865 448 0 547 408 0 540 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 28.8 28.8 11.1 0.0 10.9 35.5 0.0 32.8 36.4 0.0 32.1 Incr Delay (d2), s/veh 0.0 2.5 2.6 0.7 0.0 0.7 0.4 0.0 0.7 0.3 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 1.6 1.7 2.4 0.0 2.1 1.4 0.0 2.1 0.8 0.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 31.2 31.5 11.7 0.0 11.6 36.0 0.0 33.6 36.7 0.0 32.5 LnGrp LOS A C C B A B D A C D A C
Approach Vol, veh/h 179 452 189 121
Approach Delay, s/veh 31.4 11.7 34.5 34.0
Approach LOS C B C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 46.0 15.0 19.0 15.0
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 8.0 9.6 5.7 9.5
Green Ext Time (p_c), s 1.7 0.3 0.4 0.4
Intersection Summary
HCM 6th Ctrl Delay 22.9
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. +ft "i "i
Wohl Bayfront SP Existing Plus 55% Proj
13: I-5 SB Ramps & H St Timing Plan: AM PEAK
EXWPAM_55.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) 0 137 61 257 241 0 0 0 0 295 3 172 Future Volume (veh/h) 0 137 61 257 241 0 0 0 0 295 3 172 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 0 156 69 292 274 0 397 0 131
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 1922 770 369 2490 0 531 0 236
Arrive On Green 0.00 0.55 0.55 0.11 0.72 0.00 0.15 0.00 0.15 Sat Flow, veh/h 0 3651 1397 3365 3551 0 3469 0 1543
Grp Volume(v), veh/h 0 147 78 292 274 0 397 0 131
Grp Sat Flow(s),veh/h/ln 0 1657 1570 1682 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 1.7 1.9 6.8 1.9 0.0 8.8 0.0 6.3
Cycle Q Clear(g_c), s 0.0 1.7 1.9 6.8 1.9 0.0 8.8 0.0 6.3 Prop In Lane 0.00 0.89 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1827 865 369 2490 0 531 0 236
V/C Ratio(X) 0.00 0.08 0.09 0.79 0.11 0.00 0.75 0.00 0.55 Avail Cap(c_a), veh/h 0 1827 865 379 2490 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 0.96 0.96 0.84 0.84 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 8.4 8.5 34.7 3.4 0.0 32.4 0.0 31.4 Incr Delay (d2), s/veh 0.0 0.1 0.2 8.3 0.1 0.0 2.1 0.0 2.0 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 0.6 0.6 3.1 0.5 0.0 3.7 0.0 5.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 8.5 8.7 43.0 3.5 0.0 34.5 0.0 33.4 LnGrp LOS A A A D A A C A C
Approach Vol, veh/h 225 566 528
Approach Delay, s/veh 8.6 23.9 34.3
Approach LOS A C C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 62.7 17.3 13.5 49.2
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 3.9 10.8 8.8 3.9
Green Ext Time (p_c), s 1.3 1.5 0.0 1.0
Intersection Summary
HCM 6th Ctrl Delay 25.4
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 55% Proj
14: I-5 NB Ramps & H St Timing Plan: AM PEAK
EXWPAM_55.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) 85 346 0 0 365 325 135 28 391 0 0 0 Future Volume (veh/h) 85 346 0 0 365 325 135 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 90 368 0 0 388 346 106 0 477
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 267 1808 0 0 564 498 380 0 677
Arrive On Green 0.08 0.52 0.00 0.00 0.32 0.32 0.22 0.00 0.22 Sat Flow, veh/h 3365 3551 0 0 1830 1536 1734 0 3087
Grp Volume(v), veh/h 90 368 0 0 386 348 106 0 477
Grp Sat Flow(s),veh/h/ln1682 1730 0 0 1730 1545 1734 0 1543 Q Serve(g_s), s 1.0 2.2 0.0 0.0 7.7 7.8 2.0 0.0 5.6
Cycle Q Clear(g_c), s 1.0 2.2 0.0 0.0 7.7 7.8 2.0 0.0 5.6 Prop In Lane 1.00 0.00 0.00 0.99 1.00 1.00
Lane Grp Cap(c), veh/h 267 1808 0 0 561 501 380 0 677
V/C Ratio(X) 0.34 0.20 0.00 0.00 0.69 0.69 0.28 0.00 0.70 Avail Cap(c_a), veh/h 426 3222 0 0 1186 1059 790 0 1406 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 17.2 5.0 0.0 0.0 11.6 11.6 12.8 0.0 14.2 Incr Delay (d2), s/veh 0.3 0.0 0.0 0.0 0.6 0.7 0.1 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 0.3 0.5 0.0 0.0 2.4 2.1 0.7 0.0 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.5 5.1 0.0 0.0 12.2 12.3 13.0 0.0 14.7 LnGrp LOS B A A A B B B A B
Approach Vol, veh/h 458 734 583
Approach Delay, s/veh 7.5 12.2 14.4
Approach LOS A B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s7.8 17.9 13.8 25.8
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 3.0 9.8 7.6 4.2
Green Ext Time (p_c), s 0.0 3.0 1.0 1.7
Intersection Summary
HCM 6th Ctrl Delay 11.7
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. llj 4+ .,, -------~
Wohl Bayfront SP Existing Plus 55% Proj
15: Woodlawn Ave & H St Timing Plan: AM PEAK
EXWPAM_55.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) 65 664 4 17 540 60 22 7 12 66 7 131 Future Volume (veh/h) 65 664 4 17 540 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 74 755 5 19 614 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 1936 214 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 3141 347 1734 594 1040 1734 79 1476 Grp Volume(v), veh/h 74 371 389 19 338 344 25 0 22 75 0 157 Grp Sat Flow(s),veh/h/ln1734 1730 1817 1734 1730 1759 1734 0 1634 1734 0 1555 Q Serve(g_s), s 4.0 9.0 9.0 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 9.0 9.0 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 0.20 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 0.7 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 0.7 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 834 701 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 11.0 11.6 6.0 2.0 3.4
Green Ext Time (p_c), s 0.0 4.5 0.0 0.1 4.5 0.1
Intersection Summary
HCM 6th Ctrl Delay 17.7
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 55% Proj
16: Oaklawn Ave & H St Timing Plan: AM PEAK
EXWPAM_55.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) 19 705 18 6 513 33 20 12 21 21 19 35 Future Volume (veh/h) 19 705 18 6 513 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 22 801 20 7 583 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 32 898 22 744 2236 146 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 3298 215 630 384 658 463 424 772 Grp Volume(v), veh/h 22 402 419 7 305 316 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 20.0 20.0 0.2 6.6 6.7 3.5 0.0 0.0 4.9 0.0 0.0 Cycle Q Clear(g_c), s 1.2 20.0 20.0 0.2 6.6 6.7 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 32 450 470 744 1173 1208 77 0 0 111 0 0 V/C Ratio(X) 0.69 0.89 0.89 0.01 0.26 0.26 0.79 0.00 0.00 0.78 0.00 0.00 Avail Cap(c_a), veh/h 267 506 529 744 1173 1208 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 21.8 21.8 15.7 6.0 6.0 45.3 0.0 0.0 44.1 0.0 0.0 Incr Delay (d2), s/veh 8.8 21.7 21.0 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 8.2 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 43.5 42.8 15.7 6.6 6.5 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 843 628 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 46.1 29.9 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 22.0 6.9 3.2 8.7 5.5
Green Ext Time (p_c), s 0.0 3.0 0.2 0.0 4.6 0.1
Intersection Summary
HCM 6th Ctrl Delay 29.8
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 55% Proj
17: Broadway & H St Timing Plan: AM PEAK
EXWPAM_55.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) 130 442 99 145 337 98 150 524 157 79 432 93 Future Volume (veh/h) 130 442 99 145 337 98 150 524 157 79 432 93 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 146 497 111 163 379 110 169 589 176 89 485 104 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 206 1863 831 221 1441 413 228 709 418 141 620 371 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 146 497 111 163 245 244 169 589 176 89 485 104 Grp Sat Flow(s),veh/h/ln1682 1730 1543 1682 1730 1684 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.1 9.3 4.3 5.6 0.0 0.0 5.8 18.3 9.6 3.1 16.1 6.6 Cycle Q Clear(g_c), s 5.1 9.3 4.3 5.6 0.0 0.0 5.8 18.3 9.6 3.1 16.1 6.6 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 206 1863 831 221 939 914 228 709 418 141 620 371 V/C Ratio(X) 0.71 0.27 0.13 0.74 0.26 0.27 0.74 0.83 0.42 0.63 0.78 0.28 Avail Cap(c_a), veh/h 471 1863 831 471 939 914 499 1078 582 471 1050 563 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 55.3 14.9 13.8 51.1 0.0 0.0 50.9 33.5 26.3 56.6 47.0 37.1 Incr Delay (d2), s/veh 4.2 0.3 0.3 4.3 0.6 0.6 4.0 2.9 0.6 3.7 1.8 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 2.3 3.7 1.6 2.4 0.2 0.2 2.4 6.5 3.1 1.4 7.1 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.5 15.3 14.1 55.5 0.6 0.6 54.9 36.4 26.9 60.3 48.8 37.5 LnGrp LOS E B B E A A D D C E D D
Approach Vol, veh/h 754 652 934 678
Approach Delay, s/veh 23.6 14.3 38.0 48.6
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 69.5 12.3 26.1 11.5 70.0 9.2 29.2 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 7.8 18.1 7.1 2.0 5.1 20.3 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 55% Proj
18: Fifth Ave & H St Timing Plan: AM PEAK
EXWPAM_55.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 55% Proj
19: Fourth Ave & H St Timing Plan: AM PEAK
EXWPAM_55.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 55% Proj
20: Marina Wy & Marina Pkwy Timing Plan: AM PEAK
EXWPAM_55.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 55% Proj
21: Bay Blvd & Marina Pkwy/J St Timing Plan: AM PEAK
EXWPAM_55.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 37.6
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 82 23 362 118 60 43 137 288 18 85 7 Future Vol, veh/h 4 82 23 362 118 60 43 137 288 18 85 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 4 92 26 407 133 67 48 154 324 20 96 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 38.2 48.3 13.9

HCM LOS B E E 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% 32% 0% 100% 54% 0% 100% 40% 0% 92%
Vol Right, % 0% 68% 0% 0% 46% 0% 0% 60% 0% 8%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 43 425 4 55 50 362 79 99 18 92
LT Vol 43 0 4 0 0 362 0 0 18 0
Through Vol 0 137 0 55 27 0 79 39 0 85
RT Vol 0 288 0 0 23 0 0 60 0 7
Lane Flow Rate 48 478 4 61 57 407 88 112 20 103
Geometry Grp 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.108 0.936 0.012 0.152 0.134 0.907 0.185 0.22 0.052 0.247 Departure Headway (Hd) 8.035 7.057 9.4 8.881 8.549 8.03 7.517 7.084 9.169 8.607 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 445 511 379 402 417 451 476 504 389 416
Service Time 5.795 4.816 7.195 6.676 6.343 5.801 5.287 4.854 6.958 6.396 HCM Lane V/C Ratio 0.108 0.935 0.011 0.152 0.137 0.902 0.185 0.222 0.051 0.248 HCM Control Delay 11.8 52 12.3 13.3 12.7 51.1 12 11.9 12.5 14.2 HCM Lane LOS B F B B B F B B B B
HCM 95th-tile Q 0.4 11.5 0 0.5 0.5 10 0.7 0.8 0.2 1
"i tf+
Wohl Bayfront SP Existing Plus 55% Proj
22: I-5 SB Ramps & J St Timing Plan: AM PEAK
EXWPAM_55.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 1045 107 194 1608 0 465 0 413
Arrive On Green 0.00 0.23 0.23 0.11 0.46 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 3.5 3.6 5.1 2.9 0.0 8.6 0.0 6.4
Cycle Q Clear(g_c), s 0.0 3.5 3.6 5.1 2.9 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 0 755 396 194 1608 0 465 0 413
V/C Ratio(X) 0.00 0.39 0.40 1.28 0.23 0.00 0.76 0.00 0.60 Avail Cap(c_a), veh/h 0 2216 1162 194 3133 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 1.1 161.0 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 0.8 0.0 3.3 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 15.5 16.1 181.3 7.4 0.0 19.2 0.0 16.0 LnGrp LOS A B B F A A B A B
Approach Vol, veh/h 458 619 603
Approach Delay, s/veh 15.7 77.4 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 4.9 10.6 7.1 5.6
Green Ext Time (p_c), s 4.4 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 55% Proj
23: I-5 NB Ramps & J St Timing Plan: AM PEAK
EXWPAM_55.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) 101 544 0 0 451 447 111 3 351 0 0 0 Future Volume (veh/h) 101 544 0 0 451 447 111 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 111 598 0 0 496 491 122 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 111 598 0 0 496 491 125 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 15.9 18.4 3.6 0.0 15.7
Cycle Q Clear(g_c), s 4.0 6.0 0.0 0.0 15.9 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 0.76 0.84 0.28 0.00 0.96 Avail Cap(c_a), veh/h 139 1979 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 17.2 18.0 18.7 0.0 23.2 Incr Delay (d2), s/veh 24.9 0.2 0.0 0.0 5.3 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 6.6 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 22.5 28.6 18.9 0.0 58.1 LnGrp LOS D A A A C C B A E
Approach Vol, veh/h 709 987 511
Approach Delay, s/veh 15.1 25.5 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 7.1
Intersection Summary
HCM 6th Ctrl Delay 27.5
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
24: Oaklawn Ave & J St Timing Plan: AM PEAK
EXWPAM_55.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh17.7
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 42 592 14 11 550 7 118 23 9 18 14 30 Future Vol, veh/h 42 592 14 11 550 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 47 658 16 12 611 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 19.6 17.2 13.6 11.3

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 150 338 310 286 282 62
LT Vol 118 42 0 11 0 18
Through Vol 23 296 296 275 275 14
RT Vol 9 0 14 0 7 30
Lane Flow Rate 167 376 344 318 313 69
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.327 0.664 0.6 0.568 0.557 0.136
Departure Headway (Hd) 7.066 6.369 6.273 6.434 6.397 7.114 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 507 563 572 556 561 500
Service Time 5.14 4.143 4.047 4.213 4.175 5.209
HCM Lane V/C Ratio 0.329 0.668 0.601 0.572 0.558 0.138
HCM Control Delay 13.6 21 18.1 17.4 17 11.3
HCM Lane LOS B C C C C B
HCM 95th-tile Q 1.4 4.9 3.9 3.5 3.4 0.5
+ff+
Wohl Bayfront SP Existing Plus 55% Proj
25: Broadway & J St Timing Plan: AM PEAK
EXWPAM_55.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) 113 420 252 46 308 40 146 596 54 44 535 81 Future Volume (veh/h) 113 420 252 46 308 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 127 472 283 52 346 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 153 525 313 67 623 80 191 1000 91 430 1568 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 2084 1243 1734 3082 398 1734 3207 292 1734 3460 1543 Grp Volume(v), veh/h 127 391 364 52 193 198 164 361 370 49 601 91 Grp Sat Flow(s),veh/h/ln1734 1730 1597 1734 1730 1750 1734 1730 1769 1734 1730 1543 Q Serve(g_s), s 8.6 26.3 26.5 3.6 12.0 12.2 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 12.0 12.2 11.2 21.8 21.8 2.6 13.8 4.1 Prop In Lane 1.00 0.78 1.00 0.23 1.00 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 153 436 402 67 350 354 191 539 551 430 1568 699 V/C Ratio(X) 0.83 0.90 0.90 0.78 0.55 0.56 0.86 0.67 0.67 0.11 0.38 0.13 Avail Cap(c_a), veh/h 243 467 431 243 467 472 286 539 551 430 1568 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 21.7 19.1 Incr Delay (d2), s/veh 6.6 19.2 21.3 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 5.3 5.4 5.4 10.1 10.3 1.1 5.7 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.4 62.6 64.8 64.4 44.4 44.5 63.0 42.4 42.3 34.9 22.3 19.4 LnGrp LOS E E E E D D E D D C C B
Approach Vol, veh/h 882 443 895 741
Approach Delay, s/veh 63.2 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 34.8 17.4 59.0 14.8 28.9 34.4 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 14.2 4.6 23.8 Green Ext Time (p_c), s 0.0 1.8 0.1 4.9 0.1 2.1 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 55% Proj
26: Bay Blvd & L St Timing Plan: AM PEAK
EXWPAM_55.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh11.4
Intersection LOS B
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 177 209 141 183 110 129
Future Vol, veh/h 177 209 141 183 110 129
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 199 235 158 206 124 145
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 11.6 12

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 141 183 177 105 105 110 129
LT Vol 0 0 177 0 0 110 0
Through Vol 141 0 0 0 0 0 129
RT Vol 0 183 0 105 105 0 0
Lane Flow Rate 158 206 199 117 117 124 145
Geometry Grp 8 8 7 7 7 8 8
Degree of Util (X) 0.286 0.33 0.375 0.182 0.125 0.245 0.267 Departure Headway (Hd) 6.491 5.783 6.792 5.58 3.828 7.134 6.628 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 553 621 529 642 931 503 541
Service Time 4.242 3.533 4.538 3.325 1.573 4.888 4.381
HCM Lane V/C Ratio 0.286 0.332 0.376 0.182 0.126 0.247 0.268 HCM Control Delay 11.8 11.4 13.6 9.6 7.1 12.2 11.8
HCM Lane LOS B B B A A B B
HCM 95th-tile Q 1.2 1.4 1.7 0.7 0.4 1 1.1
Wohl Bayfront SP Existing Plus 55% Proj
27: Industrial Blvd & L St Timing Plan: AM PEAK
EXWPAM_55.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 88 127 88 198 2 179 16 168 4 14 7 Future Volume (veh/h) 34 88 127 88 198 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 48 124 179 124 279 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 94 684 305 179 865 9 588 35 448 157 321 135
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 3507 38 1306 119 1543 103 1105 465 Grp Volume(v), veh/h 48 124 179 124 138 144 275 0 237 36 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1814 1425 0 1543 1673 0 0 Q Serve(g_s), s 0.9 1.0 3.5 2.3 2.1 2.1 5.0 0.0 4.2 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.9 1.0 3.5 2.3 2.1 2.1 5.5 0.0 4.2 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 94 684 305 179 427 447 623 0 448 613 0 0 V/C Ratio(X) 0.51 0.18 0.59 0.69 0.32 0.32 0.44 0.00 0.53 0.06 0.00 0.00 Avail Cap(c_a), veh/h 316 1889 842 447 1076 1128 1068 0 936 1112 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 0.4 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 0.9 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 10.6 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 351 406 512 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 12.6
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 7.5 4.3 5.5 2.5 2.9 4.1
Green Ext Time (p_c), s 2.0 0.1 1.1 0.1 0.0 1.4
Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B
4 .,,
Wohl Bayfront SP Existing Plus 55% Proj
28: W Proj Dwy & G St Timing Plan: AM PEAK
EXWPAM_55.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 55% Proj
29: Mid Proj Dwy & G St Timing Plan: AM PEAK
EXWPAM_55.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 55% Proj
30: E Proj Dwy & G St Timing Plan: AM PEAK
EXWPAM_55.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 28 43 60 103 11 16
Future Vol, veh/h 28 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 30 47 65 112 12 17

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 77 0 296 54
Stage 1 - - - - 54 -
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 - - 1522 - 695 1013
Stage 1 - - - - 969 -
Stage 2 - - - - 798 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1522 - 663 1013
Mov Cap-2 Maneuver - - - - 663 -
Stage 1 - - - - 969 -
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) 834 - - 1522 -
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 55% Proj
31: H St & Proj Dwy Timing Plan: AM PEAK
EXWPAM_55.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 2.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 43 132 182 410 116 11
Future Vol, veh/h 43 132 182 410 116 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 47 143 198 446 126 12

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 644 0 - 0 587 322
Stage 1 - - - - 421 -
Stage 2 - - - - 166 -
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 937 - - - 441 674
Stage 1 - - - - 630 -
Stage 2 - - - - 846 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 937 - - - 419 674
Mov Cap-2 Maneuver - - - - 498 -
Stage 1 - - - - 599 -
Stage 2 - - - - 846 -

Approach EB WB SB
HCM Control Delay, s 2.2 0 14.3

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 937 - - - 498 674
HCM Lane V/C Ratio 0.05 - - - 0.253 0.018
HCM Control Delay (s) 9 - - - 14.7 10.4
HCM Lane LOS A - - - B B
HCM 95th %tile Q(veh) 0.2 - - - 1 0.1
Wohl Bayfront SP Existing Plus 55% Proj
32: H St & Emp Proj Dwy Timing Plan: AM PEAK
EXWPAM_55.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 155 545 188 0 47
Future Vol, veh/h 0 155 545 188 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 0 168 592 204 0 51

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 398
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 - - - 0 601
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 601
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0 0 11.5

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 601
HCM Lane V/C Ratio - - - 0.085
HCM Control Delay (s) - - - 11.5
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.3
----- tt tf+
Wohl Bayfront SP Existing Plus 55% Proj
36: PA-A Proj Dwy & G St Timing Plan: AM PEAK
EXWPAM_55.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 2.9
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 41 0 100 163 0 25
Future Vol, veh/h 41 0 100 163 0 25
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 0 109 177 0 27

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 45 0 440 45
Stage 1 - - - - 45 -
Stage 2 - - - - 395 -
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 - 574 1025
Stage 1 - - - - 977 -
Stage 2 - - - - 681 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1563 - 530 1025
Mov Cap-2 Maneuver - - - - 530 -
Stage 1 - - - - 977 -
Stage 2 - - - - 629 -

Approach EB WB NB
HCM Control Delay, s 0 2.8 8.6

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1025 - - 1563 -
HCM Lane V/C Ratio 0.027 - - 0.07 -
HCM Control Delay (s) 8.6 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0.2 -
Wohl Bayfront SP Existing Plus 55% Proj
37: H St & PA-A Proj Dwy Timing Plan: AM PEAK
EXWPAM_55.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 0 248 688 177 0 45
Future Vol, veh/h 0 248 688 177 0 45
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 0 270 748 192 0 49

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 470
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 - - - 0 540
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 540
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0 0 12.3

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 540
HCM Lane V/C Ratio - - - 0.091
HCM Control Delay (s) - - - 12.3
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.3
----- tt tf+
Wohl Bayfront SP Existing Plus 55% Proj
1: Bay Blvd/I-5 SB Ramps & E St Timing Plan: PM PEAK
EXWPPM_55.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 45 26 0 11 0 356 795 582 13 Future Volume (veh/h) 0 70 16 45 26 0 11 0 356 795 582 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 47 27 0 11 0 371 724 752 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 0 623 278 192 201 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 47 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 26.4 0.0 26.9
Cycle Q Clear(g_c), s 0.0 1.2 0.6 1.7 0.9 0.0 26.4 0.0 26.9 Prop In Lane 0.00 1.00 1.00 0.00 1.00 0.02
Lane Grp Cap(c), veh/h 0 623 278 192 201 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 1518 677 624 655 0 853 0 892
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 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 23.4 23.2 27.9 27.5 0.0 29.8 0.0 30.8 LnGrp LOS A C C C C A C A C
Approach Vol, veh/h 90 74 1490
Approach Delay, s/veh 23.4 27.8 30.3
Approach LOS C C C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 17.4 37.7 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 3.2 28.9 3.7
Green Ext Time (p_c), s 0.3 2.3 0.1
Intersection Summary
HCM 6th Ctrl Delay 29.8
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 55% Proj
2: I-5 NB Ramps & E St Timing Plan: PM PEAK
EXWPPM_55.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) 313 735 0 0 424 403 15 3 346 0 0 0 Future Volume (veh/h) 313 735 0 0 424 403 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 364 855 0 0 493 469 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 364 855 0 0 493 469 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 1219 962 422
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 55% Proj
3: Woodlawn Ave & E St Timing Plan: PM PEAK
EXWPPM_55.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) 15 964 86 48 692 18 103 2 31 12 8 7 Future Volume (veh/h) 15 964 86 48 692 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 1220 109 61 876 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 2234 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 3213 286 1734 3445 90 874 20 1543 73 192 95 Grp Volume(v), veh/h 19 656 673 61 440 459 133 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 24.3 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 24.3 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 1230 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 643 1203 1230 476 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 7.8 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 9.1 9.4 0.5 4.7 4.9 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 1348 960 172 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 26.3 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 55% Proj
4: Broadway & E St Timing Plan: PM PEAK
EXWPPM_55.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) 261 480 249 74 327 88 146 375 65 60 423 278 Future Volume (veh/h) 261 480 249 74 327 88 146 375 65 60 423 278 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 314 578 300 89 394 106 176 452 78 72 510 335 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 315 933 484 112 828 220 203 922 158 92 859 383 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 314 454 424 89 251 249 176 264 266 72 510 335 Grp Sat Flow(s),veh/h/ln1734 1730 1615 1734 1730 1692 1734 1730 1730 1734 1730 1543 Q Serve(g_s), s 21.7 24.6 24.6 6.1 16.4 16.7 12.0 14.8 15.0 4.9 15.6 25.0 Cycle Q Clear(g_c), s 21.7 24.6 24.6 6.1 16.4 16.7 12.0 14.8 15.0 4.9 15.6 25.0 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 315 733 684 112 530 518 203 540 540 92 859 383 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 0.87 Avail Cap(c_a), veh/h 315 733 684 243 530 518 272 540 540 272 934 417 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 27.0 27.0 57.9 44.8 44.9 52.1 33.5 33.5 56.2 39.8 43.3 Incr Delay (d2), s/veh 45.2 3.3 3.5 4.6 2.9 3.1 13.3 0.8 0.8 5.5 1.1 18.1 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 13.3 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 94.3 30.3 30.5 62.5 47.7 48.0 65.3 34.2 34.3 61.6 40.9 61.4 LnGrp LOS F C C E D D E C C E D E
Approach Vol, veh/h 1192 589 706 917
Approach Delay, s/veh 47.2 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 41.4 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 26.6 14.0 27.0 23.7 18.7 6.9 17.0 Green Ext Time (p_c), s 0.1 4.3 0.1 2.8 0.0 3.0 0.1 3.9 Intersection Summary
HCM 6th Ctrl Delay 47.4
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 55% Proj
5: Fifth Ave & E St Timing Plan: PM PEAK
EXWPPM_55.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 55% Proj
6: Fourth Ave & E St Timing Plan: PM PEAK
EXWPPM_55.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 55% Proj
7: Bay Blvd & F St Timing Plan: PM PEAK
EXWPPM_55.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh16.7
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 99 5 81 6 58 70 301 293 10 Future Vol, veh/h 187 28 32 99 5 81 6 58 70 301 293 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 35 109 5 89 7 64 77 331 322 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 15.2 12.2 12.2 19.7

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% 45% 0% 47% 2% 3% 0% 97%
Vol Right, % 0% 55% 0% 53% 0% 97% 0% 3%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 6 128 187 60 102 84 301 303
LT Vol 6 0 187 0 99 0 301 0
Through Vol 0 58 0 28 3 3 0 293
RT Vol 0 70 0 32 0 81 0 10
Lane Flow Rate 7 141 205 66 112 92 331 333
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 0.014 0.273 0.446 0.127 0.247 0.173 0.637 0.592 Departure Headway (Hd) 7.901 6.995 7.818 6.925 7.973 6.777 7.04 6.508 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 454 515 464 521 453 531 516 559
Service Time 5.626 4.72 5.518 4.625 5.688 4.492 4.74 4.208 HCM Lane V/C Ratio 0.015 0.274 0.442 0.127 0.247 0.173 0.641 0.596 HCM Control Delay 10.7 12.3 16.7 10.6 13.3 10.9 21.3 18.2 HCM Lane LOS B B C B B B C C
HCM 95th-tile Q 0 1.1 2.3 0.4 1 0.6 4.4 3.8
+ff+ ., f+ ., f+
Wohl Bayfront SP Existing Plus 55% Proj
8: F St & Woodlawn Ave Timing Plan: PM PEAK
EXWPPM_55.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh10.6
Intersection LOS B
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 31 380 161 114 102 19
Future Vol, veh/h 31 380 161 114 102 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 36 447 189 134 120 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 11.3 9.6 10.4

HCM LOS B A B

Lane EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 20% 0% 0% 0% 84%
Vol Thru, % 80% 100% 100% 32% 0%
Vol Right, % 0% 0% 0% 68% 16%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 158 253 107 168 121
LT Vol 31 0 0 0 102
Through Vol 127 253 107 54 0
RT Vol 0 0 0 114 19
Lane Flow Rate 185 298 126 197 142
Geometry Grp 7 7 7 7 2
Degree of Util (X) 0.276 0.435 0.191 0.271 0.225
Departure Headway (Hd) 5.348 5.249 5.434 4.954 5.69
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 668 683 655 718 626
Service Time 3.118 3.018 3.21 2.729 3.772
HCM Lane V/C Ratio 0.277 0.436 0.192 0.274 0.227
HCM Control Delay 10.2 12 9.5 9.6 10.4
HCM Lane LOS B B A A B
HCM 95th-tile Q 1.1 2.2 0.7 1.1 0.9
Wohl Bayfront SP Existing Plus 55% Proj
9: Broadway & F St Timing Plan: PM PEAK
EXWPPM_55.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) 54 184 192 83 165 34 92 463 86 40 567 49 Future Volume (veh/h) 54 184 192 83 165 34 92 463 86 40 567 49 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 59 202 211 91 181 37 101 509 95 44 623 54 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 76 858 765 114 1486 298 125 789 147 56 746 65 Arrive On Green 0.04 0.50 0.50 0.07 0.52 0.52 0.07 0.27 0.27 0.03 0.23 0.23 Sat Flow, veh/h 1734 1730 1543 1734 2873 575 1734 2913 541 1734 3222 279 Grp Volume(v), veh/h 59 202 211 91 107 111 101 301 303 44 334 343 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1718 1734 1730 1724 1734 1730 1771 Q Serve(g_s), s 4.4 8.7 10.4 6.7 4.2 4.3 7.5 20.0 20.2 3.3 23.9 24.0 Cycle Q Clear(g_c), s 4.4 8.7 10.4 6.7 4.2 4.3 7.5 20.0 20.2 3.3 23.9 24.0 Prop In Lane 1.00 1.00 1.00 0.33 1.00 0.31 1.00 0.16
Lane Grp Cap(c), veh/h 76 858 765 114 895 889 125 469 467 56 401 410 V/C Ratio(X) 0.78 0.24 0.28 0.80 0.12 0.12 0.81 0.64 0.65 0.78 0.83 0.84 Avail Cap(c_a), veh/h 237 858 765 237 895 889 237 631 629 211 604 618 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 61.5 18.7 19.2 59.9 16.1 16.2 59.5 41.8 41.9 62.4 47.6 47.6 Incr Delay (d2), s/veh 15.5 0.6 0.9 12.1 0.3 0.3 9.7 1.2 1.2 15.2 4.6 4.6 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 2.3 3.7 3.9 3.3 1.7 1.8 3.6 8.7 8.8 1.7 10.8 11.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 77.1 19.4 20.0 72.1 16.4 16.5 69.2 43.0 43.1 77.6 52.1 52.2 LnGrp LOS E B C E B B E D D E D D
Approach Vol, veh/h 472 309 705 721
Approach Delay, s/veh 26.9 32.8 46.8 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 69.0 13.5 34.7 9.9 71.9 8.4 39.8 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 12.4 9.5 26.0 6.4 6.3 5.3 22.2 Green Ext Time (p_c), s 0.1 2.4 0.1 4.1 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 55% Proj
11: Bay Blvd & G St Timing Plan: PM PEAK
EXWPPM_55.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 4.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 121 40 54 62 429 26
Future Vol, veh/h 121 40 54 62 429 26
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 134 44 60 69 477 29

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 681 492 506 0 - 0
Stage 1 492 - - - - -
Stage 2 189 - - - - -
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 416 577 1059 - - -
Stage 1 615 - - - - -
Stage 2 843 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 391 577 1059 - - -
Mov Cap-2 Maneuver 391 - - - - -
Stage 1 579 - - - - -
Stage 2 843 - - - - -

Approach EB NB SB
HCM Control Delay, s 17.2 4 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1059 - 391 577 - -
HCM Lane V/C Ratio 0.057 - 0.344 0.077 - -
HCM Control Delay (s) 8.6 0 19 11.8 - -
HCM Lane LOS A A C B - -
HCM 95th %tile Q(veh) 0.2 - 1.5 0.2 - -
Wohl Bayfront SP Existing Plus 55% Proj
12: Bay Blvd & H St Timing Plan: PM PEAK
EXWPPM_55.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) 0 461 88 18 173 20 36 28 32 170 238 52 Future Volume (veh/h) 0 461 88 18 173 20 36 28 32 170 238 52 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 0 507 97 20 190 22 40 31 35 187 262 57 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 0 504 96 119 1173 142 157 182 205 358 337 73 Arrive On Green 0.00 0.17 0.17 0.13 0.13 0.13 0.23 0.23 0.23 0.23 0.23 0.23 Sat Flow, veh/h 0 2991 552 296 2916 352 1061 781 882 1335 1449 315 Grp Volume(v), veh/h 0 302 302 122 0 110 40 0 66 187 0 319 Grp Sat Flow(s),veh/h/ln 0 1730 1722 1806 0 1758 1061 0 1662 1335 0 1764 Q Serve(g_s), s 0.0 13.9 13.9 4.8 0.0 4.4 2.9 0.0 2.5 10.4 0.0 13.5 Cycle Q Clear(g_c), s 0.0 13.9 13.9 4.8 0.0 4.4 16.5 0.0 2.5 12.9 0.0 13.5 Prop In Lane 0.00 0.32 0.16 0.20 1.00 0.53 1.00 0.18
Lane Grp Cap(c), veh/h 0 301 299 727 0 707 157 0 387 358 0 411 V/C Ratio(X) 0.00 1.00 1.01 0.17 0.00 0.16 0.25 0.00 0.17 0.52 0.00 0.78 Avail Cap(c_a), veh/h 0 301 299 727 0 707 241 0 517 463 0 549 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) 0.00 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 33.0 33.1 22.8 0.0 22.7 36.5 0.0 24.5 29.7 0.0 28.7 Incr Delay (d2), s/veh 0.0 52.7 54.9 0.5 0.0 0.5 0.3 0.0 0.1 0.4 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 0.0 10.0 10.2 2.1 0.0 1.9 0.8 0.0 1.0 3.3 0.0 5.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 85.7 87.9 23.3 0.0 23.1 36.8 0.0 24.6 30.1 0.0 32.1 LnGrp LOS A F F C A C D A C C A C
Approach Vol, veh/h 604 232 106 506
Approach Delay, s/veh 86.8 23.2 29.2 31.4
Approach LOS F C C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 37.3 23.7 19.0 23.7
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 6.8 15.5 15.9 18.5
Green Ext Time (p_c), s 0.8 1.1 0.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 53.0
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. +ft "i "i
Wohl Bayfront SP Existing Plus 55% Proj
13: I-5 SB Ramps & H St Timing Plan: PM PEAK
EXWPPM_55.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) 0 453 214 367 106 0 0 0 0 376 1 105 Future Volume (veh/h) 0 453 214 367 106 0 0 0 0 376 1 105 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 0 515 243 417 120 0 464 0 80
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 1771 807 379 2427 0 593 0 264
Arrive On Green 0.00 0.53 0.53 0.11 0.70 0.00 0.17 0.00 0.17 Sat Flow, veh/h 0 3504 1522 3365 3551 0 3469 0 1543
Grp Volume(v), veh/h 0 511 247 417 120 0 464 0 80
Grp Sat Flow(s),veh/h/ln 0 1657 1547 1682 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 6.8 7.1 9.0 0.9 0.0 10.2 0.0 3.6
Cycle Q Clear(g_c), s 0.0 6.8 7.1 9.0 0.9 0.0 10.2 0.0 3.6 Prop In Lane 0.00 0.98 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1758 820 379 2427 0 593 0 264
V/C Ratio(X) 0.00 0.29 0.30 1.10 0.05 0.00 0.78 0.00 0.30 Avail Cap(c_a), veh/h 0 1758 820 379 2427 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 0.29 0.29 0.72 0.72 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 10.4 10.5 35.5 3.7 0.0 31.7 0.0 29.0 Incr Delay (d2), s/veh 0.0 0.1 0.3 70.0 0.0 0.0 2.3 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 2.3 2.3 7.3 0.2 0.0 4.4 0.0 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 10.6 10.8 105.5 3.7 0.0 34.0 0.0 29.6 LnGrp LOS A B B F A A C A C
Approach Vol, veh/h 758 537 544
Approach Delay, s/veh 10.6 82.7 33.4
Approach LOS B F C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 61.2 18.8 13.7 47.5
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 2.9 12.2 11.0 9.1
Green Ext Time (p_c), s 0.5 1.4 0.0 3.6
Intersection Summary
HCM 6th Ctrl Delay 38.4
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 55% Proj
14: I-5 NB Ramps & H St Timing Plan: PM PEAK
EXWPPM_55.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) 295 540 0 0 420 451 47 1 366 0 0 0 Future Volume (veh/h) 295 540 0 0 420 451 47 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 311 568 0 0 442 475 33 0 403
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 362 2072 0 0 675 602 315 0 561
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 311 568 0 0 442 475 33 0 403
Grp Sat Flow(s),veh/h/ln1682 1730 0 0 1730 1543 1734 0 1543 Q Serve(g_s), s 4.2 3.7 0.0 0.0 9.7 12.6 0.7 0.0 5.7
Cycle Q Clear(g_c), s 4.2 3.7 0.0 0.0 9.7 12.6 0.7 0.0 5.7 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 362 2072 0 0 675 602 315 0 561
V/C Ratio(X) 0.86 0.27 0.00 0.00 0.65 0.79 0.10 0.00 0.72 Avail Cap(c_a), veh/h 362 2738 0 0 1008 899 671 0 1195
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 20.4 4.5 0.0 0.0 11.6 12.5 15.9 0.0 17.9 Incr Delay (d2), s/veh 17.7 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 2.4 0.8 0.0 0.0 3.0 3.7 0.3 0.0 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.1 4.5 0.0 0.0 12.0 13.9 15.9 0.0 18.6 LnGrp LOS D A A A B B B A B
Approach Vol, veh/h 879 917 436
Approach Delay, s/veh 16.4 13.0 18.4
Approach LOS B B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s9.7 23.2 13.6 32.9
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 6.2 14.6 7.7 5.7
Green Ext Time (p_c), s 0.0 3.5 0.8 2.7
Intersection Summary
HCM 6th Ctrl Delay 15.4
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 55% Proj
15: Woodlawn Ave & H St Timing Plan: PM PEAK
EXWPPM_55.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) 90 725 11 19 793 48 23 4 21 68 8 128 Future Volume (veh/h) 90 725 11 19 793 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 102 824 12 22 901 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 35 30 2067 126 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 3491 51 1734 3313 202 1734 273 1312 1734 91 1466 Grp Volume(v), veh/h 102 408 428 22 471 485 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 11.9 11.9 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 11.9 11.9 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 1231 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 1231 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 0.95 0.95 0.95 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 0.7 27.4 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 4.4 4.6 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 8.8 8.8 85.0 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 938 978 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 13.9 13.6 9.0 2.0 4.2
Green Ext Time (p_c), s 0.0 6.1 0.9 0.1 7.7 0.1
Intersection Summary
HCM 6th Ctrl Delay 15.4
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 55% Proj
16: Oaklawn Ave & H St Timing Plan: PM PEAK
EXWPPM_55.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) 31 777 28 12 721 47 10 3 13 23 5 30 Future Volume (veh/h) 31 777 28 12 721 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 35 883 32 14 819 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 1009 37 819 2472 160 13 4 18 33 8 44
Arrive On Green 0.05 0.59 0.59 0.47 0.75 0.75 0.02 0.02 0.02 0.05 0.05 0.05 Sat Flow, veh/h 1734 3406 123 1734 3299 213 621 169 847 645 149 843 Grp Volume(v), veh/h 35 449 466 14 429 443 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 26.3 26.3 0.5 9.9 9.9 2.1 0.0 0.0 4.8 0.0 0.0 Cycle Q Clear(g_c), s 2.4 26.3 26.3 0.5 9.9 9.9 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 44 513 533 819 1296 1336 35 0 0 84 0 0 V/C Ratio(X) 0.80 0.87 0.87 0.02 0.33 0.33 0.83 0.00 0.00 0.78 0.00 0.00 Avail Cap(c_a), veh/h 214 693 721 819 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 22.6 22.6 16.8 5.0 5.0 58.5 0.0 0.0 56.2 0.0 0.0 Incr Delay (d2), s/veh 10.8 17.4 16.9 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 9.7 10.1 0.2 3.3 3.4 1.0 0.0 0.0 2.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.4 40.0 39.4 16.8 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 950 886 29 66
Approach Delay, s/veh 40.7 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 61.6 40.5 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 28.3 6.8 4.4 11.9 4.1
Green Ext Time (p_c), s 0.0 7.2 0.2 0.0 8.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 25.9
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 55% Proj
17: Broadway & H St Timing Plan: PM PEAK
EXWPPM_55.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) 138 436 223 223 519 80 230 453 164 131 562 117 Future Volume (veh/h) 138 436 223 223 519 80 230 453 164 131 562 117 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 155 490 251 251 583 90 258 509 184 147 631 131 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 212 1586 708 307 1462 225 314 873 530 203 759 436 Arrive On Green 0.06 0.46 0.46 0.18 0.97 0.97 0.19 0.50 0.50 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 155 490 251 251 335 338 258 509 184 147 631 131 Grp Sat Flow(s),veh/h/ln1682 1730 1543 1682 1730 1738 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.9 11.6 13.7 9.3 1.1 1.1 9.6 13.4 8.8 5.6 22.6 8.7 Cycle Q Clear(g_c), s 5.9 11.6 13.7 9.3 1.1 1.1 9.6 13.4 8.8 5.6 22.6 8.7 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 212 1586 708 307 842 846 314 873 530 203 759 436 V/C Ratio(X) 0.73 0.31 0.35 0.82 0.40 0.40 0.82 0.58 0.35 0.72 0.83 0.30 Avail Cap(c_a), veh/h 512 1586 708 512 842 846 512 1049 609 461 995 541 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 59.8 22.2 22.8 52.1 0.9 0.9 51.8 27.4 20.5 60.0 48.4 36.6 Incr Delay (d2), s/veh 4.5 0.5 1.3 4.8 1.3 1.3 4.7 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 2.6 4.9 5.2 3.8 0.6 0.6 3.9 4.6 2.8 2.5 10.0 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.3 22.7 24.1 56.9 2.2 2.2 56.5 27.9 20.8 62.8 51.1 36.8 LnGrp LOS E C C E A A E C C E D D
Approach Vol, veh/h 896 924 951 909
Approach Delay, s/veh 30.3 17.0 34.3 50.9
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 64.5 16.3 33.1 12.4 68.1 12.0 37.4 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 15.7 11.6 24.6 7.9 3.1 7.6 15.4 Green Ext Time (p_c), s 0.5 4.1 0.5 3.9 0.4 4.7 0.3 4.2 Intersection Summary
HCM 6th Ctrl Delay 33.1
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Wohl Bayfront SP Existing Plus 55% Proj
18: Fifth Ave & H St Timing Plan: PM PEAK
EXWPPM_55.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 55% Proj
19: Fourth Ave & H St Timing Plan: PM PEAK
EXWPPM_55.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 55% Proj
20: Marina Wy & Marina Pkwy Timing Plan: PM PEAK
EXWPPM_55.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 55% Proj
21: Bay Blvd & J St Timing Plan: PM PEAK
EXWPPM_55.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 13.1
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 210 56 70 129 37 27 59 101 145 227 15 Future Vol, veh/h 10 210 56 70 129 37 27 59 101 145 227 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 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 10 212 57 71 130 37 27 60 102 146 229 15
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 12.5 11.7 12.7 14.6

HCM LOS B B B 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% 37% 0% 100% 56% 0% 100% 54% 0% 94%
Vol Right, % 0% 63% 0% 0% 44% 0% 0% 46% 0% 6%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 27 160 10 140 126 70 86 80 145 242
LT Vol 27 0 10 0 0 70 0 0 145 0
Through Vol 0 59 0 140 70 0 86 43 0 227
RT Vol 0 101 0 0 56 0 0 37 0 15
Lane Flow Rate 27 162 10 141 127 71 87 81 146 244
Geometry Grp 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.06 0.313 0.022 0.288 0.248 0.156 0.179 0.159 0.301 0.465 Departure Headway (Hd) 7.919 6.969 7.847 7.336 7.017 7.947 7.435 7.104 7.391 6.845 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 453 516 457 491 512 452 483 505 488 528
Service Time 5.659 4.708 5.588 5.077 4.759 5.69 5.178 4.846 5.125 4.579 HCM Lane V/C Ratio 0.06 0.314 0.022 0.287 0.248 0.157 0.18 0.16 0.299 0.462 HCM Control Delay 11.2 12.9 10.8 13 12.1 12.2 11.8 11.2 13.3 15.4 HCM Lane LOS B B B B B B B B B C
HCM 95th-tile Q 0.2 1.3 0.1 1.2 1 0.5 0.6 0.6 1.3 2.4
"i tf+
Wohl Bayfront SP Existing Plus 55% Proj
22: I-5 SB Ramps & J St Timing Plan: PM PEAK
EXWPPM_55.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 0 865 307 170 1547 0 549 2 491
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 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 4.6 4.9 5.1 1.5 0.0 15.6 0.0 1.6
Cycle Q Clear(g_c), s 0.0 4.6 4.9 5.1 1.5 0.0 15.6 0.0 1.6 Prop In Lane 0.00 0.81 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 792 380 170 1547 0 552 0 491
V/C Ratio(X) 0.00 0.44 0.46 1.75 0.11 0.00 0.96 0.00 0.14 Avail Cap(c_a), veh/h 0 1948 934 170 2753 0 552 0 491
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 23.4 8.4 0.0 17.4 0.0 12.6 Incr Delay (d2), s/veh 0.0 0.6 1.5 359.9 0.1 0.0 29.1 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 1.7 18.9 0.5 0.0 9.8 0.0 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 17.4 18.4 383.3 8.4 0.0 46.5 0.0 12.8 LnGrp LOS A B B F A A D A B
Approach Vol, veh/h 519 471 599
Approach Delay, s/veh 17.7 245.6 42.6
Approach LOS B F D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 29.3 22.6 10.8 18.5
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 3.5 17.6 7.1 6.9
Green Ext Time (p_c), s 1.9 0.0 0.0 5.5
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 55% Proj
23: I-5 NB Ramps & J St Timing Plan: PM PEAK
EXWPPM_55.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) 130 699 0 0 363 360 66 2 245 0 0 0 Future Volume (veh/h) 130 699 0 0 363 360 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 143 768 0 0 399 396 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 1952 0 0 630 562 355 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 143 768 0 0 399 396 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 6.7 0.0 0.0 10.3 11.9 1.9 0.0 9.0
Cycle Q Clear(g_c), s 4.4 6.7 0.0 0.0 10.3 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 1952 0 0 630 562 365 0 324
V/C Ratio(X) 0.87 0.39 0.00 0.00 0.63 0.70 0.21 0.00 0.83 Avail Cap(c_a), veh/h 164 2324 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 35.8 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 60.0 6.8 0.0 0.0 16.0 17.9 17.7 0.0 25.8 LnGrp LOS E A A A B B B A C
Approach Vol, veh/h 911 795 344
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 8.7
Green Ext Time (p_c), s 0.0 5.8 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 55% Proj
24: Oaklawn Ave & J St Timing Plan: PM PEAK
EXWPPM_55.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 16
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 29 704 34 20 543 15 46 6 14 9 10 43
Future Vol, veh/h 29 704 34 20 543 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 30 733 35 21 566 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 14.6 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 66 381 386 292 287 62
LT Vol 46 29 0 20 0 9
Through Vol 6 352 352 272 272 10
RT Vol 14 0 34 0 15 43
Lane Flow Rate 69 397 402 304 298 65
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.131 0.638 0.636 0.507 0.493 0.116
Departure Headway (Hd) 6.851 5.79 5.69 6.015 5.943 6.472 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 523 623 635 598 606 553
Service Time 4.897 3.528 3.427 3.759 3.687 4.521
HCM Lane V/C Ratio 0.132 0.637 0.633 0.508 0.492 0.118
HCM Control Delay 10.9 18.2 17.9 14.8 14.4 10.4
HCM Lane LOS B C C B B B
HCM 95th-tile Q 0.4 4.5 4.5 2.9 2.7 0.4
+ff+
Wohl Bayfront SP Existing Plus 55% Proj
25: Broadway & J St Timing Plan: PM PEAK
EXWPPM_55.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) 125 423 184 71 339 46 115 588 75 51 709 154 Future Volume (veh/h) 125 423 184 71 339 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 140 475 207 80 381 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 165 533 231 101 581 79 154 1007 128 435 1698 757 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 2351 1018 1734 3062 415 1734 3089 392 1734 3460 1543 Grp Volume(v), veh/h 140 349 333 80 214 219 129 370 375 57 797 173 Grp Sat Flow(s),veh/h/ln1734 1730 1638 1734 1730 1746 1734 1730 1751 1734 1730 1543 Q Serve(g_s), s 10.3 25.4 25.7 5.9 14.9 15.1 9.5 23.8 23.9 3.6 23.8 10.6 Cycle Q Clear(g_c), s 10.3 25.4 25.7 5.9 14.9 15.1 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 165 392 372 101 328 331 154 564 571 435 1698 757 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 278 431 408 278 431 435 558 564 571 435 1698 757 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 48.7 48.8 60.5 48.7 48.8 58.3 37.5 37.6 42.1 30.2 25.8 Incr Delay (d2), s/veh 5.1 18.7 20.7 5.3 2.2 2.3 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 13.0 12.6 2.8 6.6 6.8 4.4 11.0 11.2 1.6 10.7 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.0 67.3 69.5 65.7 50.9 51.1 62.8 43.4 43.4 42.1 30.9 26.3 LnGrp LOS E E E E D D E D D D C C
Approach Vol, veh/h 822 513 874 1027
Approach Delay, s/veh 67.5 53.3 46.2 30.7
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 34.1 15.8 68.4 16.6 29.3 37.2 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 27.7 11.5 25.8 12.3 17.1 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 47.8
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 55% Proj
26: Bay Blvd & L St Timing Plan: PM PEAK
EXWPPM_55.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 149.6
Intersection LOS F
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 357 74 53 783 158 161
Future Vol, veh/h 357 74 53 783 158 161
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 79 56 833 168 171
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 34.7 259.2 17.4

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 53 783 357 37 37 158 161
LT Vol 0 0 357 0 0 158 0
Through Vol 53 0 0 0 0 0 161
RT Vol 0 783 0 37 37 0 0
Lane Flow Rate 56 833 380 39 39 168 171
Geometry Grp 8 8 7 7 7 8 8
Degree of Util (X) 0.116 1.553 0.817 0.072 0.053 0.392 0.375 Departure Headway (Hd) 7.426 6.711 8.626 7.39 5.604 9.415 8.894 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 483 541 422 488 643 385 408
Service Time 5.173 4.458 6.326 5.09 3.304 7.115 6.594
HCM Lane V/C Ratio 0.116 1.54 0.9 0.08 0.061 0.436 0.419 HCM Control Delay 11.2 276 39.9 10.7 8.6 18.1 16.8
HCM Lane LOS B F E B A C C
HCM 95th-tile Q 0.4 43.9 7.5 0.2 0.2 1.8 1.7
Wohl Bayfront SP Existing Plus 55% Proj
27: Industrial Blvd & L St Timing Plan: PM PEAK
EXWPPM_55.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) 4 592 344 255 354 8 73 5 232 3 7 6 Future Volume (veh/h) 4 592 344 255 354 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 6 834 485 359 499 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 3461 76 1321 108 1543 141 884 586 Grp Volume(v), veh/h 6 834 485 359 249 261 110 0 327 22 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1807 1429 0 1543 1611 0 0 Q Serve(g_s), s 0.2 11.4 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 11.4 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 0.72 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 15.7 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 2.2 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 4.2 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 17.9 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 1325 869 437 22
Approach Delay, s/veh 27.2 82.0 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 44.4
HCM 6th LOS D
4 .,,
Wohl Bayfront SP Existing Plus 55% Proj
28: W Proj Dwy & G St Timing Plan: PM PEAK
EXWPPM_55.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 53
Future Vol, veh/h 21 11 13 85 43 53
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 58

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) 940 - - 1576 -
HCM Lane V/C Ratio 0.111 - - 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 55% Proj
29: Mid Proj Dwy & G St Timing Plan: PM PEAK
EXWPPM_55.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 115 11 13 69 43 54
Future Vol, veh/h 115 11 13 69 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 125 12 14 75 47 59

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 137 0 234 131
Stage 1 - - - - 131 -
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 - - 1447 - 754 919
Stage 1 - - - - 895 -
Stage 2 - - - - 921 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1447 - 746 919
Mov Cap-2 Maneuver - - - - 746 -
Stage 1 - - - - 895 -
Stage 2 - - - - 912 -

Approach EB WB NB
HCM Control Delay, s 0 1.2 9.9

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 833 - - 1447 -
HCM Lane V/C Ratio 0.127 - - 0.01 -
HCM Control Delay (s) 9.9 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.4 - - 0 -
Wohl Bayfront SP Existing Plus 55% Proj
30: E Proj Dwy & G St Timing Plan: PM PEAK
EXWPPM_55.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 108 11 15 26 43 63
Future Vol, veh/h 108 11 15 26 43 63
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 117 12 16 28 47 68

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 129 0 183 123
Stage 1 - - - - 123 -
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 - - 1457 - 806 928
Stage 1 - - - - 902 -
Stage 2 - - - - 963 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1457 - 797 928
Mov Cap-2 Maneuver - - - - 797 -
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) 870 - - 1457 -
HCM Lane V/C Ratio 0.132 - - 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 55% Proj
31: H St & Proj Dwy Timing Plan: PM PEAK
EXWPPM_55.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 51.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 11 543 473 227 454 43
Future Vol, veh/h 11 543 473 227 454 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 12 590 514 247 493 47

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 761 0 - 0 957 381
Stage 1 - - - - 638 -
Stage 2 - - - - 319 -
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 847 - - - ~ 256 617
Stage 1 - - - - ~ 488 -
Stage 2 - - - - 710 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 847 - - - ~ 252 617
Mov Cap-2 Maneuver - - - - ~ 369 -
Stage 1 - - - - ~ 481 -
Stage 2 - - - - 710 -

Approach EB WB SB
HCM Control Delay, s 0.2 0 182.3

HCM LOS F

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 847 - - - 369 617
HCM Lane V/C Ratio 0.014 - - - 1.337 0.076
HCM Control Delay (s) 9.3 - - - 198.5 11.3
HCM Lane LOS A - - - F B
HCM 95th %tile Q(veh) 0 - - - 23.5 0.2
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Wohl Bayfront SP Existing Plus 55% Proj
32: H St & Emp Proj Dwy Timing Plan: PM PEAK
EXWPPM_55.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 0 622 513 47 0 187
Future Vol, veh/h 0 622 513 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 0 676 558 51 0 203

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 305
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 - - - 0 691
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 691
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0 0 12.4

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 691
HCM Lane V/C Ratio - - - 0.294
HCM Control Delay (s) - - - 12.4
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 1.2
----- tt tf+
Wohl Bayfront SP Existing Plus 55% Proj
36: PA-A Proj Dwy & G St Timing Plan: PM PEAK
EXWPPM_55.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 162 0 28 40 0 109
Future Vol, veh/h 162 0 28 40 0 109
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 30 43 0 118

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 176 0 279 176
Stage 1 - - - - 176 -
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 - - 1400 - 711 867
Stage 1 - - - - 855 -
Stage 2 - - - - 921 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1400 - 695 867
Mov Cap-2 Maneuver - - - - 695 -
Stage 1 - - - - 855 -
Stage 2 - - - - 901 -

Approach EB WB NB
HCM Control Delay, s 0 3.1 9.8

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 867 - - 1400 -
HCM Lane V/C Ratio 0.137 - - 0.022 -
HCM Control Delay (s) 9.8 - - 7.6 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.5 - - 0.1 -
Wohl Bayfront SP Existing Plus 55% Proj
37: H St & PA-A Proj Dwy Timing Plan: PM PEAK
EXWPPM_55.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 1.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 997 366 49 0 194
Future Vol, veh/h 0 997 366 49 0 194
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 1084 398 53 0 211

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 226
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 - - - 0 777
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 777
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0 0 11.4

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 777
HCM Lane V/C Ratio - - - 0.271
HCM Control Delay (s) - - - 11.4
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 1.1
----- tt tf+
Wohl Bayfront SP Existing Plus 70% Proj
1: Bay Blvd/I-5 SB Ramps & E St Timing Plan: AM PEAK
EXWPAM_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) 0 16 5 62 40 0 4 0 184 278 370 25 Future Volume (veh/h) 0 16 5 62 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 70 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 0 300 134 300 315 0 0 0 0 600 584 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 70 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 0 300 134 300 315 0 600 0 623
V/C Ratio(X) 0.00 0.06 0.04 0.23 0.14 0.00 0.52 0.00 0.71 Avail Cap(c_a), veh/h 0 2386 1064 980 1029 0 1340 0 1391 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 18.1 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 24 115 756
Approach Delay, s/veh 18.2 15.5 12.3
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 70% Proj
2: I-5 NB Ramps & E St Timing Plan: AM PEAK
EXWPAM_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) 150 322 0 0 382 568 12 365 459 0 0 0 Future Volume (veh/h) 150 322 0 0 382 568 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 0 444 660 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 0 444 660 510 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 1104 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 70% Proj
3: Woodlawn Ave & E St Timing Plan: AM PEAK
EXWPAM_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) 9 663 41 64 718 7 139 4 41 15 6 8 Future Volume (veh/h) 9 663 41 64 718 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 81 909 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 81 448 470 181 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 902 999 233 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 70% Proj
4: Broadway & E St Timing Plan: AM PEAK
EXWPAM_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) 246 370 84 53 439 89 143 529 47 54 318 238 Future Volume (veh/h) 246 370 84 53 439 89 143 529 47 54 318 238 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 65 383 287 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 1318 296 82 963 194 199 926 83 83 767 342 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 65 383 287 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 21.2 4.4 11.6 21.3 Cycle Q Clear(g_c), s 19.8 1.7 1.7 4.4 20.9 21.0 11.7 21.1 21.2 4.4 11.6 21.3 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 315 813 802 82 580 576 199 499 510 83 767 342 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 315 813 802 243 580 576 272 499 510 272 934 417 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 0.57 0.57 0.57 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.6 2.0 2.0 58.4 44.7 44.8 52.2 37.9 37.9 56.5 40.9 44.7 Incr Delay (d2), s/veh 33.1 1.0 1.1 5.5 3.5 3.6 9.3 2.5 2.5 5.9 0.7 13.2 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 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 3.0 3.1 63.9 48.2 48.4 61.5 40.4 40.4 62.4 41.6 57.9 LnGrp LOS E A A E D D E D D E D E
Approach Vol, veh/h 843 700 866 735
Approach Delay, s/veh 26.8 49.7 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 61.0 18.0 31.2 26.0 44.9 10.0 39.2 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 23.3 21.8 23.0 6.4 23.2 Green Ext Time (p_c), s 0.0 5.3 0.1 3.3 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 70% Proj
5: Fifth Ave & E St Timing Plan: AM PEAK
EXWPAM_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) 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 70% Proj
6: Fourth Ave & E St Timing Plan: AM PEAK
EXWPAM_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) 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 70% Proj
7: Bay Blvd & F St Timing Plan: AM PEAK
EXWPAM_70.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh10.7
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 97 18 72 26 92 64 149 70 206
Future Vol, veh/h 9 8 9 97 18 72 26 92 64 149 70 206
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 10 107 20 79 29 101 70 164 77 226
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 9.4 10.4 10.1 11.2

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% 25%
Vol Right, % 0% 41% 0% 53% 0% 89% 0% 75%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 26 156 9 17 106 81 149 276
LT Vol 26 0 9 0 97 0 149 0
Through Vol 0 92 0 8 9 9 0 70
RT Vol 0 64 0 9 0 72 0 206
Lane Flow Rate 29 171 10 19 116 89 164 303
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 0.05 0.263 0.019 0.032 0.217 0.138 0.274 0.421 Departure Headway (Hd) 6.313 5.518 7.066 6.181 6.692 5.599 6.025 4.995 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 568 651 507 579 537 641 599 725
Service Time 4.039 3.243 4.804 3.918 4.421 3.328 3.725 2.695 HCM Lane V/C Ratio 0.051 0.263 0.02 0.033 0.216 0.139 0.274 0.418 HCM Control Delay 9.4 10.2 9.9 9.1 11.3 9.2 11 11.3
HCM Lane LOS A B A A B A B B
HCM 95th-tile Q 0.2 1.1 0.1 0.1 0.8 0.5 1.1 2.1
+ff+ ., f+ ., f+
Wohl Bayfront SP Existing Plus 70% Proj
8: F St & Woodlawn Ave Timing Plan: AM PEAK
EXWPAM_70.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 28 203 175 95 85 22
Future Vol, veh/h 28 203 175 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 33 239 206 112 100 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% 38% 0%
Vol Right, % 0% 0% 0% 62% 21%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 96 135 117 153 107
LT Vol 28 0 0 0 85
Through Vol 68 135 117 58 0
RT Vol 0 0 0 95 22
Lane Flow Rate 113 159 137 180 126
Geometry Grp 7 7 7 7 2
Degree of Util (X) 0.166 0.228 0.196 0.235 0.184
Departure Headway (Hd) 5.305 5.157 5.132 4.696 5.25
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 674 694 697 763 681
Service Time 3.051 2.903 2.876 2.439 3.3
HCM Lane V/C Ratio 0.168 0.229 0.197 0.236 0.185
HCM Control Delay 9.1 9.4 9.1 8.9 9.5
HCM Lane LOS A A A A A
HCM 95th-tile Q 0.6 0.9 0.7 0.9 0.7
Wohl Bayfront SP Existing Plus 70% Proj
9: Broadway & F St Timing Plan: AM PEAK
EXWPAM_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) 50 133 138 53 141 41 39 571 63 23 377 51 Future Volume (veh/h) 50 133 138 53 141 41 39 571 63 23 377 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 55 146 152 58 155 45 43 627 69 25 414 56 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 71 962 858 75 1488 419 55 740 81 33 682 92
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 2666 750 1734 3144 345 1734 3065 412 Grp Volume(v), veh/h 55 146 152 58 99 101 43 345 351 25 233 237 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1686 1734 1730 1759 1734 1730 1747 Q Serve(g_s), s 3.8 4.9 5.8 4.0 3.2 3.4 3.0 22.8 22.9 1.7 14.5 14.7 Cycle Q Clear(g_c), s 3.8 4.9 5.8 4.0 3.2 3.4 3.0 22.8 22.9 1.7 14.5 14.7 Prop In Lane 1.00 1.00 1.00 0.45 1.00 0.20 1.00 0.24
Lane Grp Cap(c), veh/h 71 962 858 75 966 941 55 408 414 33 385 389 V/C Ratio(X) 0.78 0.15 0.18 0.78 0.10 0.11 0.78 0.85 0.85 0.76 0.60 0.61 Avail Cap(c_a), veh/h 228 962 858 228 966 941 272 525 534 272 525 530 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 12.4 12.5 57.7 43.8 43.8 58.6 41.9 42.0 Incr Delay (d2), s/veh 16.5 0.3 0.5 15.7 0.2 0.2 13.9 6.4 6.5 25.8 1.3 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 2.0 2.0 2.1 2.1 1.3 1.3 1.5 10.5 10.7 1.0 6.3 6.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.5 13.3 13.6 72.6 12.6 12.7 71.5 50.2 50.3 84.4 43.2 43.3 LnGrp LOS E B B E B B E D D F D D
Approach Vol, veh/h 353 258 739 495
Approach Delay, s/veh 22.8 26.1 51.5 45.3
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 8.0 31.3 9.1 71.6 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 5.0 16.7 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 40.8
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 70% Proj
11: Bay Blvd & G St Timing Plan: AM PEAK
EXWPAM_70.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 1.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 33 20 25 152 102 127
Future Vol, veh/h 33 20 25 152 102 127
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 37 22 28 169 113 141

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 409 184 254 0 - 0
Stage 1 184 - - - - -
Stage 2 225 - - - - -
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 599 858 1311 - - -
Stage 1 848 - - - - -
Stage 2 812 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 585 858 1311 - - -
Mov Cap-2 Maneuver 585 - - - - -
Stage 1 828 - - - - -
Stage 2 812 - - - - -

Approach EB NB SB
HCM Control Delay, s 10.7 1.1 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1311 - 585 858 - -
HCM Lane V/C Ratio 0.021 - 0.063 0.026 - -
HCM Control Delay (s) 7.8 0 11.6 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 70% Proj
12: Bay Blvd & H St Timing Plan: AM PEAK
EXWPAM_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) 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 0 492 106 118 1314 322 215 191 47 185 169 66 Arrive On Green 0.00 0.17 0.17 1.00 1.00 1.00 0.14 0.14 0.14 0.14 0.14 0.14 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 4.0 4.2 0.0 0.0 0.0 5.2 0.0 4.9 2.6 0.0 3.3 Cycle Q Clear(g_c), s 0.0 4.0 4.2 0.0 0.0 0.0 8.4 0.0 4.9 7.5 0.0 3.3 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 0 301 297 903 0 851 215 0 239 185 0 235 V/C Ratio(X) 0.00 0.33 0.34 0.30 0.00 0.27 0.41 0.00 0.49 0.24 0.00 0.33 Avail Cap(c_a), veh/h 0 301 297 903 0 851 447 0 547 409 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 29.0 29.0 0.0 0.0 0.0 35.1 0.0 32.0 35.5 0.0 31.3 Incr Delay (d2), s/veh 0.0 2.9 3.1 0.8 0.0 0.8 0.5 0.0 0.6 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 1.9 1.9 0.2 0.0 0.2 1.7 0.0 2.1 0.8 0.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 31.9 32.1 0.8 0.0 0.8 35.6 0.0 32.6 35.7 0.0 31.6 LnGrp LOS A C C A A A D A C D A C
Approach Vol, veh/h 200 500 204 122
Approach Delay, s/veh 32.0 0.8 33.9 33.1
Approach LOS C A C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 45.0 16.0 19.0 16.0
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 2.0 9.5 6.2 10.4
Green Ext Time (p_c), s 2.0 0.3 0.4 0.4
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 70% Proj
13: I-5 SB Ramps & H St Timing Plan: AM PEAK
EXWPAM_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) 0 146 64 257 256 0 0 0 0 295 3 201 Future Volume (veh/h) 0 146 64 257 256 0 0 0 0 295 3 201 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 0 166 73 292 291 0 407 0 153
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 1911 763 369 2477 0 543 0 242
Arrive On Green 0.00 0.55 0.55 0.11 0.72 0.00 0.16 0.00 0.16 Sat Flow, veh/h 0 3654 1394 3365 3551 0 3469 0 1543
Grp Volume(v), veh/h 0 157 82 292 291 0 407 0 153
Grp Sat Flow(s),veh/h/ln 0 1657 1570 1682 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 1.8 2.0 6.8 2.1 0.0 9.0 0.0 7.4
Cycle Q Clear(g_c), s 0.0 1.8 2.0 6.8 2.1 0.0 9.0 0.0 7.4 Prop In Lane 0.00 0.89 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1814 860 369 2477 0 543 0 242
V/C Ratio(X) 0.00 0.09 0.10 0.79 0.12 0.00 0.75 0.00 0.63 Avail Cap(c_a), veh/h 0 1814 860 379 2477 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 0.96 0.96 0.84 0.84 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 8.6 8.6 34.7 3.5 0.0 32.2 0.0 31.6 Incr Delay (d2), s/veh 0.0 0.1 0.2 8.3 0.1 0.0 2.1 0.0 2.7 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 0.0 0.6 0.7 3.1 0.6 0.0 3.8 0.0 6.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 8.7 8.9 43.0 3.6 0.0 34.3 0.0 34.3 LnGrp LOS A A A D A A C A C
Approach Vol, veh/h 239 583 560
Approach Delay, s/veh 8.7 23.3 34.3
Approach LOS A C C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 62.4 17.6 13.5 48.9
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 4.1 11.0 8.8 4.0
Green Ext Time (p_c), s 1.3 1.6 0.0 1.0
Intersection Summary
HCM 6th Ctrl Delay 25.3
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 70% Proj
14: I-5 NB Ramps & H St Timing Plan: AM PEAK
EXWPAM_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) 93 347 0 0 370 325 146 28 391 0 0 0 Future Volume (veh/h) 93 347 0 0 370 325 146 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 99 369 0 0 394 346 113 0 481
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 280 1818 0 0 569 495 382 0 679
Arrive On Green 0.08 0.53 0.00 0.00 0.32 0.32 0.22 0.00 0.22 Sat Flow, veh/h 3365 3551 0 0 1843 1525 1734 0 3087
Grp Volume(v), veh/h 99 369 0 0 389 351 113 0 481
Grp Sat Flow(s),veh/h/ln1682 1730 0 0 1730 1547 1734 0 1543 Q Serve(g_s), s 1.1 2.3 0.0 0.0 7.8 7.9 2.2 0.0 5.8
Cycle Q Clear(g_c), s 1.1 2.3 0.0 0.0 7.8 7.9 2.2 0.0 5.8 Prop In Lane 1.00 0.00 0.00 0.99 1.00 1.00
Lane Grp Cap(c), veh/h 280 1818 0 0 562 502 382 0 679
V/C Ratio(X) 0.35 0.20 0.00 0.00 0.69 0.70 0.30 0.00 0.71 Avail Cap(c_a), veh/h 420 3179 0 0 1170 1046 779 0 1387 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 17.3 5.1 0.0 0.0 11.8 11.8 13.0 0.0 14.4 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 2.4 2.2 0.7 0.0 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.6 5.1 0.0 0.0 12.4 12.5 13.2 0.0 14.9 LnGrp LOS B A A A B B B A B
Approach Vol, veh/h 468 740 594
Approach Delay, s/veh 7.7 12.4 14.6
Approach LOS A B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s8.0 18.1 13.9 26.1
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 3.1 9.9 7.8 4.3
Green Ext Time (p_c), s 0.0 3.1 1.1 1.7
Intersection Summary
HCM 6th Ctrl Delay 11.9
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 70% Proj
15: Woodlawn Ave & H St Timing Plan: AM PEAK
EXWPAM_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) 65 665 4 17 545 60 22 7 12 66 7 131 Future Volume (veh/h) 65 665 4 17 545 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 74 756 5 19 619 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 1938 213 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 3144 345 1734 594 1040 1734 79 1476 Grp Volume(v), veh/h 74 371 390 19 340 347 25 0 22 75 0 157 Grp Sat Flow(s),veh/h/ln1734 1730 1817 1734 1730 1759 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 0.20 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 835 706 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 17.7
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 70% Proj
16: Oaklawn Ave & H St Timing Plan: AM PEAK
EXWPAM_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) 19 706 18 6 518 33 20 12 21 21 19 35 Future Volume (veh/h) 19 706 18 6 518 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 22 802 20 7 589 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 32 899 22 744 2237 144 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 3300 213 630 384 658 463 424 772 Grp Volume(v), veh/h 22 402 420 7 308 319 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 20.0 20.0 0.2 6.7 6.7 3.5 0.0 0.0 4.9 0.0 0.0 Cycle Q Clear(g_c), s 1.2 20.0 20.0 0.2 6.7 6.7 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 32 451 470 744 1173 1209 77 0 0 111 0 0 V/C Ratio(X) 0.69 0.89 0.89 0.01 0.26 0.26 0.79 0.00 0.00 0.78 0.00 0.00 Avail Cap(c_a), veh/h 267 506 529 744 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 21.8 21.8 15.7 6.1 6.1 45.3 0.0 0.0 44.1 0.0 0.0 Incr Delay (d2), s/veh 8.8 21.7 21.1 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 8.2 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 43.5 42.9 15.7 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 844 634 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 46.1 29.9 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 22.0 6.9 3.2 8.7 5.5
Green Ext Time (p_c), s 0.0 3.0 0.2 0.0 4.6 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 70% Proj
17: Broadway & H St Timing Plan: AM PEAK
EXWPAM_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) 131 442 99 145 337 98 152 524 157 79 432 97 Future Volume (veh/h) 131 442 99 145 337 98 152 524 157 79 432 97 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 147 497 111 163 379 110 171 589 176 89 485 109 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 207 1861 830 221 1438 412 230 711 419 141 620 371 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 147 497 111 163 245 244 171 589 176 89 485 109 Grp Sat Flow(s),veh/h/ln1682 1730 1543 1682 1730 1684 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.1 9.3 4.3 5.6 0.0 0.0 5.9 18.2 9.6 3.1 16.1 6.9 Cycle Q Clear(g_c), s 5.1 9.3 4.3 5.6 0.0 0.0 5.9 18.2 9.6 3.1 16.1 6.9 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 207 1861 830 221 938 913 230 711 419 141 620 371 V/C Ratio(X) 0.71 0.27 0.13 0.74 0.26 0.27 0.74 0.83 0.42 0.63 0.78 0.29 Avail Cap(c_a), veh/h 471 1861 830 471 938 913 499 1078 582 471 1050 563 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 55.3 15.0 13.8 51.1 0.0 0.0 50.8 33.4 26.2 56.6 47.0 37.2 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 0.3 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 2.3 3.7 1.6 2.4 0.2 0.2 2.5 6.5 3.1 1.4 7.1 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.5 15.3 14.1 55.5 0.6 0.7 54.8 36.3 26.8 60.3 48.8 37.6 LnGrp LOS E B B E A A D D C E D D
Approach Vol, veh/h 755 652 936 683
Approach Delay, s/veh 23.7 14.3 37.9 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 7.1 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 70% Proj
18: Fifth Ave & H St Timing Plan: AM PEAK
EXWPAM_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) 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 70% Proj
19: Fourth Ave & H St Timing Plan: AM PEAK
EXWPAM_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) 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 70% Proj
20: Marina Wy & Marina Pkwy Timing Plan: AM PEAK
EXWPAM_70.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 70% Proj
21: Bay Blvd & Marina Pkwy/J St Timing Plan: AM PEAK
EXWPAM_70.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 40.8
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 82 23 362 118 62 43 148 288 20 88 7 Future Vol, veh/h 4 82 23 362 118 62 43 148 288 20 88 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 4 92 26 407 133 70 48 166 324 22 99 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 13.2 39.6 54.9 14.2

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% 34% 0% 100% 54% 0% 100% 39% 0% 93%
Vol Right, % 0% 66% 0% 0% 46% 0% 0% 61% 0% 7%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 43 436 4 55 50 362 79 101 20 95
LT Vol 43 0 4 0 0 362 0 0 20 0
Through Vol 0 148 0 55 27 0 79 39 0 88
RT Vol 0 288 0 0 23 0 0 62 0 7
Lane Flow Rate 48 490 4 61 57 407 88 114 22 107
Geometry Grp 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.108 0.968 0.012 0.155 0.138 0.917 0.187 0.227 0.058 0.258 Departure Headway (Hd) 8.083 7.117 9.616 9.096 8.763 8.119 7.606 7.167 9.345 8.685 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 442 509 374 397 412 443 469 499 386 411
Service Time 5.854 4.887 7.316 6.796 6.463 5.9 5.386 4.946 7.045 6.483 HCM Lane V/C Ratio 0.109 0.963 0.011 0.154 0.138 0.919 0.188 0.228 0.057 0.26 HCM Control Delay 11.8 59.1 12.4 13.5 12.9 53.3 12.1 12.1 12.6 14.5 HCM Lane LOS B F B B B F B B B B
HCM 95th-tile Q 0.4 12.5 0 0.5 0.5 10.2 0.7 0.9 0.2 1
"i tf+
Wohl Bayfront SP Existing Plus 70% Proj
22: I-5 SB Ramps & J St Timing Plan: AM PEAK
EXWPAM_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) 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 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 0 300 160 249 372 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 3.5 3.6 5.1 2.9 0.0 8.6 0.0 6.4
Cycle Q Clear(g_c), s 0.0 3.5 3.6 5.1 2.9 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 0.8 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 7.4 0.0 19.3 0.0 16.0 LnGrp LOS A B B F A A B A B
Approach Vol, veh/h 460 621 603
Approach Delay, s/veh 15.7 77.4 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 4.9 10.6 7.1 5.6
Green Ext Time (p_c), s 4.4 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 70% Proj
23: I-5 NB Ramps & J St Timing Plan: AM PEAK
EXWPAM_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) 101 546 0 0 453 447 111 3 351 0 0 0 Future Volume (veh/h) 101 546 0 0 453 447 111 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 0 498 491 122 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 0 498 491 125 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 16.0 18.4 3.6 0.0 15.7
Cycle Q Clear(g_c), s 4.0 6.0 0.0 0.0 16.0 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 0.76 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 5.4 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 6.6 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 22.6 28.6 18.9 0.0 58.1 LnGrp LOS D A A A C C B A E
Approach Vol, veh/h 711 989 511
Approach Delay, s/veh 15.1 25.6 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 27.5
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
24: Oaklawn Ave & J St Timing Plan: AM PEAK
EXWPAM_70.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh17.7
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 11 552 7 118 23 9 18 14 30 Future Vol, veh/h 42 594 14 11 552 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 12 613 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 17.3 13.6 11.3

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 150 339 311 287 283 62
LT Vol 118 42 0 11 0 18
Through Vol 23 297 297 276 276 14
RT Vol 9 0 14 0 7 30
Lane Flow Rate 167 377 346 319 314 69
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.327 0.667 0.603 0.57 0.559 0.136
Departure Headway (Hd) 7.072 6.372 6.277 6.439 6.402 7.122 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 507 565 574 558 560 500
Service Time 5.146 4.146 4.051 4.217 4.18 5.216
HCM Lane V/C Ratio 0.329 0.667 0.603 0.572 0.561 0.138
HCM Control Delay 13.6 21.1 18.2 17.5 17.1 11.3
HCM Lane LOS B C C C C B
HCM 95th-tile Q 1.4 5 4 3.6 3.4 0.5
+ff+
Wohl Bayfront SP Existing Plus 70% Proj
25: Broadway & J St Timing Plan: AM PEAK
EXWPAM_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) 113 422 252 46 310 40 146 596 54 44 535 81 Future Volume (veh/h) 113 422 252 46 310 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 52 348 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 67 625 80 191 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 3084 396 1734 3207 292 1734 3460 1543 Grp Volume(v), veh/h 127 392 365 52 194 199 164 361 370 49 601 91 Grp Sat Flow(s),veh/h/ln1734 1730 1598 1734 1730 1750 1734 1730 1769 1734 1730 1543 Q Serve(g_s), s 8.6 26.3 26.5 3.6 12.1 12.3 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 12.1 12.3 11.2 21.8 21.8 2.6 13.8 4.1 Prop In Lane 1.00 0.78 1.00 0.23 1.00 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 153 436 403 67 350 354 191 539 551 430 1566 699 V/C Ratio(X) 0.83 0.90 0.90 0.78 0.55 0.56 0.86 0.67 0.67 0.11 0.38 0.13 Avail Cap(c_a), veh/h 243 467 431 243 467 472 286 539 551 430 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 5.3 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 44.3 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 884 445 895 741
Approach Delay, s/veh 63.3 46.7 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 14.3 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 70% Proj
26: Bay Blvd & L St Timing Plan: AM PEAK
EXWPAM_70.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh11.4
Intersection LOS B
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 177 213 147 183 111 132
Future Vol, veh/h 177 213 147 183 111 132
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 199 239 165 206 125 148
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 11.7 12.1

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 147 183 177 107 107 111 132
LT Vol 0 0 177 0 0 111 0
Through Vol 147 0 0 0 0 0 132
RT Vol 0 183 0 107 107 0 0
Lane Flow Rate 165 206 199 120 120 125 148
Geometry Grp 8 8 7 7 7 8 8
Degree of Util (X) 0.299 0.332 0.377 0.187 0.128 0.248 0.274 Departure Headway (Hd) 6.517 5.808 6.823 5.611 3.858 7.165 6.658 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 550 617 527 638 924 500 538
Service Time 4.271 3.562 4.57 3.357 1.604 4.923 4.416
HCM Lane V/C Ratio 0.3 0.334 0.378 0.188 0.13 0.25 0.275 HCM Control Delay 12 11.4 13.7 9.7 7.2 12.3 11.9
HCM Lane LOS B B B A A B B
HCM 95th-tile Q 1.2 1.5 1.7 0.7 0.4 1 1.1
Wohl Bayfront SP Existing Plus 70% Proj
27: Industrial Blvd & L St Timing Plan: AM PEAK
EXWPAM_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) 34 89 127 88 202 2 179 16 168 4 14 7 Future Volume (veh/h) 34 89 127 88 202 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 48 125 179 124 285 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 94 684 305 179 865 9 588 35 448 157 321 135
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 3508 37 1306 119 1543 103 1105 465 Grp Volume(v), veh/h 48 125 179 124 140 148 275 0 237 36 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1814 1425 0 1543 1673 0 0 Q Serve(g_s), s 0.9 1.0 3.5 2.3 2.2 2.2 5.0 0.0 4.2 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.9 1.0 3.5 2.3 2.2 2.2 5.5 0.0 4.2 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 94 684 305 179 427 448 623 0 448 613 0 0 V/C Ratio(X) 0.51 0.18 0.59 0.69 0.33 0.33 0.44 0.00 0.53 0.06 0.00 0.00 Avail Cap(c_a), veh/h 316 1888 842 447 1075 1128 1068 0 936 1112 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 0.4 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 0.9 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 10.6 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 352 412 512 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 12.6
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 7.5 4.3 5.5 2.5 2.9 4.2
Green Ext Time (p_c), s 2.0 0.1 1.1 0.1 0.0 1.4
Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B
4 .,,
Wohl Bayfront SP Existing Plus 70% Proj
28: W Proj Dwy & G St Timing Plan: AM PEAK
EXWPAM_70.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 70% Proj
29: Mid Proj Dwy & G St Timing Plan: AM PEAK
EXWPAM_70.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 70% Proj
30: E Proj Dwy & G St Timing Plan: AM PEAK
EXWPAM_70.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 28 43 60 103 11 16
Future Vol, veh/h 28 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 30 47 65 112 12 17

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 77 0 296 54
Stage 1 - - - - 54 -
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 - - 1522 - 695 1013
Stage 1 - - - - 969 -
Stage 2 - - - - 798 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1522 - 663 1013
Mov Cap-2 Maneuver - - - - 663 -
Stage 1 - - - - 969 -
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) 834 - - 1522 -
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 70% Proj
31: H St & Proj Dwy Timing Plan: AM PEAK
EXWPAM_70.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 2.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 43 143 193 420 122 11
Future Vol, veh/h 43 143 193 420 122 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 47 155 210 457 133 12

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 667 0 - 0 611 334
Stage 1 - - - - 439 -
Stage 2 - - - - 172 -
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 919 - - - 425 662
Stage 1 - - - - 617 -
Stage 2 - - - - 841 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 919 - - - 403 662
Mov Cap-2 Maneuver - - - - 486 -
Stage 1 - - - - 586 -
Stage 2 - - - - 841 -

Approach EB WB SB
HCM Control Delay, s 2.1 0 14.8

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 919 - - - 486 662
HCM Lane V/C Ratio 0.051 - - - 0.273 0.018
HCM Control Delay (s) 9.1 - - - 15.2 10.5
HCM Lane LOS A - - - C B
HCM 95th %tile Q(veh) 0.2 - - - 1.1 0.1
Wohl Bayfront SP Existing Plus 70% Proj
32: H St & Emp Proj Dwy Timing Plan: AM PEAK
EXWPAM_70.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 172 566 188 0 47
Future Vol, veh/h 0 172 566 188 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 0 187 615 204 0 51

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 410
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 - - - 0 591
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 591
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0 0 11.7

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 591
HCM Lane V/C Ratio - - - 0.086
HCM Control Delay (s) - - - 11.7
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.3
----- tt tf+
Wohl Bayfront SP Existing Plus 70% Proj
36: PA-A Proj Dwy & G St Timing Plan: AM PEAK
EXWPAM_70.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 3.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 41 0 127 163 0 32
Future Vol, veh/h 41 0 127 163 0 32
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 0 138 177 0 35

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 45 0 498 45
Stage 1 - - - - 45 -
Stage 2 - - - - 453 -
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 - 532 1025
Stage 1 - - - - 977 -
Stage 2 - - - - 640 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1563 - 480 1025
Mov Cap-2 Maneuver - - - - 480 -
Stage 1 - - - - 977 -
Stage 2 - - - - 577 -

Approach EB WB NB
HCM Control Delay, s 0 3.3 8.6

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1025 - - 1563 -
HCM Lane V/C Ratio 0.034 - - 0.088 -
HCM Control Delay (s) 8.6 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0.3 -
Wohl Bayfront SP Existing Plus 70% Proj
37: H St & PA-A Proj Dwy Timing Plan: AM PEAK
EXWPAM_70.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 265 698 225 0 56
Future Vol, veh/h 0 265 698 225 0 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 0 288 759 245 0 61

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 502
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 - - - 0 515
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 515
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0 0 12.9

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 515
HCM Lane V/C Ratio - - - 0.118
HCM Control Delay (s) - - - 12.9
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.4
----- tt tf+
Wohl Bayfront SP Existing Plus 70% Proj
1: Bay Blvd/I-5 SB Ramps & E 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) 0 70 16 45 26 0 11 0 357 795 582 13 Future Volume (veh/h) 0 70 16 45 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 47 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 0 623 278 192 201 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 47 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 26.4 0.0 26.9
Cycle Q Clear(g_c), s 0.0 1.2 0.6 1.7 0.9 0.0 26.4 0.0 26.9 Prop In Lane 0.00 1.00 1.00 0.00 1.00 0.02
Lane Grp Cap(c), veh/h 0 623 278 192 201 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 1518 677 624 655 0 853 0 892
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 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 23.4 23.2 27.9 27.5 0.0 29.8 0.0 30.8 LnGrp LOS A C C C C A C A C
Approach Vol, veh/h 90 74 1490
Approach Delay, s/veh 23.4 27.8 30.3
Approach LOS C C C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 17.4 37.7 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 3.2 28.9 3.7
Green Ext Time (p_c), s 0.3 2.3 0.1
Intersection Summary
HCM 6th Ctrl Delay 29.8
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 70% Proj
2: I-5 NB Ramps & E 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) 313 736 0 0 424 403 15 3 346 0 0 0 Future Volume (veh/h) 313 736 0 0 424 403 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 0 493 469 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 0 493 469 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 962 422
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 70% Proj
3: Woodlawn Ave & E 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) 15 965 86 48 692 18 103 2 31 12 8 7 Future Volume (veh/h) 15 965 86 48 692 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 61 876 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 61 440 459 133 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 643 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 4.7 4.9 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 960 172 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 70% Proj
4: Broadway & E 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) 262 480 249 74 327 88 146 375 65 60 423 278 Future Volume (veh/h) 262 480 249 74 327 88 146 375 65 60 423 278 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 72 510 335 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 315 933 484 112 828 220 203 922 158 92 859 383 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 72 510 335 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 24.6 6.1 16.4 16.7 12.0 14.8 15.0 4.9 15.6 25.0 Cycle Q Clear(g_c), s 21.8 24.6 24.6 6.1 16.4 16.7 12.0 14.8 15.0 4.9 15.6 25.0 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 315 733 684 112 530 518 203 540 540 92 859 383 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 0.87 Avail Cap(c_a), veh/h 315 733 684 243 530 518 272 540 540 272 934 417 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 27.0 27.0 57.9 44.8 44.9 52.1 33.5 33.5 56.2 39.8 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 18.1 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 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 30.5 62.5 47.7 48.0 65.3 34.2 34.3 61.6 40.9 61.4 LnGrp LOS F C C E D D E C C E D E
Approach Vol, veh/h 1194 589 706 917
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 41.4 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 26.6 14.0 27.0 23.8 18.7 6.9 17.0 Green Ext Time (p_c), s 0.1 4.3 0.1 2.8 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 70% Proj
5: Fifth Ave & E 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) 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 70% Proj
6: Fourth Ave & E 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) 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 70% Proj
7: Bay Blvd & F St Timing Plan: PM PEAK
EXWPPM_70.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh17.1
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 187 28 32 104 5 81 6 59 78 301 293 10 Future Vol, veh/h 187 28 32 104 5 81 6 59 78 301 293 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 35 114 5 89 7 65 86 331 322 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 15.4 12.5 12.6 20.4

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% 43% 0% 47% 2% 3% 0% 97%
Vol Right, % 0% 57% 0% 53% 0% 97% 0% 3%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 6 137 187 60 107 84 301 303
LT Vol 6 0 187 0 104 0 301 0
Through Vol 0 59 0 28 3 3 0 293
RT Vol 0 78 0 32 0 81 0 10
Lane Flow Rate 7 151 205 66 117 92 331 333
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 0.015 0.293 0.45 0.128 0.261 0.174 0.651 0.606 Departure Headway (Hd) 7.94 7.017 7.875 6.982 8.02 6.823 7.082 6.55 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 451 512 458 515 448 526 513 553
Service Time 5.684 4.761 5.597 4.703 5.759 4.562 4.797 4.265 HCM Lane V/C Ratio 0.016 0.295 0.448 0.128 0.261 0.175 0.645 0.602 HCM Control Delay 10.8 12.7 16.9 10.7 13.6 11 22.1 18.8 HCM Lane LOS B B C B B B C C
HCM 95th-tile Q 0 1.2 2.3 0.4 1 0.6 4.6 4
+ff+ ., f+ ., f+
Wohl Bayfront SP Existing Plus 70% Proj
8: F St & Woodlawn Ave Timing Plan: PM PEAK
EXWPPM_70.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh10.7
Intersection LOS B
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 31 388 166 114 102 19
Future Vol, veh/h 31 388 166 114 102 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 36 456 195 134 120 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 11.4 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 160 259 111 169 121
LT Vol 31 0 0 0 102
Through Vol 129 259 111 55 0
RT Vol 0 0 0 114 19
Lane Flow Rate 189 304 130 199 142
Geometry Grp 7 7 7 7 2
Degree of Util (X) 0.281 0.444 0.197 0.275 0.226
Departure Headway (Hd) 5.356 5.258 5.447 4.972 5.717
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 666 682 654 715 624
Service Time 3.126 3.028 3.223 2.748 3.799
HCM Lane V/C Ratio 0.284 0.446 0.199 0.278 0.228
HCM Control Delay 10.2 12.2 9.6 9.7 10.5
HCM Lane LOS B B A A B
HCM 95th-tile Q 1.2 2.3 0.7 1.1 0.9
Wohl Bayfront SP Existing Plus 70% Proj
9: Broadway & F 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) 58 186 195 83 166 34 93 463 86 40 567 52 Future Volume (veh/h) 58 186 195 83 166 34 93 463 86 40 567 52 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 64 204 214 91 182 37 102 509 95 44 623 57 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 82 855 762 114 1473 293 126 794 148 56 746 68 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 2876 573 1734 2913 541 1734 3206 293 Grp Volume(v), veh/h 64 204 214 91 108 111 102 301 303 44 336 344 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1718 1734 1730 1724 1734 1730 1768 Q Serve(g_s), s 4.7 8.8 10.6 6.7 4.2 4.4 7.5 19.9 20.1 3.3 24.0 24.1 Cycle Q Clear(g_c), s 4.7 8.8 10.6 6.7 4.2 4.4 7.5 19.9 20.1 3.3 24.0 24.1 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 82 855 762 114 886 880 126 472 470 56 403 411 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 237 855 762 237 886 880 237 631 629 211 604 618 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 61.3 18.9 19.3 59.9 16.5 16.5 59.4 41.6 41.7 62.4 47.5 47.5 Incr Delay (d2), s/veh 14.7 0.7 0.9 12.1 0.3 0.3 9.7 1.2 1.2 15.2 4.6 4.6 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 2.4 3.7 4.0 3.3 1.8 1.8 3.7 8.7 8.7 1.7 10.9 11.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.9 19.5 20.2 72.1 16.8 16.8 69.1 42.8 42.9 77.6 52.1 52.2 LnGrp LOS E B C E B B E D D E D D
Approach Vol, veh/h 482 310 706 724
Approach Delay, s/veh 27.3 33.0 46.7 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 68.8 13.6 34.8 10.3 71.2 8.4 40.0 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 12.6 9.5 26.1 6.7 6.4 5.3 22.1 Green Ext Time (p_c), s 0.1 2.5 0.1 4.1 0.1 1.2 0.0 3.9 Intersection Summary
HCM 6th Ctrl Delay 42.9
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 70% Proj
11: Bay Blvd & G St Timing Plan: PM PEAK
EXWPPM_70.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 129 49 68 62 433 28
Future Vol, veh/h 129 49 68 62 433 28
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 143 54 76 69 481 31

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 718 497 512 0 - 0
Stage 1 497 - - - - -
Stage 2 221 - - - - -
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 396 573 1053 - - -
Stage 1 611 - - - - -
Stage 2 816 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 366 573 1053 - - -
Mov Cap-2 Maneuver 366 - - - - -
Stage 1 565 - - - - -
Stage 2 816 - - - - -

Approach EB NB SB
HCM Control Delay, s 18.5 4.5 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1053 - 366 573 - -
HCM Lane V/C Ratio 0.072 - 0.392 0.095 - -
HCM Control Delay (s) 8.7 0 21 11.9 - -
HCM Lane LOS A A C B - -
HCM 95th %tile Q(veh) 0.2 - 1.8 0.3 - -
Wohl Bayfront SP Existing Plus 70% Proj
12: Bay Blvd & H 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) 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 0 498 101 99 1178 118 169 191 216 375 349 83 Arrive On Green 0.00 0.17 0.17 0.13 0.13 0.13 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 13.9 13.9 5.6 0.0 5.2 3.8 0.0 2.5 10.2 0.0 13.6 Cycle Q Clear(g_c), s 0.0 13.9 13.9 5.6 0.0 5.2 17.5 0.0 2.5 12.7 0.0 13.6 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 0 301 298 705 0 689 169 0 407 375 0 431 V/C Ratio(X) 0.00 1.14 1.14 0.20 0.00 0.19 0.31 0.00 0.16 0.50 0.00 0.75 Avail Cap(c_a), veh/h 0 301 298 705 0 689 239 0 517 464 0 548 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) 0.00 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 33.0 33.1 23.7 0.0 23.5 36.0 0.0 23.8 28.8 0.0 28.0 Incr Delay (d2), s/veh 0.0 93.8 96.0 0.6 0.0 0.6 0.4 0.0 0.1 0.4 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 13.5 13.5 2.6 0.0 2.3 1.0 0.0 1.0 3.2 0.0 5.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 126.8 129.1 24.4 0.0 24.1 36.4 0.0 23.8 29.1 0.0 31.0 LnGrp LOS A F F C A C D A C C A C
Approach Vol, veh/h 682 271 118 511
Approach Delay, s/veh 128.0 24.2 29.4 30.3
Approach LOS F C C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 36.3 24.7 19.0 24.7
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 7.6 15.6 15.9 19.5
Green Ext Time (p_c), s 0.9 1.2 0.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 71.3
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green. +ft "i "i
Wohl Bayfront SP Existing Plus 70% Proj
13: I-5 SB Ramps & H 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) 0 495 227 367 119 0 0 0 0 376 1 127 Future Volume (veh/h) 0 495 227 367 119 0 0 0 0 376 1 127 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 0 562 258 417 135 0 472 0 96
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 1775 792 379 2418 0 603 0 268
Arrive On Green 0.00 0.53 0.53 0.11 0.70 0.00 0.17 0.00 0.17 Sat Flow, veh/h 0 3528 1501 3365 3551 0 3469 0 1543
Grp Volume(v), veh/h 0 553 267 417 135 0 472 0 96
Grp Sat Flow(s),veh/h/ln 0 1657 1551 1682 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 7.6 7.8 9.0 1.0 0.0 10.4 0.0 4.4
Cycle Q Clear(g_c), s 0.0 7.6 7.8 9.0 1.0 0.0 10.4 0.0 4.4 Prop In Lane 0.00 0.97 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1748 818 379 2418 0 603 0 268
V/C Ratio(X) 0.00 0.32 0.33 1.10 0.06 0.00 0.78 0.00 0.36 Avail Cap(c_a), veh/h 0 1748 818 379 2418 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 10.7 10.8 35.5 3.8 0.0 31.6 0.0 29.1 Incr Delay (d2), s/veh 0.0 0.0 0.1 70.0 0.0 0.0 2.4 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 %ile BackOfQ(50%),veh/ln 0.0 2.5 2.5 7.3 0.3 0.0 4.4 0.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 10.8 10.9 105.5 3.8 0.0 34.0 0.0 29.9 LnGrp LOS A B B F A A C A C
Approach Vol, veh/h 820 552 568
Approach Delay, s/veh 10.8 80.6 33.3
Approach LOS B F C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 61.0 19.0 13.7 47.3
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 3.0 12.4 11.0 9.8
Green Ext Time (p_c), s 0.6 1.5 0.0 4.0
Intersection Summary
HCM 6th Ctrl Delay 37.3
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 70% Proj
14: I-5 NB Ramps & H 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) 331 547 0 0 424 451 55 1 366 0 0 0 Future Volume (veh/h) 331 547 0 0 424 451 55 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 348 576 0 0 446 475 39 0 406
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 361 2070 0 0 675 602 317 0 565
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 348 576 0 0 446 475 39 0 406
Grp Sat Flow(s),veh/h/ln1682 1730 0 0 1730 1543 1734 0 1543 Q Serve(g_s), s 4.8 3.7 0.0 0.0 9.9 12.6 0.9 0.0 5.8
Cycle Q Clear(g_c), s 4.8 3.7 0.0 0.0 9.9 12.6 0.9 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 361 2070 0 0 675 602 317 0 565
V/C Ratio(X) 0.96 0.28 0.00 0.00 0.66 0.79 0.12 0.00 0.72 Avail Cap(c_a), veh/h 361 2731 0 0 1006 897 670 0 1192
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 20.7 4.5 0.0 0.0 11.7 12.5 15.9 0.0 17.9 Incr Delay (d2), s/veh 37.7 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 3.6 0.8 0.0 0.0 3.1 3.7 0.3 0.0 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.4 4.5 0.0 0.0 12.1 14.0 16.0 0.0 18.6 LnGrp LOS E A A A B B B A B
Approach Vol, veh/h 924 921 445
Approach Delay, s/veh 24.8 13.1 18.3
Approach LOS C B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s9.7 23.3 13.6 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 6.8 14.6 7.8 5.7
Green Ext Time (p_c), s 0.0 3.5 0.8 2.8
Intersection Summary
HCM 6th Ctrl Delay 18.8
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 70% Proj
15: Woodlawn Ave & H 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) 90 732 11 19 797 48 23 4 21 68 8 128 Future Volume (veh/h) 90 732 11 19 797 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 102 832 12 22 906 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 126 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 3314 201 1734 273 1312 1734 91 1466 Grp Volume(v), veh/h 102 412 432 22 473 488 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 12.0 12.0 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 12.0 12.0 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 1231 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 1231 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 0.7 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 8.8 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 946 983 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 14.0 13.6 9.0 2.0 4.2
Green Ext Time (p_c), s 0.0 6.2 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 70% Proj
16: Oaklawn Ave & H 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) 31 784 28 12 725 47 10 3 13 23 5 30 Future Volume (veh/h) 31 784 28 12 725 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 35 891 32 14 824 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 1017 37 816 2473 159 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 3407 122 1734 3301 212 621 169 847 645 149 843 Grp Volume(v), veh/h 35 452 471 14 432 445 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 26.5 26.5 0.5 10.0 10.0 2.1 0.0 0.0 4.8 0.0 0.0 Cycle Q Clear(g_c), s 2.4 26.5 26.5 0.5 10.0 10.0 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 44 516 537 816 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 214 693 721 816 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 22.3 22.3 17.0 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 16.9 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 39.8 39.3 17.0 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 958 891 29 66
Approach Delay, s/veh 40.5 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 61.3 40.7 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 28.5 6.8 4.4 12.0 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 25.9
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 70% Proj
17: Broadway & H 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) 143 436 225 223 519 80 231 453 164 131 562 121 Future Volume (veh/h) 143 436 225 223 519 80 231 453 164 131 562 121 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 161 490 253 251 583 90 260 509 184 147 631 136 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 219 1584 706 307 1454 224 316 876 531 203 760 439 Arrive On Green 0.06 0.46 0.46 0.18 0.97 0.97 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 161 490 253 251 335 338 260 509 184 147 631 136 Grp Sat Flow(s),veh/h/ln1682 1730 1543 1682 1730 1738 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 6.1 11.6 13.8 9.3 1.3 1.3 9.7 13.4 8.8 5.6 22.6 9.0 Cycle Q Clear(g_c), s 6.1 11.6 13.8 9.3 1.3 1.3 9.7 13.4 8.8 5.6 22.6 9.0 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 219 1584 706 307 837 841 316 876 531 203 760 439 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 1584 706 512 837 841 512 1049 609 461 995 544 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 59.7 22.3 22.9 52.1 1.1 1.1 51.8 27.3 20.4 60.0 48.4 36.5 Incr Delay (d2), s/veh 4.5 0.5 1.3 4.8 1.3 1.3 4.8 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 2.7 4.9 5.3 3.8 0.6 0.6 3.9 4.6 2.8 2.5 10.0 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.2 22.7 24.2 56.9 2.4 2.4 56.5 27.8 20.7 62.8 51.1 36.7 LnGrp LOS E C C E A A E C C E D D
Approach Vol, veh/h 904 924 953 914
Approach Delay, s/veh 30.5 17.2 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 12.6 67.8 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 15.8 11.7 24.6 8.1 3.3 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 70% Proj
18: Fifth Ave & H 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) 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 70% Proj
19: Fourth Ave & H 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) 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 70% Proj
20: Marina Wy & Marina Pkwy Timing Plan: PM PEAK
EXWPPM_70.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 70% Proj
21: Bay Blvd & J St Timing Plan: PM PEAK
EXWPPM_70.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 13.5
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 210 56 70 129 40 27 67 101 148 240 16 Future Vol, veh/h 10 210 56 70 129 40 27 67 101 148 240 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 10 212 57 71 130 40 27 68 102 149 242 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 12.8 11.9 13 15.3

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% 40% 0% 100% 56% 0% 100% 52% 0% 94%
Vol Right, % 0% 60% 0% 0% 44% 0% 0% 48% 0% 6%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 27 168 10 140 126 70 86 83 148 256
LT Vol 27 0 10 0 0 70 0 0 148 0
Through Vol 0 67 0 140 70 0 86 43 0 240
RT Vol 0 101 0 0 56 0 0 40 0 16
Lane Flow Rate 27 170 10 141 127 71 87 84 149 259
Geometry Grp 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.061 0.334 0.022 0.293 0.252 0.158 0.182 0.168 0.31 0.496 Departure Headway (Hd) 8.004 7.075 7.967 7.455 7.136 8.06 7.548 7.202 7.456 6.909 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 448 509 449 482 503 445 475 498 483 522
Service Time 5.748 4.818 5.713 5.2 4.882 5.808 5.296 4.95 5.194 4.648 HCM Lane V/C Ratio 0.06 0.334 0.022 0.293 0.252 0.16 0.183 0.169 0.308 0.496 HCM Control Delay 11.3 13.3 10.9 13.3 12.3 12.3 12 11.4 13.5 16.3 HCM Lane LOS B B B B B B B B B C
HCM 95th-tile Q 0.2 1.5 0.1 1.2 1 0.6 0.7 0.6 1.3 2.7
"i tf+
Wohl Bayfront SP Existing Plus 70% Proj
22: I-5 SB 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) 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 0 871 306 170 1550 0 549 2 490
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 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 4.6 4.9 5.1 1.5 0.0 15.7 0.0 1.6
Cycle Q Clear(g_c), s 0.0 4.6 4.9 5.1 1.5 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 0 796 382 170 1550 0 551 0 490
V/C Ratio(X) 0.00 0.44 0.46 1.75 0.11 0.00 0.96 0.00 0.14 Avail Cap(c_a), veh/h 0 1945 934 170 2749 0 551 0 490
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 23.4 8.3 0.0 17.5 0.0 12.7 Incr Delay (d2), s/veh 0.0 0.6 1.5 361.1 0.1 0.0 29.4 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 9.8 0.0 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 17.4 18.4 384.5 8.4 0.0 46.9 0.0 12.8 LnGrp LOS A B B F A A D A B
Approach Vol, veh/h 523 474 599
Approach Delay, s/veh 17.7 244.9 43.0
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 3.5 17.7 7.1 6.9
Green Ext Time (p_c), s 1.9 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.

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