Chula Vista City Council
November 18, 2025

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 19_CVA_5S_J St PM
Site Code : 23523090
Start Date : 1/25/2023
Page No : 2
City of Chula Vista
N/S: I-5 Southbound Ramps
E/W: Marina Parkway/J Street
Weather: Clear
I-5 Southbound Off Ramp
Marina Parkway
J Street
I-5 Southbound On Ramp
Right
63 Thru
2 Left
487
InOut Total
0 552 552
Right
0 Thru
144
Left
274
OutTotal In
794 418 1212
Left
0 Thru
0 Right
0 Out TotalIn
397 0 397
Left
0 Thru
307
Right
121
TotalOut In
207 428 635
Peak Hour Begins at 04:30 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 04:45 PM 04:00 PM 04:30 PM
+0 mins. 118 0 16 134 68 40 0 108 0 0 0 0 0 67 27 94
+15 mins. 128 0 8 136 72 33 0 105 0 0 0 0 0 80 28 108
+30 mins. 114 0 12 126 75 35 0 110 0 0 0 0 0 77 41 118
+45 mins. 136 1 20 157 75 37 0 112 0 0 0 0 0 83 25 108
Total Volume 496 1 56 553 290 145 0 435 0 0 0 0 0 307 121 428 % App. Total 89.7 0.2 10.1 66.7 33.3 0 0 0 0 0 71.7 28.3 PHF .912 .250 .700 .881 .967 .906 .000 .971 .000 .000 .000 .000 .000 .925 .738 .907 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
I
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Location:  Date: 1/25/2023
N/S:  Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
I‐5 SB Ramps J Street I‐5 SB Ramps Marina Parkway
Pedestrians Pedestrians Pedestrians Pedestrians
1010 2
1020 3
0030 3
2020 4
5060 11
1030 4
0000 0
4020 6
14 0 19 0 33
North Leg East Leg South Leg West Leg
I‐5 SB Ramps J Street I‐5 SB Ramps Marina Parkway
Pedestrians Pedestrians Pedestrians Pedestrians
1040 5
2010 3
2000 2
1000 1
3010 4
2020 4
1000 1
0000 0
12 0 8 0 20
Chula Vista
I‐5 SB Ramps
Marina Pkwy/J Street

PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
Location:  Date: 1/25/2023
N/S:  Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000010000000 1
000000000000 0
000000000000 0
000010000010 2
000010000000 1
000020000000 2
000110000000 2
000010000010 2
000170000020 1 0
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000010000020 3
000000000010 1
000000000110 2
000000000011 2
001040001010 7
000000000010 1
000000000000 0
000000000000 0
001050001171 1 6
Marina Pkwy/J Street
I‐5 SB Ramps
Chula Vista

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
I‐5 SB Ramps J Street I‐5 SB Ramps Marina Parkway
TOTAL VOLUMES:

I‐5 SB Ramps J Street I‐5 SB Ramps Marina Parkway
Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
File Name : 20_CVA_5N_J AM
Site Code : 23523090
Start Date : 1/25/2023
Page No : 1
City of Chula Vista
N/S: I-5 Northbound Ramps
E/W: J Street
Weather: Clear
Groups Printed- Total Volume
I-5 Northbound On Ramp
Southbound
J Street
Westbound
I-5 Northbound Off Ramp
Northbound
Marina Parkway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 35 137 172 9 0 32 41 14 58 0 72 285
07:15 AM 0 0 0 0 0 74 118 192 15 3 65 83 2 67 0 69 344
07:30 AM 0 0 0 0 0 80 95 175 26 1 104 131 11 97 0 108 414 07:45 AM 0 0 0 0 0 108 112 220 28 0 114 142 20 154 0 174 536 Total 0 0 0 0 0 297 462 759 78 4 315 397 47 376 0 423 1579 08:00 AM 0 0 0 0 0 116 132 248 25 0 69 94 34 148 0 182 524 08:15 AM 0 0 0 0 0 111 108 219 23 2 64 89 36 132 0 168 476 08:30 AM 0 0 0 0 0 63 125 188 22 1 42 65 34 113 0 147 400 08:45 AM 0 0 0 0 0 48 92 140 13 1 44 58 25 106 0 131 329 Total 0 0 0 0 0 338 457 795 83 4 219 306 129 499 0 628 1729 Grand Total 0 0 0 0 0 635 919 1554 161 8 534 703 176 875 0 1051 3308 Apprch % 0 0 0 0 40.9 59.1 22.9 1.1 76 16.7 83.3 0
Total % 0 0 0 0 0 19.2 27.8 47 4.9 0.2 16.1 21.3 5.3 26.5 0 31.8 I-5 Northbound On Ramp
Southbound
J Street
Westbound
I-5 Northbound Off Ramp
Northbound
Marina Parkway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 0 0 0 0 0 80 95 175 26 1 104 131 11 97 0 108 414 07:45 AM 0 0 0 0 0 108 112 220 28 0 114 142 20 154 0 174 536 08:00 AM 0 0 0 0 0 116 132 248 25 0 69 94 34 148 0 182 524 08:15 AM 0 0 0 0 0 111 108 219 23 2 64 89 36 132 0 168 476 Total Volume 0 0 0 0 0 415 447 862 102 3 351 456 101 531 0 632 1950 % App. Total 0 0 0 0 48.1 51.9 22.4 0.7 77 16 84 0
PHF .000 .000 .000 .000 .000 .894 .847 .869 .911 .375 .770 .803 .701 .862 .000 .868 .910 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 20_CVA_5N_J AM
Site Code : 23523090
Start Date : 1/25/2023
Page No : 2
City of Chula Vista
N/S: I-5 Northbound Ramps
E/W: J Street
Weather: Clear
I-5 Northbound On Ramp
Marina Parkway
J Street
I-5 Northbound Off Ramp
Right
0 Thru
0 Left
0 InOut Total
551 0 551
Right
447
Thru
415
Left
0 OutTotal In
882 862 1744
Left
102
Thru
3 Right
351
Out TotalIn
0 456 456
Left
101
Thru
531
Right
0 TotalOut In
517 632 1149
Peak Hour Begins at 07:30 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:00 AM 07:45 AM 07:30 AM 07:45 AM
+0 mins. 0 0 0 0 0 108 112 220 26 1 104 131 20 154 0 174 +15 mins. 0 0 0 0 0 116 132 248 28 0 114 142 34 148 0 182 +30 mins. 0 0 0 0 0 111 108 219 25 0 69 94 36 132 0 168 +45 mins. 0 0 0 0 0 63 125 188 23 2 64 89 34 113 0 147
Total Volume 0 0 0 0 0 398 477 875 102 3 351 456 124 547 0 671 % App. Total 0 0 0 0 45.5 54.5 22.4 0.7 77 18.5 81.5 0 PHF .000 .000 .000 .000 .000 .858 .903 .882 .911 .375 .770 .803 .861 .888 .000 .922 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
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File Name : 20_CVA_5N_J PM
Site Code : 23523090
Start Date : 1/25/2023
Page No : 1
City of Chula Vista
N/S: I-5 Northbound Ramps
E/W: J Street
Weather: Clear
Groups Printed- Total Volume
I-5 Northbound On Ramp
Southbound
J Street
Westbound
I-5 Northbound Off Ramp
Northbound
Marina Parkway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 0 93 96 189 7 0 59 66 31 154 0 185 440 04:15 PM 0 0 0 0 0 97 88 185 7 0 78 85 28 155 0 183 453 04:30 PM 0 0 0 0 0 80 100 180 16 1 66 83 40 158 0 198 461 04:45 PM 0 0 0 0 0 87 73 160 19 0 53 72 22 161 0 183 415 Total 0 0 0 0 0 357 357 714 49 1 256 306 121 628 0 749 1769 05:00 PM 0 0 0 0 0 93 84 177 16 0 67 83 34 180 0 214 474 05:15 PM 0 0 0 0 0 91 103 194 13 1 59 73 34 159 0 193 460 05:30 PM 0 0 0 0 0 94 88 182 14 0 46 60 31 126 0 157 399 05:45 PM 0 0 0 0 0 64 93 157 12 0 57 69 25 136 0 161 387 Total 0 0 0 0 0 342 368 710 55 1 229 285 124 601 0 725 1720 Grand Total 0 0 0 0 0 699 725 1424 104 2 485 591 245 1229 0 1474 3489 Apprch % 0 0 0 0 49.1 50.9 17.6 0.3 82.1 16.6 83.4 0 Total % 0 0 0 0 0 20 20.8 40.8 3 0.1 13.9 16.9 7 35.2 0 42.2 I-5 Northbound On Ramp
Southbound
J Street
Westbound
I-5 Northbound Off Ramp
Northbound
Marina Parkway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 0 0 0 0 0 80 100 180 16 1 66 83 40 158 0 198 461 04:45 PM 0 0 0 0 0 87 73 160 19 0 53 72 22 161 0 183 415 05:00 PM 0 0 0 0 0 93 84 177 16 0 67 83 34 180 0 214 474 05:15 PM 0 0 0 0 0 91 103 194 13 1 59 73 34 159 0 193 460 Total Volume 0 0 0 0 0 351 360 711 64 2 245 311 130 658 0 788 1810 % App. Total 0 0 0 0 49.4 50.6 20.6 0.6 78.8 16.5 83.5 0 PHF .000 .000 .000 .000 .000 .944 .874 .916 .842 .500 .914 .937 .813 .914 .000 .921 .955 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 20_CVA_5N_J PM
Site Code : 23523090
Start Date : 1/25/2023
Page No : 2
City of Chula Vista
N/S: I-5 Northbound Ramps
E/W: J Street
Weather: Clear
I-5 Northbound On Ramp
Marina Parkway
J Street
I-5 Northbound Off Ramp
Right
0 Thru
0 Left
0 InOut Total
492 0 492
Right
360
Thru
351
Left
0 OutTotal In
903 711 1614
Left
64 Thru
2 Right
245
Out TotalIn
0 311 311
Left
130
Thru
658
Right
0 TotalOut In
415 788 1203
Peak Hour Begins at 04:30 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:00 PM 04:15 PM 04:30 PM
+0 mins. 0 0 0 0 0 93 96 189 7 0 78 85 40 158 0 198
+15 mins. 0 0 0 0 0 97 88 185 16 1 66 83 22 161 0 183
+30 mins. 0 0 0 0 0 80 100 180 19 0 53 72 34 180 0 214
+45 mins. 0 0 0 0 0 87 73 160 16 0 67 83 34 159 0 193
Total Volume 0 0 0 0 0 357 357 714 58 1 264 323 130 658 0 788 % App. Total 0 0 0 0 50 50 18 0.3 81.7 16.5 83.5 0
PHF .000 .000 .000 .000 .000 .920 .893 .944 .763 .250 .846 .950 .813 .914 .000 .921 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
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Location:  Date: 1/25/2023
N/S:  Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
I‐5 NB Ramps J Street I‐5 NB Ramps J Street
Pedestrians Pedestrians Pedestrians Pedestrians
0020 2
1010 2
0040 4
4030 7
3060 9
1030 4
2010 3
2020 4
13 0 22 0 35
North Leg East Leg South Leg West Leg
I‐5 NB Ramps J Street I‐5 NB Ramps J Street
Pedestrians Pedestrians Pedestrians Pedestrians
1040 5
2010 3
1000 1
0000 0
2010 3
2020 4
2000 2
1000 1
11 0 8 0 19
Chula Vista
I‐5 NB Ramps
J Street

PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
Location:  Date: 1/25/2023
N/S:  Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000010000000 1
000000000000 0
000010000000 1
000000000010 1
000010000000 1
000020000000 2
000000000000 0
000010000010 2
000060000020 8
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000010000020 3
000000000010 1
000000000010 1
000000000010 1
000040000010 5
000000000010 1
000000000000 0
000000000000 0
000050000070 1 2
J Street
I‐5 NB Ramps
Chula Vista

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
I‐5 NB Ramps J Street I‐5 NB Ramps J Street
TOTAL VOLUMES:

I‐5 NB Ramps J Street I‐5 NB Ramps J Street
Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
File Name : 27_CVA_Oak_J AM
Site Code : 23523090
Start Date : 2/23/2023
Page No : 1
City of Chula Vista
N/S: Oaklawn Avenue
E/W: J Street
Weather: Clear
Groups Printed- Total Volume
Oaklawn Avenue
Southbound
J Street
Westbound
Oaklawn Avenue
Northbound
J Street
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 3 3 7 13 2 120 1 123 18 3 1 22 4 70 4 78 236
07:15 AM 2 2 6 10 0 109 3 112 23 3 1 27 6 100 5 111 260 07:30 AM 4 0 7 11 1 108 2 111 31 9 1 41 12 136 3 151 314 07:45 AM 7 9 7 23 4 155 5 164 49 12 3 64 15 164 2 181 432 Total 16 14 27 57 7 492 11 510 121 27 6 154 37 470 14 521 1242 08:00 AM 5 4 10 19 4 136 0 140 21 2 2 25 7 140 4 151 335 08:15 AM 2 1 6 9 2 115 0 117 17 0 3 20 8 139 5 152 298
08:30 AM 2 0 4 6 2 110 0 112 11 1 2 14 1 116 5 122 254
08:45 AM 0 0 7 7 4 84 3 91 9 0 2 11 5 110 3 118 227
Total 9 5 27 41 12 445 3 460 58 3 9 70 21 505 17 543 1114 Grand Total 25 19 54 98 19 937 14 970 179 30 15 224 58 975 31 1064 2356 Apprch % 25.5 19.4 55.1 2 96.6 1.4 79.9 13.4 6.7 5.5 91.6 2.9 Total % 1.1 0.8 2.3 4.2 0.8 39.8 0.6 41.2 7.6 1.3 0.6 9.5 2.5 41.4 1.3 45.2 Oaklawn Avenue
Southbound
J Street
Westbound
Oaklawn Avenue
Northbound
J Street
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 4 0 7 11 1 108 2 111 31 9 1 41 12 136 3 151 314 07:45 AM 7 9 7 23 4 155 5 164 49 12 3 64 15 164 2 181 432 08:00 AM 5 4 10 19 4 136 0 140 21 2 2 25 7 140 4 151 335 08:15 AM 2 1 6 9 2 115 0 117 17 0 3 20 8 139 5 152 298
Total Volume 18 14 30 62 11 514 7 532 118 23 9 150 42 579 14 635 1379 % App. Total 29 22.6 48.4 2.1 96.6 1.3 78.7 15.3 6 6.6 91.2 2.2 PHF .643 .389 .750 .674 .688 .829 .350 .811 .602 .479 .750 .586 .700 .883 .700 .877 .798 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 27_CVA_Oak_J AM
Site Code : 23523090
Start Date : 2/23/2023
Page No : 2
City of Chula Vista
N/S: Oaklawn Avenue
E/W: J Street
Weather: Clear
Oaklawn Avenue
J Street
J Street
Oaklawn Avenue
Right
30 Thru
14 Left
18 InOut Total
72 62 134
Right
7 Thru
514
Left
11 OutTotal In
606 532 1138
Left
118
Thru
23 Right
9 Out TotalIn
39 150 189
Left
42 Thru
579
Right
14 TotalOut In
662 635 1297
Peak Hour Begins at 07:30 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:45 AM 07:15 AM 07:30 AM
+0 mins. 2 2 6 10 4 155 5 164 23 3 1 27 12 136 3 151
+15 mins. 4 0 7 11 4 136 0 140 31 9 1 41 15 164 2 181
+30 mins. 7 9 7 23 2 115 0 117 49 12 3 64 7 140 4 151
+45 mins. 5 4 10 19 2 110 0 112 21 2 2 25 8 139 5 152
Total Volume 18 15 30 63 12 516 5 533 124 26 7 157 42 579 14 635 % App. Total 28.6 23.8 47.6 2.3 96.8 0.9 79 16.6 4.5 6.6 91.2 2.2 PHF .643 .417 .750 .685 .750 .832 .250 .813 .633 .542 .583 .613 .700 .883 .700 .877 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
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File Name : 27_CVA_Oak_J PM
Site Code : 23523090
Start Date : 2/23/2023
Page No : 1
City of Chula Vista
N/S: Oaklawn Avenue
E/W: J Street
Weather: Clear
Groups Printed- Total Volume
Oaklawn Avenue
Southbound
J Street
Westbound
Oaklawn Avenue
Northbound
J Street
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 2 0 4 6 2 155 1 158 11 1 5 17 11 165 5 181 362 04:15 PM 4 0 8 12 4 161 0 165 5 0 3 8 3 164 6 173 358
04:30 PM 1 2 9 12 5 132 5 142 11 1 5 17 10 169 8 187 358 04:45 PM 2 3 7 12 3 122 3 128 9 2 2 13 8 168 10 186 339 Total 9 5 28 42 14 570 9 593 36 4 15 55 32 666 29 727 1417 05:00 PM 4 3 16 23 4 141 1 146 12 2 4 18 4 156 6 166 353 05:15 PM 2 2 11 15 8 136 6 150 14 1 3 18 7 170 10 187 370 05:30 PM 3 1 9 13 3 120 3 126 4 1 1 6 9 171 10 190 335
05:45 PM 0 2 7 9 3 121 1 125 7 3 3 13 8 155 5 168 315
Total 9 8 43 60 18 518 11 547 37 7 11 55 28 652 31 711 1373 Grand Total 18 13 71 102 32 1088 20 1140 73 11 26 110 60 1318 60 1438 2790 Apprch % 17.6 12.7 69.6 2.8 95.4 1.8 66.4 10 23.6 4.2 91.7 4.2 Total % 0.6 0.5 2.5 3.7 1.1 39 0.7 40.9 2.6 0.4 0.9 3.9 2.2 47.2 2.2 51.5 Oaklawn Avenue
Southbound
J Street
Westbound
Oaklawn Avenue
Northbound
J Street
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 1 2 9 12 5 132 5 142 11 1 5 17 10 169 8 187 358 04:45 PM 2 3 7 12 3 122 3 128 9 2 2 13 8 168 10 186 339 05:00 PM 4 3 16 23 4 141 1 146 12 2 4 18 4 156 6 166 353 05:15 PM 2 2 11 15 8 136 6 150 14 1 3 18 7 170 10 187 370 Total Volume 9 10 43 62 20 531 15 566 46 6 14 66 29 663 34 726 1420 % App. Total 14.5 16.1 69.4 3.5 93.8 2.7 69.7 9.1 21.2 4 91.3 4.7 PHF .563 .833 .672 .674 .625 .941 .625 .943 .821 .750 .700 .917 .725 .975 .850 .971 .959 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 27_CVA_Oak_J PM
Site Code : 23523090
Start Date : 2/23/2023
Page No : 2
City of Chula Vista
N/S: Oaklawn Avenue
E/W: J Street
Weather: Clear
Oaklawn Avenue
J Street
J Street
Oaklawn Avenue
Right
43 Thru
10 Left
9 InOut Total
50 62 112
Right
15 Thru
531
Left
20 OutTotal In
686 566 1252
Left
46 Thru
6 Right
14 Out TotalIn
64 66 130
Left
29 Thru
663
Right
34 TotalOut In
620 726 1346
Peak Hour Begins at 04:30 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:45 PM 04:00 PM 04:30 PM 04:45 PM
+0 mins. 2 3 7 12 2 155 1 158 11 1 5 17 8 168 10 186
+15 mins. 4 3 16 23 4 161 0 165 9 2 2 13 4 156 6 166
+30 mins. 2 2 11 15 5 132 5 142 12 2 4 18 7 170 10 187
+45 mins. 3 1 9 13 3 122 3 128 14 1 3 18 9 171 10 190
Total Volume 11 9 43 63 14 570 9 593 46 6 14 66 28 665 36 729 % App. Total 17.5 14.3 68.3 2.4 96.1 1.5 69.7 9.1 21.2 3.8 91.2 4.9 PHF .688 .750 .672 .685 .700 .885 .450 .898 .821 .750 .700 .917 .778 .972 .900 .959 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
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Location:  Date: 2/23/2023
N/S:  Day: Thursday
E/W:

North Leg East Leg South Leg West Leg
Oaklawn Avenue J Street Oaklawn Avenue J Street
Pedestrians Pedestrians Pedestrians Pedestrians
0100 1
1210 4
0310 4
0410 5
0200 2
1320 6
0000 0
0000 0
21 55 0 2 2
North Leg East Leg South Leg West Leg
Oaklawn Avenue J Street Oaklawn Avenue J Street
Pedestrians Pedestrians Pedestrians Pedestrians
1112 5
0420 6
2310 6
1000 1
0000 0
4000 4
0000 0
0210 3
81 05 2 2 5
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Chula Vista
Oaklawn Avenue
J Street

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
Location:  Date: 2/23/2023
N/S:  Day: Thursday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000010000010 2
000010000010 2
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000010 1
000000000000 0
000000001000 1
000000000010 1
000000000000 0
000010000000 1
000000000010 1
000000000010 1
000010001040 6
J Street
TOTAL VOLUMES:

Oaklawn Avenue J Street Oaklawn Avenue J Street
Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Oaklawn Avenue J Street Oaklawn Avenue
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
J Street
Oaklawn Avenue
Chula Vista

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
File Name : 21_CVA_Bro_J AM
Site Code : 23523090
Start Date : 1/25/2023
Page No : 1
City of Chula Vista
N/S: Broadway
E/W: J Street
Weather: Clear
Groups Printed- Total Volume
Broadway
Southbound
J Street
Westbound
Broadway
Northbound
Marina Parkway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 1 52 13 66 5 57 5 67 38 115 3 156 23 39 23 85 374 07:15 AM 5 63 17 85 2 62 20 84 46 131 4 181 21 43 30 94 444 07:30 AM 8 97 18 123 8 54 12 74 29 167 10 206 25 85 50 160 563 07:45 AM 9 124 18 151 10 68 10 88 35 153 19 207 31 111 70 212 658 Total 23 336 66 425 25 241 47 313 148 566 36 750 100 278 173 551 2039 08:00 AM 10 169 20 199 13 81 9 103 42 142 15 199 31 129 62 222 723 08:15 AM 17 145 25 187 15 69 9 93 40 134 10 184 26 82 70 178 642 08:30 AM 6 94 20 120 15 76 13 104 44 127 7 178 25 62 53 140 542 08:45 AM 4 99 12 115 14 60 13 87 28 100 9 137 31 65 46 142 481 Total 37 507 77 621 57 286 44 387 154 503 41 698 113 338 231 682 2388 Grand Total 60 843 143 1046 82 527 91 700 302 1069 77 1448 213 616 404 1233 4427 Apprch % 5.7 80.6 13.7 11.7 75.3 13 20.9 73.8 5.3 17.3 50 32.8 Total % 1.4 19 3.2 23.6 1.9 11.9 2.1 15.8 6.8 24.1 1.7 32.7 4.8 13.9 9.1 27.9 Broadway
Southbound
J Street
Westbound
Broadway
Northbound
Marina Parkway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 8 97 18 123 8 54 12 74 29 167 10 206 25 85 50 160 563 07:45 AM 9 124 18 151 10 68 10 88 35 153 19 207 31 111 70 212 658 08:00 AM 10 169 20 199 13 81 9 103 42 142 15 199 31 129 62 222 723 08:15 AM 17 145 25 187 15 69 9 93 40 134 10 184 26 82 70 178 642 Total Volume 44 535 81 660 46 272 40 358 146 596 54 796 113 407 252 772 2586 % App. Total 6.7 81.1 12.3 12.8 76 11.2 18.3 74.9 6.8 14.6 52.7 32.6 PHF .647 .791 .810 .829 .767 .840 .833 .869 .869 .892 .711 .961 .911 .789 .900 .869 .894 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 21_CVA_Bro_J AM
Site Code : 23523090
Start Date : 1/25/2023
Page No : 2
City of Chula Vista
N/S: Broadway
E/W: J Street
Weather: Clear
Broadway
Marina Parkway
J Street
Broadway
Right
81 Thru
535
Left
44 InOut Total
749 660 1409
Right
40 Thru
272
Left
46 OutTotal In
505 358 863
Left
146
Thru
596
Right
54 Out TotalIn
833 796 1629
Left
113
Thru
407
Right
252
TotalOut In
499 772 1271
Peak Hour Begins at 07:30 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:45 AM 07:30 AM 07:30 AM
+0 mins. 8 97 18 123 10 68 10 88 29 167 10 206 25 85 50 160 +15 mins. 9 124 18 151 13 81 9 103 35 153 19 207 31 111 70 212 +30 mins. 10 169 20 199 15 69 9 93 42 142 15 199 31 129 62 222 +45 mins. 17 145 25 187 15 76 13 104 40 134 10 184 26 82 70 178 Total Volume 44 535 81 660 53 294 41 388 146 596 54 796 113 407 252 772 % App. Total 6.7 81.1 12.3 13.7 75.8 10.6 18.3 74.9 6.8 14.6 52.7 32.6 PHF .647 .791 .810 .829 .883 .907 .788 .933 .869 .892 .711 .961 .911 .789 .900 .869 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
I
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File Name : 21_CVA_Bro_J PM
Site Code : 23523090
Start Date : 1/25/2023
Page No : 1
City of Chula Vista
N/S: Broadway
E/W: J Street
Weather: Clear
Groups Printed- Total Volume
Broadway
Southbound
J Street
Westbound
Broadway
Northbound
Marina Parkway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 11 190 34 235 15 89 12 116 36 135 22 193 27 90 46 163 707 04:15 PM 15 182 47 244 12 76 8 96 26 148 6 180 31 110 50 191 711 04:30 PM 9 180 34 223 16 78 11 105 25 124 18 167 28 92 45 165 660 04:45 PM 7 155 29 191 15 70 6 91 30 133 21 184 23 100 51 174 640 Total 42 707 144 893 58 313 37 408 117 540 67 724 109 392 192 693 2718 05:00 PM 14 156 44 214 19 98 10 127 23 127 27 177 34 120 50 204 722 05:15 PM 20 215 38 273 17 79 15 111 32 172 16 220 42 92 44 178 782 05:30 PM 10 183 43 236 20 80 15 115 30 156 11 197 26 70 39 135 683 05:45 PM 16 157 35 208 13 77 11 101 23 124 15 162 25 88 28 141 612 Total 60 711 160 931 69 334 51 454 108 579 69 756 127 370 161 658 2799 Grand Total 102 1418 304 1824 127 647 88 862 225 1119 136 1480 236 762 353 1351 5517 Apprch % 5.6 77.7 16.7 14.7 75.1 10.2 15.2 75.6 9.2 17.5 56.4 26.1 Total % 1.8 25.7 5.5 33.1 2.3 11.7 1.6 15.6 4.1 20.3 2.5 26.8 4.3 13.8 6.4 24.5 Broadway
Southbound
J Street
Westbound
Broadway
Northbound
Marina Parkway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 7 155 29 191 15 70 6 91 30 133 21 184 23 100 51 174 640 05:00 PM 14 156 44 214 19 98 10 127 23 127 27 177 34 120 50 204 722 05:15 PM 20 215 38 273 17 79 15 111 32 172 16 220 42 92 44 178 782 05:30 PM 10 183 43 236 20 80 15 115 30 156 11 197 26 70 39 135 683 Total Volume 51 709 154 914 71 327 46 444 115 588 75 778 125 382 184 691 2827 % App. Total 5.6 77.6 16.8 16 73.6 10.4 14.8 75.6 9.6 18.1 55.3 26.6 PHF .638 .824 .875 .837 .888 .834 .767 .874 .898 .855 .694 .884 .744 .796 .902 .847 .904 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 21_CVA_Bro_J PM
Site Code : 23523090
Start Date : 1/25/2023
Page No : 2
City of Chula Vista
N/S: Broadway
E/W: J Street
Weather: Clear
Broadway
Marina Parkway
J Street
Broadway
Right
154
Thru
709
Left
51 InOut Total
759 914 1673
Right
46 Thru
327
Left
71 OutTotal In
508 444 952
Left
115
Thru
588
Right
75 Out TotalIn
964 778 1742
Left
125
Thru
382
Right
184
TotalOut In
596 691 1287
Peak Hour Begins at 04:45 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 04:45 PM 04:15 PM
+0 mins. 14 156 44 214 19 98 10 127 30 133 21 184 31 110 50 191 +15 mins. 20 215 38 273 17 79 15 111 23 127 27 177 28 92 45 165 +30 mins. 10 183 43 236 20 80 15 115 32 172 16 220 23 100 51 174 +45 mins. 16 157 35 208 13 77 11 101 30 156 11 197 34 120 50 204 Total Volume 60 711 160 931 69 334 51 454 115 588 75 778 116 422 196 734 % App. Total 6.4 76.4 17.2 15.2 73.6 11.2 14.8 75.6 9.6 15.8 57.5 26.7 PHF .750 .827 .909 .853 .863 .852 .850 .894 .898 .855 .694 .884 .853 .879 .961 .900 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
I
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n +
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Location:  Date: 1/25/2023
N/S:  Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
Broadway J Street Broadway J Street
Pedestrians Pedestrians Pedestrians Pedestrians
0124 7
0101 2
1116 9
2000 2
1004 5
3204 9
2114 8
3013 7
12 6 5 26 49
North Leg East Leg South Leg West Leg
Broadway J Street Broadway J Street
Pedestrians Pedestrians Pedestrians Pedestrians
41 061 2 32
1223 8
5207 14
1325 11
4752 18
4343 14
2752 16
1412 8
22 38 25 36 121
Chula Vista
Broadway
J Street

PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
Location:  Date: 1/25/2023
N/S:  Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 001000020000 3
000000000000 0
000000011000 2
000000010000 1
000000100000 1
000000020000 2
000000010000 1
000010000010 2
001010171010 1 2
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 010010010020 5
000000100001 2
020000000000 2
000000020000 2
000020010000 3
000100000010 2
000000000000 0
100000010000 2
130130150031 1 8
J Street
Broadway
Chula Vista

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
Broadway J Street Broadway J Street
TOTAL VOLUMES:

Broadway J Street Broadway J Street
Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
File Name : 22_CVA_Bay_L AM
Site Code : 23523090
Start Date : 1/25/2023
Page No : 1
City of Chula Vista
N/S: Bay Boulevard
E/W: L Street
Weather: Clear
Groups Printed- Total Volume
Bay Boulevard
Southbound
L Street
Westbound
Bay Boulevard
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 3 5 8 21 21 42 14 60 74 124
07:15 AM 6 11 17 48 21 69 8 87 95 181
07:30 AM 12 7 19 25 27 52 24 60 84 155
07:45 AM 17 28 45 39 33 72 45 21 66 183
Total 38 51 89 133 102 235 91 228 319 643
08:00 AM 17 35 52 33 39 72 37 48 85 209
08:15 AM 53 39 92 28 55 83 31 31 62 237
08:30 AM 14 32 46 29 31 60 22 49 71 177
08:45 AM 3 15 18 87 26 113 32 55 87 218
Total 87 121 208 177 151 328 122 183 305 841
Grand Total 125 172 297 310 253 563 213 411 624 1484
Apprch % 42.1 57.9 55.1 44.9 34.1 65.9
Total % 8.4 11.6 20 20.9 17 37.9 14.4 27.7 42
Bay Boulevard
Southbound
L Street
Westbound
Bay Boulevard
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 17 35 52 33 39 72 37 48 85 209
08:15 AM 53 39 92 28 55 83 31 31 62 237
08:30 AM 14 32 46 29 31 60 22 49 71 177
08:45 AM 3 15 18 87 26 113 32 55 87 218
Total Volume 87 121 208 177 151 328 122 183 305 841
% App. Total 41.8 58.2 54 46 40 60
PHF .410 .776 .565 .509 .686 .726 .824 .832 .876 .887
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

I I I I
File Name : 22_CVA_Bay_L AM
Site Code : 23523090
Start Date : 1/25/2023
Page No : 2
City of Chula Vista
N/S: Bay Boulevard
E/W: L Street
Weather: Clear
Bay Boulevard
L Street
Bay Boulevard
Thru
121
Left
87 InOut Total
273 208 481
Right
151
Left
177
OutTotal In
270 328 598
Thru
122
Right
183
Out TotalIn
298 305 603
Peak Hour Begins at 08:00 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:45 AM 08:00 AM 07:15 AM
+0 mins. 17 28 45 33 39 72 8 87 95
+15 mins. 17 35 52 28 55 83 24 60 84
+30 mins. 53 39 92 29 31 60 45 21 66
+45 mins. 14 32 46 87 26 113 37 48 85
Total Volume 101 134 235 177 151 328 114 216 330
% App. Total 43 57 54 46 34.5 65.5
PHF .476 .859 .639 .509 .686 .726 .633 .621 .868
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
I I I
I
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-- L__ __J
File Name : 22_CVA_Bay_L PM
Site Code : 23523090
Start Date : 1/25/2023
Page No : 1
City of Chula Vista
N/S: Bay Boulevard
E/W: L Street
Weather: Clear
Groups Printed- Total Volume
Bay Boulevard
Southbound
L Street
Westbound
Bay Boulevard
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 04:00 PM 23 36 59 111 9 120 11 193 204 383
04:15 PM 23 30 53 83 12 95 7 192 199 347
04:30 PM 21 27 48 80 15 95 10 188 198 341
04:45 PM 24 41 65 83 17 100 11 210 221 386
Total 91 134 225 357 53 410 39 783 822 1457
05:00 PM 23 37 60 80 7 87 18 155 173 320
05:15 PM 26 19 45 103 20 123 18 210 228 396
05:30 PM 33 40 73 72 7 79 1 184 185 337
05:45 PM 14 22 36 66 8 74 3 160 163 273
Total 96 118 214 321 42 363 40 709 749 1326
Grand Total 187 252 439 678 95 773 79 1492 1571 2783
Apprch % 42.6 57.4 87.7 12.3 5 95
Total % 6.7 9.1 15.8 24.4 3.4 27.8 2.8 53.6 56.4
Bay Boulevard
Southbound
L Street
Westbound
Bay Boulevard
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 23 36 59 111 9 120 11 193 204 383
04:15 PM 23 30 53 83 12 95 7 192 199 347
04:30 PM 21 27 48 80 15 95 10 188 198 341
04:45 PM 24 41 65 83 17 100 11 210 221 386
Total Volume 91 134 225 357 53 410 39 783 822 1457
% App. Total 40.4 59.6 87.1 12.9 4.7 95.3
PHF .948 .817 .865 .804 .779 .854 .886 .932 .930 .944
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

I I I I
File Name : 22_CVA_Bay_L PM
Site Code : 23523090
Start Date : 1/25/2023
Page No : 2
City of Chula Vista
N/S: Bay Boulevard
E/W: L Street
Weather: Clear
Bay Boulevard
L Street
Bay Boulevard
Thru
134
Left
91 InOut Total
92 225 317
Right
53 Left
357
OutTotal In
874 410 1284
Thru
39 Right
783
Out TotalIn
491 822 1313
Peak Hour Begins at 04:00 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:45 PM 04:00 PM 04:00 PM
+0 mins. 24 41 65 111 9 120 11 193 204
+15 mins. 23 37 60 83 12 95 7 192 199
+30 mins. 26 19 45 80 15 95 10 188 198
+45 mins. 33 40 73 83 17 100 11 210 221
Total Volume 106 137 243 357 53 410 39 783 822
% App. Total 43.6 56.4 87.1 12.9 4.7 95.3
PHF .803 .835 .832 .804 .779 .854 .886 .932 .930
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
I I I
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-- L__ __J
Location:  Date: 1/25/2023
N/S:  Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
Bay Boulevard L Street Bay Boulevard Dead End
Pedestrians Pedestrians Pedestrians Pedestrians
0000 0
0000 0
1000 1
2000 2
1000 1
0000 0
0000 0
0000 0
4000 4
North Leg East Leg South Leg West Leg
Bay Boulevard L Street Bay Boulevard Dead End
Pedestrians Pedestrians Pedestrians Pedestrians
2000 2
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
2000 2
Chula Vista
Bay Boulevard
L Street

PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
Location:  Date: 1/25/2023
N/S:  Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000001000000 1
000101000000 2
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000102000000 3
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 010000010000 2
020000010000 3
000100000000 1
000000000000 0
100000000000 1
000000001000 1
000000000000 0
000000000000 0
130100021000 8
L Street
Bay Boulevard
Chula Vista

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
Bay Boulevard L Street Bay Boulevard Dead End
TOTAL VOLUMES:

Bay Boulevard L Street Bay Boulevard Dead End
Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
File Name : 23_CVA_Ind_L AM
Site Code : 23523090
Start Date : 1/25/2023
Page No : 1
City of Chula Vista
N/S: Industrial Boulevard
E/W: L Street
Weather: Clear
Groups Printed- Total Volume
L Street Self Storage
Driveway
Southbound
L Street
Westbound
Industrial Boulevard
Northbound
L Street
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 1 1 1 3 8 7 0 15 24 2 12 38 1 1 41 43 99
07:15 AM 0 1 0 1 38 46 0 84 31 2 36 69 2 59 30 91 245
07:30 AM 0 2 3 5 8 16 0 24 32 3 18 53 8 2 52 62 144
07:45 AM 0 3 0 3 13 41 2 56 30 2 50 82 9 2 18 29 170
Total 1 7 4 12 67 110 2 179 117 9 116 242 20 64 141 225 658 08:00 AM 1 4 3 8 9 33 0 42 37 4 54 95 6 4 36 46 191
08:15 AM 2 4 1 7 10 17 0 27 62 2 23 87 13 9 37 59 180
08:30 AM 0 3 0 3 20 25 0 45 28 6 40 74 14 7 32 53 175
08:45 AM 1 3 3 7 49 87 2 138 30 4 51 85 1 54 14 69 299
Total 4 14 7 25 88 162 2 252 157 16 168 341 34 74 119 227 845 Grand Total 5 21 11 37 155 272 4 431 274 25 284 583 54 138 260 452 1503 Apprch % 13.5 56.8 29.7 36 63.1 0.9 47 4.3 48.7 11.9 30.5 57.5 Total % 0.3 1.4 0.7 2.5 10.3 18.1 0.3 28.7 18.2 1.7 18.9 38.8 3.6 9.2 17.3 30.1 L Street Self Storage
Driveway
Southbound
L Street
Westbound
Industrial Boulevard
Northbound
L Street
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 1 4 3 8 9 33 0 42 37 4 54 95 6 4 36 46 191
08:15 AM 2 4 1 7 10 17 0 27 62 2 23 87 13 9 37 59 180
08:30 AM 0 3 0 3 20 25 0 45 28 6 40 74 14 7 32 53 175
08:45 AM 1 3 3 7 49 87 2 138 30 4 51 85 1 54 14 69 299
Total Volume 4 14 7 25 88 162 2 252 157 16 168 341 34 74 119 227 845 % App. Total 16 56 28 34.9 64.3 0.8 46 4.7 49.3 15 32.6 52.4 PHF .500 .875 .583 .781 .449 .466 .250 .457 .633 .667 .778 .897 .607 .343 .804 .822 .707 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 23_CVA_Ind_L AM
Site Code : 23523090
Start Date : 1/25/2023
Page No : 2
City of Chula Vista
N/S: Industrial Boulevard
E/W: L Street
Weather: Clear
L Street Self Storage Driveway
L Street
L Street
Industrial Boulevard
Right
7 Thru
14 Left
4 InOut Total
52 25 77
Right
2 Thru
162
Left
88 OutTotal In
246 252 498
Left
157
Thru
16 Right
168
Out TotalIn
221 341 562
Left
34 Thru
74 Right
119
TotalOut In
326 227 553
Peak Hour Begins at 08:00 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 07:15 AM
+0 mins. 1 4 3 8 9 33 0 42 37 4 54 95 2 59 30 91
+15 mins. 2 4 1 7 10 17 0 27 62 2 23 87 8 2 52 62
+30 mins. 0 3 0 3 20 25 0 45 28 6 40 74 9 2 18 29
+45 mins. 1 3 3 7 49 87 2 138 30 4 51 85 6 4 36 46
Total Volume 4 14 7 25 88 162 2 252 157 16 168 341 25 67 136 228 % App. Total 16 56 28 34.9 64.3 0.8 46 4.7 49.3 11 29.4 59.6 PHF .500 .875 .583 .781 .449 .466 .250 .457 .633 .667 .778 .897 .694 .284 .654 .626 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
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File Name : 23_CVA_Ind_L PM
Site Code : 23523090
Start Date : 1/25/2023
Page No : 1
City of Chula Vista
N/S: Industrial Boulevard
E/W: L Street
Weather: Clear
Groups Printed- Total Volume
L Street Self Storage
Driveway
Southbound
L Street
Westbound
Industrial Boulevard
Northbound
L Street
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 3 0 3 73 98 2 173 21 0 61 82 0 114 90 204 462 04:15 PM 1 2 0 3 57 73 1 131 18 0 64 82 3 140 77 220 436 04:30 PM 1 1 1 3 70 83 1 154 11 0 55 66 1 145 80 226 449 04:45 PM 0 1 2 3 54 80 4 138 21 0 63 84 2 128 85 215 440 Total 2 7 3 12 254 334 8 596 71 0 243 314 6 527 332 865 1787 05:00 PM 1 2 1 4 69 77 3 149 12 2 53 67 0 118 64 182 402 05:15 PM 1 3 2 6 62 99 0 161 23 3 61 87 1 158 92 251 505 05:30 PM 1 2 0 3 54 63 2 119 15 1 58 74 3 137 81 221 417 05:45 PM 0 5 1 6 57 56 1 114 13 0 47 60 0 106 61 167 347 Total 3 12 4 19 242 295 6 543 63 6 219 288 4 519 298 821 1671 Grand Total 5 19 7 31 496 629 14 1139 134 6 462 602 10 1046 630 1686 3458 Apprch % 16.1 61.3 22.6 43.5 55.2 1.2 22.3 1 76.7 0.6 62 37.4 Total % 0.1 0.5 0.2 0.9 14.3 18.2 0.4 32.9 3.9 0.2 13.4 17.4 0.3 30.2 18.2 48.8 L Street Self Storage
Driveway
Southbound
L Street
Westbound
Industrial Boulevard
Northbound
L Street
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 1 1 1 3 70 83 1 154 11 0 55 66 1 145 80 226 449 04:45 PM 0 1 2 3 54 80 4 138 21 0 63 84 2 128 85 215 440 05:00 PM 1 2 1 4 69 77 3 149 12 2 53 67 0 118 64 182 402 05:15 PM 1 3 2 6 62 99 0 161 23 3 61 87 1 158 92 251 505 Total Volume 3 7 6 16 255 339 8 602 67 5 232 304 4 549 321 874 1796 % App. Total 18.8 43.8 37.5 42.4 56.3 1.3 22 1.6 76.3 0.5 62.8 36.7 PHF .750 .583 .750 .667 .911 .856 .500 .935 .728 .417 .921 .874 .500 .869 .872 .871 .889 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 23_CVA_Ind_L PM
Site Code : 23523090
Start Date : 1/25/2023
Page No : 2
City of Chula Vista
N/S: Industrial Boulevard
E/W: L Street
Weather: Clear
L Street Self Storage Driveway
L Street
L Street
Industrial Boulevard
Right
6 Thru
7 Left
3 InOut Total
17 16 33
Right
8 Thru
339
Left
255
OutTotal In
784 602 1386
Left
67 Thru
5 Right
232
Out TotalIn
583 304 887
Left
4 Thru
549
Right
321
TotalOut In
412 874 1286
Peak Hour Begins at 04:30 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 04:30 PM 04:00 PM 04:30 PM
+0 mins. 1 2 1 4 70 83 1 154 21 0 61 82 1 145 80 226
+15 mins. 1 3 2 6 54 80 4 138 18 0 64 82 2 128 85 215
+30 mins. 1 2 0 3 69 77 3 149 11 0 55 66 0 118 64 182
+45 mins. 0 5 1 6 62 99 0 161 21 0 63 84 1 158 92 251
Total Volume 3 12 4 19 255 339 8 602 71 0 243 314 4 549 321 874 % App. Total 15.8 63.2 21.1 42.4 56.3 1.3 22.6 0 77.4 0.5 62.8 36.7 PHF .750 .600 .500 .792 .911 .856 .500 .935 .845 .000 .949 .935 .500 .869 .872 .871 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
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Location:  Date: 1/25/2023
N/S:  Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
Self Storage Driveway L Street Industrial Boulevard L Street Pedestrians Pedestrians Pedestrians Pedestrians
0010 1
1000 1
0000 0
3000 3
11 000 11
11 100 12
3000 3
0400 4
29 5 1 0 35
North Leg East Leg South Leg West Leg
Self Storage Driveway L Street Industrial Boulevard L Street Pedestrians Pedestrians Pedestrians Pedestrians
3000 3
0000 0
0000 0
2000 2
1000 1
2000 2
1000 1
2000 2
11 0 0 0 11
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Chula Vista
Industrial Boulevard
L Street

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
Location:  Date: 1/25/2023
N/S:  Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000100000 1
001010000000 2
000000000000 0
000000000000 0
000000000000 0
000010000000 1
000000000000 0
000000000000 0
001020100000 4
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000010 1
000000000000 0
000010001000 2
000000000000 0
000000000000 0
000000000001 1
000100000010 2
000000000000 0
000110001021 6
L Street
TOTAL VOLUMES:

Self Storage Driveway L Street Industrial Boulevard L Street Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Self Storage Driveway L Street Industrial Boulevard
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
L Street
Industrial Boulevard
Chula Vista

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268

Rohr/Wohl Specific Plan
Local Mobility Analysis

Appendix F
Intersection LOS Worksheets

Wohl Bayfront SP Existing Conditions
1: Bay Blvd/I-5 SB Ramps & E St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 8 5 31 18 0 4 0 172 278 370 25 Future Volume (veh/h) 0 8 5 31 18 0 4 0 172 278 370 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 9 6 35 20 0 4 0 193 312 416 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 0 200 89 200 210 0 0 0 0 670 652 44
Arrive On Green 0.00 0.06 0.06 0.12 0.12 0.00 0.00 0.00 0.00 0.39 0.39 0.39 Sat Flow, veh/h 0 3551 1543 1734 1821 0 0 1734 1687 114 Grp Volume(v), veh/h 0 9 6 35 20 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 0.1 0.1 0.7 0.4 0.0 5.2 0.0 7.8
Cycle Q Clear(g_c), s 0.0 0.1 0.1 0.7 0.4 0.0 5.2 0.0 7.8 Prop In Lane 0.00 1.00 1.00 0.00 1.00 0.06
Lane Grp Cap(c), veh/h 0 200 89 200 210 0 670 0 696
V/C Ratio(X) 0.00 0.05 0.07 0.18 0.10 0.00 0.47 0.00 0.64 Avail Cap(c_a), veh/h 0 2666 1189 1095 1150 0 1497 0 1554 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 17.3 17.3 15.5 15.4 0.0 8.9 0.0 9.7 Incr Delay (d2), s/veh 0.0 0.0 0.1 0.2 0.1 0.0 0.2 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 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 0.2 0.1 0.0 1.5 0.0 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 17.3 17.4 15.7 15.4 0.0 9.1 0.0 10.1 LnGrp LOS A B B B B A A A B
Approach Vol, veh/h 15 55 756
Approach Delay, s/veh 17.4 15.6 9.7
Approach LOS B B A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 7.3 21.5 10.0
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 2.1 9.8 2.7
Green Ext Time (p_c), s 0.0 2.2 0.1
Intersection Summary
HCM 6th Ctrl Delay 10.2
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 Conditions
2: I-5 NB Ramps & E St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 150 302 0 0 329 568 12 365 459 0 0 0 Future Volume (veh/h) 150 302 0 0 329 568 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 174 351 0 0 383 660 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 174 351 0 0 383 660 510 0 486
Grp Sat Flow(s),veh/h/ln1682 1730 0 0 1730 1543 1819 0 1543 Q Serve(g_s), s 3.5 3.4 0.0 0.0 11.4 29.9 19.6 0.0 19.9 Cycle Q Clear(g_c), s 3.5 3.4 0.0 0.0 11.4 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 0.18 0.00 0.00 0.52 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 14.8 20.1 25.0 0.0 25.1 Incr Delay (d2), s/veh 1.1 0.0 0.0 0.0 1.0 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 4.3 16.1 13.1 0.0 16.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.5 7.2 0.0 0.0 15.9 56.0 61.5 0.0 101.6 LnGrp LOS C A A A B F E A F
Approach Vol, veh/h 525 1043 996
Approach Delay, s/veh 15.6 41.3 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 5.4
Green Ext Time (p_c), s 0.1 0.0 0.0 1.5
Intersection Summary
HCM 6th Ctrl Delay 51.5
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 Conditions
3: Woodlawn Ave & E St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 643 41 64 665 7 139 4 41 15 6 8 Future Volume (veh/h) 9 643 41 64 665 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 11 814 52 81 842 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 498 2142 137 456 2349 25 260 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 3302 211 1734 3507 37 966 27 1543 83 132 80 Grp Volume(v), veh/h 11 426 440 81 415 436 181 0 52 37 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1783 1734 1730 1814 993 0 1543 294 0 0 Q Serve(g_s), s 0.3 13.8 13.8 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 13.8 13.8 1.9 0.0 0.0 22.2 0.0 3.3 22.9 0.0 0.0 Prop In Lane 1.00 0.12 1.00 0.02 0.97 1.00 0.51 0.27
Lane Grp Cap(c), veh/h 498 1122 1157 456 1159 1215 265 0 320 106 0 0 V/C Ratio(X) 0.02 0.38 0.38 0.18 0.36 0.36 0.68 0.00 0.16 0.35 0.00 0.00 Avail Cap(c_a), veh/h 781 1122 1157 702 1159 1215 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 0.80 0.80 0.80 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 7.0 9.8 9.8 7.0 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 5.3 5.4 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 10.7 10.7 7.2 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 877 932 233 37
Approach Delay, s/veh 10.7 1.2 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 15.8 24.9 2.3 2.0 24.2 Green Ext Time (p_c), s 0.2 6.7 0.0 0.0 6.6 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 Existing Conditions
4: Broadway & E St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 244 353 82 53 395 89 139 529 47 54 318 234 Future Volume (veh/h) 244 353 82 53 395 89 139 529 47 54 318 234 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 294 425 99 64 476 107 167 637 57 65 383 282 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 313 1326 306 82 961 215 194 909 81 83 758 338 Arrive On Green 0.36 0.95 0.95 0.02 0.11 0.11 0.11 0.28 0.28 0.05 0.22 0.22 Sat Flow, veh/h 1734 2791 645 1734 2810 628 1734 3212 287 1734 3460 1543 Grp Volume(v), veh/h 294 262 262 64 292 291 167 343 351 65 383 282 Grp Sat Flow(s),veh/h/ln1734 1730 1705 1734 1730 1708 1734 1730 1769 1734 1730 1543 Q Serve(g_s), s 19.7 1.3 1.3 4.4 19.0 19.2 11.4 21.3 21.3 4.4 11.7 21.0 Cycle Q Clear(g_c), s 19.7 1.3 1.3 4.4 19.0 19.2 11.4 21.3 21.3 4.4 11.7 21.0 Prop In Lane 1.00 0.38 1.00 0.37 1.00 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 313 822 810 82 592 584 194 489 500 83 758 338 V/C Ratio(X) 0.94 0.32 0.32 0.78 0.49 0.50 0.86 0.70 0.70 0.78 0.51 0.83 Avail Cap(c_a), veh/h 315 822 810 243 592 584 272 489 500 272 934 417 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) 0.94 0.94 0.94 0.95 0.95 0.95 0.57 0.57 0.57 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.7 1.6 1.6 58.4 43.5 43.5 52.4 38.5 38.5 56.5 41.2 44.8 Incr Delay (d2), s/veh 33.0 1.0 1.0 5.6 2.8 2.9 8.4 2.8 2.8 5.9 0.7 12.7 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 9.8 0.6 0.6 2.1 9.3 9.3 5.4 9.4 9.6 2.1 5.1 9.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.7 2.6 2.6 64.0 46.2 46.4 60.8 41.3 41.3 62.4 41.9 57.5 LnGrp LOS E A A E D D E D D E D E
Approach Vol, veh/h 818 647 861 730
Approach Delay, s/veh 27.1 48.1 45.1 49.7
Approach LOS C D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.9 61.6 17.6 30.9 25.9 45.6 10.0 38.5 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 * 17 34.4 * 19 32.4 * 22 29.4 * 19 32.4 Max Q Clear Time (g_c+I1), s 6.4 3.3 13.4 23.0 21.7 21.2 6.4 23.3 Green Ext Time (p_c), s 0.0 5.0 0.1 3.3 0.0 2.9 0.0 3.8 Intersection Summary
HCM 6th Ctrl Delay 42.0
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 Conditions
5: Fifth Ave & E St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 73 344 30 20 404 113 34 93 29 17 62 72 Future Volume (veh/h) 73 344 30 20 404 113 34 93 29 17 62 72 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 97 459 40 27 539 151 45 124 39 23 83 96 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 120 2275 198 34 1756 490 76 159 46 52 119 124 Arrive On Green 0.14 1.00 1.00 0.04 1.00 1.00 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 1734 3221 280 1734 2672 745 244 995 286 114 746 779 Grp Volume(v), veh/h 97 246 253 27 348 342 208 0 0 202 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1771 1734 1730 1687 1526 0 0 1639 0 0 Q Serve(g_s), s 6.5 0.0 0.0 1.9 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 6.5 0.0 0.0 1.9 0.0 0.0 16.1 0.0 0.0 14.1 0.0 0.0 Prop In Lane 1.00 0.16 1.00 0.44 0.22 0.19 0.11 0.48
Lane Grp Cap(c), veh/h 120 1222 1251 34 1137 1109 280 0 0 295 0 0 V/C Ratio(X) 0.81 0.20 0.20 0.79 0.31 0.31 0.74 0.00 0.00 0.68 0.00 0.00 Avail Cap(c_a), veh/h 214 1222 1251 214 1137 1109 509 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 0.90 0.90 0.90 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 51.0 0.0 0.0 57.4 0.0 0.0 48.8 0.0 0.0 48.2 0.0 0.0 Incr Delay (d2), s/veh 11.6 0.3 0.3 28.9 0.6 0.6 3.9 0.0 0.0 2.8 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 3.1 0.1 0.1 1.1 0.2 0.2 6.4 0.0 0.0 6.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.5 0.3 0.3 86.3 0.6 0.6 52.7 0.0 0.0 51.0 0.0 0.0 LnGrp LOS E A A F A A D A A D A A
Approach Vol, veh/h 596 717 208 202
Approach Delay, s/veh 10.5 3.9 52.7 51.0
Approach LOS B A D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.6 89.7 23.8 12.5 83.8 23.8
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 16.1 8.5 2.0 18.1
Green Ext Time (p_c), s 0.0 3.4 1.1 0.1 5.1 1.1
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.

Wohl Bayfront SP Existing Conditions
6: Fourth Ave & E St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 78 260 67 120 384 76 121 691 64 142 608 72 Future Volume (veh/h) 78 260 67 120 384 76 121 691 64 142 608 72 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 87 289 74 133 427 84 134 768 71 158 676 80 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 430 1134 285 563 1244 243 161 855 79 185 973 434 Arrive On Green 0.09 0.83 0.83 0.06 0.43 0.43 0.09 0.27 0.27 0.11 0.28 0.28 Sat Flow, veh/h 1734 2738 689 1734 2886 564 1734 3202 296 1734 3460 1543 Grp Volume(v), veh/h 87 181 182 133 255 256 134 415 424 158 676 80 Grp Sat Flow(s),veh/h/ln1734 1730 1697 1734 1730 1720 1734 1730 1768 1734 1730 1543 Q Serve(g_s), s 3.5 2.7 2.8 5.2 11.8 12.0 9.1 27.7 27.8 10.7 20.9 4.7 Cycle Q Clear(g_c), s 3.5 2.7 2.8 5.2 11.8 12.0 9.1 27.7 27.8 10.7 20.9 4.7 Prop In Lane 1.00 0.41 1.00 0.33 1.00 0.17 1.00 1.00
Lane Grp Cap(c), veh/h 430 716 703 563 746 741 161 462 472 185 973 434 V/C Ratio(X) 0.20 0.25 0.26 0.24 0.34 0.35 0.83 0.90 0.90 0.85 0.69 0.18 Avail Cap(c_a), veh/h 597 716 703 701 746 741 315 492 502 315 983 439 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) 0.99 0.99 0.99 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 22.8 22.8 53.5 42.4 42.4 52.7 38.5 32.7 Incr Delay (d2), s/veh 0.1 0.8 0.9 0.1 1.2 1.3 4.3 18.7 18.5 4.4 2.2 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 1.3 1.1 1.1 2.1 5.1 5.1 4.2 14.2 14.4 4.9 9.2 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.3 7.1 7.2 18.1 24.0 24.1 57.8 61.1 60.9 57.1 40.7 32.9 LnGrp LOS B A A B C C E E E E D C
Approach Vol, veh/h 450 644 973 914
Approach Delay, s/veh 9.3 22.8 60.6 42.9
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 15.3 38.7 9.4 56.6 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 4.8 11.1 22.9 5.5 14.0 12.7 29.8 Green Ext Time (p_c), s 0.1 1.8 0.1 4.3 0.1 2.4 0.1 2.3 Intersection Summary
HCM 6th Ctrl Delay 39.3
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ~ tf+ ~ tf+ ~ tt .,,
Wohl Bayfront SP Existing Conditions
7: Bay Blvd & F St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Intersection
Intersection Delay, s/veh 9.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 8 9 63 18 72 26 80 50 149 39 206
Future Vol, veh/h 9 8 9 63 18 72 26 80 50 149 39 206
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 69 20 79 29 88 55 164 43 226
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 9.1 9.6 9.4 10.2

HCM LOS A A A B

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 88% 0% 100% 0%
Vol Thru, % 0% 62% 0% 47% 12% 11% 0% 16%
Vol Right, % 0% 38% 0% 53% 0% 89% 0% 84%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 26 130 9 17 72 81 149 245
LT Vol 26 0 9 0 63 0 149 0
Through Vol 0 80 0 8 9 9 0 39
RT Vol 0 50 0 9 0 72 0 206
Lane Flow Rate 29 143 10 19 79 89 164 269
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 0.048 0.208 0.019 0.031 0.141 0.132 0.262 0.349 Departure Headway (Hd) 6.022 5.246 6.789 5.906 6.405 5.335 5.758 4.663 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 590 677 530 610 555 666 621 765
Service Time 3.804 3.028 4.489 3.606 4.191 3.12 3.523 2.428 HCM Lane V/C Ratio 0.049 0.211 0.019 0.031 0.142 0.134 0.264 0.352 HCM Control Delay 9.1 9.4 9.6 8.8 10.3 8.9 10.6 9.9
HCM Lane LOS A A A A B A B A
HCM 95th-tile Q 0.2 0.8 0.1 0.1 0.5 0.5 1 1.6
+ff+ ., f+ ., f+
Wohl Bayfront SP Existing Conditions
8: F St & Woodlawn Ave Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Intersection
Intersection Delay, s/veh 9
Intersection LOS A
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 28 189 141 95 85 22
Future Vol, veh/h 28 189 141 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 33 222 166 112 100 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 9.1 8.7 9.3

HCM LOS A A A

Lane EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 31% 0% 0% 0% 79%
Vol Thru, % 69% 100% 100% 33% 0%
Vol Right, % 0% 0% 0% 67% 21%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 91 126 94 142 107
LT Vol 28 0 0 0 85
Through Vol 63 126 94 47 0
RT Vol 0 0 0 95 22
Lane Flow Rate 107 148 111 167 126
Geometry Grp 7 7 7 7 2
Degree of Util (X) 0.157 0.21 0.157 0.215 0.18
Departure Headway (Hd) 5.266 5.111 5.109 4.637 5.142
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 680 701 701 772 696
Service Time 3.006 2.851 2.847 2.376 3.183
HCM Lane V/C Ratio 0.157 0.211 0.158 0.216 0.181
HCM Control Delay 9 9.2 8.8 8.7 9.3
HCM Lane LOS A A A A A
HCM 95th-tile Q 0.6 0.8 0.6 0.8 0.7
Wohl Bayfront SP Existing Conditions
9: Broadway & F St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 48 123 136 53 113 41 37 571 63 23 377 47 Future Volume (veh/h) 48 123 136 53 113 41 37 571 63 23 377 47 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 53 135 149 58 124 45 41 627 69 25 414 52 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 68 962 858 75 1409 490 52 740 81 33 694 87
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 2517 876 1734 3144 345 1734 3095 387 Grp Volume(v), veh/h 53 135 149 58 84 85 41 345 351 25 230 236 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1663 1734 1730 1759 1734 1730 1752 Q Serve(g_s), s 3.6 4.5 5.7 4.0 2.7 2.9 2.8 22.8 22.9 1.7 14.3 14.5 Cycle Q Clear(g_c), s 3.6 4.5 5.7 4.0 2.7 2.9 2.8 22.8 22.9 1.7 14.3 14.5 Prop In Lane 1.00 1.00 1.00 0.53 1.00 0.20 1.00 0.22
Lane Grp Cap(c), veh/h 68 962 858 75 968 931 52 408 414 33 388 393 V/C Ratio(X) 0.78 0.14 0.17 0.78 0.09 0.09 0.78 0.85 0.85 0.76 0.59 0.60 Avail Cap(c_a), veh/h 228 962 858 228 968 931 272 525 534 272 525 531 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 12.8 13.1 56.8 12.2 12.3 57.8 43.8 43.8 58.6 41.7 41.7 Incr Delay (d2), s/veh 17.0 0.3 0.4 15.7 0.2 0.2 14.6 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 1.8 2.1 2.1 1.1 1.1 1.4 10.5 10.7 1.0 6.2 6.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.1 13.1 13.5 72.6 12.4 12.5 72.4 50.2 50.3 84.4 42.9 43.0 LnGrp LOS E B B E B B E D D F D D
Approach Vol, veh/h 337 227 737 491
Approach Delay, s/veh 22.9 27.8 51.5 45.0
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 7.8 31.5 8.9 71.8 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 4.8 16.5 5.6 4.9 3.7 24.9 Green Ext Time (p_c), s 0.1 1.7 0.0 2.7 0.1 0.9 0.0 3.4 Intersection Summary
HCM 6th Ctrl Delay 41.3
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 Conditions
11: Bay Blvd & G St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 0 1 152 110 0
Future Vol, veh/h 1 0 1 152 110 0
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 1 0 1 169 122 0

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 293 122 122 0 - 0
Stage 1 122 - - - - -
Stage 2 171 - - - - -
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 698 929 1465 - - -
Stage 1 903 - - - - -
Stage 2 859 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 697 929 1465 - - -
Mov Cap-2 Maneuver 697 - - - - -
Stage 1 902 - - - - -
Stage 2 859 - - - - -

Approach EB NB SB
HCM Control Delay, s 10.2 0 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1465 - 697 - - -
HCM Lane V/C Ratio 0.001 - 0.002 - - -
HCM Control Delay (s) 7.5 0 10.2 0 - -
HCM Lane LOS A A B A - -
HCM 95th %tile Q(veh) 0 - 0 - - -
Wohl Bayfront SP Existing Conditions
12: Bay Blvd & H St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 38 2 32 61 67 1 72 21 35 46 28 Future Volume (veh/h) 0 38 2 32 61 67 1 72 21 35 46 28
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 42 2 35 67 74 1 79 23 38 51 31
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 0 584 28 348 667 742 177 151 44 163 118 72
Arrive On Green 0.00 0.17 0.17 0.52 0.52 0.52 0.11 0.11 0.11 0.11 0.11 0.11 Sat Flow, veh/h 0 3455 159 665 1273 1416 1316 1355 395 1293 1060 645 Grp Volume(v), veh/h 0 21 23 94 0 82 1 0 102 38 0 82
Grp Sat Flow(s),veh/h/ln 0 1730 1793 1788 0 1566 1316 0 1750 1293 0 1705 Q Serve(g_s), s 0.0 0.8 0.8 2.1 0.0 2.1 0.1 0.0 4.4 2.3 0.0 3.6 Cycle Q Clear(g_c), s 0.0 0.8 0.8 2.1 0.0 2.1 3.6 0.0 4.4 6.7 0.0 3.6 Prop In Lane 0.00 0.09 0.37 0.90 1.00 0.23 1.00 0.38
Lane Grp Cap(c), veh/h 0 301 311 937 0 820 177 0 195 163 0 190 V/C Ratio(X) 0.00 0.07 0.07 0.10 0.00 0.10 0.01 0.00 0.52 0.23 0.00 0.43 Avail Cap(c_a), veh/h 0 301 311 937 0 820 441 0 545 421 0 531 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) 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 27.7 27.7 9.6 0.0 9.6 34.9 0.0 33.6 36.7 0.0 33.2 Incr Delay (d2), s/veh 0.0 0.5 0.5 0.2 0.0 0.2 0.0 0.0 0.8 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.4 0.4 0.8 0.0 0.7 0.0 0.0 1.9 0.7 0.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 28.1 28.1 9.8 0.0 9.8 34.9 0.0 34.4 37.0 0.0 33.8 LnGrp LOS A C C A A A C A C D A C
Approach Vol, veh/h 44 176 103 120
Approach Delay, s/veh 28.1 9.8 34.4 34.8
Approach LOS C A C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 47.0 14.0 19.0 14.0
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 4.1 8.7 2.8 6.4
Green Ext Time (p_c), s 0.6 0.3 0.1 0.3
Intersection Summary
HCM 6th Ctrl Delay 24.1
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. +ft "i "i
Wohl Bayfront SP Existing Conditions
13: I-5 SB Ramps & H St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 61 33 257 110 0 0 0 0 295 3 51 Future Volume (veh/h) 0 61 33 257 110 0 0 0 0 295 3 51
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 69 38 292 125 0 354 0 40
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 1880 875 369 2545 0 475 0 211
Arrive On Green 0.00 0.57 0.57 0.11 0.74 0.00 0.14 0.00 0.14 Sat Flow, veh/h 0 3478 1543 3365 3551 0 3469 0 1543
Grp Volume(v), veh/h 0 69 38 292 125 0 354 0 40
Grp Sat Flow(s),veh/h/ln 0 1657 1543 1682 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 0.7 0.9 6.8 0.8 0.0 7.8 0.0 1.8
Cycle Q Clear(g_c), s 0.0 0.7 0.9 6.8 0.8 0.0 7.8 0.0 1.8 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1880 875 369 2545 0 475 0 211
V/C Ratio(X) 0.00 0.04 0.04 0.79 0.05 0.00 0.75 0.00 0.19 Avail Cap(c_a), veh/h 0 1880 875 379 2545 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 0.99 0.99 0.90 0.90 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 7.7 7.7 34.7 2.9 0.0 33.2 0.0 30.6 Incr Delay (d2), s/veh 0.0 0.0 0.1 8.8 0.0 0.0 2.4 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.2 0.3 3.2 0.2 0.0 3.4 0.0 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 7.7 7.8 43.5 2.9 0.0 35.5 0.0 31.0 LnGrp LOS A A A D A A D A C
Approach Vol, veh/h 107 417 394
Approach Delay, s/veh 7.7 31.4 35.1
Approach LOS A C D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 63.9 16.1 13.5 50.5
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 2.8 9.8 8.8 2.9
Green Ext Time (p_c), s 0.5 1.1 0.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 30.2
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 Conditions
14: I-5 NB Ramps & H St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 35 322 0 0 302 325 67 28 391 0 0 0 Future Volume (veh/h) 35 322 0 0 302 325 67 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 37 343 0 0 321 346 57 0 451
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 145 1734 0 0 566 505 373 0 663
Arrive On Green 0.04 0.50 0.00 0.00 0.33 0.33 0.21 0.00 0.21 Sat Flow, veh/h 3365 3551 0 0 1821 1543 1734 0 3087
Grp Volume(v), veh/h 37 343 0 0 321 346 57 0 451
Grp Sat Flow(s),veh/h/ln1682 1730 0 0 1730 1543 1734 0 1543 Q Serve(g_s), s 0.4 2.0 0.0 0.0 5.5 7.0 1.0 0.0 4.8
Cycle Q Clear(g_c), s 0.4 2.0 0.0 0.0 5.5 7.0 1.0 0.0 4.8 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 145 1734 0 0 566 505 373 0 663
V/C Ratio(X) 0.26 0.20 0.00 0.00 0.57 0.68 0.15 0.00 0.68 Avail Cap(c_a), veh/h 468 3544 0 0 1305 1164 869 0 1547 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 16.6 5.0 0.0 0.0 10.0 10.5 11.4 0.0 13.0 Incr Delay (d2), s/veh 0.3 0.0 0.0 0.0 0.3 0.6 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 0.1 0.4 0.0 0.0 1.6 1.8 0.3 0.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.0 5.0 0.0 0.0 10.3 11.1 11.5 0.0 13.4 LnGrp LOS B A A A B B B A B
Approach Vol, veh/h 380 667 508
Approach Delay, s/veh 6.2 10.7 13.2
Approach LOS A B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s6.2 16.9 12.8 23.1
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 2.4 9.0 6.8 4.0
Green Ext Time (p_c), s 0.0 2.8 0.9 1.6
Intersection Summary
HCM 6th Ctrl Delay 10.4
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 Conditions
15: Woodlawn Ave & H St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 65 640 4 17 477 60 22 7 12 66 7 131 Future Volume (veh/h) 65 640 4 17 477 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 74 727 5 19 542 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 2306 16 29 1907 239 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 3523 24 1734 3094 387 1734 594 1040 1734 79 1476 Grp Volume(v), veh/h 74 357 375 19 302 308 25 0 22 75 0 157 Grp Sat Flow(s),veh/h/ln1734 1730 1817 1734 1730 1751 1734 0 1634 1734 0 1555 Q Serve(g_s), s 4.0 8.6 8.6 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 8.6 8.6 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 0.22 1.00 0.64 1.00 0.95
Lane Grp Cap(c), veh/h 95 1133 1189 29 1066 1079 52 0 49 188 0 169 V/C Ratio(X) 0.78 0.32 0.32 0.66 0.28 0.29 0.48 0.00 0.45 0.40 0.00 0.93 Avail Cap(c_a), veh/h 267 1133 1189 267 1066 1079 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 0.98 0.98 0.98 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.8 7.2 7.2 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 22.6 0.7 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 3.1 3.2 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 7.9 7.9 68.7 0.7 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 806 629 47 232
Approach Delay, s/veh 12.4 2.7 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 10.6 11.6 6.0 2.0 3.4
Green Ext Time (p_c), s 0.0 4.3 0.0 0.1 4.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 18.5
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 Conditions
16: Oaklawn Ave & H St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 681 18 6 450 33 20 12 21 21 19 35 Future Volume (veh/h) 19 681 18 6 450 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 22 774 20 7 511 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 32 877 23 754 2214 164 29 18 30 31 28 52
Arrive On Green 0.04 0.51 0.51 0.43 0.68 0.68 0.05 0.05 0.05 0.07 0.07 0.07 Sat Flow, veh/h 1734 3446 89 1734 3265 242 630 384 658 463 424 772 Grp Volume(v), veh/h 22 389 405 7 270 279 61 0 0 86 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1805 1734 1730 1778 1671 0 0 1659 0 0 Q Serve(g_s), s 1.2 19.2 19.2 0.2 5.7 5.8 3.5 0.0 0.0 4.9 0.0 0.0 Cycle Q Clear(g_c), s 1.2 19.2 19.2 0.2 5.7 5.8 3.5 0.0 0.0 4.9 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.14 0.38 0.39 0.28 0.47
Lane Grp Cap(c), veh/h 32 440 459 754 1173 1205 77 0 0 111 0 0 V/C Ratio(X) 0.69 0.88 0.88 0.01 0.23 0.23 0.79 0.00 0.00 0.78 0.00 0.00 Avail Cap(c_a), veh/h 267 506 528 754 1173 1205 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 0.96 0.96 0.96 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 45.9 22.3 22.3 15.4 5.9 5.9 45.3 0.0 0.0 44.1 0.0 0.0 Incr Delay (d2), s/veh 8.8 20.9 20.3 0.0 0.4 0.4 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 7.7 8.0 0.1 2.0 2.0 1.6 0.0 0.0 2.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.7 43.2 42.6 15.4 6.3 6.3 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 816 556 61 86
Approach Delay, s/veh 43.2 6.5 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 46.6 29.3 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 21.2 6.9 3.2 7.8 5.5
Green Ext Time (p_c), s 0.0 3.2 0.2 0.0 4.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 30.4
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 Conditions
17: Broadway & H St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 124 437 86 145 324 98 115 524 157 79 432 79 Future Volume (veh/h) 124 437 86 145 324 98 115 524 157 79 432 79 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 139 491 97 163 364 110 129 589 176 89 485 89 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 198 1863 831 221 1432 427 185 709 418 141 663 387 Arrive On Green 0.06 0.54 0.54 0.13 1.00 1.00 0.11 0.41 0.41 0.04 0.19 0.19 Sat Flow, veh/h 3365 3460 1543 3365 2627 783 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 139 491 97 163 238 236 129 589 176 89 485 89 Grp Sat Flow(s),veh/h/ln1682 1730 1543 1682 1730 1680 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 4.9 9.2 3.7 5.6 0.0 0.0 4.4 18.3 9.6 3.1 15.8 5.5 Cycle Q Clear(g_c), s 4.9 9.2 3.7 5.6 0.0 0.0 4.4 18.3 9.6 3.1 15.8 5.5 Prop In Lane 1.00 1.00 1.00 0.47 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 198 1863 831 221 943 916 185 709 418 141 663 387 V/C Ratio(X) 0.70 0.26 0.12 0.74 0.25 0.26 0.70 0.83 0.42 0.63 0.73 0.23 Avail Cap(c_a), veh/h 471 1863 831 471 943 916 499 1078 582 471 1050 559 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) 0.95 0.95 0.95 0.91 0.91 0.91 0.85 0.85 0.85 0.80 0.80 0.80 Uniform Delay (d), s/veh 55.4 14.9 13.6 51.1 0.0 0.0 52.4 33.5 26.3 56.6 45.6 35.8 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 1.3 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 2.2 3.7 1.4 2.4 0.2 0.2 1.9 6.5 3.1 1.4 6.9 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.7 15.2 13.9 55.5 0.6 0.6 56.4 36.5 26.9 60.3 46.9 36.0 LnGrp LOS E B B E A A E D C E D D
Approach Vol, veh/h 727 637 894 663
Approach Delay, s/veh 23.5 14.6 37.5 47.2
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 10.8 27.6 11.3 70.3 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 11.2 6.4 17.8 6.9 2.0 5.1 20.3 Green Ext Time (p_c), s 0.3 3.5 0.3 3.4 0.3 3.1 0.2 4.3 Intersection Summary
HCM 6th Ctrl Delay 31.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Wohl Bayfront SP Existing Conditions
18: Fifth Ave & H St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 77 536 11 16 560 124 20 39 26 116 39 75 Future Volume (veh/h) 77 536 11 16 560 124 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 96 670 14 20 700 155 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 688 2257 1007 28 749 166 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 2816 623 1734 1821 1543 1734 1821 1543 Grp Volume(v), veh/h 96 670 14 20 430 425 25 49 32 145 49 94 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1709 1734 1821 1543 1734 1821 1543 Q Serve(g_s), s 1.5 0.0 0.0 1.4 29.6 29.7 1.7 3.0 2.3 9.9 2.8 2.8 Cycle Q Clear(g_c), s 1.5 0.0 0.0 1.4 29.6 29.7 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 688 2257 1007 28 460 455 33 152 129 172 298 252 V/C Ratio(X) 0.14 0.30 0.01 0.71 0.93 0.93 0.76 0.32 0.25 0.84 0.16 0.37 Avail Cap(c_a), veh/h 688 2257 1007 228 463 457 214 461 391 301 552 468 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 0.82 0.82 0.82 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 7.7 0.0 0.0 59.4 53.7 53.7 58.6 51.8 51.5 53.1 43.1 8.3 Incr Delay (d2), s/veh 0.0 0.3 0.0 9.6 24.7 25.1 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 17.0 16.8 1.0 1.4 0.9 4.5 1.3 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 7.7 0.3 0.0 69.0 78.4 78.8 88.7 53.0 52.5 57.4 43.4 9.2 LnGrp LOS A A A E E E F D D E D A
Approach Vol, veh/h 780 875 106 288
Approach Delay, s/veh 1.2 78.4 61.3 39.3
Approach LOS A E 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 52.5 36.8 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 3.5 31.7 11.9 5.0 Green Ext Time (p_c), s 0.0 6.4 0.0 0.6 0.1 0.3 0.1 0.3 Intersection Summary
HCM 6th Ctrl Delay 42.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Wohl Bayfront SP Existing Conditions
19: Fourth Ave & H St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 164 406 87 78 490 126 132 662 53 129 590 123 Future Volume (veh/h) 164 406 87 78 490 126 132 662 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 180 446 96 86 538 138 145 727 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 1272 272 137 1137 291 172 850 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 2836 606 3365 2729 697 1734 3246 259 1734 3460 1543 Grp Volume(v), veh/h 180 271 271 86 340 336 145 387 398 142 648 135 Grp Sat Flow(s),veh/h/ln1682 1730 1712 1682 1730 1696 1734 1730 1775 1734 1730 1543 Q Serve(g_s), s 6.4 16.9 17.1 3.0 17.1 17.3 9.9 25.5 25.6 9.7 20.5 8.5 Cycle Q Clear(g_c), s 6.4 16.9 17.1 3.0 17.1 17.3 9.9 25.5 25.6 9.7 20.5 8.5 Prop In Lane 1.00 0.35 1.00 0.41 1.00 0.15 1.00 1.00
Lane Grp Cap(c), veh/h 243 776 768 137 721 707 172 453 465 169 901 402 V/C Ratio(X) 0.74 0.35 0.35 0.63 0.47 0.48 0.84 0.85 0.86 0.84 0.72 0.34 Avail Cap(c_a), veh/h 443 776 768 443 721 707 228 578 593 228 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 35.4 35.5 56.7 25.4 25.4 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 2.2 2.3 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 8.1 8.1 1.4 7.4 7.3 5.2 12.0 12.3 5.0 8.8 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.6 36.6 36.7 61.4 27.6 27.7 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 722 762 930 925
Approach Delay, s/veh 42.8 31.5 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 19.1 11.9 22.5 8.4 19.3 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 Conditions
20: Marina Wy & Marina Pkwy Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Intersection
Int Delay, s/veh 4.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 36 10 45 31 4 37
Future Vol, veh/h 36 10 45 31 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 39 11 49 34 4 40

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 50 0 160 25
Stage 1 - - - - 45 -
Stage 2 - - - - 115 -
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 - - 1555 - 815 1045
Stage 1 - - - - 972 -
Stage 2 - - - - 897 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1555 - 789 1045
Mov Cap-2 Maneuver - - - - 789 -
Stage 1 - - - - 972 -
Stage 2 - - - - 868 -

Approach EB WB NB
HCM Control Delay, s 0 4.4 8.7

HCM LOS A

Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 789 1045 - - 1555 -
HCM Lane V/C Ratio 0.006 0.038 - - 0.031 -
HCM Control Delay (s) 9.6 8.6 - - 7.4 -
HCM Lane LOS A A - - A -
HCM 95th %tile Q(veh) 0 0.1 - - 0.1 -
Wohl Bayfront SP Existing Conditions
21: Bay Blvd & Marina Pkwy/J St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Intersection
Intersection Delay, s/veh 25.6
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 74 15 362 96 37 21 82 288 10 62 7
Future Vol, veh/h 4 74 15 362 96 37 21 82 288 10 62 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 83 17 407 108 42 24 92 324 11 70 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 11.7 30.2 25.8 12.2

HCM LOS B D D 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% 22% 0% 100% 62% 0% 100% 46% 0% 90%
Vol Right, % 0% 78% 0% 0% 38% 0% 0% 54% 0% 10%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 21 370 4 49 40 362 64 69 10 69
LT Vol 21 0 4 0 0 362 0 0 10 0
Through Vol 0 82 0 49 25 0 64 32 0 62
RT Vol 0 288 0 0 15 0 0 37 0 7
Lane Flow Rate 24 416 4 55 45 407 72 78 11 78
Geometry Grp 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.05 0.755 0.011 0.124 0.097 0.834 0.137 0.14 0.027 0.171 Departure Headway (Hd) 7.582 6.536 8.59 8.076 7.803 7.383 6.873 6.491 8.519 7.941 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 473 553 416 443 459 492 522 553 420 451
Service Time 5.317 4.271 6.347 5.832 5.56 5.123 4.613 4.23 6.271 5.693 HCM Lane V/C Ratio 0.051 0.752 0.01 0.124 0.098 0.827 0.138 0.141 0.026 0.173 HCM Control Delay 10.7 26.7 11.4 12 11.4 37.4 10.7 10.3 11.5 12.3 HCM Lane LOS B D B B B E B B B B
HCM 95th-tile Q 0.2 6.6 0 0.4 0.3 8.3 0.5 0.5 0.1 0.6
"i tf+
Wohl Bayfront SP Existing Conditions
22: I-5 SB Ramps & J St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 356 35 222 284 0 0 0 0 316 0 221 Future Volume (veh/h) 0 356 35 222 284 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 0 400 39 249 319 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 1023 98 196 1595 0 466 0 415
Arrive On Green 0.00 0.22 0.22 0.11 0.46 0.00 0.27 0.00 0.27 Sat Flow, veh/h 0 4777 443 1734 3551 0 1734 0 1543
Grp Volume(v), veh/h 0 286 153 249 319 0 355 0 248
Grp Sat Flow(s),veh/h/ln 0 1657 1741 1734 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 3.3 3.4 5.1 2.5 0.0 8.5 0.0 6.3
Cycle Q Clear(g_c), s 0.0 3.3 3.4 5.1 2.5 0.0 8.5 0.0 6.3 Prop In Lane 0.00 0.25 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 735 386 196 1595 0 466 0 415
V/C Ratio(X) 0.00 0.39 0.40 1.27 0.20 0.00 0.76 0.00 0.60 Avail Cap(c_a), veh/h 0 2239 1177 196 3166 0 634 0 564
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 15.0 15.0 20.0 7.2 0.0 15.2 0.0 14.4 Incr Delay (d2), s/veh 0.0 0.6 1.1 155.6 0.1 0.0 3.7 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 1.1 1.3 10.3 0.7 0.0 3.3 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 15.5 16.1 175.6 7.3 0.0 18.9 0.0 15.8 LnGrp LOS A B B F A A B A B
Approach Vol, veh/h 439 568 603
Approach Delay, s/veh 15.7 81.1 17.6
Approach LOS B F B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 26.9 18.2 10.8 16.1
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 4.5 10.5 7.1 5.4
Green Ext Time (p_c), s 3.7 1.6 0.0 4.6
Intersection Summary
HCM 6th Ctrl Delay 39.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Wohl Bayfront SP Existing Conditions
23: I-5 NB Ramps & J St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 101 531 0 0 415 447 102 3 351 0 0 0 Future Volume (veh/h) 101 531 0 0 415 447 102 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 111 584 0 0 456 491 112 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 140 1893 0 0 652 582 440 12 402
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 1691 45 1543
Grp Volume(v), veh/h 111 584 0 0 456 491 115 0 386
Grp Sat Flow(s),veh/h/ln1734 1730 0 0 1730 1543 1737 0 1543 Q Serve(g_s), s 4.0 5.8 0.0 0.0 14.1 18.4 3.3 0.0 15.6
Cycle Q Clear(g_c), s 4.0 5.8 0.0 0.0 14.1 18.4 3.3 0.0 15.6 Prop In Lane 1.00 0.00 0.00 1.00 0.97 1.00
Lane Grp Cap(c), veh/h 140 1893 0 0 652 582 452 0 402
V/C Ratio(X) 0.80 0.31 0.00 0.00 0.70 0.84 0.25 0.00 0.96 Avail Cap(c_a), veh/h 140 1982 0 0 696 621 452 0 402
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 28.6 7.8 0.0 0.0 16.7 18.1 18.6 0.0 23.1 Incr Delay (d2), s/veh 24.7 0.2 0.0 0.0 3.5 10.7 0.1 0.0 34.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 1.8 0.0 0.0 5.6 7.5 1.3 0.0 9.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.3 8.0 0.0 0.0 20.3 28.8 18.7 0.0 57.6 LnGrp LOS D A A A C C B A E
Approach Vol, veh/h 695 947 501
Approach Delay, s/veh 15.2 24.7 48.7
Approach LOS B C D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 10.8 30.0 22.6 40.8
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 17.6 7.8
Green Ext Time (p_c), s 0.0 3.5 0.0 7.0
Intersection Summary
HCM 6th Ctrl Delay 27.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++ --
Wohl Bayfront SP Existing Conditions
24: Oaklawn Ave & J St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
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 42 579 14 11 514 7 118 23 9 18 14 30 Future Vol, veh/h 42 579 14 11 514 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 47 643 16 12 571 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 18.7 16 13.4 11.2

HCM LOS C C B B

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 79% 13% 0% 4% 0% 29%
Vol Thru, % 15% 87% 95% 96% 97% 23%
Vol Right, % 6% 0% 5% 0% 3% 48%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 150 332 304 268 264 62
LT Vol 118 42 0 11 0 18
Through Vol 23 290 290 257 257 14
RT Vol 9 0 14 0 7 30
Lane Flow Rate 167 368 337 298 293 69
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.323 0.644 0.581 0.529 0.518 0.134
Departure Headway (Hd) 6.986 6.298 6.2 6.396 6.356 7.017 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 513 571 580 560 563 508
Service Time 5.056 4.066 3.969 4.169 4.129 5.109
HCM Lane V/C Ratio 0.326 0.644 0.581 0.532 0.52 0.136
HCM Control Delay 13.4 19.9 17.3 16.2 15.8 11.2
HCM Lane LOS B C C C C B
HCM 95th-tile Q 1.4 4.6 3.7 3.1 3 0.5
+ff+
Wohl Bayfront SP Existing Conditions
25: Broadway & J St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 113 407 252 46 272 40 146 596 54 44 535 81 Future Volume (veh/h) 113 407 252 46 272 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 127 457 283 52 306 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 153 512 315 67 603 88 191 1000 91 436 1578 704 Arrive On Green 0.09 0.25 0.25 0.04 0.20 0.20 0.11 0.31 0.31 0.25 0.46 0.46 Sat Flow, veh/h 1734 2057 1266 1734 3031 441 1734 3207 292 1734 3460 1543 Grp Volume(v), veh/h 127 384 356 52 173 178 164 361 370 49 601 91 Grp Sat Flow(s),veh/h/ln1734 1730 1593 1734 1730 1742 1734 1730 1769 1734 1730 1543 Q Serve(g_s), s 8.6 25.7 25.9 3.6 10.7 10.9 11.2 21.8 21.8 2.6 13.7 4.1 Cycle Q Clear(g_c), s 8.6 25.7 25.9 3.6 10.7 10.9 11.2 21.8 21.8 2.6 13.7 4.1 Prop In Lane 1.00 0.79 1.00 0.25 1.00 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 153 430 396 67 344 347 191 539 551 436 1578 704 V/C Ratio(X) 0.83 0.89 0.90 0.78 0.50 0.51 0.86 0.67 0.67 0.11 0.38 0.13 Avail Cap(c_a), veh/h 243 467 430 243 467 470 286 539 551 436 1578 704 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 0.80 0.80 0.80 Uniform Delay (d), s/veh 53.8 43.5 43.6 57.2 42.8 42.9 52.5 35.9 35.9 34.6 21.5 18.9 Incr Delay (d2), s/veh 6.6 18.1 20.3 7.2 1.1 1.2 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 13.1 12.4 1.7 4.7 4.8 5.4 10.1 10.3 1.1 5.7 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.4 61.7 63.9 64.4 43.9 44.0 63.0 42.4 42.3 34.7 22.0 19.2 LnGrp LOS E E E E D D E D D C C B
Approach Vol, veh/h 867 403 895 741
Approach Delay, s/veh 62.4 46.6 46.2 22.5
Approach LOS E D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.8 34.4 17.4 59.3 14.8 28.5 34.7 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 27.9 13.2 15.7 10.6 12.9 4.6 23.8 Green Ext Time (p_c), s 0.0 1.9 0.1 4.9 0.1 1.9 0.0 4.5 Intersection Summary
HCM 6th Ctrl Delay 45.0
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 Conditions
26: Bay Blvd & L St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Intersection
Intersection Delay, s/veh10.9
Intersection LOS B
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 177 151 122 183 87 121
Future Vol, veh/h 177 151 122 183 87 121
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 199 170 137 206 98 136
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 10.7 10.8 11.2

HCM LOS B B B

Lane NBLn1 NBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 100% 0% 0% 0% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 122 183 177 76 76 87 121
LT Vol 0 0 177 0 0 87 0
Through Vol 122 0 0 0 0 0 121
RT Vol 0 183 0 76 76 0 0
Lane Flow Rate 137 206 199 85 85 98 136
Geometry Grp 8 8 7 7 7 8 8
Degree of Util (X) 0.237 0.316 0.365 0.127 0.086 0.187 0.242 Departure Headway (Hd) 6.232 5.525 6.609 5.399 3.649 6.905 6.399 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 576 650 545 664 979 520 561
Service Time 3.97 3.262 4.344 3.133 1.383 4.646 4.14
HCM Lane V/C Ratio 0.238 0.317 0.365 0.128 0.087 0.188 0.242 HCM Control Delay 10.9 10.8 13.1 8.9 6.7 11.2 11.2
HCM Lane LOS B B B A A B B
HCM 95th-tile Q 0.9 1.4 1.7 0.4 0.3 0.7 0.9
Wohl Bayfront SP Existing Conditions
27: Industrial Blvd & L St Timing Plan: AM PEAK
EXAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 34 74 119 88 162 2 157 16 168 4 14 7 Future Volume (veh/h) 34 74 119 88 162 2 157 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 48 104 168 124 228 3 221 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 95 660 295 183 845 11 568 41 421 160 304 127 Arrive On Green 0.05 0.19 0.19 0.11 0.24 0.24 0.27 0.27 0.27 0.27 0.27 0.27 Sat Flow, veh/h 1734 3460 1543 1734 3497 46 1280 151 1543 96 1115 466 Grp Volume(v), veh/h 48 104 168 124 113 118 244 0 237 36 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1813 1431 0 1543 1677 0 0 Q Serve(g_s), s 0.8 0.8 3.1 2.2 1.7 1.7 4.1 0.0 4.1 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.8 0.8 3.1 2.2 1.7 1.7 4.6 0.0 4.1 0.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.03 0.91 1.00 0.17 0.28
Lane Grp Cap(c), veh/h 95 660 295 183 418 438 609 0 421 591 0 0 V/C Ratio(X) 0.51 0.16 0.57 0.68 0.27 0.27 0.40 0.00 0.56 0.06 0.00 0.00 Avail Cap(c_a), veh/h 332 1989 887 471 1133 1187 1126 0 986 1169 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 14.4 10.6 11.5 13.5 9.6 9.6 9.9 0.0 9.8 8.5 0.0 0.0 Incr Delay (d2), s/veh 4.2 0.1 1.7 4.4 0.3 0.3 0.4 0.0 1.2 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 0.4 0.2 0.9 0.9 0.5 0.5 1.1 0.0 1.1 0.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.6 10.7 13.2 17.9 10.0 10.0 10.3 0.0 11.0 8.5 0.0 0.0 LnGrp LOS B B B B A A B A B A A A
Approach Vol, veh/h 320 355 481 36
Approach Delay, s/veh 13.2 12.7 10.7 8.5
Approach LOS B B B A
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 13.0 7.8 10.5 13.0 6.2 12.1
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 6.6 4.2 5.1 2.5 2.8 3.7
Green Ext Time (p_c), s 1.9 0.1 0.9 0.1 0.0 1.1
Intersection Summary
HCM 6th Ctrl Delay 11.9
HCM 6th LOS B
4 .,,
Wohl Bayfront SP Existing Conditions
1: Bay Blvd/I-5 SB Ramps & E St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 47 16 36 20 0 11 0 322 795 582 13 Future Volume (veh/h) 0 47 16 36 20 0 11 0 322 795 582 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 49 17 38 21 0 11 0 335 724 752 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 0 561 250 176 185 0 0 0 0 811 833 16
Arrive On Green 0.00 0.16 0.16 0.10 0.10 0.00 0.00 0.00 0.00 0.47 0.47 0.47 Sat Flow, veh/h 0 3551 1543 1734 1821 0 0 1734 1782 33
Grp Volume(v), veh/h 0 49 17 38 21 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 0.8 0.6 1.3 0.7 0.0 24.3 0.0 24.8
Cycle Q Clear(g_c), s 0.0 0.8 0.6 1.3 0.7 0.0 24.3 0.0 24.8 Prop In Lane 0.00 1.00 1.00 0.00 1.00 0.02
Lane Grp Cap(c), veh/h 0 561 250 176 185 0 811 0 849
V/C Ratio(X) 0.00 0.09 0.07 0.22 0.11 0.00 0.89 0.00 0.90 Avail Cap(c_a), veh/h 0 1624 724 667 700 0 912 0 955
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 22.7 22.6 26.3 26.0 0.0 15.5 0.0 15.6 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.1 0.0 9.6 0.0 10.1 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 0.3 0.2 0.5 0.3 0.0 10.3 0.0 11.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 22.7 22.6 26.5 26.1 0.0 25.1 0.0 25.8 LnGrp LOS A C C C C A C A C
Approach Vol, veh/h 66 59 1490
Approach Delay, s/veh 22.7 26.4 25.4
Approach LOS C C C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 15.4 36.3 12.0
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 2.8 26.8 3.3
Green Ext Time (p_c), s 0.2 3.0 0.1
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. t
++ .,, "i + "i .,, "i 4+
Wohl Bayfront SP Existing Conditions
2: I-5 NB Ramps & E St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 313 678 0 0 409 403 15 3 346 0 0 0 Future Volume (veh/h) 313 678 0 0 409 403 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 364 788 0 0 476 469 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 482 2243 0 0 731 652 0 314 532
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 364 788 0 0 476 469 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 5.9 0.0 0.0 12.5 14.3 0.0 0.0 7.4
Cycle Q Clear(g_c), s 5.9 5.9 0.0 0.0 12.5 14.3 0.0 0.0 7.4 Prop In Lane 1.00 0.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 482 2243 0 0 731 652 0 314 532
V/C Ratio(X) 0.76 0.35 0.00 0.00 0.65 0.72 0.00 0.00 0.79 Avail Cap(c_a), veh/h 1795 2243 0 0 911 812 0 638 1081
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 23.4 4.6 0.0 0.0 13.1 13.6 0.0 0.0 22.5 Incr Delay (d2), s/veh 0.9 0.0 0.0 0.0 1.8 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 1.4 0.0 0.0 4.5 4.8 0.0 0.0 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.3 4.6 0.0 0.0 14.9 16.9 0.0 0.0 23.6 LnGrp LOS C A A A B B A A C
Approach Vol, veh/h 1152 945 422
Approach Delay, s/veh 10.8 15.9 23.6
Approach LOS B B C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 12.8 29.1 14.9 41.9
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 9.4 7.9
Green Ext Time (p_c), s 0.3 7.7 0.4 3.8
Intersection Summary
HCM 6th Ctrl Delay 14.8
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. 4+ .,, -------~
Wohl Bayfront SP Existing Conditions
3: Woodlawn Ave & E St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 15 907 86 48 677 18 103 2 31 12 8 7 Future Volume (veh/h) 15 907 86 48 677 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 1148 109 61 857 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 467 2221 211 334 2435 65 206 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 3194 303 1734 3442 92 874 20 1543 73 192 95 Grp Volume(v), veh/h 19 621 636 61 431 449 133 0 39 34 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1767 1734 1730 1805 895 0 1543 361 0 0 Q Serve(g_s), s 0.4 22.2 22.3 1.3 12.6 12.6 0.0 0.0 2.8 0.4 0.0 0.0 Cycle Q Clear(g_c), s 0.4 22.2 22.3 1.3 12.6 12.6 20.1 0.0 2.8 20.5 0.0 0.0 Prop In Lane 1.00 0.17 1.00 0.05 0.98 1.00 0.44 0.26
Lane Grp Cap(c), veh/h 467 1203 1228 334 1224 1277 210 0 268 102 0 0 V/C Ratio(X) 0.04 0.52 0.52 0.18 0.35 0.35 0.63 0.00 0.15 0.33 0.00 0.00 Avail Cap(c_a), veh/h 651 1203 1228 498 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) 0.93 0.93 0.93 0.78 0.78 0.78 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 6.0 9.4 9.4 7.4 7.4 7.4 52.7 0.0 45.6 46.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.5 1.5 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 8.4 8.6 0.5 4.6 4.8 4.4 0.0 1.1 1.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.0 10.9 10.9 7.6 8.0 8.0 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 1276 941 172 34
Approach Delay, s/veh 10.8 8.0 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 24.3 22.5 2.4 14.6 22.1 Green Ext Time (p_c), s 0.1 11.9 0.0 0.0 6.9 0.5
Intersection Summary
HCM 6th Ctrl Delay 13.3
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ~ tf+
Wohl Bayfront SP Existing Conditions
4: Broadway & E St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 255 433 244 74 315 88 145 375 65 60 423 276 Future Volume (veh/h) 255 433 244 74 315 88 145 375 65 60 423 276 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 307 522 294 89 380 106 175 452 78 72 510 333 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 315 907 510 112 825 227 202 918 158 92 856 382 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 2136 1200 1734 2680 739 1734 2953 507 1734 3460 1543 Grp Volume(v), veh/h 307 423 393 89 244 242 175 264 266 72 510 333 Grp Sat Flow(s),veh/h/ln1734 1730 1605 1734 1730 1688 1734 1730 1730 1734 1730 1543 Q Serve(g_s), s 21.1 22.3 22.4 6.1 15.9 16.2 11.9 14.9 15.0 4.9 15.6 24.8 Cycle Q Clear(g_c), s 21.1 22.3 22.4 6.1 15.9 16.2 11.9 14.9 15.0 4.9 15.6 24.8 Prop In Lane 1.00 0.75 1.00 0.44 1.00 0.29 1.00 1.00
Lane Grp Cap(c), veh/h 315 735 682 112 533 520 202 538 538 92 856 382 V/C Ratio(X) 0.97 0.58 0.58 0.79 0.46 0.47 0.87 0.49 0.50 0.79 0.60 0.87 Avail Cap(c_a), veh/h 315 735 682 243 533 520 272 538 538 272 934 417 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) 0.85 0.85 0.85 0.97 0.97 0.97 0.78 0.78 0.78 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.8 26.3 26.3 57.9 44.5 44.6 52.1 33.6 33.7 56.2 39.9 43.3 Incr Delay (d2), s/veh 39.6 2.8 3.0 4.6 2.7 2.9 12.9 0.8 0.8 5.5 1.1 17.7 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 12.6 9.7 9.1 2.9 7.8 7.8 5.9 6.4 6.4 2.3 6.8 11.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 88.5 29.0 29.3 62.5 47.2 47.5 65.0 34.4 34.5 61.6 41.0 61.1 LnGrp LOS F C C E D D E C C E D E
Approach Vol, veh/h 1123 575 705 915
Approach Delay, s/veh 45.4 49.7 42.0 49.9
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 55.6 18.2 34.3 26.0 41.5 10.5 41.9 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 * 17 34.4 * 19 32.4 * 22 29.4 * 19 32.4 Max Q Clear Time (g_c+I1), s 8.1 24.4 13.9 26.8 23.1 18.2 6.9 17.0 Green Ext Time (p_c), s 0.1 4.8 0.1 2.8 0.0 3.0 0.1 3.9 Intersection Summary
HCM 6th Ctrl Delay 46.7
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 Conditions
5: Fifth Ave & E St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 33 493 35 34 425 49 21 81 39 11 81 50 Future Volume (veh/h) 33 493 35 34 425 49 21 81 39 11 81 50 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 44 657 47 45 567 65 28 108 52 15 108 67 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 56 2351 168 57 2248 257 56 138 61 42 140 81
Arrive On Green 0.06 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 3275 234 1734 3129 358 162 1020 452 74 1034 603 Grp Volume(v), veh/h 44 347 357 45 313 319 188 0 0 190 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1779 1734 1730 1757 1634 0 0 1711 0 0 Q Serve(g_s), s 3.0 0.0 0.0 3.1 0.0 0.0 0.6 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.0 0.0 0.0 3.1 0.0 0.0 13.5 0.0 0.0 12.9 0.0 0.0 Prop In Lane 1.00 0.13 1.00 0.20 0.15 0.28 0.08 0.35
Lane Grp Cap(c), veh/h 56 1242 1277 57 1243 1262 255 0 0 263 0 0 V/C Ratio(X) 0.78 0.28 0.28 0.78 0.25 0.25 0.74 0.00 0.00 0.72 0.00 0.00 Avail Cap(c_a), veh/h 228 1242 1277 228 1243 1262 393 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) 0.78 0.78 0.78 0.91 0.91 0.91 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 55.7 0.0 0.0 55.6 0.0 0.0 50.6 0.0 0.0 50.5 0.0 0.0 Incr Delay (d2), s/veh 16.8 0.4 0.4 18.8 0.4 0.4 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 1.5 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 72.5 0.4 0.4 74.4 0.4 0.4 54.7 0.0 0.0 54.2 0.0 0.0 LnGrp LOS E A A E A A D A A D A A
Approach Vol, veh/h 748 677 188 190
Approach Delay, s/veh 4.7 5.4 54.7 54.2
Approach LOS A A D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s8.2 91.0 20.8 8.1 91.1 20.8
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 5.0 2.0 15.5
Green Ext Time (p_c), s 0.0 5.1 0.8 0.0 4.5 0.7
Intersection Summary
HCM 6th Ctrl Delay 15.4
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Wohl Bayfront SP Existing Conditions
6: Fourth Ave & E St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 84 398 87 108 351 118 108 585 81 124 597 72 Future Volume (veh/h) 84 398 87 108 351 118 108 585 81 124 597 72 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 93 442 97 120 390 131 120 650 90 138 663 80 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 451 1264 275 418 1167 387 146 771 107 164 912 407 Arrive On Green 0.01 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 2825 615 1734 2552 847 1734 3053 422 1734 3460 1543 Grp Volume(v), veh/h 93 269 270 120 263 258 120 368 372 138 663 80 Grp Sat Flow(s),veh/h/ln1734 1730 1710 1734 1730 1669 1734 1730 1745 1734 1730 1543 Q Serve(g_s), s 3.4 16.8 17.0 4.5 11.7 11.9 8.2 24.2 24.3 9.4 20.9 4.8 Cycle Q Clear(g_c), s 3.4 16.8 17.0 4.5 11.7 11.9 8.2 24.2 24.3 9.4 20.9 4.8 Prop In Lane 1.00 0.36 1.00 0.51 1.00 0.24 1.00 1.00
Lane Grp Cap(c), veh/h 451 774 765 418 791 763 146 437 441 164 912 407 V/C Ratio(X) 0.21 0.35 0.35 0.29 0.33 0.34 0.82 0.84 0.84 0.84 0.73 0.20 Avail Cap(c_a), veh/h 589 774 765 539 791 763 272 535 540 272 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) 0.96 0.96 0.96 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 35.4 35.5 17.5 20.8 20.9 54.1 42.6 42.6 53.4 40.3 34.3 Incr Delay (d2), s/veh 0.1 1.2 1.2 0.1 1.1 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 1.4 8.1 8.1 1.8 5.0 4.9 3.7 11.5 11.7 4.3 9.2 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.5 36.6 36.7 17.6 22.0 22.1 58.5 52.9 53.0 58.5 42.5 34.6 LnGrp LOS B D D B C C E D D E D C
Approach Vol, veh/h 632 641 860 881
Approach Delay, s/veh 33.9 21.2 53.7 44.3
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 36.5 9.5 59.8 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 19.0 10.2 22.9 5.4 13.9 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 39.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ~ tf+ ~ tf+ ~ tt .,,
Wohl Bayfront SP Existing Conditions
7: Bay Blvd & F St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Intersection
Intersection Delay, s/veh15.5
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 187 28 32 83 5 81 6 24 34 301 284 10 Future Vol, veh/h 187 28 32 83 5 81 6 24 34 301 284 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 91 5 89 7 26 37 331 312 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 14.1 11.3 10.4 17.8

HCM LOS B B B C

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 97% 0% 100% 0%
Vol Thru, % 0% 41% 0% 47% 3% 3% 0% 97%
Vol Right, % 0% 59% 0% 53% 0% 97% 0% 3%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 6 58 187 60 86 84 301 294
LT Vol 6 0 187 0 83 0 301 0
Through Vol 0 24 0 28 3 3 0 284
RT Vol 0 34 0 32 0 81 0 10
Lane Flow Rate 7 64 205 66 94 92 331 323
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 0.014 0.118 0.421 0.119 0.197 0.162 0.612 0.55 Departure Headway (Hd) 7.618 6.687 7.373 6.485 7.544 6.356 6.659 6.129 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 467 533 487 551 474 562 542 588
Service Time 5.403 4.47 5.14 4.251 5.316 4.127 4.412 3.881 HCM Lane V/C Ratio 0.015 0.12 0.421 0.12 0.198 0.164 0.611 0.549 HCM Control Delay 10.5 10.4 15.4 10.1 12.2 10.4 19.4 16.2 HCM Lane LOS B B C B B B C C
HCM 95th-tile Q 0 0.4 2.1 0.4 0.7 0.6 4.1 3.3
+ff+ ., f+ ., f+
Wohl Bayfront SP Existing Conditions
8: F St & Woodlawn Ave Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Intersection
Intersection Delay, s/veh10.2
Intersection LOS B
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 31 344 145 114 102 19
Future Vol, veh/h 31 344 145 114 102 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 36 405 171 134 120 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 10.8 9.4 10.3

HCM LOS B A B

Lane EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 21% 0% 0% 0% 84%
Vol Thru, % 79% 100% 100% 30% 0%
Vol Right, % 0% 0% 0% 70% 16%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 146 229 97 162 121
LT Vol 31 0 0 0 102
Through Vol 115 229 97 48 0
RT Vol 0 0 0 114 19
Lane Flow Rate 171 270 114 191 142
Geometry Grp 7 7 7 7 2
Degree of Util (X) 0.254 0.391 0.17 0.259 0.221
Departure Headway (Hd) 5.328 5.221 5.381 4.885 5.584
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 670 685 662 730 639
Service Time 3.092 2.984 3.149 2.653 3.657
HCM Lane V/C Ratio 0.255 0.394 0.172 0.262 0.222
HCM Control Delay 9.9 11.3 9.3 9.4 10.3
HCM Lane LOS A B A A B
HCM 95th-tile Q 1 1.9 0.6 1 0.8
Wohl Bayfront SP Existing Conditions
9: Broadway & F St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 49 155 190 83 156 34 89 463 86 40 567 45 Future Volume (veh/h) 49 155 190 83 156 34 89 463 86 40 567 45 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 54 170 209 91 171 37 98 509 95 44 623 49 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 70 864 771 114 1491 315 121 779 145 56 747 59 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 2842 601 1734 2913 541 1734 3250 255 Grp Volume(v), veh/h 54 170 209 91 103 105 98 301 303 44 331 341 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1713 1734 1730 1724 1734 1730 1775 Q Serve(g_s), s 4.0 7.1 10.2 6.7 3.9 4.1 7.2 20.1 20.3 3.3 23.7 23.8 Cycle Q Clear(g_c), s 4.0 7.1 10.2 6.7 3.9 4.1 7.2 20.1 20.3 3.3 23.7 23.8 Prop In Lane 1.00 1.00 1.00 0.35 1.00 0.31 1.00 0.14
Lane Grp Cap(c), veh/h 70 864 771 114 908 899 121 462 461 56 398 408 V/C Ratio(X) 0.78 0.20 0.27 0.80 0.11 0.12 0.81 0.65 0.66 0.78 0.83 0.83 Avail Cap(c_a), veh/h 237 864 771 237 908 899 237 631 629 211 604 620 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 61.8 18.1 18.8 59.9 15.6 15.6 59.6 42.3 42.3 62.4 47.7 47.7 Incr Delay (d2), s/veh 16.7 0.5 0.9 12.1 0.3 0.3 9.8 1.3 1.3 15.2 4.5 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 3.0 3.9 3.3 1.6 1.7 3.5 8.8 8.8 1.7 10.7 11.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.5 18.6 19.7 72.1 15.9 15.9 69.4 43.5 43.6 77.6 52.2 52.2 LnGrp LOS E B B E B B E D D E D D
Approach Vol, veh/h 433 299 702 716
Approach Delay, s/veh 26.6 33.0 47.2 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 69.5 13.3 34.5 9.4 72.8 8.4 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 * 18 31.4 * 18 45.4 * 18 31.4 * 16 47.4 Max Q Clear Time (g_c+I1), s 8.7 12.2 9.2 25.8 6.0 6.1 5.3 22.3 Green Ext Time (p_c), s 0.1 2.2 0.1 4.1 0.1 1.2 0.0 3.9 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+ ~ tf+
Wohl Bayfront SP Existing Conditions
11: Bay Blvd & G St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 62 417 0
Future Vol, veh/h 0 0 0 62 417 0
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 0 0 0 69 463 0

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 532 463 463 0 - 0
Stage 1 463 - - - - -
Stage 2 69 - - - - -
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 508 599 1098 - - -
Stage 1 634 - - - - -
Stage 2 954 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 508 599 1098 - - -
Mov Cap-2 Maneuver 508 - - - - -
Stage 1 634 - - - - -
Stage 2 954 - - - - -

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

HCM LOS A

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1098 - - - - -
HCM Lane V/C Ratio - - - - - -
HCM Control Delay (s) 0 - 0 0 - -
HCM Lane LOS A - A A - -
HCM 95th %tile Q(veh) 0 - - - - -
Wohl Bayfront SP Existing Conditions
12: Bay Blvd & H St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 158 4 18 51 17 1 25 32 156 224 40 Future Volume (veh/h) 0 158 4 18 51 17 1 25 32 156 224 40 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 0 174 4 20 56 19 1 27 35 171 246 44 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 0 601 14 314 900 314 132 141 183 310 294 53
Arrive On Green 0.00 0.17 0.17 0.44 0.44 0.44 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 0 3549 79 714 2049 714 1089 720 933 1340 1504 269 Grp Volume(v), veh/h 0 87 91 50 0 45 1 0 62 171 0 290
Grp Sat Flow(s),veh/h/ln 0 1730 1807 1785 0 1693 1089 0 1653 1340 0 1773 Q Serve(g_s), s 0.0 3.5 3.5 1.3 0.0 1.2 0.1 0.0 2.5 9.8 0.0 12.6 Cycle Q Clear(g_c), s 0.0 3.5 3.5 1.3 0.0 1.2 12.7 0.0 2.5 12.3 0.0 12.6 Prop In Lane 0.00 0.04 0.40 0.42 1.00 0.56 1.00 0.15
Lane Grp Cap(c), veh/h 0 301 314 784 0 744 132 0 323 310 0 347 V/C Ratio(X) 0.00 0.29 0.29 0.06 0.00 0.06 0.01 0.00 0.19 0.55 0.00 0.84 Avail Cap(c_a), veh/h 0 301 314 784 0 744 258 0 515 465 0 552 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 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 28.8 28.8 12.9 0.0 12.9 37.0 0.0 26.9 32.0 0.0 30.9 Incr Delay (d2), s/veh 0.0 2.4 2.3 0.2 0.0 0.2 0.0 0.0 0.1 0.6 0.0 3.2 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 1.6 1.7 0.5 0.0 0.5 0.0 0.0 1.0 3.1 0.0 5.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 31.2 31.1 13.1 0.0 13.1 37.0 0.0 27.0 32.6 0.0 34.2 LnGrp LOS A C C B A B D A C C A C
Approach Vol, veh/h 178 95 63 461
Approach Delay, s/veh 31.1 13.1 27.2 33.6
Approach LOS C B C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 40.2 20.8 19.0 20.8
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 3.3 14.6 5.5 14.7
Green Ext Time (p_c), s 0.3 1.1 0.4 0.1
Intersection Summary
HCM 6th Ctrl Delay 30.1
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. +ft "i "i
Wohl Bayfront SP Existing Conditions
13: I-5 SB Ramps & H St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 221 130 367 51 0 0 0 0 376 1 35 Future Volume (veh/h) 0 221 130 367 51 0 0 0 0 376 1 35 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 0 251 148 417 58 0 440 0 27
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 1786 832 379 2457 0 563 0 250
Arrive On Green 0.00 0.54 0.54 0.11 0.71 0.00 0.16 0.00 0.16 Sat Flow, veh/h 0 3478 1543 3365 3551 0 3469 0 1543
Grp Volume(v), veh/h 0 251 148 417 58 0 440 0 27
Grp Sat Flow(s),veh/h/ln 0 1657 1543 1682 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 3.0 3.9 9.0 0.4 0.0 9.7 0.0 1.2
Cycle Q Clear(g_c), s 0.0 3.0 3.9 9.0 0.4 0.0 9.7 0.0 1.2 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1786 832 379 2457 0 563 0 250
V/C Ratio(X) 0.00 0.14 0.18 1.10 0.02 0.00 0.78 0.00 0.11 Avail Cap(c_a), veh/h 0 1786 832 379 2457 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 0.89 0.89 0.75 0.75 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 9.2 9.4 35.5 3.4 0.0 32.1 0.0 28.6 Incr Delay (d2), s/veh 0.0 0.1 0.4 70.7 0.0 0.0 2.4 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 %ile BackOfQ(50%),veh/ln 0.0 1.0 1.3 7.3 0.1 0.0 4.2 0.0 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 9.3 9.8 106.2 3.4 0.0 34.6 0.0 28.8 LnGrp LOS A A A F A A C A C
Approach Vol, veh/h 399 475 467
Approach Delay, s/veh 9.5 93.7 34.2
Approach LOS A F C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 61.9 18.1 13.7 48.2
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 2.4 11.7 11.0 5.9
Green Ext Time (p_c), s 0.2 1.2 0.0 1.8
Intersection Summary
HCM 6th Ctrl Delay 47.9
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 Conditions
14: I-5 NB Ramps & H St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 135 467 0 0 397 451 15 1 366 0 0 0 Future Volume (veh/h) 135 467 0 0 397 451 15 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 142 492 0 0 418 475 11 0 391
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 313 2048 0 0 681 607 311 0 553
Arrive On Green 0.09 0.59 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 142 492 0 0 418 475 11 0 391
Grp Sat Flow(s),veh/h/ln1682 1730 0 0 1730 1543 1734 0 1543 Q Serve(g_s), s 1.8 3.0 0.0 0.0 8.6 12.0 0.2 0.0 5.3
Cycle Q Clear(g_c), s 1.8 3.0 0.0 0.0 8.6 12.0 0.2 0.0 5.3 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 313 2048 0 0 681 607 311 0 553
V/C Ratio(X) 0.45 0.24 0.00 0.00 0.61 0.78 0.04 0.00 0.71 Avail Cap(c_a), veh/h 378 2859 0 0 1053 939 701 0 1248
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 19.1 4.3 0.0 0.0 10.8 11.8 15.1 0.0 17.2 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.0 0.3 1.0 0.0 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 0.6 0.6 0.0 0.0 2.6 3.3 0.1 0.0 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.5 4.3 0.0 0.0 11.1 12.8 15.1 0.0 17.8 LnGrp LOS B A A A B B B A B
Approach Vol, veh/h 634 893 402
Approach Delay, s/veh 7.7 12.0 17.7
Approach LOS A B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s8.8 22.6 13.1 31.5
Change Period (Y+Rc), s * 4.7 5.1 5.1 5.1
Max Green Setting (Gmax), s * 5 27.1 18.0 36.8
Max Q Clear Time (g_c+I1), s 3.8 14.0 7.3 5.0
Green Ext Time (p_c), s 0.0 3.5 0.7 2.3
Intersection Summary
HCM 6th Ctrl Delay 11.8
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 Conditions
15: Woodlawn Ave & H St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 652 11 19 770 48 23 4 21 68 8 128 Future Volume (veh/h) 90 652 11 19 770 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 102 741 12 22 875 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 2368 38 30 2063 130 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 3485 56 1734 3306 208 1734 273 1312 1734 91 1466 Grp Volume(v), veh/h 102 368 385 22 458 472 26 0 29 77 0 154 Grp Sat Flow(s),veh/h/ln1734 1730 1811 1734 1730 1784 1734 0 1585 1734 0 1557 Q Serve(g_s), s 7.0 10.4 10.4 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 10.4 10.4 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 0.12 1.00 0.83 1.00 0.94
Lane Grp Cap(c), veh/h 126 1176 1231 30 1080 1113 51 0 47 210 0 188 V/C Ratio(X) 0.81 0.31 0.31 0.73 0.42 0.42 0.51 0.00 0.62 0.37 0.00 0.82 Avail Cap(c_a), veh/h 214 1176 1231 214 1080 1113 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) 0.96 0.96 0.96 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 7.8 7.8 57.6 0.0 0.0 57.4 0.0 57.6 48.5 0.0 51.4 Incr Delay (d2), s/veh 10.9 0.7 0.6 27.4 1.2 1.1 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 3.9 4.0 0.9 0.3 0.3 0.9 0.0 1.0 2.2 0.0 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 65.7 8.5 8.5 85.0 1.2 1.1 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 855 952 55 231
Approach Delay, s/veh 15.3 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 12.4 13.6 9.0 2.0 4.2
Green Ext Time (p_c), s 0.0 5.4 0.9 0.1 7.4 0.1
Intersection Summary
HCM 6th Ctrl Delay 15.7
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 Conditions
16: Oaklawn Ave & H St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 704 28 12 698 47 10 3 13 23 5 30 Future Volume (veh/h) 31 704 28 12 698 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 35 800 32 14 793 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 44 931 37 857 2466 165 13 4 18 33 8 44
Arrive On Green 0.05 0.55 0.55 0.49 0.75 0.75 0.02 0.02 0.02 0.05 0.05 0.05 Sat Flow, veh/h 1734 3391 136 1734 3292 220 621 169 847 645 149 843 Grp Volume(v), veh/h 35 408 424 14 417 429 29 0 0 66 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1797 1734 1730 1782 1638 0 0 1637 0 0 Q Serve(g_s), s 2.4 24.2 24.2 0.5 9.5 9.6 2.1 0.0 0.0 4.8 0.0 0.0 Cycle Q Clear(g_c), s 2.4 24.2 24.2 0.5 9.5 9.6 2.1 0.0 0.0 4.8 0.0 0.0 Prop In Lane 1.00 0.08 1.00 0.12 0.38 0.52 0.39 0.52
Lane Grp Cap(c), veh/h 44 475 493 857 1296 1335 35 0 0 84 0 0 V/C Ratio(X) 0.80 0.86 0.86 0.02 0.32 0.32 0.83 0.00 0.00 0.78 0.00 0.00 Avail Cap(c_a), veh/h 214 693 720 857 1296 1335 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) 0.95 0.95 0.95 0.88 0.88 0.88 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 56.7 25.1 25.1 15.5 5.0 5.0 58.5 0.0 0.0 56.2 0.0 0.0 Incr Delay (d2), s/veh 11.0 17.3 16.8 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 9.4 9.7 0.2 3.2 3.3 1.0 0.0 0.0 2.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.6 42.3 41.8 15.5 5.5 5.5 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 867 860 29 66
Approach Delay, s/veh 43.1 5.7 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 64.2 37.8 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 26.2 6.8 4.4 11.6 4.1
Green Ext Time (p_c), s 0.0 6.8 0.2 0.0 8.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 26.6
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 Conditions
17: Broadway & H St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 119 422 185 223 516 80 219 453 164 131 562 109 Future Volume (veh/h) 119 422 185 223 516 80 219 453 164 131 562 109 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 134 474 208 251 580 90 246 509 184 147 631 122 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 190 1599 713 307 1492 231 302 860 525 203 759 425 Arrive On Green 0.06 0.46 0.46 0.18 0.99 0.99 0.18 0.50 0.50 0.06 0.22 0.22 Sat Flow, veh/h 3365 3460 1543 3365 3003 465 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 134 474 208 251 334 336 246 509 184 147 631 122 Grp Sat Flow(s),veh/h/ln1682 1730 1543 1682 1730 1737 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.1 11.1 10.9 9.3 0.2 0.2 9.1 13.6 9.0 5.6 22.6 8.1 Cycle Q Clear(g_c), s 5.1 11.1 10.9 9.3 0.2 0.2 9.1 13.6 9.0 5.6 22.6 8.1 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 190 1599 713 307 860 863 302 860 525 203 759 425 V/C Ratio(X) 0.71 0.30 0.29 0.82 0.39 0.39 0.81 0.59 0.35 0.72 0.83 0.29 Avail Cap(c_a), veh/h 512 1599 713 512 860 863 512 1049 609 461 995 531 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) 0.95 0.95 0.95 0.89 0.89 0.89 0.85 0.85 0.85 0.57 0.57 0.57 Uniform Delay (d), s/veh 60.3 21.8 21.7 52.1 0.2 0.2 52.3 28.0 20.9 60.0 48.5 37.0 Incr Delay (d2), s/veh 4.5 0.4 1.0 4.8 1.2 1.2 4.6 0.6 0.3 2.8 2.8 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 2.3 4.6 4.2 3.8 0.3 0.3 3.8 4.6 2.9 2.5 10.1 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.8 22.2 22.7 56.9 1.4 1.4 56.9 28.5 21.3 62.8 51.2 37.2 LnGrp LOS E C C E A A E C C E D D
Approach Vol, veh/h 816 921 939 900
Approach Delay, s/veh 29.4 16.5 34.5 51.2
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 65.0 15.9 33.1 11.5 69.5 12.0 36.9 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 13.1 11.1 24.6 7.1 2.2 7.6 15.6 Green Ext Time (p_c), s 0.5 3.9 0.5 3.9 0.3 4.7 0.3 4.2 Intersection Summary
HCM 6th Ctrl Delay 32.9
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Wohl Bayfront SP Existing Conditions
18: Fifth Ave & H St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 529 43 94 706 62 60 35 107 106 47 86 Future Volume (veh/h) 39 529 43 94 706 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 49 661 54 118 882 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 2033 180 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 3216 284 1734 1821 1543 1734 1821 1543 Grp Volume(v), veh/h 49 661 54 118 475 485 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 0.43 0.43 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 764 1078 253 299
Approach Delay, s/veh 4.7 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 6.8 0.1 0.5 0.0 9.8 0.1 0.4 Intersection Summary
HCM 6th Ctrl Delay 19.0
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 Conditions
19: Fourth Ave & H St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 136 531 109 97 618 139 102 440 62 135 680 174 Future Volume (veh/h) 136 531 109 97 618 139 102 440 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 149 584 120 107 679 153 112 484 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 1386 284 159 1324 298 137 694 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 2860 586 3365 2806 632 1734 3048 426 1734 3460 1543 Grp Volume(v), veh/h 149 353 351 107 418 414 112 274 278 148 747 191 Grp Sat Flow(s),veh/h/ln1682 1730 1716 1682 1730 1707 1734 1730 1744 1734 1730 1543 Q Serve(g_s), s 5.6 1.4 1.4 4.1 21.9 21.9 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 21.9 21.9 8.3 18.9 19.1 10.9 26.9 13.8 Prop In Lane 1.00 0.34 1.00 0.37 1.00 0.24 1.00 1.00
Lane Grp Cap(c), veh/h 202 839 832 159 816 806 137 394 397 174 862 385 V/C Ratio(X) 0.74 0.42 0.42 0.67 0.51 0.51 0.82 0.69 0.70 0.85 0.87 0.50 Avail Cap(c_a), veh/h 461 839 832 461 816 806 251 494 498 251 987 440 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 1.4 1.4 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 9.3 9.2 4.0 8.4 8.6 5.6 12.3 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.9 2.4 2.5 65.8 26.2 26.2 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 853 939 664 1086
Approach Delay, s/veh 12.7 30.7 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 23.9 12.9 21.1 Green Ext Time (p_c), s 0.2 4.8 0.1 3.5 0.3 4.5 0.2 2.9 Intersection Summary
HCM 6th Ctrl Delay 37.9
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 Existing Conditions
20: Marina Wy & J St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Intersection
Int Delay, s/veh 3.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 98 16 72 45 13 35
Future Vol, veh/h 98 16 72 45 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 107 17 78 49 14 38

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 124 0 297 62
Stage 1 - - - - 116 -
Stage 2 - - - - 181 -
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 - - 1461 - 670 990
Stage 1 - - - - 896 -
Stage 2 - - - - 832 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1461 - 634 990
Mov Cap-2 Maneuver - - - - 634 -
Stage 1 - - - - 896 -
Stage 2 - - - - 788 -

Approach EB WB NB
HCM Control Delay, s 0 4.7 9.3

HCM LOS A

Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 634 990 - - 1461 -
HCM Lane V/C Ratio 0.022 0.038 - - 0.054 -
HCM Control Delay (s) 10.8 8.8 - - 7.6 -
HCM Lane LOS B A - - A -
HCM 95th %tile Q(veh) 0.1 0.1 - - 0.2 -
Wohl Bayfront SP Existing Conditions
21: Bay Blvd & J St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Intersection
Intersection Delay, s/veh 11.1
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 187 33 70 123 28 21 30 101 118 157 14 Future Vol, veh/h 9 187 33 70 123 28 21 30 101 118 157 14 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 9 189 33 71 124 28 21 30 102 119 159 14
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 11 10.6 10.7 11.8

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% 23% 0% 100% 65% 0% 100% 59% 0% 92%
Vol Right, % 0% 77% 0% 0% 35% 0% 0% 41% 0% 8%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 21 131 9 125 95 70 82 69 118 171
LT Vol 21 0 9 0 0 70 0 0 118 0
Through Vol 0 30 0 125 62 0 82 41 0 157
RT Vol 0 101 0 0 33 0 0 28 0 14
Lane Flow Rate 21 132 9 126 96 71 83 70 119 173
Geometry Grp 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.043 0.227 0.018 0.232 0.171 0.14 0.153 0.123 0.227 0.303 Departure Headway (Hd) 7.224 6.18 7.13 6.622 6.376 7.145 6.637 6.348 6.868 6.31 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 494 578 500 540 560 500 538 562 521 568
Service Time 4.995 3.95 4.897 4.389 4.143 4.912 4.404 4.115 4.632 4.073 HCM Lane V/C Ratio 0.043 0.228 0.018 0.233 0.171 0.142 0.154 0.125 0.228 0.305 HCM Control Delay 10.3 10.8 10 11.4 10.5 11.1 10.6 10 11.7 11.8 HCM Lane LOS B B A B B B B A B B
HCM 95th-tile Q 0.1 0.9 0.1 0.9 0.6 0.5 0.5 0.4 0.9 1.3 "i tf+
Wohl Bayfront SP Existing Conditions
22: I-5 SB Ramps & J St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 307 121 274 144 0 0 0 0 487 2 63 Future Volume (veh/h) 0 307 121 274 144 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 0 334 132 298 157 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 0 794 296 174 1506 0 561 2 501
Arrive On Green 0.00 0.22 0.22 0.10 0.44 0.00 0.32 0.32 0.32 Sat Flow, veh/h 0 3730 1330 1734 3551 0 1728 7 1543
Grp Volume(v), veh/h 0 309 157 298 157 0 531 0 68
Grp Sat Flow(s),veh/h/ln 0 1657 1582 1734 1730 0 1735 0 1543 Q Serve(g_s), s 0.0 4.1 4.4 5.1 1.4 0.0 15.1 0.0 1.6
Cycle Q Clear(g_c), s 0.0 4.1 4.4 5.1 1.4 0.0 15.1 0.0 1.6 Prop In Lane 0.00 0.84 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 738 352 174 1506 0 563 0 501
V/C Ratio(X) 0.00 0.42 0.45 1.71 0.10 0.00 0.94 0.00 0.14 Avail Cap(c_a), veh/h 0 1990 950 174 2813 0 563 0 501
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 16.9 17.0 22.9 8.5 0.0 16.7 0.0 12.1 Incr Delay (d2), s/veh 0.0 0.7 1.5 343.5 0.1 0.0 24.5 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 1.4 1.6 18.5 0.4 0.0 8.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 17.6 18.6 366.3 8.5 0.0 41.2 0.0 12.2 LnGrp LOS A B B F A A D A B
Approach Vol, veh/h 466 455 599
Approach Delay, s/veh 17.9 242.9 37.9
Approach LOS B F D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 28.2 22.6 10.8 17.4
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 3.4 17.1 7.1 6.4
Green Ext Time (p_c), s 1.7 0.0 0.0 5.0
Intersection Summary
HCM 6th Ctrl Delay 93.1
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Wohl Bayfront SP Existing Conditions
23: I-5 NB Ramps & J St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 658 0 0 351 360 64 2 245 0 0 0 Future Volume (veh/h) 130 658 0 0 351 360 64 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 143 723 0 0 386 396 70 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 1951 0 0 629 561 355 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 1688 48 1543
Grp Volume(v), veh/h 143 723 0 0 386 396 72 0 269
Grp Sat Flow(s),veh/h/ln1734 1730 0 0 1730 1543 1737 0 1543 Q Serve(g_s), s 4.4 6.2 0.0 0.0 9.9 11.8 1.8 0.0 9.0
Cycle Q Clear(g_c), s 4.4 6.2 0.0 0.0 9.9 11.8 1.8 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 1951 0 0 629 561 365 0 324
V/C Ratio(X) 0.87 0.37 0.00 0.00 0.61 0.71 0.20 0.00 0.83 Avail Cap(c_a), veh/h 164 2330 0 0 818 730 532 0 472
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 24.1 6.5 0.0 0.0 14.1 14.7 17.6 0.0 20.4 Incr Delay (d2), s/veh 35.3 0.2 0.0 0.0 1.7 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 1.7 0.0 0.0 3.6 4.0 0.7 0.0 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.4 6.7 0.0 0.0 15.7 17.9 17.6 0.0 25.7 LnGrp LOS E A A A B B B A C
Approach Vol, veh/h 866 782 341
Approach Delay, s/veh 15.4 16.8 24.0
Approach LOS B B C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 10.8 25.7 17.4 36.5
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 6.4 13.8 11.0 8.2
Green Ext Time (p_c), s 0.0 5.7 0.4 8.9
Intersection Summary
HCM 6th Ctrl Delay 17.4
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++ --
Wohl Bayfront SP Existing Conditions
24: Oaklawn Ave & J St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Intersection
Intersection Delay, s/veh15.1
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 29 663 34 20 531 15 46 6 14 9 10 43
Future Vol, veh/h 29 663 34 20 531 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 30 691 35 21 553 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 16.6 14.1 10.8 10.3

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 66 361 366 286 281 62
LT Vol 46 29 0 20 0 9
Through Vol 6 332 332 266 266 10
RT Vol 14 0 34 0 15 43
Lane Flow Rate 69 376 381 297 292 65
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.129 0.601 0.598 0.491 0.477 0.115
Departure Headway (Hd) 6.779 5.763 5.657 5.948 5.875 6.4 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 529 627 640 607 614 559
Service Time 4.824 3.497 3.39 3.688 3.614 4.445
HCM Lane V/C Ratio 0.13 0.6 0.595 0.489 0.476 0.116
HCM Control Delay 10.8 16.8 16.5 14.3 13.9 10.3
HCM Lane LOS B C C B B B
HCM 95th-tile Q 0.4 4 4 2.7 2.6 0.4
+ff+
Wohl Bayfront SP Existing Conditions
25: Broadway & J St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 125 382 184 71 327 46 115 588 75 51 709 154 Future Volume (veh/h) 125 382 184 71 327 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 140 429 207 80 367 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 165 492 235 101 547 77 154 1007 128 452 1734 773 Arrive On Green 0.10 0.22 0.22 0.06 0.18 0.18 0.09 0.33 0.33 0.17 0.34 0.34 Sat Flow, veh/h 1734 2271 1085 1734 3046 428 1734 3089 392 1734 3460 1543 Grp Volume(v), veh/h 140 326 310 80 207 212 129 370 375 57 797 173 Grp Sat Flow(s),veh/h/ln1734 1730 1626 1734 1730 1744 1734 1730 1751 1734 1730 1543 Q Serve(g_s), s 10.3 23.6 24.0 5.9 14.5 14.7 9.5 23.8 23.9 3.6 23.5 10.5 Cycle Q Clear(g_c), s 10.3 23.6 24.0 5.9 14.5 14.7 9.5 23.8 23.9 3.6 23.5 10.5 Prop In Lane 1.00 0.67 1.00 0.25 1.00 0.22 1.00 1.00
Lane Grp Cap(c), veh/h 165 375 352 101 310 313 154 564 571 452 1734 773 V/C Ratio(X) 0.85 0.87 0.88 0.80 0.67 0.68 0.84 0.66 0.66 0.13 0.46 0.22 Avail Cap(c_a), veh/h 278 431 405 278 431 435 558 564 571 452 1734 773 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 49.2 49.3 60.5 49.7 49.8 58.3 37.5 37.6 41.1 29.4 25.0 Incr Delay (d2), s/veh 5.1 15.6 18.0 5.3 2.5 2.6 4.5 5.9 5.8 0.0 0.6 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 4.8 11.8 11.5 2.8 6.5 6.7 4.4 11.0 11.2 1.6 10.5 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.0 64.8 67.3 65.7 52.2 52.4 62.8 43.4 43.4 41.2 30.0 25.5 LnGrp LOS E E E E D D E D D D C C
Approach Vol, veh/h 776 499 874 1027
Approach Delay, s/veh 65.4 54.4 46.2 29.8
Approach LOS E D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.7 32.7 15.8 69.7 16.6 27.9 38.5 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 26.0 11.5 25.5 12.3 16.7 5.6 25.9 Green Ext Time (p_c), s 0.1 2.1 0.2 0.0 0.1 2.2 0.0 5.1 Intersection Summary
HCM 6th Ctrl Delay 46.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ~ tf+ ~ tf+ ~ tt .,,
Wohl Bayfront SP Existing Conditions
26: Bay Blvd & L St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Intersection
Intersection Delay, s/veh 139.3
Intersection LOS F
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 357 53 39 783 91 134
Future Vol, veh/h 357 53 39 783 91 134
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 56 41 833 97 143
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 32 226.8 14.9

HCM LOS D F 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 39 783 357 27 27 91 134
LT Vol 0 0 357 0 0 91 0
Through Vol 39 0 0 0 0 0 134
RT Vol 0 783 0 27 27 0 0
Lane Flow Rate 41 833 380 28 28 97 143
Geometry Grp 8 8 7 7 7 8 8
Degree of Util (X) 0.081 1.467 0.785 0.049 0.035 0.223 0.309 Departure Headway (Hd) 7.051 6.339 8.337 7.108 5.332 9.171 8.652 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 510 583 437 507 675 394 418
Service Time 4.765 4.053 6.037 4.808 3.032 6.871 6.352
HCM Lane V/C Ratio 0.08 1.429 0.87 0.055 0.041 0.246 0.342 HCM Control Delay 10.4 237.6 35.4 10.2 8.2 14.5 15.2
HCM Lane LOS B F E B A B C
HCM 95th-tile Q 0.3 40.7 6.9 0.2 0.1 0.8 1.3
Wohl Bayfront SP Existing Conditions
27: Industrial Blvd & L St Timing Plan: PM PEAK
EXPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 4 549 321 255 339 8 67 5 232 3 7 6 Future Volume (veh/h) 4 549 321 255 339 8 67 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 6 773 452 359 477 11 94 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 1143 510 276 1665 38 468 30 397 116 228 151 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 3457 80 1313 118 1543 141 885 586 Grp Volume(v), veh/h 6 773 452 359 238 250 101 0 327 22 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1807 1431 0 1543 1612 0 0 Q Serve(g_s), s 0.2 10.3 14.8 8.5 4.4 4.4 2.4 0.0 10.6 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.2 10.3 14.8 8.5 4.4 4.4 2.9 0.0 10.6 0.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.04 0.93 1.00 0.18 0.36
Lane Grp Cap(c), veh/h 14 1143 510 276 833 870 498 0 397 494 0 0 V/C Ratio(X) 0.43 0.68 0.89 1.30 0.29 0.29 0.20 0.00 0.82 0.04 0.00 0.00 Avail Cap(c_a), veh/h 195 1168 521 276 833 870 665 0 579 673 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 26.3 15.4 16.9 22.4 8.3 8.3 15.8 0.0 18.7 14.9 0.0 0.0 Incr Delay (d2), s/veh 20.0 1.5 16.5 158.4 0.2 0.2 0.2 0.0 6.2 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 3.8 6.8 15.3 1.4 1.4 0.9 0.0 4.0 0.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.3 16.9 33.5 180.8 8.5 8.5 15.9 0.0 24.9 14.9 0.0 0.0 LnGrp LOS D B C F A A B A C B A A
Approach Vol, veh/h 1231 847 428 22
Approach Delay, s/veh 23.1 81.5 22.8 14.9
Approach LOS C F C B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 18.2 13.0 22.1 18.2 4.9 30.2
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 12.6 10.5 16.8 2.5 2.2 6.4 Green Ext Time (p_c), s 1.1 0.0 0.8 0.0 0.0 2.5
Intersection Summary
HCM 6th Ctrl Delay 42.6
HCM 6th LOS D
4 .,,
Wohl Bayfront SP Existing Plus Proj
1: Bay Blvd/I-5 SB Ramps & E St Timing Plan: AM PEAK
EXWPAM.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 Proj
2: I-5 NB Ramps & E St Timing Plan: AM PEAK
EXWPAM.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 Proj
3: Woodlawn Ave & E St Timing Plan: AM PEAK
EXWPAM.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 Proj
4: Broadway & E St Timing Plan: AM PEAK
EXWPAM.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 Proj
5: Fifth Ave & E St Timing Plan: AM PEAK
EXWPAM.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 Proj
6: Fourth Ave & E St Timing Plan: AM PEAK
EXWPAM.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 Proj
7: Bay Blvd & F St Timing Plan: AM PEAK
EXWPAM.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh10.6
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 89 18 72 26 92 60 149 70 206
Future Vol, veh/h 9 8 9 89 18 72 26 92 60 149 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 98 20 79 29 101 66 164 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% 61% 0% 47% 9% 11% 0% 25%
Vol Right, % 0% 39% 0% 53% 0% 89% 0% 75%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 26 152 9 17 98 81 149 276
LT Vol 26 0 9 0 89 0 149 0
Through Vol 0 92 0 8 9 9 0 70
RT Vol 0 60 0 9 0 72 0 206
Lane Flow Rate 29 167 10 19 108 89 164 303
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 0.05 0.255 0.019 0.032 0.2 0.138 0.268 0.409 Departure Headway (Hd) 6.274 5.49 7.027 6.142 6.67 5.581 5.886 4.857 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 573 656 511 585 541 645 604 731
Service Time 3.99 3.205 4.744 3.86 4.38 3.291 3.686 2.656 HCM Lane V/C Ratio 0.051 0.255 0.02 0.032 0.2 0.138 0.272 0.415 HCM Control Delay 9.3 10.1 9.9 9.1 11 9.2 10.9 11
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 Proj
8: F St & Woodlawn Ave Timing Plan: AM PEAK
EXWPAM.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 9.1
Intersection LOS A
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 28 199 167 95 85 22
Future Vol, veh/h 28 199 167 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 33 234 196 112 100 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 9.4

HCM LOS A A A

Lane EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 30% 0% 0% 0% 79%
Vol Thru, % 70% 100% 100% 37% 0%
Vol Right, % 0% 0% 0% 63% 21%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 94 133 111 151 107
LT Vol 28 0 0 0 85
Through Vol 66 133 111 56 0
RT Vol 0 0 0 95 22
Lane Flow Rate 111 156 131 177 126
Geometry Grp 7 7 7 7 2
Degree of Util (X) 0.163 0.223 0.187 0.231 0.183
Departure Headway (Hd) 5.298 5.149 5.128 4.684 5.225
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 676 696 698 764 685
Service Time 3.041 2.891 2.868 2.424 3.272
HCM Lane V/C Ratio 0.164 0.224 0.188 0.232 0.184
HCM Control Delay 9.1 9.4 9.1 8.8 9.4
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 Proj
9: Broadway & F St Timing Plan: AM PEAK
EXWPAM.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) 48 133 136 53 139 41 37 571 63 23 377 47 Future Volume (veh/h) 48 133 136 53 139 41 37 571 63 23 377 47 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 53 146 149 58 153 45 41 627 69 25 414 52 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 68 962 858 75 1487 424 52 740 81 33 694 87
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 3095 387 Grp Volume(v), veh/h 53 146 149 58 98 100 41 345 351 25 230 236 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1685 1734 1730 1759 1734 1730 1752 Q Serve(g_s), s 3.6 4.9 5.7 4.0 3.2 3.3 2.8 22.8 22.9 1.7 14.3 14.5 Cycle Q Clear(g_c), s 3.6 4.9 5.7 4.0 3.2 3.3 2.8 22.8 22.9 1.7 14.3 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 68 962 858 75 968 943 52 408 414 33 388 393 V/C Ratio(X) 0.78 0.15 0.17 0.78 0.10 0.11 0.78 0.85 0.85 0.76 0.59 0.60 Avail Cap(c_a), veh/h 228 962 858 228 968 943 272 525 534 272 525 531 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 12.3 12.4 57.8 43.8 43.8 58.6 41.7 41.7 Incr Delay (d2), s/veh 17.0 0.3 0.4 15.7 0.2 0.2 14.6 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 1.4 10.5 10.7 1.0 6.2 6.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.1 13.3 13.5 72.6 12.5 12.6 72.4 50.2 50.3 84.4 42.9 43.0 LnGrp LOS E B B E B B E D D F D D
Approach Vol, veh/h 348 256 737 491
Approach Delay, s/veh 22.6 26.2 51.5 45.0
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 7.8 31.5 8.9 71.8 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 4.8 16.5 5.6 5.3 3.7 24.9 Green Ext Time (p_c), s 0.1 1.8 0.0 2.7 0.1 1.1 0.0 3.4 Intersection Summary
HCM 6th Ctrl Delay 40.7
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 Existing Plus Proj
11: Bay Blvd & G St Timing Plan: AM PEAK
EXWPAM.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 1.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 29 13 52 152 110 111
Future Vol, veh/h 29 13 52 152 110 111
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 32 14 58 169 122 123

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 469 184 245 0 - 0
Stage 1 184 - - - - -
Stage 2 285 - - - - -
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 553 858 1321 - - -
Stage 1 848 - - - - -
Stage 2 763 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 526 858 1321 - - -
Mov Cap-2 Maneuver 526 - - - - -
Stage 1 807 - - - - -
Stage 2 763 - - - - -

Approach EB NB SB
HCM Control Delay, s 11.4 2 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1321 - 526 858 - -
HCM Lane V/C Ratio 0.044 - 0.061 0.017 - -
HCM Control Delay (s) 7.8 0 12.3 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 Proj
12: Bay Blvd & H St Timing Plan: AM PEAK
EXWPAM.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) 0 125 25 32 290 80 63 85 21 40 51 28 Future Volume (veh/h) 0 125 25 32 290 80 63 85 21 40 51 28 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 0 137 27 35 319 88 69 93 23 44 56 31 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 0 503 97 136 1271 367 196 180 45 175 141 78
Arrive On Green 0.00 0.17 0.17 0.51 0.51 0.51 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 0 2985 557 267 2507 725 1310 1410 349 1276 1102 610 Grp Volume(v), veh/h 0 81 83 237 0 205 69 0 116 44 0 87 Grp Sat Flow(s),veh/h/ln 0 1730 1721 1808 0 1691 1310 0 1758 1276 0 1711 Q Serve(g_s), s 0.0 3.2 3.4 5.9 0.0 5.5 4.1 0.0 4.9 2.7 0.0 3.7 Cycle Q Clear(g_c), s 0.0 3.2 3.4 5.9 0.0 5.5 7.8 0.0 4.9 7.6 0.0 3.7 Prop In Lane 0.00 0.32 0.15 0.43 1.00 0.20 1.00 0.36
Lane Grp Cap(c), veh/h 0 301 299 917 0 857 196 0 225 175 0 219 V/C Ratio(X) 0.00 0.27 0.28 0.26 0.00 0.24 0.35 0.00 0.52 0.25 0.00 0.40 Avail Cap(c_a), veh/h 0 301 299 917 0 857 437 0 547 409 0 533 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 28.6 28.7 11.2 0.0 11.1 35.6 0.0 32.6 36.1 0.0 32.1 Incr Delay (d2), s/veh 0.0 2.2 2.3 0.7 0.0 0.6 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 1.5 1.5 2.4 0.0 2.0 1.3 0.0 2.1 0.8 0.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 30.8 31.0 11.8 0.0 11.7 36.0 0.0 33.3 36.4 0.0 32.5 LnGrp LOS A C C B A B D A C D A C
Approach Vol, veh/h 164 442 185 131
Approach Delay, s/veh 30.9 11.8 34.3 33.8
Approach LOS C B C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 45.7 15.3 19.0 15.3
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 7.9 9.6 5.4 9.8
Green Ext Time (p_c), s 1.6 0.3 0.3 0.4
Intersection Summary
HCM 6th Ctrl Delay 22.8
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. +ft "i "i
Wohl Bayfront SP Existing Plus Proj
13: I-5 SB Ramps & H St Timing Plan: AM PEAK
EXWPAM.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) 0 128 58 257 238 0 0 0 0 295 3 166 Future Volume (veh/h) 0 128 58 257 238 0 0 0 0 295 3 166 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 0 145 66 292 270 0 395 0 127
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 1910 784 369 2492 0 528 0 235
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 3624 1420 3365 3551 0 3469 0 1543
Grp Volume(v), veh/h 0 138 73 292 270 0 395 0 127
Grp Sat Flow(s),veh/h/ln 0 1657 1566 1682 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 1.6 1.7 6.8 1.9 0.0 8.7 0.0 6.1
Cycle Q Clear(g_c), s 0.0 1.6 1.7 6.8 1.9 0.0 8.7 0.0 6.1 Prop In Lane 0.00 0.91 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1829 864 369 2492 0 528 0 235
V/C Ratio(X) 0.00 0.08 0.08 0.79 0.11 0.00 0.75 0.00 0.54 Avail Cap(c_a), veh/h 0 1829 864 379 2492 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 0.97 0.97 0.84 0.84 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 8.4 8.4 34.7 3.4 0.0 32.4 0.0 31.3 Incr Delay (d2), s/veh 0.0 0.1 0.2 8.3 0.1 0.0 2.1 0.0 1.9 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 0.5 0.6 3.1 0.5 0.0 3.7 0.0 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 8.5 8.6 43.0 3.5 0.0 34.6 0.0 33.3 LnGrp LOS A A A D A A C A C
Approach Vol, veh/h 211 562 522
Approach Delay, s/veh 8.5 24.0 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 49.3
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 3.9 10.7 8.8 3.7
Green Ext Time (p_c), s 1.2 1.5 0.0 0.9
Intersection Summary
HCM 6th Ctrl Delay 25.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Wohl Bayfront SP Existing Plus Proj
14: I-5 NB Ramps & H St Timing Plan: AM PEAK
EXWPAM.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) 78 345 0 0 364 325 133 28 391 0 0 0 Future Volume (veh/h) 78 345 0 0 364 325 133 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 83 367 0 0 387 346 104 0 476
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 255 1801 0 0 564 499 381 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 1827 1538 1734 0 3087
Grp Volume(v), veh/h 83 367 0 0 386 347 104 0 476
Grp Sat Flow(s),veh/h/ln1682 1730 0 0 1730 1544 1734 0 1543 Q Serve(g_s), s 0.9 2.2 0.0 0.0 7.6 7.7 2.0 0.0 5.6
Cycle Q Clear(g_c), s 0.9 2.2 0.0 0.0 7.6 7.7 2.0 0.0 5.6 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 255 1801 0 0 562 501 381 0 677
V/C Ratio(X) 0.33 0.20 0.00 0.00 0.69 0.69 0.27 0.00 0.70 Avail Cap(c_a), veh/h 429 3247 0 0 1196 1067 796 0 1417 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 11.5 11.5 12.7 0.0 14.1 Incr Delay (d2), s/veh 0.3 0.0 0.0 0.0 0.6 0.6 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 2.3 2.1 0.6 0.0 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.4 5.1 0.0 0.0 12.1 12.2 12.9 0.0 14.6 LnGrp LOS B A A A B B B A B
Approach Vol, veh/h 450 733 580
Approach Delay, s/veh 7.3 12.1 14.3
Approach LOS A B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s7.7 17.8 13.7 25.5
Change Period (Y+Rc), s * 4.7 5.1 5.1 5.1
Max Green Setting (Gmax), s * 5 27.1 18.0 36.8
Max Q Clear Time (g_c+I1), s 2.9 9.7 7.6 4.2
Green Ext Time (p_c), s 0.0 3.0 1.0 1.7
Intersection Summary
HCM 6th Ctrl Delay 11.6
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 Proj
15: Woodlawn Ave & H St Timing Plan: AM PEAK
EXWPAM.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) 65 663 4 17 539 60 22 7 12 66 7 131 Future Volume (veh/h) 65 663 4 17 539 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 74 753 5 19 612 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 1935 215 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 3140 348 1734 594 1040 1734 79 1476 Grp Volume(v), veh/h 74 370 388 19 337 343 25 0 22 75 0 157 Grp Sat Flow(s),veh/h/ln1734 1730 1817 1734 1730 1758 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 3.3 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 832 699 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 Proj
16: Oaklawn Ave & H St Timing Plan: AM PEAK
EXWPAM.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) 19 704 18 6 512 33 20 12 21 21 19 35 Future Volume (veh/h) 19 704 18 6 512 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 22 800 20 7 582 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 32 897 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 3449 86 1734 3298 215 630 384 658 463 424 772 Grp Volume(v), veh/h 22 401 419 7 305 315 61 0 0 86 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1806 1734 1730 1782 1671 0 0 1659 0 0 Q Serve(g_s), s 1.2 19.9 19.9 0.2 6.6 6.6 3.5 0.0 0.0 4.9 0.0 0.0 Cycle Q Clear(g_c), s 1.2 19.9 19.9 0.2 6.6 6.6 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 842 627 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 21.9 6.9 3.2 8.6 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 Proj
17: Broadway & H St Timing Plan: AM PEAK
EXWPAM.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) 129 442 99 145 337 98 150 524 157 79 432 92 Future Volume (veh/h) 129 442 99 145 337 98 150 524 157 79 432 92 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 145 497 111 163 379 110 169 589 176 89 485 103 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 205 1863 831 221 1441 413 228 709 418 141 620 370 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 145 497 111 163 245 244 169 589 176 89 485 103 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 6.5 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 6.5 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 205 1863 831 221 940 915 228 709 418 141 620 370 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 831 471 940 915 499 1078 582 471 1050 562 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 753 652 934 677
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 70.1 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 Proj
18: Fifth Ave & H St Timing Plan: AM PEAK
EXWPAM.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 Proj
19: Fourth Ave & H St Timing Plan: AM PEAK
EXWPAM.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 Proj
20: Marina Wy & Marina Pkwy Timing Plan: AM PEAK
EXWPAM.syn Synchro 11 Report
02/14/2024
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 Proj
21: Bay Blvd & Marina Pkwy/J St Timing Plan: AM PEAK
EXWPAM.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 36.9
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 59 43 135 288 18 82 7 Future Vol, veh/h 4 82 23 362 118 59 43 135 288 18 82 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 66 48 152 324 20 92 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 12.9 37.7 46.8 13.8

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 43 423 4 55 50 362 79 98 18 89
LT Vol 43 0 4 0 0 362 0 0 18 0
Through Vol 0 135 0 55 27 0 79 39 0 82
RT Vol 0 288 0 0 23 0 0 59 0 7
Lane Flow Rate 48 475 4 61 57 407 88 110 20 100
Geometry Grp 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.108 0.928 0.012 0.151 0.134 0.904 0.184 0.217 0.051 0.238 Departure Headway (Hd) 8.011 7.031 9.358 8.84 8.508 7.999 7.486 7.056 9.148 8.584 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 447 513 381 404 420 451 478 507 390 417
Service Time 5.77 4.789 7.15 6.631 6.299 5.767 5.254 4.823 6.935 6.371 HCM Lane V/C Ratio 0.107 0.926 0.01 0.151 0.136 0.902 0.184 0.217 0.051 0.24 HCM Control Delay 11.7 50.4 12.3 13.2 12.6 50.4 11.9 11.8 12.4 14.1 HCM Lane LOS B F B B B F B B B B
HCM 95th-tile Q 0.4 11.2 0 0.5 0.5 9.9 0.7 0.8 0.2 0.9
"i tf+
Wohl Bayfront SP Existing Plus Proj
22: I-5 SB Ramps & J St Timing Plan: AM PEAK
EXWPAM.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 369 38 222 328 0 0 0 0 316 0 221 Future Volume (veh/h) 0 369 38 222 328 0 0 0 0 316 0 221 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 0 1821 1821 1821 Adj Flow Rate, veh/h 0 415 43 249 369 0 355 0 248
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 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 0 298 160 249 369 0 355 0 248
Grp Sat Flow(s),veh/h/ln 0 1657 1737 1734 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 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 458 618 603
Approach Delay, s/veh 15.7 77.5 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 Proj
23: I-5 NB Ramps & J St Timing Plan: AM PEAK
EXWPAM.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 0 450 447 111 3 351 0 0 0 Future Volume (veh/h) 101 544 0 0 450 447 111 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 0 495 491 122 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 0 495 491 125 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 15.8 18.4 3.6 0.0 15.7
Cycle Q Clear(g_c), s 4.0 6.0 0.0 0.0 15.8 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 5.2 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 6.5 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 22.4 28.6 18.9 0.0 58.1 LnGrp LOS D A A A C C B A E
Approach Vol, veh/h 709 986 511
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 Proj
24: Oaklawn Ave & J St Timing Plan: AM PEAK
EXWPAM.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 11 549 7 118 23 9 18 14 30 Future Vol, veh/h 42 592 14 11 549 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 12 610 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 167 376 344 317 313 69
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.327 0.664 0.6 0.567 0.556 0.136
Departure Headway (Hd) 7.064 6.367 6.272 6.434 6.397 7.113 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 507 563 572 558 560 501
Service Time 5.139 4.141 4.046 4.213 4.175 5.207
HCM Lane V/C Ratio 0.329 0.668 0.601 0.568 0.559 0.138
HCM Control Delay 13.6 20.9 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 Proj
25: Broadway & J St Timing Plan: AM PEAK
EXWPAM.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 46 307 40 146 596 54 44 535 81 Future Volume (veh/h) 113 420 252 46 307 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 52 345 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 81 191 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 3081 399 1734 3207 292 1734 3460 1543 Grp Volume(v), veh/h 127 391 364 52 193 197 164 361 370 49 601 91 Grp Sat Flow(s),veh/h/ln1734 1730 1597 1734 1730 1749 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 44.3 44.4 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 882 442 895 741
Approach Delay, s/veh 63.2 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 34.8 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 Proj
26: Bay Blvd & L St Timing Plan: AM PEAK
EXWPAM.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 177 208 140 183 109 128
Future Vol, veh/h 177 208 140 183 109 128
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 199 234 157 206 122 144
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 140 183 177 104 104 109 128
LT Vol 0 0 177 0 0 109 0
Through Vol 140 0 0 0 0 0 128
RT Vol 0 183 0 104 104 0 0
Lane Flow Rate 157 206 199 117 117 122 144
Geometry Grp 8 8 7 7 7 8 8
Degree of Util (X) 0.283 0.33 0.375 0.181 0.124 0.242 0.264 Departure Headway (Hd) 6.48 5.771 6.781 5.569 3.817 7.126 6.619 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 554 621 531 643 934 503 542
Service Time 4.231 3.522 4.526 3.314 1.561 4.881 4.375
HCM Lane V/C Ratio 0.283 0.332 0.375 0.182 0.125 0.243 0.266 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 0.9 1.1
Wohl Bayfront SP Existing Plus Proj
27: Industrial Blvd & L St Timing Plan: AM PEAK
EXWPAM.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 87 127 88 197 2 179 16 168 4 14 7 Future Volume (veh/h) 34 87 127 88 197 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 48 123 179 124 277 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 94 683 305 179 864 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 3506 38 1306 119 1543 103 1105 465 Grp Volume(v), veh/h 48 123 179 124 137 143 275 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 94 683 305 179 426 447 623 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 843 447 1076 1128 1069 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 0.6 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 350 404 512 36
Approach Delay, s/veh 13.6 13.2 10.7 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 Proj
28: W Proj Dwy & G St Timing Plan: AM PEAK
EXWPAM.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 86 43 51 22 11 13
Future Vol, veh/h 86 43 51 22 11 13
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 14

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 9.6

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 816 - - 1443 -
HCM Lane V/C Ratio 0.032 - - 0.038 -
HCM Control Delay (s) 9.6 - - 7.6 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0.1 -
Wohl Bayfront SP Existing Plus Proj
29: Mid Proj Dwy & G St Timing Plan: AM PEAK
EXWPAM.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 69 43 51 114 11 13
Future Vol, veh/h 69 43 51 114 11 13
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 75 47 55 124 12 14

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 122 0 333 99
Stage 1 - - - - 99 -
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 - - 1465 - 662 957
Stage 1 - - - - 925 -
Stage 2 - - - - 805 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1465 - 636 957
Mov Cap-2 Maneuver - - - - 636 -
Stage 1 - - - - 925 -
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) 777 - - 1465 -
HCM Lane V/C Ratio 0.034 - - 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 Proj
30: E Proj Dwy & G St Timing Plan: AM PEAK
EXWPAM.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 26 43 60 103 11 15
Future Vol, veh/h 26 43 60 103 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 28 47 65 112 12 16

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 75 0 294 52
Stage 1 - - - - 52 -
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 - - 1524 - 697 1016
Stage 1 - - - - 970 -
Stage 2 - - - - 798 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1524 - 666 1016
Mov Cap-2 Maneuver - - - - 666 -
Stage 1 - - - - 970 -
Stage 2 - - - - 762 -

Approach EB WB NB
HCM Control Delay, s 0 2.7 9.5

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 831 - - 1524 -
HCM Lane V/C Ratio 0.034 - - 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 Proj
31: H St & Proj Dwy Timing Plan: AM PEAK
EXWPAM.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 43 87 137 375 93 11
Future Vol, veh/h 43 87 137 375 93 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 95 149 408 101 12

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 557 0 - 0 495 279
Stage 1 - - - - 353 -
Stage 2 - - - - 142 -
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 1010 - - - 504 718
Stage 1 - - - - 682 -
Stage 2 - - - - 870 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1010 - - - 480 718
Mov Cap-2 Maneuver - - - - 546 -
Stage 1 - - - - 650 -
Stage 2 - - - - 870 -

Approach EB WB SB
HCM Control Delay, s 2.9 0 12.8

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 1010 - - - 546 718
HCM Lane V/C Ratio 0.046 - - - 0.185 0.017
HCM Control Delay (s) 8.7 - - - 13.1 10.1
HCM Lane LOS A - - - B B
HCM 95th %tile Q(veh) 0.1 - - - 0.7 0.1
Wohl Bayfront SP Existing Plus Proj
32: H St & Emp Proj Dwy Timing Plan: AM PEAK
EXWPAM.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 87 465 188 0 47
Future Vol, veh/h 0 87 465 188 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 95 505 204 0 51

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 355
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 - - - 0 641
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 641
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0 0 11.1

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 641
HCM Lane V/C Ratio - - - 0.08
HCM Control Delay (s) - - - 11.1
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.3
----- tt tf+
Wohl Bayfront SP Existing Plus Proj
1: Bay Blvd/I-5 SB Ramps & E St Timing Plan: PM PEAK
EXWPPM.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 44 26 0 11 0 355 795 582 13 Future Volume (veh/h) 0 70 16 44 26 0 11 0 355 795 582 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 46 27 0 11 0 370 724 752 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 0 623 278 191 200 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 46 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 0 623 278 191 200 0 795 0 832
V/C Ratio(X) 0.00 0.12 0.06 0.24 0.13 0.00 0.91 0.00 0.92 Avail Cap(c_a), veh/h 0 1520 678 624 656 0 854 0 893
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 23.1 27.7 27.4 0.0 17.1 0.0 17.3 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.1 0.0 12.6 0.0 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 %ile BackOfQ(50%),veh/ln 0.0 0.5 0.2 0.7 0.4 0.0 11.9 0.0 12.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 23.4 23.2 27.9 27.5 0.0 29.7 0.0 30.7 LnGrp LOS A C C C C A C A C
Approach Vol, veh/h 90 73 1490
Approach Delay, s/veh 23.4 27.8 30.2
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 29.7
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 Existing Plus Proj
2: I-5 NB Ramps & E St Timing Plan: PM PEAK
EXWPPM.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) 313 734 0 0 423 403 15 3 346 0 0 0 Future Volume (veh/h) 313 734 0 0 423 403 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 364 853 0 0 492 469 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 364 853 0 0 492 469 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 6.5 0.0 0.0 13.1 14.3 0.0 0.0 7.5
Cycle Q Clear(g_c), s 5.9 6.5 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 13.2 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 15.3 16.8 0.0 0.0 23.6 LnGrp LOS C A A A B B A A C
Approach Vol, veh/h 1217 961 422
Approach Delay, s/veh 10.6 16.1 23.6
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 8.5
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 Proj
3: Woodlawn Ave & E St Timing Plan: PM PEAK
EXWPPM.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) 15 963 86 48 691 18 103 2 31 12 8 7 Future Volume (veh/h) 15 963 86 48 691 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 1219 109 61 875 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 459 2234 199 313 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 287 1734 3444 91 874 20 1543 73 192 95 Grp Volume(v), veh/h 19 655 673 61 439 459 133 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 24.1 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 24.1 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 459 1203 1230 313 1224 1277 210 0 268 102 0 0 V/C Ratio(X) 0.04 0.54 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 11.3 11.3 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 1347 959 172 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 13.4
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 Proj
4: Broadway & E St Timing Plan: PM PEAK
EXWPPM.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) 260 480 249 74 327 88 146 375 65 60 423 277 Future Volume (veh/h) 260 480 249 74 327 88 146 375 65 60 423 277 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 313 578 300 89 394 106 176 452 78 72 510 334 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 315 934 484 112 829 221 203 921 158 92 858 383 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 313 454 424 89 251 249 176 264 266 72 510 334 Grp Sat Flow(s),veh/h/ln1734 1730 1615 1734 1730 1692 1734 1730 1730 1734 1730 1543 Q Serve(g_s), s 21.6 24.6 24.6 6.1 16.4 16.7 12.0 14.8 15.0 4.9 15.6 24.9 Cycle Q Clear(g_c), s 21.6 24.6 24.6 6.1 16.4 16.7 12.0 14.8 15.0 4.9 15.6 24.9 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 315 733 685 112 531 519 203 540 540 92 858 383 V/C Ratio(X) 0.99 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 315 733 685 243 531 519 272 540 540 272 934 417 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 0.78 0.78 0.78 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.0 27.0 27.0 57.9 44.7 44.9 52.1 33.5 33.6 56.2 39.8 43.3 Incr Delay (d2), s/veh 44.3 3.2 3.5 4.6 2.9 3.1 13.1 0.8 0.8 5.5 1.1 17.9 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 13.2 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 93.3 30.2 30.5 62.5 47.7 47.9 65.2 34.3 34.4 61.6 40.9 61.2 LnGrp LOS F C C E D D E C C E D E
Approach Vol, veh/h 1191 589 706 916
Approach Delay, s/veh 46.9 50.0 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 55.5 18.2 34.3 26.0 41.4 10.5 42.0 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 * 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 26.9 23.6 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 47.3
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 Proj
5: Fifth Ave & E St Timing Plan: PM PEAK
EXWPPM.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 Proj
6: Fourth Ave & E St Timing Plan: PM PEAK
EXWPPM.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 Proj
7: Bay Blvd & F St Timing Plan: PM PEAK
EXWPPM.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh16.4
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 90 5 81 6 57 62 301 292 10 Future Vol, veh/h 187 28 32 90 5 81 6 57 62 301 292 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 99 5 89 7 63 68 331 321 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 14.9 11.9 11.9 19.2

HCM LOS B B B C

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 97% 0% 100% 0%
Vol Thru, % 0% 48% 0% 47% 3% 3% 0% 97%
Vol Right, % 0% 52% 0% 53% 0% 97% 0% 3%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 6 119 187 60 93 84 301 302
LT Vol 6 0 187 0 90 0 301 0
Through Vol 0 57 0 28 3 3 0 292
RT Vol 0 62 0 32 0 81 0 10
Lane Flow Rate 7 131 205 66 102 92 331 332
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 0.014 0.252 0.436 0.124 0.224 0.171 0.631 0.584 Departure Headway (Hd) 7.837 6.951 7.642 6.751 7.922 6.728 6.866 6.335 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 459 519 469 527 456 537 523 564
Service Time 5.546 4.66 5.442 4.55 5.622 4.428 4.654 4.123 HCM Lane V/C Ratio 0.015 0.252 0.437 0.125 0.224 0.171 0.633 0.589 HCM Control Delay 10.7 12 16.3 10.5 12.9 10.8 20.8 17.7 HCM Lane LOS B B C B B B C C
HCM 95th-tile Q 0 1 2.2 0.4 0.8 0.6 4.3 3.7
+ff+ ., f+ ., f+
Wohl Bayfront SP Existing Plus Proj
8: F St & Woodlawn Ave Timing Plan: PM PEAK
EXWPPM.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh10.5
Intersection LOS B
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 31 372 152 114 102 19
Future Vol, veh/h 31 372 152 114 102 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 36 438 179 134 120 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 11.1 9.5 10.4

HCM LOS B A B

Lane EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 20% 0% 0% 0% 84%
Vol Thru, % 80% 100% 100% 31% 0%
Vol Right, % 0% 0% 0% 69% 16%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 155 248 101 165 121
LT Vol 31 0 0 0 102
Through Vol 124 248 101 51 0
RT Vol 0 0 0 114 19
Lane Flow Rate 182 292 119 194 142
Geometry Grp 7 7 7 7 2
Degree of Util (X) 0.27 0.424 0.18 0.265 0.224
Departure Headway (Hd) 5.336 5.235 5.421 4.933 5.655
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 669 683 657 723 631
Service Time 3.104 3.003 3.194 2.705 3.733
HCM Lane V/C Ratio 0.272 0.428 0.181 0.268 0.225
HCM Control Delay 10.1 11.8 9.4 9.5 10.4
HCM Lane LOS B B A A B
HCM 95th-tile Q 1.1 2.1 0.7 1.1 0.9
Wohl Bayfront SP Existing Plus Proj
9: Broadway & F St Timing Plan: PM PEAK
EXWPPM.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) 49 183 190 83 163 34 89 463 86 40 567 45 Future Volume (veh/h) 49 183 190 83 163 34 89 463 86 40 567 45 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 54 201 209 91 179 37 98 509 95 44 623 49 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 70 864 771 114 1504 304 121 779 145 56 747 59 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 2867 580 1734 2913 541 1734 3250 255 Grp Volume(v), veh/h 54 201 209 91 107 109 98 301 303 44 331 341 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1717 1734 1730 1724 1734 1730 1775 Q Serve(g_s), s 4.0 8.6 10.2 6.7 4.1 4.2 7.2 20.1 20.3 3.3 23.7 23.8 Cycle Q Clear(g_c), s 4.0 8.6 10.2 6.7 4.1 4.2 7.2 20.1 20.3 3.3 23.7 23.8 Prop In Lane 1.00 1.00 1.00 0.34 1.00 0.31 1.00 0.14
Lane Grp Cap(c), veh/h 70 864 771 114 908 901 121 462 461 56 398 408 V/C Ratio(X) 0.78 0.23 0.27 0.80 0.12 0.12 0.81 0.65 0.66 0.78 0.83 0.83 Avail Cap(c_a), veh/h 237 864 771 237 908 901 237 631 629 211 604 620 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 61.8 18.4 18.8 59.9 15.6 15.7 59.6 42.3 42.3 62.4 47.7 47.7 Incr Delay (d2), s/veh 16.7 0.6 0.9 12.1 0.3 0.3 9.8 1.3 1.3 15.2 4.5 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 3.6 3.9 3.3 1.7 1.7 3.5 8.8 8.8 1.7 10.7 11.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.5 19.1 19.7 72.1 15.9 16.0 69.4 43.5 43.6 77.6 52.2 52.2 LnGrp LOS E B B E B B E D D E D D
Approach Vol, veh/h 464 307 702 716
Approach Delay, s/veh 26.3 32.6 47.2 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 69.5 13.3 34.5 9.4 72.8 8.4 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 * 18 31.4 * 18 45.4 * 18 31.4 * 16 47.4 Max Q Clear Time (g_c+I1), s 8.7 12.2 9.2 25.8 6.0 6.2 5.3 22.3 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 Proj
11: Bay Blvd & G St Timing Plan: PM PEAK
EXWPPM.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 3.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 111 51 13 62 417 28
Future Vol, veh/h 111 51 13 62 417 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 123 57 14 69 463 31

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 576 479 494 0 - 0
Stage 1 479 - - - - -
Stage 2 97 - - - - -
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 479 587 1070 - - -
Stage 1 623 - - - - -
Stage 2 927 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 472 587 1070 - - -
Mov Cap-2 Maneuver 472 - - - - -
Stage 1 614 - - - - -
Stage 2 927 - - - - -

Approach EB NB SB
HCM Control Delay, s 14.2 1.5 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1070 - 472 587 - -
HCM Lane V/C Ratio 0.013 - 0.261 0.097 - -
HCM Control Delay (s) 8.4 0 15.3 11.8 - -
HCM Lane LOS A A C B - -
HCM 95th %tile Q(veh) 0 - 1 0.3 - -
Wohl Bayfront SP Existing Plus Proj
12: Bay Blvd & H St Timing Plan: PM PEAK
EXWPPM.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) 0 401 70 18 111 20 17 28 32 170 238 40 Future Volume (veh/h) 0 401 70 18 111 20 17 28 32 170 238 40 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 0 441 77 20 122 22 19 31 35 187 262 44 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 0 512 89 178 1119 209 137 163 184 325 317 53 Arrive On Green 0.00 0.17 0.17 0.43 0.43 0.43 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 0 3039 511 417 2625 491 1073 781 882 1335 1520 255 Grp Volume(v), veh/h 0 258 260 86 0 78 19 0 66 187 0 306 Grp Sat Flow(s),veh/h/ln 0 1730 1729 1800 0 1733 1073 0 1662 1335 0 1775 Q Serve(g_s), s 0.0 11.6 11.7 2.3 0.0 2.2 1.4 0.0 2.6 10.7 0.0 13.2 Cycle Q Clear(g_c), s 0.0 11.6 11.7 2.3 0.0 2.2 14.6 0.0 2.6 13.4 0.0 13.2 Prop In Lane 0.00 0.30 0.23 0.28 1.00 0.53 1.00 0.14
Lane Grp Cap(c), veh/h 0 301 300 768 0 739 137 0 347 325 0 370 V/C Ratio(X) 0.00 0.86 0.87 0.11 0.00 0.11 0.14 0.00 0.19 0.58 0.00 0.83 Avail Cap(c_a), veh/h 0 301 300 768 0 739 247 0 517 462 0 553 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 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 32.1 32.1 13.8 0.0 13.8 37.2 0.0 26.1 31.6 0.0 30.3 Incr Delay (d2), s/veh 0.0 25.7 26.9 0.3 0.0 0.3 0.2 0.0 0.1 0.6 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 6.8 7.0 1.0 0.0 0.9 0.4 0.0 1.0 3.4 0.0 5.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 57.8 59.0 14.1 0.0 14.1 37.4 0.0 26.2 32.2 0.0 34.2 LnGrp LOS A E E B A B D A C C A C
Approach Vol, veh/h 518 164 85 493
Approach Delay, s/veh 58.4 14.1 28.7 33.4
Approach LOS E B C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 39.2 21.8 19.0 21.8
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 4.3 15.4 13.7 16.6
Green Ext Time (p_c), s 0.5 1.1 0.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 40.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. +ft "i "i
Wohl Bayfront SP Existing Plus Proj
13: I-5 SB Ramps & H St Timing Plan: PM PEAK
EXWPPM.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) 0 408 200 367 85 0 0 0 0 376 1 65 Future Volume (veh/h) 0 408 200 367 85 0 0 0 0 376 1 65 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 0 464 227 417 97 0 450 0 50
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 1774 826 379 2445 0 576 0 256
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 3478 1543 3365 3551 0 3469 0 1543
Grp Volume(v), veh/h 0 464 227 417 97 0 450 0 50
Grp Sat Flow(s),veh/h/ln 0 1657 1543 1682 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 6.1 6.4 9.0 0.7 0.0 9.9 0.0 2.2
Cycle Q Clear(g_c), s 0.0 6.1 6.4 9.0 0.7 0.0 9.9 0.0 2.2 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1774 826 379 2445 0 576 0 256
V/C Ratio(X) 0.00 0.26 0.27 1.10 0.04 0.00 0.78 0.00 0.20 Avail Cap(c_a), veh/h 0 1774 826 379 2445 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 0.50 0.50 0.72 0.72 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 10.0 10.1 35.5 3.5 0.0 32.0 0.0 28.8 Incr Delay (d2), s/veh 0.0 0.2 0.4 70.0 0.0 0.0 2.4 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.0 2.1 7.3 0.2 0.0 4.2 0.0 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 10.2 10.5 105.5 3.6 0.0 34.3 0.0 29.1 LnGrp LOS A B B F A A C A C
Approach Vol, veh/h 691 514 500
Approach Delay, s/veh 10.3 86.2 33.8
Approach LOS B F C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 61.6 18.4 13.7 47.9
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 2.7 11.9 11.0 8.4
Green Ext Time (p_c), s 0.4 1.3 0.0 3.3
Intersection Summary
HCM 6th Ctrl Delay 40.1
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 Proj
14: I-5 NB Ramps & H St Timing Plan: PM PEAK
EXWPPM.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) 257 533 0 0 413 451 32 1 366 0 0 0 Future Volume (veh/h) 257 533 0 0 413 451 32 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 271 561 0 0 435 475 23 0 397
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 364 2076 0 0 675 602 312 0 555
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 271 561 0 0 435 475 23 0 397
Grp Sat Flow(s),veh/h/ln1682 1730 0 0 1730 1543 1734 0 1543 Q Serve(g_s), s 3.6 3.6 0.0 0.0 9.5 12.5 0.5 0.0 5.6
Cycle Q Clear(g_c), s 3.6 3.6 0.0 0.0 9.5 12.5 0.5 0.0 5.6 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 364 2076 0 0 675 602 312 0 555
V/C Ratio(X) 0.75 0.27 0.00 0.00 0.64 0.79 0.07 0.00 0.72 Avail Cap(c_a), veh/h 364 2752 0 0 1013 904 675 0 1201
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 20.0 4.4 0.0 0.0 11.5 12.4 15.8 0.0 17.9 Incr Delay (d2), s/veh 7.3 0.0 0.0 0.0 0.4 1.4 0.0 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 1.6 0.8 0.0 0.0 3.0 3.6 0.2 0.0 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.3 4.4 0.0 0.0 11.9 13.8 15.8 0.0 18.5 LnGrp LOS C A A A B B B A B
Approach Vol, veh/h 832 910 420
Approach Delay, s/veh 11.9 12.9 18.4
Approach LOS B B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s9.7 23.2 13.4 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 5.6 14.5 7.6 5.6
Green Ext Time (p_c), s 0.0 3.5 0.8 2.7
Intersection Summary
HCM 6th Ctrl Delay 13.6
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 Proj
15: Woodlawn Ave & H St Timing Plan: PM PEAK
EXWPPM.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) 90 718 11 19 786 48 23 4 21 68 8 128 Future Volume (veh/h) 90 718 11 19 786 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 102 816 12 22 893 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 2372 35 30 2066 127 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 3311 204 1734 273 1312 1734 91 1466 Grp Volume(v), veh/h 102 404 424 22 467 481 26 0 29 77 0 154 Grp Sat Flow(s),veh/h/ln1734 1730 1812 1734 1730 1784 1734 0 1585 1734 0 1557 Q Serve(g_s), s 7.0 11.7 11.7 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 11.7 11.7 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 1113 51 0 47 210 0 188 V/C Ratio(X) 0.81 0.34 0.34 0.73 0.43 0.43 0.51 0.00 0.62 0.37 0.00 0.82 Avail Cap(c_a), veh/h 214 1176 1231 214 1080 1113 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 8.0 8.0 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 930 970 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 13.7 13.6 9.0 2.0 4.2
Green Ext Time (p_c), s 0.0 6.1 0.9 0.1 7.6 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 Proj
16: Oaklawn Ave & H St Timing Plan: PM PEAK
EXWPPM.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) 31 770 28 12 714 47 10 3 13 23 5 30 Future Volume (veh/h) 31 770 28 12 714 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 35 875 32 14 811 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 1002 37 823 2470 161 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 3404 124 1734 3297 215 621 169 847 645 149 843 Grp Volume(v), veh/h 35 445 462 14 426 438 29 0 0 66 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1799 1734 1730 1782 1638 0 0 1637 0 0 Q Serve(g_s), s 2.4 26.1 26.1 0.5 9.8 9.8 2.1 0.0 0.0 4.8 0.0 0.0 Cycle Q Clear(g_c), s 2.4 26.1 26.1 0.5 9.8 9.8 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 44 509 529 823 1296 1335 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 214 693 721 823 1296 1335 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 22.8 22.8 16.7 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 16.8 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 10.0 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 40.2 39.6 16.7 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 942 878 29 66
Approach Delay, s/veh 40.9 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 61.8 40.2 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 28.1 6.8 4.4 11.8 4.1
Green Ext Time (p_c), s 0.0 7.2 0.2 0.0 8.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 26.0
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 Proj
17: Broadway & H St Timing Plan: PM PEAK
EXWPPM.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) 133 436 222 223 519 80 228 453 164 131 562 112 Future Volume (veh/h) 133 436 222 223 519 80 228 453 164 131 562 112 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 149 490 249 251 583 90 256 509 184 147 631 126 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 1589 709 307 1470 226 312 871 529 203 759 433 Arrive On Green 0.06 0.46 0.46 0.18 0.98 0.98 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 149 490 249 251 335 338 256 509 184 147 631 126 Grp Sat Flow(s),veh/h/ln1682 1730 1543 1682 1730 1738 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.7 11.6 13.5 9.3 0.9 0.9 9.5 13.5 8.9 5.6 22.6 8.3 Cycle Q Clear(g_c), s 5.7 11.6 13.5 9.3 0.9 0.9 9.5 13.5 8.9 5.6 22.6 8.3 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 206 1589 709 307 846 850 312 871 529 203 759 433 V/C Ratio(X) 0.72 0.31 0.35 0.82 0.40 0.40 0.82 0.58 0.35 0.72 0.83 0.29 Avail Cap(c_a), veh/h 512 1589 709 512 846 850 512 1049 609 461 995 538 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 0.57 0.57 0.57 Uniform Delay (d), s/veh 59.9 22.2 22.7 52.1 0.7 0.7 51.9 27.5 20.6 60.0 48.5 36.6 Incr Delay (d2), s/veh 4.5 0.5 1.3 4.8 1.2 1.2 4.5 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 2.5 4.9 5.2 3.8 0.5 0.5 3.9 4.6 2.8 2.5 10.1 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.4 22.6 24.0 56.9 2.0 2.0 56.5 28.0 20.9 62.8 51.2 36.9 LnGrp LOS E C C E A A E C C E D D
Approach Vol, veh/h 888 924 949 904
Approach Delay, s/veh 30.0 16.9 34.3 51.1
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 64.6 16.2 33.1 12.2 68.5 12.0 37.3 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 * 20 35.1 * 20 37.4 * 20 35.1 * 18 39.4 Max Q Clear Time (g_c+I1), s 11.3 15.5 11.5 24.6 7.7 2.9 7.6 15.5 Green Ext Time (p_c), s 0.5 4.1 0.5 3.9 0.3 4.7 0.3 4.2 Intersection Summary
HCM 6th Ctrl Delay 33.0
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Wohl Bayfront SP Existing Plus Proj
18: Fifth Ave & H St Timing Plan: PM PEAK
EXWPPM.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 Proj
19: Fourth Ave & H St Timing Plan: PM PEAK
EXWPPM.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 Proj
20: Marina Wy & Marina Pkwy Timing Plan: PM PEAK
EXWPPM.syn Synchro 11 Report
02/14/2024
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 Proj
21: Bay Blvd & J St Timing Plan: PM PEAK
EXWPPM.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 12.6
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 210 56 70 129 34 27 44 101 141 213 14 Future Vol, veh/h 9 210 56 70 129 34 27 44 101 141 213 14 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 9 212 57 71 130 34 27 44 102 142 215 14
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 12.2 11.5 12 13.9

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% 30% 0% 100% 56% 0% 100% 56% 0% 94%
Vol Right, % 0% 70% 0% 0% 44% 0% 0% 44% 0% 6%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 27 145 9 140 126 70 86 77 141 227
LT Vol 27 0 9 0 0 70 0 0 141 0
Through Vol 0 44 0 140 70 0 86 43 0 213
RT Vol 0 101 0 0 56 0 0 34 0 14
Lane Flow Rate 27 146 9 141 127 71 87 78 142 229
Geometry Grp 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.059 0.277 0.019 0.282 0.242 0.153 0.176 0.15 0.29 0.432 Departure Headway (Hd) 7.813 6.818 7.688 7.177 6.859 7.788 7.277 6.961 7.322 6.776 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 459 527 466 501 523 461 493 516 494 534
Service Time 5.553 4.557 5.427 4.917 4.599 5.528 5.016 4.701 5.022 4.476 HCM Lane V/C Ratio 0.059 0.277 0.019 0.281 0.243 0.154 0.176 0.151 0.287 0.429 HCM Control Delay 11 12.2 10.6 12.7 11.8 11.9 11.6 10.9 13 14.5 HCM Lane LOS B B B B B B B B B B
HCM 95th-tile Q 0.2 1.1 0.1 1.1 0.9 0.5 0.6 0.5 1.2 2.2 "i tf+
Wohl Bayfront SP Existing Plus Proj
22: I-5 SB Ramps & J St Timing Plan: PM PEAK
EXWPPM.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 344 130 274 156 0 0 0 0 487 2 63 Future Volume (veh/h) 0 344 130 274 156 0 0 0 0 487 2 63 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 0 1821 1821 1821 Adj Flow Rate, veh/h 0 374 141 298 170 0 529 2 68
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 858 308 171 1544 0 550 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 3773 1294 1734 3551 0 1728 7 1543
Grp Volume(v), veh/h 0 342 173 298 170 0 531 0 68
Grp Sat Flow(s),veh/h/ln 0 1657 1588 1734 1730 0 1735 0 1543 Q Serve(g_s), s 0.0 4.5 4.8 5.1 1.5 0.0 15.6 0.0 1.6
Cycle Q Clear(g_c), s 0.0 4.5 4.8 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 0 788 378 171 1544 0 552 0 491
V/C Ratio(X) 0.00 0.43 0.46 1.75 0.11 0.00 0.96 0.00 0.14 Avail Cap(c_a), veh/h 0 1951 935 171 2758 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 17.3 0.0 12.6 Incr Delay (d2), s/veh 0.0 0.6 1.5 358.7 0.1 0.0 28.7 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.6 1.7 18.9 0.5 0.0 9.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 17.4 18.4 382.1 8.4 0.0 46.1 0.0 12.7 LnGrp LOS A B B F A A D A B
Approach Vol, veh/h 515 468 599
Approach Delay, s/veh 17.8 246.3 42.3
Approach LOS B F D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 29.2 22.6 10.8 18.4
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 6.8
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 Proj
23: I-5 NB Ramps & J St Timing Plan: PM PEAK
EXWPPM.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) 130 695 0 0 360 360 66 2 245 0 0 0 Future Volume (veh/h) 130 695 0 0 360 360 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 143 764 0 0 396 396 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 143 764 0 0 396 396 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 10.2 11.9 1.9 0.0 9.0
Cycle Q Clear(g_c), s 4.4 6.7 0.0 0.0 10.2 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 2325 0 0 817 729 531 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 24.1 6.6 0.0 0.0 14.2 14.7 17.6 0.0 20.4 Incr Delay (d2), s/veh 35.7 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 3.7 4.0 0.7 0.0 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.8 6.8 0.0 0.0 15.9 17.9 17.7 0.0 25.7 LnGrp LOS E A A A B B B A C
Approach Vol, veh/h 907 792 344
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 17.4 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 9.4
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 Proj
24: Oaklawn Ave & J St Timing Plan: PM PEAK
EXWPPM.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh15.9
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 29 700 34 20 540 15 46 6 14 9 10 43
Future Vol, veh/h 29 700 34 20 540 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 30 729 35 21 563 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 17.9 14.5 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 66 379 384 290 285 62
LT Vol 46 29 0 20 0 9
Through Vol 6 350 350 270 270 10
RT Vol 14 0 34 0 15 43
Lane Flow Rate 69 395 400 302 297 65
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.131 0.634 0.631 0.504 0.49 0.116
Departure Headway (Hd) 6.841 5.785 5.683 6.009 5.936 6.462 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 524 624 636 598 606 554
Service Time 4.887 3.523 3.422 3.751 3.679 4.511
HCM Lane V/C Ratio 0.132 0.633 0.629 0.505 0.49 0.117
HCM Control Delay 10.9 18.1 17.7 14.7 14.3 10.4
HCM Lane LOS B C C B B B
HCM 95th-tile Q 0.4 4.5 4.4 2.8 2.7 0.4
+ff+
Wohl Bayfront SP Existing Plus Proj
25: Broadway & J St Timing Plan: PM PEAK
EXWPPM.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) 125 419 184 71 336 46 115 588 75 51 709 154 Future Volume (veh/h) 125 419 184 71 336 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 140 471 207 80 378 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 165 530 231 101 578 79 154 1007 128 436 1701 759 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 2344 1023 1734 3058 418 1734 3089 392 1734 3460 1543 Grp Volume(v), veh/h 140 347 331 80 213 217 129 370 375 57 797 173 Grp Sat Flow(s),veh/h/ln1734 1730 1637 1734 1730 1746 1734 1730 1751 1734 1730 1543 Q Serve(g_s), s 10.3 25.2 25.5 5.9 14.8 15.0 9.5 23.8 23.9 3.6 23.7 10.6 Cycle Q Clear(g_c), s 10.3 25.2 25.5 5.9 14.8 15.0 9.5 23.8 23.9 3.6 23.7 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 165 391 370 101 327 330 154 564 571 436 1701 759 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 278 431 408 278 431 435 558 564 571 436 1701 759 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 48.8 48.8 58.3 37.5 37.6 42.0 30.1 25.7 Incr Delay (d2), s/veh 5.1 18.4 20.5 5.3 2.2 2.2 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 12.9 12.5 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 67.1 69.3 65.7 50.9 51.1 62.8 43.4 43.4 42.0 30.8 26.2 LnGrp LOS E E E E D D E D D D C C
Approach Vol, veh/h 818 510 874 1027
Approach Delay, s/veh 67.3 53.3 46.2 30.6
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 34.0 15.8 68.5 16.6 29.2 37.3 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 27.5 11.5 25.7 12.3 17.0 5.6 25.9 Green Ext Time (p_c), s 0.1 1.9 0.2 0.0 0.1 2.2 0.0 5.1 Intersection Summary
HCM 6th Ctrl Delay 47.7
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ~ tf+ ~ tf+ ~ tt .,,
Wohl Bayfront SP Existing Plus Proj
26: Bay Blvd & L St Timing Plan: PM PEAK
EXWPPM.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 148.7
Intersection LOS F
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 357 68 44 783 152 153
Future Vol, veh/h 357 68 44 783 152 153
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 72 47 833 162 163
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 34.6 256 17

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 44 783 357 34 34 152 153
LT Vol 0 0 357 0 0 152 0
Through Vol 44 0 0 0 0 0 153
RT Vol 0 783 0 34 34 0 0
Lane Flow Rate 47 833 380 36 36 162 163
Geometry Grp 8 8 7 7 7 8 8
Degree of Util (X) 0.096 1.539 0.814 0.065 0.048 0.376 0.356 Departure Headway (Hd) 7.366 6.651 8.583 7.348 5.563 9.373 8.853 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 486 550 425 490 648 386 409
Service Time 5.112 4.397 6.283 5.048 3.263 7.073 6.553
HCM Lane V/C Ratio 0.097 1.515 0.894 0.073 0.056 0.42 0.399 HCM Control Delay 10.9 269.8 39.4 10.6 8.5 17.6 16.4
HCM Lane LOS B F E B A C C
HCM 95th-tile Q 0.3 43.4 7.4 0.2 0.2 1.7 1.6
Wohl Bayfront SP Existing Plus Proj
27: Industrial Blvd & L St Timing Plan: PM PEAK
EXWPPM.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) 4 586 344 255 348 8 73 5 232 3 7 6 Future Volume (veh/h) 4 586 344 255 348 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 6 825 485 359 490 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 1675 38 469 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 3460 78 1321 108 1543 141 884 586 Grp Volume(v), veh/h 6 825 485 359 245 256 110 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 11.2 16.4 8.5 4.6 4.6 2.7 0.0 10.8 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.2 11.2 16.4 8.5 4.6 4.6 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 0.71 0.94 1.31 0.29 0.29 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 8.3 8.3 16.0 0.0 18.9 15.1 0.0 0.0 Incr Delay (d2), s/veh 20.0 2.1 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 1.4 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 17.8 42.9 186.4 8.5 8.5 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 1316 860 437 22
Approach Delay, s/veh 27.2 82.8 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 6.6 Green Ext Time (p_c), s 1.1 0.0 0.0 0.0 0.0 2.5
Intersection Summary
HCM 6th Ctrl Delay 44.5
HCM 6th LOS D
4 .,,
Wohl Bayfront SP Existing Plus Proj
28: W Proj Dwy & G St Timing Plan: PM PEAK
EXWPPM.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 21 11 13 85 43 51
Future Vol, veh/h 21 11 13 85 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 23 12 14 92 47 55

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 Existing Plus Proj
29: Mid Proj Dwy & G St Timing Plan: PM PEAK
EXWPPM.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 Existing Plus Proj
30: E Proj Dwy & G St Timing Plan: PM PEAK
EXWPPM.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 Existing Plus Proj
31: H St & Proj Dwy Timing Plan: PM PEAK
EXWPPM.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 10.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 11 349 279 94 375 43
Future Vol, veh/h 11 349 279 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 12 379 303 102 408 47

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 405 0 - 0 568 203
Stage 1 - - - - 354 -
Stage 2 - - - - 214 -
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 1150 - - - 453 804
Stage 1 - - - - 681 -
Stage 2 - - - - 801 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1150 - - - 448 804
Mov Cap-2 Maneuver - - - - 535 -
Stage 1 - - - - 674 -
Stage 2 - - - - 801 -

Approach EB WB SB
HCM Control Delay, s 0.2 0 28

HCM LOS D

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 1150 - - - 535 804
HCM Lane V/C Ratio 0.01 - - - 0.762 0.058
HCM Control Delay (s) 8.2 - - - 30.1 9.8
HCM Lane LOS A - - - D A
HCM 95th %tile Q(veh) 0 - - - 6.7 0.2
Wohl Bayfront SP Existing Plus Proj
32: H St & Emp Proj Dwy Timing Plan: PM PEAK
EXWPPM.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 0 349 186 47 0 187
Future Vol, veh/h 0 349 186 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 0 379 202 51 0 203

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 127
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 - - - 0 900
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 900
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0 0 10.2

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 900
HCM Lane V/C Ratio - - - 0.226
HCM Control Delay (s) - - - 10.2
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.9
----- tt tf+
Wohl Bayfront SP Opening Year 2026
1: Bay Blvd/I-5 SB Ramps & E St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 44 5 67 41 0 4 0 198 278 547 29 Future Volume (veh/h) 0 44 5 67 41 0 4 0 198 278 547 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 0 1821 0 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 49 6 75 46 0 4 0 222 312 615 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 0 2 0 2 2 2 2
Cap, veh/h 0 523 233 254 267 0 0 0 0 714 705 38
Arrive On Green 0.00 0.15 0.15 0.15 0.15 0.00 0.00 0.00 0.00 0.41 0.41 0.41 Sat Flow, veh/h 0 3551 1543 1734 1821 0 0 1734 1713 92
Grp Volume(v), veh/h 0 49 6 75 46 0 0.0 312 0 648
Grp Sat Flow(s),veh/h/ln 0 1730 1543 1734 1821 0 1734 0 1805 Q Serve(g_s), s 0.0 0.7 0.2 2.3 1.3 0.0 7.6 0.0 19.4
Cycle Q Clear(g_c), s 0.0 0.7 0.2 2.3 1.3 0.0 7.6 0.0 19.4 Prop In Lane 0.00 1.00 1.00 0.00 1.00 0.05
Lane Grp Cap(c), veh/h 0 523 233 254 267 0 714 0 743
V/C Ratio(X) 0.00 0.09 0.03 0.30 0.17 0.00 0.44 0.00 0.87 Avail Cap(c_a), veh/h 0 1758 784 722 758 0 987 0 1027
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 21.5 21.3 22.4 22.0 0.0 12.4 0.0 15.9 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.1 0.0 0.2 0.0 4.9 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 0.3 0.1 0.9 0.5 0.0 2.6 0.0 7.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 21.5 21.3 22.6 22.1 0.0 12.6 0.0 20.8 LnGrp LOS A C C C C A B A C
Approach Vol, veh/h 55 121 960
Approach Delay, s/veh 21.5 22.4 18.1
Approach LOS C C B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 14.0 30.7 14.1
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 2.7 21.4 4.3
Green Ext Time (p_c), s 0.2 2.8 0.2
Intersection Summary
HCM 6th Ctrl Delay 18.7
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 Opening Year 2026
2: I-5 NB Ramps & E St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 159 341 13 0 390 568 18 365 488 0 0 0 Future Volume (veh/h) 159 341 13 0 390 568 18 365 488 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 0 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 185 397 15 0 453 660 21 516 506
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 2
Cap, veh/h 274 1947 73 0 734 655 20 493 436
Arrive On Green 0.08 0.57 0.57 0.00 0.42 0.42 0.28 0.28 0.28 Sat Flow, veh/h 3365 3400 128 0 1821 1543 71 1747 1543
Grp Volume(v), veh/h 185 202 210 0 453 660 537 0 506
Grp Sat Flow(s),veh/h/ln1682 1730 1798 0 1730 1543 1818 0 1543 Q Serve(g_s), s 3.8 4.0 4.0 0.0 14.4 29.9 19.9 0.0 19.9 Cycle Q Clear(g_c), s 3.8 4.0 4.0 0.0 14.4 29.9 19.9 0.0 19.9 Prop In Lane 1.00 0.07 0.00 1.00 0.04 1.00
Lane Grp Cap(c), veh/h 274 991 1030 0 734 655 514 0 436 V/C Ratio(X) 0.68 0.20 0.20 0.00 0.62 1.01 1.05 0.00 1.16 Avail Cap(c_a), veh/h 1448 991 1030 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 1.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.4 7.3 7.3 0.0 15.8 20.3 25.3 0.0 25.3 Incr Delay (d2), s/veh 1.1 0.0 0.0 0.0 2.0 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 1.3 0.0 5.6 16.3 15.4 0.0 18.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.5 7.3 7.3 0.0 17.8 57.2 77.4 0.0 120.1 LnGrp LOS C A A A B F F A F
Approach Vol, veh/h 597 1113 1043
Approach Delay, s/veh 15.1 41.2 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 6.0
Green Ext Time (p_c), s 0.1 0.0 0.0 1.6
Intersection Summary
HCM 6th Ctrl Delay 57.1
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
3: Woodlawn Ave & E St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 662 42 66 685 7 143 4 42 15 6 8 Future Volume (veh/h) 9 662 42 66 685 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 11 838 53 84 867 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 485 2126 134 442 2335 24 263 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 3305 209 1734 3508 36 961 27 1543 76 127 75 Grp Volume(v), veh/h 11 439 452 84 428 448 186 0 53 37 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1784 1734 1730 1815 988 0 1543 278 0 0 Q Serve(g_s), s 0.3 14.5 14.5 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 14.5 14.5 2.0 0.0 0.0 22.9 0.0 3.4 23.6 0.0 0.0 Prop In Lane 1.00 0.12 1.00 0.02 0.97 1.00 0.51 0.27
Lane Grp Cap(c), veh/h 485 1113 1147 442 1152 1208 268 0 327 104 0 0 V/C Ratio(X) 0.02 0.39 0.39 0.19 0.37 0.37 0.69 0.00 0.16 0.35 0.00 0.00 Avail Cap(c_a), veh/h 768 1113 1147 687 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 0.77 0.77 0.77 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 7.2 10.2 10.2 7.3 0.0 0.0 46.3 0.0 38.6 41.3 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.9 0.9 0.2 0.7 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 5.6 5.7 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 11.2 11.1 7.5 0.7 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 902 960 239 37
Approach Delay, s/veh 11.1 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 16.5 25.6 2.3 2.0 24.9 Green Ext Time (p_c), s 0.2 6.9 0.0 0.0 6.8 0.1
Intersection Summary
HCM 6th Ctrl Delay 11.7
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
4: Broadway & E St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 251 364 84 55 407 92 143 545 48 56 328 241 Future Volume (veh/h) 251 364 84 55 407 92 143 545 48 56 328 241 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 302 439 101 66 490 111 172 657 58 67 395 290 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 1304 298 85 935 211 199 929 82 86 774 345 Arrive On Green 0.36 0.93 0.93 0.02 0.11 0.11 0.11 0.29 0.29 0.05 0.22 0.22 Sat Flow, veh/h 1734 2798 639 1734 2806 632 1734 3217 284 1734 3460 1543 Grp Volume(v), veh/h 302 270 270 66 301 300 172 353 362 67 395 290 Grp Sat Flow(s),veh/h/ln1734 1730 1706 1734 1730 1707 1734 1730 1770 1734 1730 1543 Q Serve(g_s), s 20.4 1.8 1.9 4.5 19.7 19.9 11.7 21.9 21.9 4.6 12.0 21.6 Cycle Q Clear(g_c), s 20.4 1.8 1.9 4.5 19.7 19.9 11.7 21.9 21.9 4.6 12.0 21.6 Prop In Lane 1.00 0.37 1.00 0.37 1.00 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 315 807 795 85 577 569 199 500 511 86 774 345 V/C Ratio(X) 0.96 0.33 0.34 0.78 0.52 0.53 0.87 0.71 0.71 0.78 0.51 0.84 Avail Cap(c_a), veh/h 315 807 795 243 577 569 272 500 511 272 934 417 HCM Platoon Ratio 2.00 2.00 2.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.93 0.93 0.93 0.95 0.95 0.95 0.57 0.57 0.57 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.8 2.2 2.2 58.4 44.4 44.5 52.2 38.1 38.1 56.4 40.8 44.5 Incr Delay (d2), s/veh 37.6 1.0 1.1 5.4 3.2 3.3 9.3 2.9 2.8 5.7 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 10.4 0.8 0.8 2.2 9.7 9.7 5.6 9.6 9.9 2.1 5.2 9.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.4 3.3 3.3 63.8 47.6 47.7 61.5 41.0 41.0 62.2 41.6 57.9 LnGrp LOS E A A E D D E D D E D E
Approach Vol, veh/h 842 667 887 752
Approach Delay, s/veh 29.1 49.3 45.0 49.7
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 60.5 18.0 31.4 26.0 44.6 10.1 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 6.5 3.9 13.7 23.6 22.4 21.9 6.6 23.9 Green Ext Time (p_c), s 0.0 5.2 0.1 3.3 0.0 2.8 0.0 3.7 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+ ~ tt .,,
Wohl Bayfront SP Opening Year 2026
5: Fifth Ave & E St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 75 354 31 21 416 116 35 96 30 18 64 74 Future Volume (veh/h) 75 354 31 21 416 116 35 96 30 18 64 74 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 100 472 41 28 555 155 47 128 40 24 85 99 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 2255 195 35 1735 483 77 163 47 53 123 129 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 3222 279 1734 2673 744 246 985 281 116 739 776 Grp Volume(v), veh/h 100 253 260 28 358 352 215 0 0 208 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1771 1734 1730 1687 1512 0 0 1630 0 0 Q Serve(g_s), s 6.7 0.0 0.0 1.9 0.0 0.0 2.3 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 16.8 0.0 0.0 14.5 0.0 0.0 Prop In Lane 1.00 0.16 1.00 0.44 0.22 0.19 0.12 0.48
Lane Grp Cap(c), veh/h 123 1211 1239 35 1123 1095 287 0 0 304 0 0 V/C Ratio(X) 0.81 0.21 0.21 0.80 0.32 0.32 0.75 0.00 0.00 0.68 0.00 0.00 Avail Cap(c_a), veh/h 214 1211 1239 214 1123 1095 506 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) 0.94 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 57.3 0.0 0.0 48.5 0.0 0.0 47.7 0.0 0.0 Incr Delay (d2), s/veh 11.5 0.4 0.4 29.5 0.7 0.7 3.9 0.0 0.0 2.7 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 3.1 0.1 0.1 1.1 0.2 0.2 6.6 0.0 0.0 6.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.2 0.4 0.4 86.8 0.7 0.7 52.4 0.0 0.0 50.4 0.0 0.0 LnGrp LOS E A A F A A D A A D A A
Approach Vol, veh/h 613 738 215 208
Approach Delay, s/veh 10.5 3.9 52.4 50.4
Approach LOS B A D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.6 88.9 24.5 12.7 82.8 24.5
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 16.5 8.7 2.0 18.8
Green Ext Time (p_c), s 0.0 3.5 1.2 0.1 5.3 1.1
Intersection Summary
HCM 6th Ctrl Delay 17.5
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
6: Fourth Ave & E St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 80 268 69 124 396 78 125 712 66 146 626 74 Future Volume (veh/h) 80 268 69 124 396 78 125 712 66 146 626 74 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 89 298 77 138 440 87 139 791 73 162 696 82 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 416 1106 281 550 1219 239 166 870 80 189 987 440 Arrive On Green 0.09 0.81 0.81 0.06 0.42 0.42 0.10 0.27 0.27 0.11 0.29 0.29 Sat Flow, veh/h 1734 2732 694 1734 2883 566 1734 3203 295 1734 3460 1543 Grp Volume(v), veh/h 89 187 188 138 263 264 139 427 437 162 696 82 Grp Sat Flow(s),veh/h/ln1734 1730 1696 1734 1730 1719 1734 1730 1768 1734 1730 1543 Q Serve(g_s), s 3.6 3.2 3.3 5.5 12.4 12.6 9.5 28.7 28.7 11.0 21.6 4.8 Cycle Q Clear(g_c), s 3.6 3.2 3.3 5.5 12.4 12.6 9.5 28.7 28.7 11.0 21.6 4.8 Prop In Lane 1.00 0.41 1.00 0.33 1.00 0.17 1.00 1.00
Lane Grp Cap(c), veh/h 416 700 686 550 732 727 166 470 480 189 987 440 V/C Ratio(X) 0.21 0.27 0.27 0.25 0.36 0.36 0.84 0.91 0.91 0.86 0.71 0.19 Avail Cap(c_a), veh/h 581 700 686 683 732 727 315 492 502 315 987 440 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) 0.98 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 23.6 23.6 53.4 42.3 42.3 52.5 38.4 32.4 Incr Delay (d2), s/veh 0.1 0.9 1.0 0.1 1.4 1.4 4.3 20.6 20.3 5.5 2.4 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 1.4 1.2 1.2 2.2 5.3 5.4 4.3 14.8 15.1 5.1 9.4 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.8 8.0 8.1 18.6 24.9 25.0 57.6 62.9 62.6 58.1 40.8 32.6 LnGrp LOS B A A B C C E E E E D C
Approach Vol, veh/h 464 665 1003 940
Approach Delay, s/veh 10.1 23.7 62.0 43.1
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 15.7 39.1 9.6 55.6 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 5.3 11.5 23.6 5.6 14.6 13.0 30.7 Green Ext Time (p_c), s 0.1 1.9 0.1 4.2 0.1 2.4 0.1 1.9 Intersection Summary
HCM 6th Ctrl Delay 40.1
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 Opening Year 2026
7: Bay Blvd & F St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
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 17 22 9 88 57 72 214 98 64 149 95 364 Future Vol, veh/h 17 22 9 88 57 72 214 98 64 149 95 364 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 97 63 79 235 108 70 164 104 400
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 11.2 12.5 13.9 22.8

HCM LOS B B B C

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 76% 0% 100% 0%
Vol Thru, % 0% 60% 0% 71% 24% 28% 0% 21%
Vol Right, % 0% 40% 0% 29% 0% 72% 0% 79%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 214 162 17 31 117 101 149 459
LT Vol 214 0 17 0 88 0 149 0
Through Vol 0 98 0 22 29 29 0 95
RT Vol 0 64 0 9 0 72 0 364
Lane Flow Rate 235 178 19 34 128 110 164 504
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 0.456 0.306 0.044 0.073 0.274 0.209 0.305 0.788 Departure Headway (Hd) 6.973 6.183 8.437 7.712 7.704 6.805 6.695 5.625 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 513 577 427 467 465 525 534 641
Service Time 4.757 3.967 6.137 5.412 5.489 4.589 4.469 3.398 HCM Lane V/C Ratio 0.458 0.308 0.044 0.073 0.275 0.21 0.307 0.786 HCM Control Delay 15.5 11.7 11.5 11 13.4 11.4 12.4 26.2 HCM Lane LOS C B B B B B B D
HCM 95th-tile Q 2.4 1.3 0.1 0.2 1.1 0.8 1.3 7.7
+ff+ ., f+ ., f+
Wohl Bayfront SP Opening Year 2026
8: F St & Woodlawn Ave Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Intersection
Intersection Delay, s/veh 9.5
Intersection LOS A
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 29 224 210 98 88 23
Future Vol, veh/h 29 224 210 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 34 264 247 115 104 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 9.6 9.3 9.8

HCM LOS A A A

Lane EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 28% 0% 0% 0% 79%
Vol Thru, % 72% 100% 100% 42% 0%
Vol Right, % 0% 0% 0% 58% 21%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 104 149 140 168 111
LT Vol 29 0 0 0 88
Through Vol 75 149 140 70 0
RT Vol 0 0 0 98 23
Lane Flow Rate 122 176 165 198 131
Geometry Grp 7 7 7 7 2
Degree of Util (X) 0.182 0.255 0.237 0.262 0.195
Departure Headway (Hd) 5.367 5.226 5.183 4.772 5.384
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 666 685 690 749 663
Service Time 3.12 2.979 2.932 2.521 3.443
HCM Lane V/C Ratio 0.183 0.257 0.239 0.264 0.198
HCM Control Delay 9.3 9.8 9.5 9.2 9.8
HCM Lane LOS A A A A A
HCM 95th-tile Q 0.7 1 0.9 1 0.7
Wohl Bayfront SP Opening Year 2026
9: Broadway & F St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 49 156 140 55 181 42 38 588 65 24 388 48 Future Volume (veh/h) 49 156 140 55 181 42 38 588 65 24 388 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 54 171 154 60 199 46 42 646 71 26 426 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 69 976 823 77 1549 350 54 758 83 34 711 88
Arrive On Green 0.04 0.55 0.55 0.04 0.55 0.55 0.03 0.24 0.24 0.02 0.23 0.23 Sat Flow, veh/h 1734 1780 1501 1734 2803 634 1734 3144 345 1734 3099 383 Grp Volume(v), veh/h 54 166 159 60 121 124 42 355 362 26 237 242 Grp Sat Flow(s),veh/h/ln1734 1730 1551 1734 1730 1707 1734 1730 1759 1734 1730 1752 Q Serve(g_s), s 3.7 5.7 6.2 4.1 4.0 4.2 2.9 23.5 23.6 1.8 14.7 14.8 Cycle Q Clear(g_c), s 3.7 5.7 6.2 4.1 4.0 4.2 2.9 23.5 23.6 1.8 14.7 14.8 Prop In Lane 1.00 0.97 1.00 0.37 1.00 0.20 1.00 0.22
Lane Grp Cap(c), veh/h 69 949 850 77 956 944 54 417 424 34 397 402 V/C Ratio(X) 0.78 0.17 0.19 0.78 0.13 0.13 0.78 0.85 0.85 0.78 0.60 0.60 Avail Cap(c_a), veh/h 228 949 850 228 956 944 272 525 534 272 525 531 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 0.82 0.82 0.82 Uniform Delay (d), s/veh 57.1 13.5 13.6 56.7 12.9 12.9 57.7 43.5 43.5 58.6 41.3 41.3 Incr Delay (d2), s/veh 16.7 0.4 0.5 15.3 0.3 0.3 14.2 6.9 6.9 26.2 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 2.3 2.3 2.1 1.6 1.7 1.5 10.8 11.0 1.0 6.4 6.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.8 13.9 14.1 72.0 13.2 13.2 72.0 50.4 50.4 84.7 42.4 42.5 LnGrp LOS E B B E B B E D D F D D
Approach Vol, veh/h 379 305 759 505
Approach Delay, s/veh 22.5 24.8 51.6 44.7
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 7.9 32.1 9.0 70.9 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 8.2 4.9 16.8 5.7 6.2 3.8 25.6 Green Ext Time (p_c), s 0.1 2.0 0.1 2.8 0.1 1.4 0.0 3.4 Intersection Summary
HCM 6th Ctrl Delay 40.0
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
11: Bay Blvd & G St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Intersection
Int Delay, s/veh 1.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 33 23 73 357 130 65
Future Vol, veh/h 33 23 73 357 130 65
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 26 81 397 144 72

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 739 180 216 0 - 0
Stage 1 180 - - - - -
Stage 2 559 - - - - -
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 385 863 1354 - - -
Stage 1 851 - - - - -
Stage 2 572 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 355 863 1354 - - -
Mov Cap-2 Maneuver 355 - - - - -
Stage 1 785 - - - - -
Stage 2 572 - - - - -

Approach EB NB SB
HCM Control Delay, s 13.4 1.3 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1354 - 355 863 - -
HCM Lane V/C Ratio 0.06 - 0.103 0.03 - -
HCM Control Delay (s) 7.8 0 16.3 9.3 - -
HCM Lane LOS A A C A - -
HCM 95th %tile Q(veh) 0.2 - 0.3 0.1 - -
Wohl Bayfront SP Opening Year 2026
12: Bay Blvd & H St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 398 2 32 436 210 1 190 21 47 56 45 Future Volume (veh/h) 0 398 2 32 436 210 1 190 21 47 56 45 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 437 2 35 479 231 1 209 23 52 62 49 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 614 3 68 955 493 265 311 34 174 182 144
Arrive On Green 0.00 0.17 0.17 0.88 0.88 0.88 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 0 3623 16 155 2162 1117 1282 1612 177 1148 942 745 Grp Volume(v), veh/h 0 214 225 410 0 335 1 0 232 52 0 111 Grp Sat Flow(s),veh/h/ln 0 1730 1818 1813 0 1620 1282 0 1789 1148 0 1687 Q Serve(g_s), s 0.0 9.3 9.3 3.8 0.0 3.3 0.1 0.0 9.6 3.5 0.0 4.5 Cycle Q Clear(g_c), s 0.0 9.3 9.3 3.8 0.0 3.3 4.6 0.0 9.6 13.1 0.0 4.5 Prop In Lane 0.00 0.01 0.09 0.69 1.00 0.10 1.00 0.44
Lane Grp Cap(c), veh/h 0 301 316 801 0 716 265 0 346 174 0 326 V/C Ratio(X) 0.00 0.71 0.71 0.51 0.00 0.47 0.00 0.00 0.67 0.30 0.00 0.34 Avail Cap(c_a), veh/h 0 301 316 801 0 716 416 0 557 309 0 525 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 0.92 0.92 0.97 0.00 0.97 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 31.2 31.2 2.8 0.0 2.8 29.9 0.0 29.9 36.0 0.0 27.9 Incr Delay (d2), s/veh 0.0 12.4 11.9 2.3 0.0 2.1 0.0 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 4.8 5.0 1.4 0.0 1.1 0.0 0.0 4.1 1.0 0.0 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 43.6 43.0 5.1 0.0 4.9 29.9 0.0 30.8 36.4 0.0 28.1 LnGrp LOS A D D A A A C A C D A C
Approach Vol, veh/h 439 745 233 163
Approach Delay, s/veh 43.3 5.0 30.8 30.7
Approach LOS D A C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 40.4 20.6 19.0 20.6
Change Period (Y+Rc), s 5.1 5.1 5.1 5.1
Max Green Setting (Gmax), s 25.9 24.9 13.9 24.9
Max Q Clear Time (g_c+I1), s 5.8 15.1 11.3 11.6
Green Ext Time (p_c), s 3.2 0.3 0.5 0.7
Intersection Summary
HCM 6th Ctrl Delay 22.1
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. +ft "i "i
Wohl Bayfront SP Opening Year 2026
13: I-5 SB Ramps & H St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 279 103 257 416 0 0 0 0 297 3 265 Future Volume (veh/h) 0 279 103 257 416 0 0 0 0 297 3 265 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 0 317 117 292 473 0 433 0 202
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 1939 675 369 2426 0 594 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 3804 1268 3365 3551 0 3469 0 1543
Grp Volume(v), veh/h 0 287 147 292 473 0 433 0 202
Grp Sat Flow(s),veh/h/ln 0 1657 1593 1682 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 3.5 3.8 6.8 3.8 0.0 9.5 0.0 10.0
Cycle Q Clear(g_c), s 0.0 3.5 3.8 6.8 3.8 0.0 9.5 0.0 10.0 Prop In Lane 0.00 0.80 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1766 849 369 2426 0 594 0 264
V/C Ratio(X) 0.00 0.16 0.17 0.79 0.19 0.00 0.73 0.00 0.76 Avail Cap(c_a), veh/h 0 1766 849 379 2426 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 0.66 0.66 0.72 0.72 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 9.6 9.6 34.7 4.1 0.0 31.4 0.0 31.6 Incr Delay (d2), s/veh 0.0 0.1 0.3 7.2 0.1 0.0 1.7 0.0 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 %ile BackOfQ(50%),veh/ln 0.0 1.2 1.3 3.1 1.1 0.0 4.0 0.0 8.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 9.7 9.9 41.9 4.3 0.0 33.1 0.0 36.2 LnGrp LOS A A A D A A C A D
Approach Vol, veh/h 434 765 635
Approach Delay, s/veh 9.8 18.6 34.1
Approach LOS A B C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 61.2 18.8 13.5 47.7
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 5.8 12.0 8.8 5.8
Green Ext Time (p_c), s 2.3 1.7 0.0 1.9
Intersection Summary
HCM 6th Ctrl Delay 21.9
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 Opening Year 2026
14: I-5 NB Ramps & H St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 211 460 0 0 429 326 252 28 391 0 0 0 Future Volume (veh/h) 211 460 0 0 429 326 252 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 224 489 0 0 456 347 189 0 521
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 353 1880 0 0 624 473 396 0 705
Arrive On Green 0.11 0.54 0.00 0.00 0.33 0.33 0.23 0.00 0.23 Sat Flow, veh/h 3365 3551 0 0 1966 1421 1734 0 3087
Grp Volume(v), veh/h 224 489 0 0 421 382 189 0 521
Grp Sat Flow(s),veh/h/ln1682 1730 0 0 1730 1565 1734 0 1543 Q Serve(g_s), s 2.9 3.4 0.0 0.0 9.6 9.6 4.2 0.0 7.0
Cycle Q Clear(g_c), s 2.9 3.4 0.0 0.0 9.6 9.6 4.2 0.0 7.0 Prop In Lane 1.00 0.00 0.00 0.91 1.00 1.00
Lane Grp Cap(c), veh/h 353 1880 0 0 576 521 396 0 705
V/C Ratio(X) 0.63 0.26 0.00 0.00 0.73 0.73 0.48 0.00 0.74 Avail Cap(c_a), veh/h 377 2851 0 0 1050 950 699 0 1244
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 19.2 5.4 0.0 0.0 13.1 13.1 14.9 0.0 16.0 Incr Delay (d2), s/veh 2.2 0.0 0.0 0.0 0.7 0.8 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 1.1 0.8 0.0 0.0 3.1 2.8 1.5 0.0 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.4 5.4 0.0 0.0 13.8 13.9 15.3 0.0 16.6 LnGrp LOS C A A A B B B A B
Approach Vol, veh/h 713 803 710
Approach Delay, s/veh 10.5 13.8 16.2
Approach LOS B B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s9.4 20.0 15.3 29.4
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 4.9 11.6 9.0 5.4
Green Ext Time (p_c), s 0.0 3.3 1.2 2.3
Intersection Summary
HCM 6th Ctrl Delay 13.5
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. llj 4+ .,, -------~
Wohl Bayfront SP Opening Year 2026
15: Woodlawn Ave & H St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 67 659 4 18 491 62 23 7 12 68 7 135 Future Volume (veh/h) 67 659 4 18 491 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 76 749 5 20 558 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 2303 15 30 1902 238 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 3523 24 1734 3094 387 1734 594 1040 1734 77 1478 Grp Volume(v), veh/h 76 368 386 20 311 317 26 0 22 77 0 161 Grp Sat Flow(s),veh/h/ln1734 1730 1817 1734 1730 1751 1734 0 1634 1734 0 1555 Q Serve(g_s), s 4.2 9.0 9.0 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 9.0 9.0 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 0.22 1.00 0.64 1.00 0.95
Lane Grp Cap(c), veh/h 98 1131 1188 30 1063 1076 52 0 49 188 0 168 V/C Ratio(X) 0.78 0.33 0.33 0.67 0.29 0.29 0.50 0.00 0.45 0.41 0.00 0.96 Avail Cap(c_a), veh/h 267 1131 1188 267 1063 1076 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) 0.96 0.96 0.96 0.98 0.98 0.98 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.7 7.3 7.3 46.1 0.0 0.0 45.8 0.0 45.8 39.9 0.0 42.6 Incr Delay (d2), s/veh 11.9 0.7 0.7 22.5 0.7 0.7 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 3.2 3.3 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 56.6 8.0 8.0 68.5 0.7 0.7 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 830 648 48 238
Approach Delay, s/veh 12.5 2.8 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 11.0 11.9 6.2 2.0 3.4
Green Ext Time (p_c), s 0.0 4.4 0.0 0.1 4.1 0.1
Intersection Summary
HCM 6th Ctrl Delay 19.1
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
16: Oaklawn Ave & H St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 702 19 6 464 34 21 12 22 22 20 36 Future Volume (veh/h) 20 702 19 6 464 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 23 798 22 7 527 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 33 895 25 738 2200 162 30 18 32 32 30 53
Arrive On Green 0.04 0.52 0.52 0.43 0.67 0.67 0.05 0.05 0.05 0.07 0.07 0.07 Sat Flow, veh/h 1734 3439 95 1734 3267 241 636 371 663 466 429 765 Grp Volume(v), veh/h 23 401 419 7 279 287 63 0 0 89 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1804 1734 1730 1778 1670 0 0 1660 0 0 Q Serve(g_s), s 1.3 19.9 19.9 0.2 6.0 6.0 3.6 0.0 0.0 5.1 0.0 0.0 Cycle Q Clear(g_c), s 1.3 19.9 19.9 0.2 6.0 6.0 3.6 0.0 0.0 5.1 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.14 0.38 0.40 0.28 0.46
Lane Grp Cap(c), veh/h 33 450 469 738 1165 1197 80 0 0 114 0 0 V/C Ratio(X) 0.69 0.89 0.89 0.01 0.24 0.24 0.79 0.00 0.00 0.78 0.00 0.00 Avail Cap(c_a), veh/h 267 506 528 738 1165 1197 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 0.96 0.96 0.96 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 45.9 21.8 21.8 15.9 6.1 6.1 45.2 0.0 0.0 44.0 0.0 0.0 Incr Delay (d2), s/veh 8.8 21.7 21.0 0.0 0.5 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 8.0 8.2 0.1 2.1 2.1 1.6 0.0 0.0 2.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.7 43.5 42.8 15.9 6.6 6.6 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 843 573 63 89
Approach Delay, s/veh 43.5 6.7 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 45.7 29.9 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 21.9 7.1 3.3 8.0 5.6
Green Ext Time (p_c), s 0.0 3.0 0.2 0.0 4.2 0.1
Intersection Summary
HCM 6th Ctrl Delay 30.6
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 Opening Year 2026
17: Broadway & H St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 128 450 89 149 334 101 118 540 162 81 445 81 Future Volume (veh/h) 128 450 89 149 334 101 118 540 162 81 445 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 144 506 100 167 375 113 133 607 182 91 500 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 204 1838 820 225 1413 420 190 727 428 143 679 396 Arrive On Green 0.06 0.53 0.53 0.13 1.00 1.00 0.11 0.42 0.42 0.04 0.20 0.20 Sat Flow, veh/h 3365 3460 1543 3365 2628 782 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 144 506 100 167 245 243 133 607 182 91 500 91 Grp Sat Flow(s),veh/h/ln1682 1730 1543 1682 1730 1680 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.0 9.6 3.9 5.7 0.0 0.0 4.6 18.8 9.8 3.2 16.3 5.6 Cycle Q Clear(g_c), s 5.0 9.6 3.9 5.7 0.0 0.0 4.6 18.8 9.8 3.2 16.3 5.6 Prop In Lane 1.00 1.00 1.00 0.47 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 204 1838 820 225 930 903 190 727 428 143 679 396 V/C Ratio(X) 0.71 0.28 0.12 0.74 0.26 0.27 0.70 0.83 0.43 0.64 0.74 0.23 Avail Cap(c_a), veh/h 471 1838 820 471 930 903 499 1078 584 471 1050 562 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 0.78 0.78 0.78 0.80 0.80 0.80 Uniform Delay (d), s/veh 55.3 15.4 14.1 51.0 0.0 0.0 52.3 32.9 25.6 56.5 45.3 35.2 Incr Delay (d2), s/veh 4.2 0.3 0.3 4.3 0.6 0.7 3.7 3.0 0.5 3.7 1.3 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 2.3 3.9 1.4 2.4 0.2 0.2 2.0 6.6 3.2 1.4 7.1 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.5 15.8 14.4 55.3 0.6 0.7 55.9 35.9 26.1 60.3 46.6 35.5 LnGrp LOS E B B E A A E D C E D D
Approach Vol, veh/h 750 655 922 682
Approach Delay, s/veh 24.0 14.6 36.8 46.9
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 68.7 11.0 28.2 11.5 69.4 9.3 29.8 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 11.6 6.6 18.3 7.0 2.0 5.2 20.8 Green Ext Time (p_c), s 0.3 3.6 0.3 3.5 0.3 3.2 0.2 4.4 Intersection Summary
HCM 6th Ctrl Delay 31.1
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
18: Fifth Ave & H St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 79 552 11 16 577 128 21 40 27 120 40 77 Future Volume (veh/h) 79 552 11 16 577 128 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 99 690 14 20 721 160 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 28 753 167 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 2814 624 1734 1821 1543 1734 1821 1543 Grp Volume(v), veh/h 99 690 14 20 443 438 26 50 34 150 50 96 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1709 1734 1821 1543 1734 1821 1543 Q Serve(g_s), s 1.7 0.0 0.0 1.4 30.6 30.6 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 30.6 30.6 1.8 3.1 2.5 10.2 2.8 2.9 Prop In Lane 1.00 1.00 1.00 0.37 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 680 2247 1002 28 463 457 34 152 129 177 302 256 V/C Ratio(X) 0.15 0.31 0.01 0.71 0.96 0.96 0.78 0.33 0.26 0.85 0.17 0.37 Avail Cap(c_a), veh/h 680 2247 1002 228 463 457 214 461 391 301 552 468 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 0.80 0.80 0.80 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 54.0 54.0 58.6 51.8 51.6 53.0 42.9 8.4 Incr Delay (d2), s/veh 0.0 0.3 0.0 9.4 28.3 28.6 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 17.9 17.7 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 68.8 82.3 82.6 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 803 901 110 296
Approach Delay, s/veh 1.3 82.2 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 32.6 12.2 5.1 Green Ext Time (p_c), s 0.0 6.6 0.0 0.6 0.1 0.0 0.1 0.3 Intersection Summary
HCM 6th Ctrl Delay 44.3
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
19: Fourth Ave & H St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 169 418 90 80 505 130 136 682 55 133 608 127 Future Volume (veh/h) 169 418 90 80 505 130 136 682 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 186 459 99 88 555 143 149 749 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 1244 267 139 1107 284 176 871 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 2835 607 3365 2725 700 1734 3245 260 1734 3460 1543 Grp Volume(v), veh/h 186 279 279 88 352 346 149 399 410 146 668 140 Grp Sat Flow(s),veh/h/ln1682 1730 1712 1682 1730 1695 1734 1730 1774 1734 1730 1543 Q Serve(g_s), s 6.6 17.5 17.7 3.1 18.2 18.3 10.1 26.3 26.4 9.9 21.1 8.8 Cycle Q Clear(g_c), s 6.6 17.5 17.7 3.1 18.2 18.3 10.1 26.3 26.4 9.9 21.1 8.8 Prop In Lane 1.00 0.35 1.00 0.41 1.00 0.15 1.00 1.00
Lane Grp Cap(c), veh/h 249 759 751 139 703 688 176 465 476 173 923 412 V/C Ratio(X) 0.75 0.37 0.37 0.63 0.50 0.50 0.85 0.86 0.86 0.84 0.72 0.34 Avail Cap(c_a), veh/h 443 759 751 443 703 688 228 578 593 228 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 26.6 26.6 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 2.5 2.6 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 8.4 8.4 1.4 7.9 7.8 5.4 12.4 12.7 5.2 9.0 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.6 37.6 37.7 61.3 29.1 29.2 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 744 786 958 954
Approach Delay, s/veh 43.6 32.8 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 19.7 12.1 23.1 8.6 20.3 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
20: Marina Wy/J St & Marina Pkwy Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 4 37 45 285 392 10
Future Volume (veh/h) 4 37 45 285 392 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 49 310 436 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 0 663 78 496 833 371
Arrive On Green 0.00 0.36 0.36 0.36 0.24 0.00
Sat Flow, veh/h 0 1821 215 1361 3469 1543
Grp Volume(v), veh/h 0 40 0 359 436 0
Grp Sat Flow(s),veh/h/ln 0 1821 0 1576 1734 1543
Q Serve(g_s), s 0.0 0.3 0.0 4.3 2.5 0.0
Cycle Q Clear(g_c), s 0.0 0.3 0.0 4.3 2.5 0.0
Prop In Lane 0.00 0.86 1.00 1.00
Lane Grp Cap(c), veh/h 0 663 0 574 833 371
V/C Ratio(X) 0.00 0.06 0.00 0.63 0.52 0.00
Avail Cap(c_a), veh/h 0 3435 0 1414 2760 1228
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 6.0 7.5 0.0
Incr Delay (d2), s/veh 0.0 0.0 0.0 1.1 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 0.7 0.5 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 4.7 0.0 7.1 8.0 0.0
LnGrp LOS A A A A A A
Approach Vol, veh/h 40 359 436
Approach Delay, s/veh 4.7 7.1 8.0
Approach LOS A A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 12.8 10.0 0.0 12.8
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 4.5 0.0 6.3
Green Ext Time (p_c), s 0.2 1.4 0.0 2.0
Intersection Summary
HCM 6th Ctrl Delay 7.5
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

Wohl Bayfront SP Opening Year 2026
21: Bay Blvd & J St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Intersection
Intersection Delay, s/veh 107.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 525 143 363 284 91 115 146 288 15 68 7 Future Vol, veh/h 4 525 143 363 284 91 115 146 288 15 68 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 4 590 161 408 319 102 129 164 324 17 76 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 93.3 78.8 176.6 20.2

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% 34% 0% 100% 55% 0% 100% 51% 0% 91%
Vol Right, % 0% 66% 0% 0% 45% 0% 0% 49% 0% 9%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 115 434 4 350 318 363 189 186 15 75 LT Vol 115 0 4 0 0 363 0 0 15 0
Through Vol 0 146 0 350 175 0 189 95 0 68
RT Vol 0 288 0 0 143 0 0 91 0 7
Lane Flow Rate 129 488 4 393 357 408 213 209 17 84
Geometry Grp 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.4 1.382 0.013 1.093 0.962 1.158 0.574 0.543 0.059 0.283 Departure Headway (Hd) 11.625 10.641 11.68 11.155 10.824 11.179 10.653 10.293 13.639 13.05 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 311 346 308 330 339 326 340 353 264 277
Service Time 9.325 8.341 9.38 8.855 8.524 8.879 8.353 7.993 11.339 10.75 HCM Lane V/C Ratio 0.415 1.41 0.013 1.191 1.053 1.252 0.626 0.592 0.064 0.303 HCM Control Delay 21.9 217.6 14.5 111.8 74 133.6 26.8 24.6 17.2 20.8 HCM Lane LOS C F B F F F D C C C
HCM 95th-tile Q 1.9 23.6 0 13.5 10.2 15.4 3.4 3.1 0.2 1.1 "i tf+ "i tf+
Wohl Bayfront SP Opening Year 2026
22: I-5 SB Ramps & J St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 624 170 222 484 0 0 0 0 321 0 274 Future Volume (veh/h) 0 624 170 222 484 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 0 701 191 249 544 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 1337 360 156 1845 0 437 0 389
Arrive On Green 0.00 0.34 0.34 0.09 0.53 0.00 0.25 0.00 0.25 Sat Flow, veh/h 0 4063 1048 1734 3551 0 1734 0 1543
Grp Volume(v), veh/h 0 595 297 249 544 0 361 0 308
Grp Sat Flow(s),veh/h/ln 0 1657 1632 1734 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 8.2 8.3 5.1 4.9 0.0 11.2 0.0 10.6
Cycle Q Clear(g_c), s 0.0 8.2 8.3 5.1 4.9 0.0 11.2 0.0 10.6 Prop In Lane 0.00 0.64 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1137 560 156 1845 0 437 0 389
V/C Ratio(X) 0.00 0.52 0.53 1.60 0.29 0.00 0.83 0.00 0.79 Avail Cap(c_a), veh/h 0 1780 877 156 2516 0 504 0 448
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 25.8 7.3 0.0 20.1 0.0 19.8 Incr Delay (d2), s/veh 0.0 0.6 1.3 297.4 0.2 0.0 9.7 0.0 8.2 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 2.8 2.9 14.8 1.5 0.0 5.2 0.0 9.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 15.6 16.3 323.2 7.5 0.0 29.7 0.0 28.1 LnGrp LOS A B B F A A C A C
Approach Vol, veh/h 892 793 669
Approach Delay, s/veh 15.8 106.6 29.0
Approach LOS B F C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 36.4 20.4 10.8 25.6
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 6.9 13.2 7.1 10.3
Green Ext Time (p_c), s 6.8 1.1 0.0 9.2
Intersection Summary
HCM 6th Ctrl Delay 50.2
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
23: I-5 NB Ramps & J St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 308 665 0 0 561 449 160 3 351 0 0 0 Future Volume (veh/h) 308 665 0 0 561 449 160 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 338 731 0 0 616 493 176 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 138 1915 0 0 705 563 438 7 396
Arrive On Green 0.08 0.55 0.00 0.00 0.39 0.39 0.26 0.26 0.26 Sat Flow, veh/h 1734 3551 0 0 1920 1460 1707 29 1543
Grp Volume(v), veh/h 338 731 0 0 583 526 179 0 386
Grp Sat Flow(s),veh/h/ln1734 1730 0 0 1730 1558 1736 0 1543 Q Serve(g_s), s 5.1 7.7 0.0 0.0 20.1 20.1 5.5 0.0 15.9
Cycle Q Clear(g_c), s 5.1 7.7 0.0 0.0 20.1 20.1 5.5 0.0 15.9 Prop In Lane 1.00 0.00 0.00 0.94 0.98 1.00
Lane Grp Cap(c), veh/h 138 1915 0 0 667 601 446 0 396
V/C Ratio(X) 2.46 0.38 0.00 0.00 0.87 0.88 0.40 0.00 0.97 Avail Cap(c_a), veh/h 138 1954 0 0 686 618 446 0 396
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 29.6 8.1 0.0 0.0 18.3 18.3 19.8 0.0 23.7 Incr Delay (d2), s/veh 676.4 0.2 0.0 0.0 12.4 13.8 0.2 0.0 38.1 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 27.9 2.4 0.0 0.0 9.4 8.7 2.1 0.0 9.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 706.0 8.3 0.0 0.0 30.7 32.2 20.0 0.0 61.8 LnGrp LOS F A A A C C C A E
Approach Vol, veh/h 1069 1109 565
Approach Delay, s/veh 228.9 31.4 48.6
Approach LOS F C D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 10.8 30.9 22.6 41.7
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 22.1 17.9 9.7
Green Ext Time (p_c), s 0.0 2.6 0.0 8.8
Intersection Summary
HCM 6th Ctrl Delay 111.9
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
24: Oaklawn Ave & J St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Intersection
Intersection Delay, s/veh25.9
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 43 713 16 11 664 7 123 24 9 19 14 31 Future Vol, veh/h 43 713 16 11 664 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 48 792 18 12 738 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 30.5 24.5 14.6 12

HCM LOS D C 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 156 400 373 343 339 64
LT Vol 123 43 0 11 0 19
Through Vol 24 357 357 332 332 14
RT Vol 9 0 16 0 7 31
Lane Flow Rate 173 444 414 381 377 71
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.357 0.822 0.757 0.715 0.703 0.149
Departure Headway (Hd) 7.407 6.67 6.584 6.754 6.723 7.541 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 484 537 546 530 535 472
Service Time 5.481 4.465 4.379 4.552 4.521 5.639
HCM Lane V/C Ratio 0.357 0.827 0.758 0.719 0.705 0.15
HCM Control Delay 14.6 33.5 27.3 24.9 24.1 12
HCM Lane LOS B D D C C B
HCM 95th-tile Q 1.6 8.2 6.6 5.8 5.5 0.5
+ff+
Wohl Bayfront SP Opening Year 2026
25: Broadway & J St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 116 535 260 47 414 41 150 614 56 45 551 83 Future Volume (veh/h) 116 535 260 47 414 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 130 601 292 53 465 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 156 610 296 68 698 69 196 999 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 2258 1096 1734 3181 314 1734 3206 292 1734 3460 1543 Grp Volume(v), veh/h 130 460 433 53 252 259 169 372 381 51 619 93 Grp Sat Flow(s),veh/h/ln1734 1730 1624 1734 1730 1765 1734 1730 1768 1734 1730 1543 Q Serve(g_s), s 8.8 31.8 31.8 3.6 16.0 16.1 11.5 22.6 22.7 2.6 12.0 3.4 Cycle Q Clear(g_c), s 8.8 31.8 31.8 3.6 16.0 16.1 11.5 22.6 22.7 2.6 12.0 3.4 Prop In Lane 1.00 0.68 1.00 0.18 1.00 0.17 1.00 1.00
Lane Grp Cap(c), veh/h 156 467 438 68 379 387 196 539 551 398 1492 665 V/C Ratio(X) 0.83 0.99 0.99 0.78 0.66 0.67 0.86 0.69 0.69 0.13 0.41 0.14 Avail Cap(c_a), veh/h 243 467 438 243 467 476 286 539 551 398 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 0.80 0.80 0.80 Uniform Delay (d), s/veh 53.7 43.6 43.6 57.1 42.8 42.9 52.3 36.2 36.2 33.0 17.1 15.3 Incr Delay (d2), s/veh 7.7 37.8 39.3 7.1 2.6 2.6 11.9 7.1 7.0 0.0 0.7 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 4.2 18.4 17.4 1.7 7.1 7.3 5.6 10.6 10.8 1.1 4.4 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.4 81.4 82.9 64.2 45.4 45.5 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 1023 564 922 763
Approach Delay, s/veh 79.5 47.2 47.1 18.6
Approach LOS E 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 33.8 13.5 14.0 10.8 18.1 4.6 24.7 Green Ext Time (p_c), s 0.0 0.0 0.1 5.3 0.1 2.6 0.0 4.5 Intersection Summary
HCM 6th Ctrl Delay 50.6
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 Opening Year 2026
26: Bay Blvd & L St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Intersection
Intersection Delay, s/veh12.9
Intersection LOS B
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 177 260 171 183 179 163
Future Vol, veh/h 177 260 171 183 179 163
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 199 292 192 206 201 183
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 11.5 13.2 14.5

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 171 183 177 130 130 179 163
LT Vol 0 0 177 0 0 179 0
Through Vol 171 0 0 0 0 0 163
RT Vol 0 183 0 130 130 0 0
Lane Flow Rate 192 206 199 146 146 201 183
Geometry Grp 8 8 7 7 7 8 8
Degree of Util (X) 0.373 0.359 0.399 0.244 0.172 0.417 0.354 Departure Headway (Hd) 6.997 6.285 7.225 6.008 4.249 7.457 6.949 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 511 568 497 594 836 481 515
Service Time 4.779 4.067 4.996 3.778 2.018 5.237 4.729
HCM Lane V/C Ratio 0.376 0.363 0.4 0.246 0.175 0.418 0.355 HCM Control Delay 13.9 12.6 14.8 10.7 7.9 15.5 13.5
HCM Lane LOS B B B B A C B
HCM 95th-tile Q 1.7 1.6 1.9 1 0.6 2 1.6
Wohl Bayfront SP Opening Year 2026
27: Industrial Blvd & L St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 35 168 123 91 276 2 162 16 173 4 14 7 Future Volume (veh/h) 35 168 123 91 276 2 162 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 49 237 173 128 389 3 228 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 95 732 326 182 920 7 563 37 422 155 303 127
Arrive On Green 0.05 0.21 0.21 0.10 0.26 0.26 0.27 0.27 0.27 0.27 0.27 0.27 Sat Flow, veh/h 1734 3460 1543 1734 3519 27 1295 135 1543 99 1110 465 Grp Volume(v), veh/h 49 237 173 128 191 201 251 0 244 36 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1816 1430 0 1543 1674 0 0 Q Serve(g_s), s 0.9 1.9 3.3 2.3 3.0 3.0 4.5 0.0 4.5 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.9 1.9 3.3 2.3 3.0 3.0 5.0 0.0 4.5 0.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.01 0.91 1.00 0.17 0.28
Lane Grp Cap(c), veh/h 95 732 326 182 452 475 599 0 422 585 0 0 V/C Ratio(X) 0.51 0.32 0.53 0.70 0.42 0.42 0.42 0.00 0.58 0.06 0.00 0.00 Avail Cap(c_a), veh/h 316 1894 845 448 1079 1132 1072 0 939 1113 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 15.1 11.0 11.5 14.2 10.1 10.1 10.5 0.0 10.3 8.9 0.0 0.0 Incr Delay (d2), s/veh 4.3 0.3 1.3 4.9 0.6 0.6 0.5 0.0 1.3 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 0.6 1.0 1.0 0.9 0.9 1.2 0.0 1.2 0.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.4 11.2 12.8 19.1 10.7 10.7 10.9 0.0 11.6 8.9 0.0 0.0 LnGrp LOS B B B B B B B A B A A A
Approach Vol, veh/h 459 520 495 36
Approach Delay, s/veh 12.7 12.8 11.3 8.9
Approach LOS B B B A
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 13.5 7.9 11.5 13.5 6.3 13.1
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 7.0 4.3 5.3 2.5 2.9 5.0
Green Ext Time (p_c), s 2.0 0.1 1.7 0.1 0.0 2.0
Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B
4 .,,
Wohl Bayfront SP Opening Year 2026
33: Marina Pkwy & H St Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 29 119 61 29 184 179 86 81 115 127 57 23 Future Volume (veh/h) 29 119 61 29 184 179 86 81 115 127 57 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 32 200 195 93 88 125 138 62 25 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 65 408 346 65 388 346 139 129 183 176 260 105 Arrive On Green 0.04 0.22 0.22 0.04 0.22 0.22 0.08 0.19 0.19 0.10 0.21 0.21 Sat Flow, veh/h 1734 1821 1543 1734 1730 1543 1734 681 967 1734 1234 498 Grp Volume(v), veh/h 32 129 66 32 200 195 93 0 213 138 0 87 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1730 1543 1734 0 1647 1734 0 1732 Q Serve(g_s), s 0.7 2.4 1.4 0.7 4.1 4.5 2.1 0.0 4.8 3.1 0.0 1.7 Cycle Q Clear(g_c), s 0.7 2.4 1.4 0.7 4.1 4.5 2.1 0.0 4.8 3.1 0.0 1.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.59 1.00 0.29
Lane Grp Cap(c), veh/h 65 408 346 65 388 346 139 0 312 176 0 365 V/C Ratio(X) 0.49 0.32 0.19 0.49 0.52 0.56 0.67 0.00 0.68 0.78 0.00 0.24 Avail Cap(c_a), veh/h 216 860 729 754 1354 1208 306 0 737 323 0 792 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 19.0 13.0 12.7 19.0 13.7 13.9 18.0 0.0 15.2 17.6 0.0 13.2 Incr Delay (d2), s/veh 5.7 0.4 0.3 5.7 1.1 1.4 5.4 0.0 2.6 7.4 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.9 0.4 0.4 1.4 1.4 0.9 0.0 1.7 1.4 0.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.7 13.5 12.9 24.7 14.8 15.3 23.4 0.0 17.8 25.1 0.0 13.5 LnGrp LOS C B B C B B C A B C A B
Approach Vol, veh/h 227 427 306 225
Approach Delay, s/veh 14.9 15.8 19.5 20.6
Approach LOS B B B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.0 13.5 7.7 13.0 6.0 13.5 8.6 12.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 17.5 19.0 7.1 18.4 5.0 31.5 7.5 18.0 Max Q Clear Time (g_c+I1), s 2.7 4.4 4.1 3.7 2.7 6.5 5.1 6.8 Green Ext Time (p_c), s 0.0 0.7 0.0 0.3 0.0 2.5 0.1 0.9 Intersection Summary
HCM 6th Ctrl Delay 17.5
HCM 6th LOS B
t
t .,, "i "i
Wohl Bayfront SP Opening Year 2026
34: Marina Pkwy & Street C Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
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 385 342 600 147 53 1471
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 385 342 377 370 53 1471
V/C Ratio(X) 0.65 0.27 0.42 0.43 0.45 0.13
Avail Cap(c_a), veh/h 1225 1090 1222 1200 714 4479
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 12.1 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 15.3 10.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 10.5 18.0 33.0 18.0
Max Q Clear Time (g_c+I1), s 2.3 4.1 2.8 5.3
Green Ext Time (p_c), s 0.0 1.5 1.2 0.9
Intersection Summary
HCM 6th Ctrl Delay 8.9
HCM 6th LOS A
~ .,, tf+ ~ tt -----------
Wohl Bayfront SP Opening Year 2026
35: J St & Street A Timing Plan: AM PEAK
OYAM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 7 445 353 58 230 29
Future Volume (veh/h) 7 445 353 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 8 484 384 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 1574 931 415 655 300
Arrive On Green 0.01 0.45 0.27 0.27 0.19 0.19
Sat Flow, veh/h 1734 3551 3551 1543 3365 1543
Grp Volume(v), veh/h 8 484 384 63 250 32
Grp Sat Flow(s),veh/h/ln1734 1730 1730 1543 1682 1543
Q Serve(g_s), s 0.1 2.3 2.3 0.8 1.7 0.4
Cycle Q Clear(g_c), s 0.1 2.3 2.3 0.8 1.7 0.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 19 1574 931 415 655 300
V/C Ratio(X) 0.43 0.31 0.41 0.15 0.38 0.11
Avail Cap(c_a), veh/h 371 4446 3099 1382 2358 1082
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 12.6 4.4 7.7 7.2 9.0 8.5
Incr Delay (d2), s/veh 14.6 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 0.5 0.2 0.4 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.3 4.5 8.0 7.3 9.4 8.7
LnGrp LOS C A A A A A
Approach Vol, veh/h 492 447 282
Approach Delay, s/veh 4.9 7.9 9.3
Approach LOS A A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 16.2 9.5 4.8 11.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 33.0 18.0 5.5 23.0
Max Q Clear Time (g_c+I1), s 4.3 3.7 2.1 4.3
Green Ext Time (p_c), s 3.5 0.8 0.0 2.6
Intersection Summary
HCM 6th Ctrl Delay 7.0
HCM 6th LOS A
Wohl Bayfront SP Opening Year 2026
1: Bay Blvd/I-5 SB Ramps & E St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 81 16 55 60 0 11 0 533 795 607 24 Future Volume (veh/h) 0 81 16 55 60 0 11 0 533 795 607 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 0 1821 0 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 84 17 57 62 0 11 0 555 742 752 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 0 2 0 2 2 2 2
Cap, veh/h 0 626 279 219 230 0 0 0 0 789 797 26
Arrive On Green 0.00 0.18 0.18 0.13 0.13 0.00 0.00 0.00 0.00 0.45 0.45 0.45 Sat Flow, veh/h 0 3551 1543 1734 1821 0 0 1734 1752 58
Grp Volume(v), veh/h 0 84 17 57 62 0 0.0 742 0 777
Grp Sat Flow(s),veh/h/ln 0 1730 1543 1734 1821 0 1734 0 1811 Q Serve(g_s), s 0.0 1.5 0.7 2.1 2.2 0.0 29.3 0.0 29.4
Cycle Q Clear(g_c), s 0.0 1.5 0.7 2.1 2.2 0.0 29.3 0.0 29.4 Prop In Lane 0.00 1.00 1.00 0.00 1.00 0.03
Lane Grp Cap(c), veh/h 0 626 279 219 230 0 789 0 823
V/C Ratio(X) 0.00 0.13 0.06 0.26 0.27 0.00 0.94 0.00 0.94 Avail Cap(c_a), veh/h 0 1440 643 592 621 0 809 0 845
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 24.7 24.4 28.3 28.4 0.0 18.7 0.0 18.7 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.2 0.0 18.3 0.0 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 %ile BackOfQ(50%),veh/ln 0.0 0.6 0.2 0.9 0.9 0.0 14.4 0.0 15.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 24.7 24.4 28.6 28.6 0.0 36.9 0.0 36.9 LnGrp LOS A C C C C A D A D
Approach Vol, veh/h 101 119 1519
Approach Delay, s/veh 24.7 28.6 36.9
Approach LOS C C D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 18.1 39.2 14.6
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 3.5 31.4 4.2
Green Ext Time (p_c), s 0.3 1.2 0.2
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. t
++ .,, "i + "i .,, "i 4+
Wohl Bayfront SP Opening Year 2026
2: I-5 NB Ramps & E St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 320 906 11 0 481 403 31 3 358 0 0 0 Future Volume (veh/h) 320 906 11 0 481 403 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 1821 0 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 372 1053 13 0 559 469 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 2 0 2 2 2 2 2
Cap, veh/h 485 2265 28 0 757 635 0 331 561
Arrive On Green 0.14 0.65 0.65 0.00 0.42 0.42 0.00 0.00 0.18 Sat Flow, veh/h 3365 3500 43 0 1876 1497 0 1821 3087
Grp Volume(v), veh/h 372 520 546 0 542 486 0 0 457
Grp Sat Flow(s),veh/h/ln1682 1730 1813 0 1730 1552 0 1821 1543 Q Serve(g_s), s 6.3 9.1 9.1 0.0 15.7 15.7 0.0 0.0 8.5
Cycle Q Clear(g_c), s 6.3 9.1 9.1 0.0 15.7 15.7 0.0 0.0 8.5 Prop In Lane 1.00 0.02 0.00 0.96 0.00 1.00
Lane Grp Cap(c), veh/h 485 1120 1173 0 734 658 0 331 561 V/C Ratio(X) 0.77 0.46 0.46 0.00 0.74 0.74 0.00 0.00 0.81 Avail Cap(c_a), veh/h 1709 1120 1173 0 867 778 0 608 1030 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 24.6 5.3 5.3 0.0 14.4 14.4 0.0 0.0 23.4 Incr Delay (d2), s/veh 1.0 0.1 0.1 0.0 3.5 3.9 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 2.4 2.2 2.4 0.0 6.0 5.4 0.0 0.0 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.5 5.4 5.4 0.0 17.9 18.3 0.0 0.0 24.5 LnGrp LOS C A A A B B A A C
Approach Vol, veh/h 1438 1028 457
Approach Delay, s/veh 10.6 18.1 24.5
Approach LOS B B C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 13.3 30.4 16.0 43.7
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 8.3 17.7 10.5 11.1
Green Ext Time (p_c), s 0.3 7.6 0.4 4.6
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. 4+ .,, -------~
Wohl Bayfront SP Opening Year 2026
3: Woodlawn Ave & E St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 15 934 89 49 698 19 106 2 32 12 8 7 Future Volume (veh/h) 15 934 89 49 698 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 1182 113 62 884 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 450 2202 210 319 2416 66 210 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 3192 305 1734 3441 93 870 19 1543 71 186 93 Grp Volume(v), veh/h 19 640 655 62 444 464 137 0 41 34 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1766 1734 1730 1804 889 0 1543 350 0 0 Q Serve(g_s), s 0.4 23.7 23.8 1.4 13.4 13.4 0.0 0.0 2.9 0.4 0.0 0.0 Cycle Q Clear(g_c), s 0.4 23.7 23.8 1.4 13.4 13.4 20.8 0.0 2.9 21.2 0.0 0.0 Prop In Lane 1.00 0.17 1.00 0.05 0.98 1.00 0.44 0.26
Lane Grp Cap(c), veh/h 450 1194 1219 319 1215 1267 214 0 276 102 0 0 V/C Ratio(X) 0.04 0.54 0.54 0.19 0.37 0.37 0.64 0.00 0.15 0.33 0.00 0.00 Avail Cap(c_a), veh/h 634 1194 1219 482 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) 0.86 0.86 0.86 0.76 0.76 0.76 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 6.3 9.9 9.9 7.9 7.8 7.8 52.4 0.0 45.0 46.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.5 1.5 0.2 0.6 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 9.0 9.2 0.5 4.9 5.1 4.6 0.0 1.1 1.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.3 11.4 11.4 8.2 8.4 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 1314 970 178 34
Approach Delay, s/veh 11.3 8.4 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 25.8 23.2 2.4 15.4 22.8 Green Ext Time (p_c), s 0.1 12.5 0.0 0.0 7.2 0.5
Intersection Summary
HCM 6th Ctrl Delay 13.7
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
4: Broadway & E St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 263 446 251 76 325 91 149 386 67 62 436 284 Future Volume (veh/h) 263 446 251 76 325 91 149 386 67 62 436 284 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 317 537 302 92 392 110 180 465 81 75 525 342 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 315 889 499 116 805 223 207 931 161 95 870 388 Arrive On Green 0.18 0.42 0.42 0.02 0.10 0.10 0.12 0.32 0.32 0.05 0.25 0.25 Sat Flow, veh/h 1734 2136 1199 1734 2675 742 1734 2949 511 1734 3460 1543 Grp Volume(v), veh/h 317 435 404 92 252 250 180 272 274 75 525 342 Grp Sat Flow(s),veh/h/ln1734 1730 1605 1734 1730 1688 1734 1730 1729 1734 1730 1543 Q Serve(g_s), s 21.8 23.5 23.6 6.3 16.5 16.8 12.2 15.3 15.5 5.1 16.1 25.6 Cycle Q Clear(g_c), s 21.8 23.5 23.6 6.3 16.5 16.8 12.2 15.3 15.5 5.1 16.1 25.6 Prop In Lane 1.00 0.75 1.00 0.44 1.00 0.30 1.00 1.00
Lane Grp Cap(c), veh/h 315 720 668 116 521 508 207 546 546 95 870 388 V/C Ratio(X) 1.01 0.60 0.61 0.80 0.48 0.49 0.87 0.50 0.50 0.79 0.60 0.88 Avail Cap(c_a), veh/h 315 720 668 243 521 508 272 546 546 272 934 417 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) 0.84 0.84 0.84 0.97 0.97 0.97 0.78 0.78 0.78 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.1 27.3 27.4 57.9 45.2 45.4 51.9 33.3 33.4 56.0 39.6 43.2 Incr Delay (d2), s/veh 48.0 3.1 3.4 4.5 3.1 3.3 14.0 0.8 0.8 5.3 1.2 19.1 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 13.6 10.3 9.6 3.0 8.1 8.1 6.1 6.5 6.6 2.4 7.0 11.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 97.1 30.5 30.8 62.3 48.3 48.6 65.9 34.1 34.2 61.3 40.9 62.3 LnGrp LOS F C C E D D E C C E D E
Approach Vol, veh/h 1156 594 726 942
Approach Delay, s/veh 48.8 50.6 42.0 50.3
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 54.5 18.5 34.8 26.0 40.7 10.8 42.5 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 * 17 34.4 * 19 32.4 * 22 29.4 * 19 32.4 Max Q Clear Time (g_c+I1), s 8.3 25.6 14.2 27.6 23.8 18.8 7.1 17.5 Green Ext Time (p_c), s 0.1 4.5 0.1 2.6 0.0 3.0 0.1 4.0 Intersection Summary
HCM 6th Ctrl Delay 48.1
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
5: Fifth Ave & E St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 34 508 36 35 438 50 22 83 40 11 83 52 Future Volume (veh/h) 34 508 36 35 438 50 22 83 40 11 83 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 45 677 48 47 584 67 29 111 53 15 111 69 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 57 2335 165 60 2234 256 57 141 62 42 143 84
Arrive On Green 0.07 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 3277 232 1734 3129 358 163 1016 446 72 1033 605 Grp Volume(v), veh/h 45 357 368 47 322 329 193 0 0 195 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1779 1734 1730 1757 1625 0 0 1710 0 0 Q Serve(g_s), s 3.1 0.0 0.0 3.2 0.0 0.0 0.7 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.1 0.0 0.0 3.2 0.0 0.0 13.9 0.0 0.0 13.2 0.0 0.0 Prop In Lane 1.00 0.13 1.00 0.20 0.15 0.27 0.08 0.35
Lane Grp Cap(c), veh/h 57 1233 1268 60 1235 1254 260 0 0 270 0 0 V/C Ratio(X) 0.78 0.29 0.29 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 1233 1268 228 1235 1254 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) 0.75 0.75 0.75 0.91 0.91 0.91 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 55.6 0.0 0.0 55.4 0.0 0.0 50.3 0.0 0.0 50.2 0.0 0.0 Incr Delay (d2), s/veh 15.9 0.4 0.4 18.0 0.5 0.5 4.2 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 1.6 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 71.5 0.4 0.4 73.4 0.5 0.5 54.5 0.0 0.0 53.9 0.0 0.0 LnGrp LOS E A A E A A D A A D A A
Approach Vol, veh/h 770 698 193 195
Approach Delay, s/veh 4.6 5.4 54.5 53.9
Approach LOS A A D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s8.4 90.4 21.3 8.2 90.6 21.3
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 15.2 5.1 2.0 15.9
Green Ext Time (p_c), s 0.0 5.3 0.8 0.0 4.7 0.7
Intersection Summary
HCM 6th Ctrl Delay 15.3
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
6: Fourth Ave & E St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 87 410 90 111 362 122 111 603 83 128 615 74 Future Volume (veh/h) 87 410 90 111 362 122 111 603 83 128 615 74 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 97 456 100 123 402 136 123 670 92 142 683 82 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 436 1237 269 404 1139 381 149 789 108 168 933 416 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 2825 615 1734 2546 852 1734 3057 419 1734 3460 1543 Grp Volume(v), veh/h 97 278 278 123 272 266 123 379 383 142 683 82 Grp Sat Flow(s),veh/h/ln1734 1730 1710 1734 1730 1668 1734 1730 1746 1734 1730 1543 Q Serve(g_s), s 3.6 17.4 17.6 4.6 12.4 12.6 8.4 25.0 25.0 9.7 21.6 4.9 Cycle Q Clear(g_c), s 3.6 17.4 17.6 4.6 12.4 12.6 8.4 25.0 25.0 9.7 21.6 4.9 Prop In Lane 1.00 0.36 1.00 0.51 1.00 0.24 1.00 1.00
Lane Grp Cap(c), veh/h 436 757 749 404 774 746 149 447 451 168 933 416 V/C Ratio(X) 0.22 0.37 0.37 0.30 0.35 0.36 0.83 0.85 0.85 0.84 0.73 0.20 Avail Cap(c_a), veh/h 571 757 749 522 774 746 272 535 540 272 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) 0.96 0.96 0.96 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 36.3 36.4 18.1 21.7 21.8 54.0 42.3 42.3 53.3 39.9 33.8 Incr Delay (d2), s/veh 0.1 1.3 1.4 0.2 1.3 1.3 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 1.5 8.4 8.4 1.9 5.3 5.2 3.8 12.0 12.1 4.5 9.4 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.2 37.6 37.8 18.3 23.0 23.2 58.4 53.3 53.4 59.7 42.3 34.1 LnGrp LOS B D D B C C E D D E D C
Approach Vol, veh/h 653 661 885 907
Approach Delay, s/veh 34.8 22.2 54.0 44.3
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.8 57.4 14.5 37.3 9.7 58.6 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 19.6 10.4 23.6 5.6 14.6 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
7: Bay Blvd & F St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Intersection
Intersection Delay, s/veh31.6
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 343 65 220 111 30 81 6 79 57 301 313 25 Future Vol, veh/h 343 65 220 111 30 81 6 79 57 301 313 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 71 242 122 33 89 7 87 63 331 344 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 36.7 15.5 16.3 35.6

HCM LOS E C C E

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 88% 0% 100% 0%
Vol Thru, % 0% 58% 0% 23% 12% 16% 0% 93%
Vol Right, % 0% 42% 0% 77% 0% 84% 0% 7%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 6 136 343 285 126 96 301 338
LT Vol 6 0 343 0 111 0 301 0
Through Vol 0 79 0 65 15 15 0 313
RT Vol 0 57 0 220 0 81 0 25
Lane Flow Rate 7 149 377 313 138 105 331 371
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 0.018 0.364 0.883 0.64 0.356 0.24 0.773 0.81 Departure Headway (Hd) 9.594 8.768 8.429 7.359 9.247 8.177 8.413 7.846 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 373 409 430 492 389 438 430 461
Service Time 7.367 6.54 6.184 5.113 7.017 5.946 6.168 5.6 HCM Lane V/C Ratio 0.019 0.364 0.877 0.636 0.355 0.24 0.77 0.805 HCM Control Delay 12.5 16.5 48.6 22.4 17.1 13.5 34.6 36.5 HCM Lane LOS B C E C C B D E
HCM 95th-tile Q 0.1 1.6 9.2 4.4 1.6 0.9 6.6 7.5
+ff+ ., f+ ., f+
Wohl Bayfront SP Opening Year 2026
8: F St & Woodlawn Ave Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Intersection
Intersection Delay, s/veh11.2
Intersection LOS B
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 32 415 202 117 105 20
Future Vol, veh/h 32 415 202 117 105 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 38 488 238 138 124 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 12.1 10.1 10.8

HCM LOS B B B

Lane EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 19% 0% 0% 0% 84%
Vol Thru, % 81% 100% 100% 37% 0%
Vol Right, % 0% 0% 0% 63% 16%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 170 277 135 184 125
LT Vol 32 0 0 0 105
Through Vol 138 277 135 67 0
RT Vol 0 0 0 117 20
Lane Flow Rate 200 325 158 217 147
Geometry Grp 7 7 7 7 2
Degree of Util (X) 0.302 0.482 0.243 0.305 0.239
Departure Headway (Hd) 5.429 5.334 5.513 5.064 5.85
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 655 671 645 703 607
Service Time 3.211 3.116 3.301 2.852 3.946
HCM Lane V/C Ratio 0.305 0.484 0.245 0.309 0.242
HCM Control Delay 10.6 13.1 10.1 10.1 10.8
HCM Lane LOS B B B B B
HCM 95th-tile Q 1.3 2.6 0.9 1.3 0.9
Wohl Bayfront SP Opening Year 2026
9: Broadway & F St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 221 196 86 214 35 92 477 89 41 584 46 Future Volume (veh/h) 50 221 196 86 214 35 92 477 89 41 584 46 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 55 243 215 95 235 38 101 524 98 45 642 51 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 71 867 736 118 1542 246 125 800 149 58 767 61 Arrive On Green 0.04 0.49 0.49 0.07 0.52 0.52 0.07 0.27 0.27 0.03 0.24 0.24 Sat Flow, veh/h 1734 1774 1506 1734 2989 477 1734 2911 542 1734 3247 258 Grp Volume(v), veh/h 55 237 221 95 135 138 101 311 311 45 342 351 Grp Sat Flow(s),veh/h/ln1734 1730 1550 1734 1730 1735 1734 1730 1724 1734 1730 1775 Q Serve(g_s), s 4.1 10.5 11.1 7.0 5.3 5.5 7.5 20.6 20.8 3.3 24.4 24.5 Cycle Q Clear(g_c), s 4.1 10.5 11.1 7.0 5.3 5.5 7.5 20.6 20.8 3.3 24.4 24.5 Prop In Lane 1.00 0.97 1.00 0.27 1.00 0.31 1.00 0.15
Lane Grp Cap(c), veh/h 71 845 757 118 892 895 125 475 473 58 409 419 V/C Ratio(X) 0.78 0.28 0.29 0.80 0.15 0.15 0.81 0.65 0.66 0.78 0.84 0.84 Avail Cap(c_a), veh/h 237 845 757 237 892 895 237 631 628 211 604 620 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 61.8 19.7 19.8 59.7 16.5 16.6 59.5 41.7 41.7 62.4 47.3 47.3 Incr Delay (d2), s/veh 16.4 0.8 1.0 12.0 0.4 0.4 9.7 1.2 1.3 14.9 4.8 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 2.1 4.5 4.2 3.5 2.2 2.3 3.6 9.0 9.0 1.7 11.1 11.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.2 20.5 20.8 71.7 16.9 16.9 69.2 42.9 43.0 77.2 52.1 52.1 LnGrp LOS E C C E B B E D D E D D
Approach Vol, veh/h 513 368 723 738
Approach Delay, s/veh 26.8 31.0 46.6 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 68.1 13.5 35.3 9.5 71.6 8.5 40.3 Change Period (Y+Rc), s * 4.2 4.6 * 4.2 4.6 * 4.2 4.6 * 4.2 4.6 Max Green Setting (Gmax), s * 18 31.4 * 18 45.4 * 18 31.4 * 16 47.4 Max Q Clear Time (g_c+I1), s 9.0 13.1 9.5 26.5 6.1 7.5 5.3 22.8 Green Ext Time (p_c), s 0.1 2.7 0.1 4.2 0.1 1.6 0.0 4.0 Intersection Summary
HCM 6th Ctrl Delay 42.0
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
11: Bay Blvd & G St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Intersection
Int Delay, s/veh 3.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 78 70 37 79 641 34
Future Vol, veh/h 78 70 37 79 641 34
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 87 78 41 88 712 38

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 901 731 750 0 - 0
Stage 1 731 - - - - -
Stage 2 170 - - - - -
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 309 422 859 - - -
Stage 1 476 - - - - -
Stage 2 860 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 294 422 859 - - -
Mov Cap-2 Maneuver 294 - - - - -
Stage 1 452 - - - - -
Stage 2 860 - - - - -

Approach EB NB SB
HCM Control Delay, s 19 3 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 859 - 294 422 - -
HCM Lane V/C Ratio 0.048 - 0.295 0.184 - -
HCM Control Delay (s) 9.4 0 22.3 15.4 - -
HCM Lane LOS A A C C - -
HCM 95th %tile Q(veh) 0.2 - 1.2 0.7 - -
Wohl Bayfront SP Opening Year 2026
12: Bay Blvd & H St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 514 4 18 625 37 1 42 32 297 341 63 Future Volume (veh/h) 0 514 4 18 625 37 1 42 32 297 341 63 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 565 4 20 687 41 1 46 35 326 375 69 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 612 4 30 1093 69 157 292 222 444 455 84
Arrive On Green 0.00 0.17 0.17 0.44 0.44 0.44 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h 0 3613 25 92 3301 207 946 960 730 1317 1496 275 Grp Volume(v), veh/h 0 277 292 395 0 353 1 0 81 326 0 444 Grp Sat Flow(s),veh/h/ln 0 1730 1817 1817 0 1784 946 0 1690 1317 0 1772 Q Serve(g_s), s 0.0 12.6 12.6 13.7 0.0 12.0 0.1 0.0 2.8 19.2 0.0 18.6 Cycle Q Clear(g_c), s 0.0 12.6 12.6 13.7 0.0 12.0 18.7 0.0 2.8 22.0 0.0 18.6 Prop In Lane 0.00 0.01 0.05 0.12 1.00 0.43 1.00 0.16
Lane Grp Cap(c), veh/h 0 301 316 601 0 590 157 0 514 444 0 539 V/C Ratio(X) 0.00 0.92 0.92 0.66 0.00 0.60 0.01 0.00 0.16 0.73 0.00 0.82 Avail Cap(c_a), veh/h 0 301 316 601 0 590 164 0 526 454 0 551 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.89 0.89 0.96 0.00 0.96 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 32.5 32.5 18.8 0.0 18.4 34.5 0.0 20.4 28.4 0.0 25.9 Incr Delay (d2), s/veh 0.0 32.8 31.8 5.3 0.0 4.3 0.0 0.0 0.1 5.2 0.0 9.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 7.9 8.2 5.7 0.0 4.9 0.0 0.0 1.1 6.4 0.0 8.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 65.4 64.4 24.1 0.0 22.6 34.5 0.0 20.4 33.6 0.0 34.9 LnGrp LOS A E E C A C C A C C A C
Approach Vol, veh/h 569 748 82 770
Approach Delay, s/veh 64.8 23.4 20.6 34.3
Approach LOS E C C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 31.6 29.4 19.0 29.4
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 15.7 24.0 14.6 20.7
Green Ext Time (p_c), s 2.4 0.3 0.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 38.0
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. +ft "i "i
Wohl Bayfront SP Opening Year 2026
13: I-5 SB Ramps & H St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 444 304 367 342 0 0 0 0 378 1 339 Future Volume (veh/h) 0 444 304 367 342 0 0 0 0 378 1 339 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 0 505 345 417 389 0 550 0 257
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 1639 763 379 2304 0 717 0 319
Arrive On Green 0.00 0.49 0.49 0.11 0.67 0.00 0.21 0.00 0.21 Sat Flow, veh/h 0 3478 1543 3365 3551 0 3469 0 1543
Grp Volume(v), veh/h 0 505 345 417 389 0 550 0 257
Grp Sat Flow(s),veh/h/ln 0 1657 1543 1682 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 7.3 11.6 9.0 3.4 0.0 12.0 0.0 12.7
Cycle Q Clear(g_c), s 0.0 7.3 11.6 9.0 3.4 0.0 12.0 0.0 12.7 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1639 763 379 2304 0 717 0 319
V/C Ratio(X) 0.00 0.31 0.45 1.10 0.17 0.00 0.77 0.00 0.81 Avail Cap(c_a), veh/h 0 1639 763 379 2304 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 0.25 0.25 0.63 0.63 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 12.1 13.2 35.5 5.0 0.0 29.9 0.0 30.2 Incr Delay (d2), s/veh 0.0 0.1 0.5 67.7 0.1 0.0 2.9 0.0 8.7 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 2.5 3.8 7.1 1.0 0.0 5.1 0.0 11.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 12.2 13.6 103.2 5.1 0.0 32.8 0.0 38.9 LnGrp LOS A B B F A A C A D
Approach Vol, veh/h 850 806 807
Approach Delay, s/veh 12.8 55.9 34.8
Approach LOS B E C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 58.4 21.6 13.7 44.7
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 5.4 14.7 11.0 13.6
Green Ext Time (p_c), s 1.8 1.9 0.0 4.0
Intersection Summary
HCM 6th Ctrl Delay 34.1
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
14: I-5 NB Ramps & H St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 331 609 0 0 569 454 144 1 366 0 0 0 Future Volume (veh/h) 331 609 0 0 569 454 144 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 348 641 0 0 599 478 102 0 440
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 338 2084 0 0 746 594 334 0 595
Arrive On Green 0.10 0.60 0.00 0.00 0.41 0.41 0.19 0.00 0.19 Sat Flow, veh/h 3365 3551 0 0 1921 1458 1734 0 3087
Grp Volume(v), veh/h 348 641 0 0 566 511 102 0 440
Grp Sat Flow(s),veh/h/ln1682 1730 0 0 1730 1559 1734 0 1543 Q Serve(g_s), s 5.0 4.5 0.0 0.0 14.3 14.4 2.5 0.0 6.7
Cycle Q Clear(g_c), s 5.0 4.5 0.0 0.0 14.3 14.4 2.5 0.0 6.7 Prop In Lane 1.00 0.00 0.00 0.94 1.00 1.00
Lane Grp Cap(c), veh/h 338 2084 0 0 705 635 334 0 595
V/C Ratio(X) 1.03 0.31 0.00 0.00 0.80 0.80 0.31 0.00 0.74 Avail Cap(c_a), veh/h 338 2558 0 0 942 849 627 0 1116
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 22.4 4.8 0.0 0.0 13.0 13.0 17.2 0.0 18.9 Incr Delay (d2), s/veh 56.8 0.0 0.0 0.0 2.7 3.0 0.2 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 4.5 1.0 0.0 0.0 5.0 4.6 0.9 0.0 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.2 4.9 0.0 0.0 15.7 16.0 17.4 0.0 19.6 LnGrp LOS F A A A B B B A B
Approach Vol, veh/h 989 1077 542
Approach Delay, s/veh 31.0 15.8 19.2
Approach LOS C B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s9.7 25.4 14.7 35.1
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 16.4 8.7 6.5
Green Ext Time (p_c), s 0.0 3.9 0.9 3.2
Intersection Summary
HCM 6th Ctrl Delay 22.3
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 Opening Year 2026
15: Woodlawn Ave & H St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 93 672 11 20 793 49 24 4 22 70 8 132 Future Volume (veh/h) 93 672 11 20 793 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 106 764 12 23 901 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 2353 37 31 2042 127 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 3487 55 1734 3309 206 1734 264 1320 1734 88 1469 Grp Volume(v), veh/h 106 379 397 23 471 486 27 0 30 80 0 159 Grp Sat Flow(s),veh/h/ln1734 1730 1811 1734 1730 1784 1734 0 1584 1734 0 1557 Q Serve(g_s), s 7.2 11.0 11.0 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 11.0 11.0 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 0.12 1.00 0.83 1.00 0.94
Lane Grp Cap(c), veh/h 131 1167 1222 31 1068 1101 53 0 48 216 0 194 V/C Ratio(X) 0.81 0.32 0.32 0.74 0.44 0.44 0.51 0.00 0.62 0.37 0.00 0.82 Avail Cap(c_a), veh/h 214 1167 1222 214 1068 1101 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) 0.95 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 54.6 8.1 8.1 57.6 0.0 0.0 57.3 0.0 57.5 48.2 0.0 51.2 Incr Delay (d2), s/veh 10.7 0.7 0.7 27.8 1.3 1.2 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 4.1 4.3 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 65.3 8.8 8.8 85.4 1.3 1.2 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 882 980 57 239
Approach Delay, s/veh 15.6 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 13.0 14.0 9.2 2.0 4.2
Green Ext Time (p_c), s 0.0 5.6 1.0 0.1 7.7 0.1
Intersection Summary
HCM 6th Ctrl Delay 15.8
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. ~ tf+ ~ l+ __ ~ f+
Wohl Bayfront SP Opening Year 2026
16: Oaklawn Ave & H St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 725 29 12 719 48 10 3 13 24 5 31 Future Volume (veh/h) 32 725 29 12 719 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 36 824 33 14 817 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 45 954 38 843 2457 165 13 4 18 35 8 45
Arrive On Green 0.05 0.56 0.56 0.49 0.75 0.75 0.02 0.02 0.02 0.05 0.05 0.05 Sat Flow, veh/h 1734 3391 136 1734 3290 221 621 169 847 650 144 843 Grp Volume(v), veh/h 36 420 437 14 430 442 29 0 0 68 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1797 1734 1730 1781 1638 0 0 1637 0 0 Q Serve(g_s), s 2.5 24.8 24.8 0.5 10.0 10.0 2.1 0.0 0.0 4.9 0.0 0.0 Cycle Q Clear(g_c), s 2.5 24.8 24.8 0.5 10.0 10.0 2.1 0.0 0.0 4.9 0.0 0.0 Prop In Lane 1.00 0.08 1.00 0.12 0.38 0.52 0.40 0.51
Lane Grp Cap(c), veh/h 45 487 505 843 1292 1330 35 0 0 87 0 0 V/C Ratio(X) 0.80 0.86 0.86 0.02 0.33 0.33 0.83 0.00 0.00 0.78 0.00 0.00 Avail Cap(c_a), veh/h 214 693 720 843 1292 1330 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) 0.94 0.94 0.94 0.87 0.87 0.87 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 56.6 24.3 24.3 16.0 5.1 5.1 58.5 0.0 0.0 56.1 0.0 0.0 Incr Delay (d2), s/veh 10.5 17.2 16.7 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 9.5 9.8 0.2 3.4 3.5 1.0 0.0 0.0 2.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.0 41.5 41.0 16.0 5.7 5.7 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 893 886 29 68
Approach Delay, s/veh 42.3 5.9 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 63.2 38.7 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 26.8 6.9 4.5 12.0 4.1
Green Ext Time (p_c), s 0.0 6.9 0.2 0.0 8.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 26.3
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
17: Broadway & H St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 123 435 191 230 532 82 226 467 169 135 579 112 Future Volume (veh/h) 123 435 191 230 532 82 226 467 169 135 579 112 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 138 489 215 258 598 92 254 525 190 152 651 126 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 194 1564 698 314 1466 225 310 882 538 208 778 436 Arrive On Green 0.06 0.45 0.45 0.19 0.98 0.98 0.18 0.51 0.51 0.06 0.22 0.22 Sat Flow, veh/h 3365 3460 1543 3365 3007 462 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 138 489 215 258 344 346 254 525 190 152 651 126 Grp Sat Flow(s),veh/h/ln1682 1730 1543 1682 1730 1738 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.2 11.7 11.5 9.6 1.1 1.1 9.4 13.9 9.1 5.8 23.4 8.3 Cycle Q Clear(g_c), s 5.2 11.7 11.5 9.6 1.1 1.1 9.4 13.9 9.1 5.8 23.4 8.3 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 194 1564 698 314 844 848 310 882 538 208 778 436 V/C Ratio(X) 0.71 0.31 0.31 0.82 0.41 0.41 0.82 0.59 0.35 0.73 0.84 0.29 Avail Cap(c_a), veh/h 512 1564 698 512 844 848 512 1049 612 461 995 533 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) 0.95 0.95 0.95 0.88 0.88 0.88 0.78 0.78 0.78 0.56 0.56 0.56 Uniform Delay (d), s/veh 60.2 22.7 22.7 51.8 0.8 0.8 52.0 27.1 20.1 59.9 48.1 36.4 Incr Delay (d2), s/veh 4.5 0.5 1.1 4.9 1.3 1.3 4.2 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 2.4 4.9 4.4 3.9 0.6 0.6 3.8 4.7 2.9 2.5 10.4 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.7 23.2 23.8 56.7 2.1 2.1 56.2 27.6 20.4 62.7 51.0 36.6 LnGrp LOS E C C E A A E C C E D D
Approach Vol, veh/h 842 948 969 929
Approach Delay, s/veh 30.2 17.0 33.7 51.0
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 63.7 16.2 33.8 11.7 68.3 12.2 37.8 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 13.7 11.4 25.4 7.2 3.1 7.8 15.9 Green Ext Time (p_c), s 0.5 4.0 0.5 3.9 0.3 4.8 0.3 4.3 Intersection Summary
HCM 6th Ctrl Delay 32.9
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
18: Fifth Ave & H St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 545 44 97 727 64 62 36 110 109 48 89 Future Volume (veh/h) 40 545 44 97 727 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 50 681 55 121 909 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 3217 283 1734 1821 1543 1734 1821 1543 Grp Volume(v), veh/h 50 681 55 121 489 500 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 0.34 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) 0.94 0.94 0.94 0.78 0.78 0.78 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 7.2 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 57.5 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 786 1110 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 7.1 0.1 0.5 0.0 10.2 0.1 0.4 Intersection Summary
HCM 6th Ctrl Delay 19.0
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
19: Fourth Ave & H St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 140 547 112 100 637 143 105 453 64 139 701 179 Future Volume (veh/h) 140 547 112 100 637 143 105 453 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 154 601 123 110 700 157 115 498 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 1364 278 162 1301 292 140 707 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 2862 584 3365 2808 630 1734 3048 427 1734 3460 1543 Grp Volume(v), veh/h 154 363 361 110 431 426 115 282 286 153 770 197 Grp Sat Flow(s),veh/h/ln1682 1730 1716 1682 1730 1708 1734 1730 1744 1734 1730 1543 Q Serve(g_s), s 5.7 2.2 2.2 4.2 23.2 23.2 8.5 19.4 19.6 11.3 27.7 14.2 Cycle Q Clear(g_c), s 5.7 2.2 2.2 4.2 23.2 23.2 8.5 19.4 19.6 11.3 27.7 14.2 Prop In Lane 1.00 0.34 1.00 0.37 1.00 0.24 1.00 1.00
Lane Grp Cap(c), veh/h 208 825 818 162 801 791 140 402 405 179 881 393 V/C Ratio(X) 0.74 0.44 0.44 0.68 0.54 0.54 0.82 0.70 0.71 0.86 0.87 0.50 Avail Cap(c_a), veh/h 461 825 818 461 801 791 251 494 498 251 987 440 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) 0.91 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 56.0 1.6 1.6 60.9 24.9 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 9.9 9.8 4.1 8.7 8.8 5.8 12.8 5.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.7 3.2 3.2 65.7 27.5 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 878 967 683 1120
Approach Delay, s/veh 13.3 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 4.2 10.5 29.7 7.7 25.2 13.3 21.6 Green Ext Time (p_c), s 0.2 4.9 0.2 3.4 0.3 4.4 0.2 3.0 Intersection Summary
HCM 6th Ctrl Delay 38.5
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
20: Marina Wy/J St & Marina Pkwy Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 13 35 72 507 371 16
Future Volume (veh/h) 13 35 72 507 371 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 78 551 419 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 0 912 98 690 731 325
Arrive On Green 0.00 0.50 0.50 0.50 0.21 0.00
Sat Flow, veh/h 0 1821 195 1378 3469 1543
Grp Volume(v), veh/h 0 38 0 629 419 0
Grp Sat Flow(s),veh/h/ln 0 1821 0 1573 1734 1543
Q Serve(g_s), s 0.0 0.3 0.0 10.4 3.4 0.0
Cycle Q Clear(g_c), s 0.0 0.3 0.0 10.4 3.4 0.0
Prop In Lane 0.00 0.88 1.00 1.00
Lane Grp Cap(c), veh/h 0 912 0 788 731 325
V/C Ratio(X) 0.00 0.04 0.00 0.80 0.57 0.00
Avail Cap(c_a), veh/h 0 2603 0 1114 2379 1058
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 4.0 0.0 6.5 11.1 0.0
Incr Delay (d2), s/veh 0.0 0.0 0.0 2.8 0.7 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 2.1 1.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 4.0 0.0 9.3 11.8 0.0
LnGrp LOS A A A A B A
Approach Vol, veh/h 38 629 419
Approach Delay, s/veh 4.0 9.3 11.8
Approach LOS A A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 20.1 11.1 0.0 20.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 44.6 21.4 18.0 22.1
Max Q Clear Time (g_c+I1), s 2.3 5.4 0.0 12.4
Green Ext Time (p_c), s 0.2 1.4 0.0 3.3
Intersection Summary
HCM 6th Ctrl Delay 10.0
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Wohl Bayfront SP Opening Year 2026
21: Bay Blvd & J St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Intersection
Intersection Delay, s/veh65.5
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 432 132 71 626 35 195 40 102 172 220 14 Future Vol, veh/h 9 432 132 71 626 35 195 40 102 172 220 14 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 9 436 133 72 632 35 197 40 103 174 222 14
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 52 109.2 30 35.2

HCM LOS F F D E

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 28% 0% 100% 52% 0% 100% 86% 0% 94%
Vol Right, % 0% 72% 0% 0% 48% 0% 0% 14% 0% 6%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 195 142 9 288 276 71 417 244 172 234 LT Vol 195 0 9 0 0 71 0 0 172 0
Through Vol 0 40 0 288 144 0 417 209 0 220
RT Vol 0 102 0 0 132 0 0 35 0 14
Lane Flow Rate 197 143 9 291 279 72 422 246 174 236
Geometry Grp 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.648 0.433 0.028 0.871 0.809 0.224 1.253 0.724 0.559 0.725 Departure Headway (Hd) 12.435 11.398 11.882 11.354 11.001 11.223 10.697 10.591 12.139 11.579 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 292 318 303 320 332 319 341 340 299 314
Service Time 10.135 9.098 9.582 9.054 8.701 9.015 8.488 8.383 9.839 9.279 HCM Lane V/C Ratio 0.675 0.45 0.03 0.909 0.84 0.226 1.238 0.724 0.582 0.752 HCM Control Delay 35.4 22.5 14.9 57.8 47.2 17.3 167 36.9 29.2 39.6 HCM Lane LOS E C B F E C F E D E
HCM 95th-tile Q 4.2 2.1 0.1 7.9 6.8 0.8 18.9 5.4 3.2 5.3 "i tf+ "i tf+
Wohl Bayfront SP Opening Year 2026
22: I-5 SB Ramps & J St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 514 196 274 454 0 0 0 0 491 2 268 Future Volume (veh/h) 0 514 196 274 454 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 0 559 213 298 493 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 0 907 336 334 1777 0 592 2 528
Arrive On Green 0.00 0.25 0.25 0.19 0.51 0.00 0.34 0.34 0.34 Sat Flow, veh/h 0 3736 1325 1734 3551 0 1728 6 1543
Grp Volume(v), veh/h 0 517 255 298 493 0 536 0 291
Grp Sat Flow(s),veh/h/ln 0 1657 1583 1734 1730 0 1735 0 1543 Q Serve(g_s), s 0.0 11.7 12.1 14.2 6.8 0.0 24.9 0.0 12.9 Cycle Q Clear(g_c), s 0.0 11.7 12.1 14.2 6.8 0.0 24.9 0.0 12.9 Prop In Lane 0.00 0.84 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 842 402 334 1777 0 594 0 528
V/C Ratio(X) 0.00 0.61 0.63 0.89 0.28 0.00 0.90 0.00 0.55 Avail Cap(c_a), veh/h 0 1248 596 375 2284 0 653 0 581
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 27.9 28.1 33.4 11.7 0.0 26.5 0.0 22.6 Incr Delay (d2), s/veh 0.0 1.3 2.8 19.9 0.1 0.0 15.0 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 %ile BackOfQ(50%),veh/ln 0.0 4.6 4.8 7.6 2.5 0.0 12.2 0.0 11.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 29.2 30.9 53.2 11.8 0.0 41.5 0.0 23.5 LnGrp LOS A C C D B A D A C
Approach Vol, veh/h 772 791 827
Approach Delay, s/veh 29.8 27.4 35.2
Approach LOS C C D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 49.6 35.1 22.0 27.6
Change Period (Y+Rc), s 6.1 6.1 * 5.7 6.1
Max Green Setting (Gmax), s 55.9 31.9 * 18 31.9
Max Q Clear Time (g_c+I1), s 8.8 26.9 16.2 14.1
Green Ext Time (p_c), s 6.4 2.1 0.1 7.4
Intersection Summary
HCM 6th Ctrl Delay 30.9
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
23: I-5 NB Ramps & J St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 218 819 0 0 515 366 215 2 245 0 0 0 Future Volume (veh/h) 218 819 0 0 515 366 215 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 240 900 0 0 566 402 236 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 284 2183 0 0 757 538 359 3 322
Arrive On Green 0.16 0.63 0.00 0.00 0.39 0.39 0.21 0.21 0.21 Sat Flow, veh/h 1734 3551 0 0 2023 1372 1721 15 1543
Grp Volume(v), veh/h 240 900 0 0 507 461 238 0 269
Grp Sat Flow(s),veh/h/ln1734 1730 0 0 1730 1574 1735 0 1543 Q Serve(g_s), s 10.2 9.9 0.0 0.0 19.2 19.2 9.6 0.0 12.7 Cycle Q Clear(g_c), s 10.2 9.9 0.0 0.0 19.2 19.2 9.6 0.0 12.7 Prop In Lane 1.00 0.00 0.00 0.87 0.99 1.00
Lane Grp Cap(c), veh/h 284 2183 0 0 678 617 362 0 322
V/C Ratio(X) 0.84 0.41 0.00 0.00 0.75 0.75 0.66 0.00 0.83 Avail Cap(c_a), veh/h 1101 4133 0 0 839 763 613 0 546
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 30.9 7.0 0.0 0.0 19.9 19.9 27.6 0.0 28.8 Incr Delay (d2), s/veh 2.6 0.2 0.0 0.0 3.8 4.2 0.8 0.0 2.2 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 4.3 3.1 0.0 0.0 7.9 7.2 3.9 0.0 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.5 7.2 0.0 0.0 23.7 24.1 28.4 0.0 31.0 LnGrp LOS C A A A C C C A C
Approach Vol, veh/h 1140 968 507
Approach Delay, s/veh 12.8 23.9 29.8
Approach LOS B C C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 18.2 35.9 22.0 54.1
Change Period (Y+Rc), s * 5.7 6.1 6.1 6.1
Max Green Setting (Gmax), s * 48 36.9 26.9 90.9
Max Q Clear Time (g_c+I1), s 12.2 21.2 14.7 11.9
Green Ext Time (p_c), s 0.3 8.6 1.2 15.1
Intersection Summary
HCM 6th Ctrl Delay 20.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ++ --
Wohl Bayfront SP Opening Year 2026
24: Oaklawn Ave & J St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Intersection
Intersection Delay, s/veh23.3
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 30 822 37 21 703 15 50 6 14 9 10 44
Future Vol, veh/h 30 822 37 21 703 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 31 856 39 22 732 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 27.1 20.9 11.5 10.9

HCM LOS D C B B

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 71% 7% 0% 6% 0% 14%
Vol Thru, % 9% 93% 92% 94% 96% 16%
Vol Right, % 20% 0% 8% 0% 4% 70%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 70 441 448 373 367 63
LT Vol 50 30 0 21 0 9
Through Vol 6 411 411 352 352 10
RT Vol 14 0 37 0 15 44
Lane Flow Rate 73 459 467 388 382 66
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.146 0.78 0.78 0.678 0.661 0.125
Departure Headway (Hd) 7.221 6.111 6.018 6.294 6.237 6.847 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 496 593 597 570 576 523
Service Time 5.273 3.868 3.775 4.058 4 4.899
HCM Lane V/C Ratio 0.147 0.774 0.782 0.681 0.663 0.126
HCM Control Delay 11.5 27.3 27 21.4 20.4 10.9
HCM Lane LOS B D D C C B
HCM 95th-tile Q 0.5 7.3 7.3 5.2 4.9 0.4
+ff+
Wohl Bayfront SP Opening Year 2026
25: Broadway & J St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 129 533 190 73 493 47 118 606 77 53 730 159 Future Volume (veh/h) 129 533 190 73 493 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 145 599 213 82 554 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 170 624 221 103 672 64 159 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 2503 888 1734 3192 305 1734 3086 394 1734 3460 1543 Grp Volume(v), veh/h 145 414 398 82 300 307 133 381 387 60 820 179 Grp Sat Flow(s),veh/h/ln1734 1730 1661 1734 1730 1766 1734 1730 1750 1734 1730 1543 Q Serve(g_s), s 10.7 30.7 30.8 6.1 21.5 21.6 9.8 24.8 24.8 3.6 21.6 9.1 Cycle Q Clear(g_c), s 10.7 30.7 30.8 6.1 21.5 21.6 9.8 24.8 24.8 3.6 21.6 9.1 Prop In Lane 1.00 0.53 1.00 0.17 1.00 0.23 1.00 1.00
Lane Grp Cap(c), veh/h 170 431 414 103 364 372 159 564 571 393 1608 717 V/C Ratio(X) 0.85 0.96 0.96 0.80 0.82 0.83 0.84 0.68 0.68 0.15 0.51 0.25 Avail Cap(c_a), veh/h 278 431 414 278 431 440 558 564 571 393 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 48.2 48.2 60.4 49.0 49.0 58.1 37.9 37.9 40.2 24.4 21.1 Incr Delay (d2), s/veh 6.8 33.0 34.4 5.2 10.6 10.7 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 17.1 16.6 2.8 10.4 10.6 4.5 11.5 11.6 1.6 9.0 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.5 81.1 82.5 65.6 59.6 59.7 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 957 689 901 1059
Approach Delay, s/veh 79.2 60.3 46.9 25.5
Approach LOS E 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 32.8 11.8 23.6 12.7 23.6 5.6 26.8 Green Ext Time (p_c), s 0.1 0.0 0.2 0.0 0.1 2.5 0.0 5.2 Intersection Summary
HCM 6th Ctrl Delay 51.8
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 Opening Year 2026
26: Bay Blvd & L St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Intersection
Intersection Delay, s/veh 154.8
Intersection LOS F
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 357 179 96 783 203 184
Future Vol, veh/h 357 179 96 783 203 184
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 380 190 102 833 216 196
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 32.7 288.2 21

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 96 783 357 90 90 203 184
LT Vol 0 0 357 0 0 203 0
Through Vol 96 0 0 0 0 0 184
RT Vol 0 783 0 90 90 0 0
Lane Flow Rate 102 833 380 95 95 216 196
Geometry Grp 8 8 7 7 7 8 8
Degree of Util (X) 0.223 1.655 0.839 0.179 0.133 0.52 0.444 Departure Headway (Hd) 7.872 7.154 8.881 7.64 5.847 9.803 9.281 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 455 508 410 472 617 371 391
Service Time 5.633 4.915 6.581 5.34 3.547 7.503 6.981
HCM Lane V/C Ratio 0.224 1.64 0.927 0.201 0.154 0.582 0.501 HCM Control Delay 12.9 321.9 43.7 12 9.4 22.6 19.2
HCM Lane LOS B F E B A C C
HCM 95th-tile Q 0.8 47.4 7.9 0.6 0.5 2.9 2.2
Wohl Bayfront SP Opening Year 2026
27: Industrial Blvd & L St Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 4 678 331 263 475 8 69 5 239 3 7 6 Future Volume (veh/h) 4 678 331 263 475 8 69 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 6 955 466 370 669 11 97 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 1146 511 272 1673 27 474 30 405 116 231 153 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 3484 57 1316 113 1543 143 880 585 Grp Volume(v), veh/h 6 955 466 370 332 348 104 0 337 22 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1543 1734 1730 1811 1430 0 1543 1608 0 0 Q Serve(g_s), s 0.2 13.8 15.7 8.5 6.7 6.7 2.5 0.0 11.2 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.2 13.8 15.7 8.5 6.7 6.7 3.0 0.0 11.2 0.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.03 0.93 1.00 0.18 0.36
Lane Grp Cap(c), veh/h 14 1146 511 272 831 869 504 0 405 501 0 0 V/C Ratio(X) 0.43 0.83 0.91 1.36 0.40 0.40 0.21 0.00 0.83 0.04 0.00 0.00 Avail Cap(c_a), veh/h 192 1151 513 272 831 869 655 0 570 663 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 26.7 16.7 17.3 22.8 9.1 9.1 15.8 0.0 18.8 14.9 0.0 0.0 Incr Delay (d2), s/veh 20.0 5.4 20.6 183.4 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 5.6 7.7 17.0 2.1 2.2 0.9 0.0 4.3 0.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.7 22.1 37.9 206.2 9.4 9.4 16.0 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 1427 1050 441 22
Approach Delay, s/veh 27.4 78.7 23.7 15.0
Approach LOS C E C B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 18.7 13.0 22.4 18.7 4.9 30.5
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 17.7 2.5 2.2 8.7 Green Ext Time (p_c), s 1.1 0.0 0.3 0.0 0.0 3.3
Intersection Summary
HCM 6th Ctrl Delay 45.1
HCM 6th LOS D
4 .,,
Wohl Bayfront SP Opening Year 2026
33: Marina Pkwy & H St Timing Plan: PM PEAK
OYPM.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 77 113 246 238 115 108 49 159 72 31 Future Volume (veh/h) 36 148 77 113 246 238 115 108 49 159 72 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 84 123 267 259 125 117 53 173 78 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 75 402 341 163 471 420 161 180 82 223 226 98 Arrive On Green 0.04 0.22 0.22 0.09 0.27 0.27 0.09 0.15 0.15 0.13 0.19 0.19 Sat Flow, veh/h 1734 1821 1543 1734 1730 1543 1734 1187 538 1734 1203 524 Grp Volume(v), veh/h 39 161 84 123 267 259 125 0 170 173 0 112 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1730 1543 1734 0 1724 1734 0 1727 Q Serve(g_s), s 1.0 3.4 2.0 3.1 5.9 6.5 3.1 0.0 4.1 4.3 0.0 2.5 Cycle Q Clear(g_c), s 1.0 3.4 2.0 3.1 5.9 6.5 3.1 0.0 4.1 4.3 0.0 2.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.31 1.00 0.30
Lane Grp Cap(c), veh/h 75 402 341 163 471 420 161 0 261 223 0 324 V/C Ratio(X) 0.52 0.40 0.25 0.75 0.57 0.62 0.78 0.00 0.65 0.77 0.00 0.35 Avail Cap(c_a), veh/h 250 778 659 916 1404 1253 378 0 698 448 0 769 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 20.8 14.8 14.3 19.6 13.9 14.2 19.7 0.0 17.8 18.8 0.0 15.7 Incr Delay (d2), s/veh 5.6 0.6 0.4 6.9 1.1 1.5 7.8 0.0 2.7 5.7 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 1.3 0.6 1.4 2.1 2.1 1.5 0.0 1.6 1.9 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.4 15.4 14.6 26.5 15.0 15.6 27.5 0.0 20.5 24.4 0.0 16.3 LnGrp LOS C B B C B B C A C C A B
Approach Vol, veh/h 284 649 295 285
Approach Delay, s/veh 16.7 17.5 23.5 21.2
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.7 14.3 8.6 12.8 6.4 16.6 10.2 11.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 23.5 19.0 9.7 19.8 6.4 36.1 11.5 18.0 Max Q Clear Time (g_c+I1), s 5.1 5.4 5.1 4.5 3.0 8.5 6.3 6.1 Green Ext Time (p_c), s 0.3 0.9 0.1 0.4 0.0 3.6 0.2 0.7 Intersection Summary
HCM 6th Ctrl Delay 19.2
HCM 6th LOS B
t
t .,, "i "i
Wohl Bayfront SP Opening Year 2026
34: Marina Pkwy & Street C Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
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 207 184 600 451 157 1961
Arrive On Green 0.12 0.12 0.32 0.32 0.09 0.57
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 207 184 552 500 157 1961
V/C Ratio(X) 0.51 0.21 0.53 0.55 0.59 0.16
Avail Cap(c_a), veh/h 1847 1644 1178 1067 697 4289
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 11.4 8.0 8.0 12.5 3.0
Incr Delay (d2), s/veh 1.9 0.6 0.8 0.9 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 13.8 12.0 8.8 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 13.3 8.9 5.9
Approach LOS B A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s7.1 13.6 20.7 7.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 11.5 19.5 35.5 30.5
Max Q Clear Time (g_c+I1), s 3.5 6.1 3.3 3.6
Green Ext Time (p_c), s 0.1 3.0 2.2 0.4
Intersection Summary
HCM 6th Ctrl Delay 8.4
HCM 6th LOS A
~ .,, tf+ ~ tt -----------
Wohl Bayfront SP Opening Year 2026
35: J St & Street A Timing Plan: PM PEAK
OYPM.syn Synchro 11 Report
09/28/2023
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 28 481 613 227 97 12
Future Volume (veh/h) 28 481 613 227 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 30 523 666 247 105 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 1916 1293 577 536 246
Arrive On Green 0.04 0.55 0.37 0.37 0.16 0.16
Sat Flow, veh/h 1734 3551 3551 1543 3365 1543
Grp Volume(v), veh/h 30 523 666 247 105 13
Grp Sat Flow(s),veh/h/ln1734 1730 1730 1543 1682 1543
Q Serve(g_s), s 0.5 2.5 4.7 3.7 0.8 0.2
Cycle Q Clear(g_c), s 0.5 2.5 4.7 3.7 0.8 0.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 64 1916 1293 577 536 246
V/C Ratio(X) 0.47 0.27 0.52 0.43 0.20 0.05
Avail Cap(c_a), veh/h 304 3639 2537 1131 1930 885
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 14.8 3.7 7.6 7.3 11.4 11.2
Incr Delay (d2), s/veh 5.3 0.1 0.3 0.5 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 0.3 1.1 0.8 0.3 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.2 3.8 7.9 7.8 11.6 11.3
LnGrp LOS C A A A B B
Approach Vol, veh/h 553 913 118
Approach Delay, s/veh 4.6 7.9 11.6
Approach LOS A A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 21.9 9.5 5.7 16.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 33.0 18.0 5.5 23.0
Max Q Clear Time (g_c+I1), s 4.5 2.8 2.5 6.7
Green Ext Time (p_c), s 3.8 0.3 0.0 5.0
Intersection Summary
HCM 6th Ctrl Delay 7.0
HCM 6th LOS A
Wohl Bayfront SP Opening Year 2026 w/Proj
1: Bay Blvd/I-5 SB Ramps & E St Timing Plan: AM PEAK
OYWPAM.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 98 63 7 4 0 210 278 547 29 Future Volume (veh/h) 0 52 5 98 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 6 110 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 0.15 0.15 0.15 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 6 110 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 3.5 0.0 2.4 8.1 0.0 20.6
Cycle Q Clear(g_c), s 0.0 0.9 0.2 3.5 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 0.41 0.00 0.28 0.44 0.00 0.88 Avail Cap(c_a), veh/h 0 1668 744 685 0 706 937 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 23.6 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 24.0 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 64 189 960
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 5.5
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/Proj
2: I-5 NB Ramps & E St Timing Plan: AM PEAK
OYWPAM.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 159 361 0 0 443 568 18 365 488 0 0 0 Future Volume (veh/h) 159 361 0 0 443 568 18 365 488 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 0 0 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 185 420 0 0 515 660 21 516 506
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 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 0 515 660 537 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 17.2 29.9 19.9 0.0 19.9 Cycle Q Clear(g_c), s 3.8 4.2 0.0 0.0 17.2 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 3.5 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 20.1 57.2 77.4 0.0 120.1 LnGrp LOS C A A A C F F A F
Approach Vol, veh/h 605 1175 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/Proj
3: Woodlawn Ave & E St Timing Plan: AM PEAK
OYWPAM.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 66 738 7 143 4 42 15 6 8 Future Volume (veh/h) 9 682 42 66 738 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 84 934 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 460 2130 131 432 2337 23 263 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 84 460 483 186 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 460 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 743 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 1027 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 7.6 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/Proj
4: Broadway & E St Timing Plan: AM PEAK
OYWPAM.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 56 328 245 Future Volume (veh/h) 253 381 86 55 451 92 147 545 48 56 328 245 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 67 395 295 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 1293 291 85 939 191 204 947 83 86 783 349 Arrive On Green 0.36 0.92 0.92 0.02 0.11 0.11 0.12 0.29 0.29 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 67 395 295 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 2.3 2.3 4.5 21.6 21.7 12.0 21.7 21.8 4.6 12.0 21.9 Cycle Q Clear(g_c), s 20.7 2.3 2.3 4.5 21.6 21.7 12.0 21.7 21.8 4.6 12.0 21.9 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 315 797 787 85 567 563 204 509 521 86 783 349 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 315 797 787 243 567 563 272 509 521 272 934 417 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 0.57 0.57 0.57 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.9 2.6 2.6 58.4 45.6 45.6 52.0 37.5 37.6 56.4 40.6 44.4 Incr Delay (d2), s/veh 39.8 1.1 1.2 5.3 3.9 4.0 10.2 2.6 2.5 5.7 0.7 14.0 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 10.7 0.9 0.9 2.2 10.7 10.7 5.8 9.5 9.7 2.1 5.2 9.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 77.6 3.8 3.8 63.7 49.5 49.7 62.2 40.1 40.1 62.2 41.3 58.4 LnGrp LOS E A A E D D E D D E D E
Approach Vol, veh/h 868 720 892 757
Approach Delay, s/veh 29.7 50.9 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), s 10.1 59.9 18.3 31.7 26.0 44.0 10.1 39.9 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 * 17 34.4 * 19 32.4 * 22 29.4 * 19 32.4 Max Q Clear Time (g_c+I1), s 6.5 4.3 14.0 23.9 22.7 23.7 6.6 23.8 Green Ext Time (p_c), s 0.0 5.4 0.1 3.2 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/Proj
5: Fifth Ave & E St Timing Plan: AM PEAK
OYWPAM.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/Proj
6: Fourth Ave & E St Timing Plan: AM PEAK
OYWPAM.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/Proj
7: Bay Blvd & F St Timing Plan: AM PEAK
OYWPAM.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh22.2
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 17 22 9 114 57 72 214 110 74 149 126 364 Future Vol, veh/h 17 22 9 114 57 72 214 110 74 149 126 364 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 10 125 63 79 235 121 81 164 138 400
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 11.6 13.5 14.7 30.9

HCM LOS B B B D

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 80% 0% 100% 0%
Vol Thru, % 0% 60% 0% 71% 20% 28% 0% 26%
Vol Right, % 0% 40% 0% 29% 0% 72% 0% 74%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 214 184 17 31 143 101 149 490
LT Vol 214 0 17 0 114 0 149 0
Through Vol 0 110 0 22 29 29 0 126
RT Vol 0 74 0 9 0 72 0 364
Lane Flow Rate 235 202 19 34 157 110 164 538
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 0.47 0.359 0.045 0.076 0.344 0.214 0.313 0.875 Departure Headway (Hd) 7.193 6.397 8.739 8.012 7.898 6.974 6.887 5.85 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 496 558 412 450 453 511 519 614
Service Time 4.992 4.195 6.439 5.712 5.695 4.77 4.673 3.636 HCM Lane V/C Ratio 0.474 0.362 0.046 0.076 0.347 0.215 0.316 0.876 HCM Control Delay 16.3 12.8 11.9 11.4 14.8 11.7 12.8 36.4 HCM Lane LOS C B B B B B B E
HCM 95th-tile Q 2.5 1.6 0.1 0.2 1.5 0.8 1.3 10.1
+ff+ ., f+ ., f+
Wohl Bayfront SP Opening Year 2026 w/Proj
8: F St & Woodlawn Ave Timing Plan: AM PEAK
OYWPAM.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 9.7
Intersection LOS A
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 29 234 236 98 88 23
Future Vol, veh/h 29 234 236 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 34 275 278 115 104 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 9.8 9.6 9.9

HCM LOS A A A

Lane EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 27% 0% 0% 0% 79%
Vol Thru, % 73% 100% 100% 45% 0%
Vol Right, % 0% 0% 0% 55% 21%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 107 156 157 177 111
LT Vol 29 0 0 0 88
Through Vol 78 156 157 79 0
RT Vol 0 0 0 98 23
Lane Flow Rate 126 184 185 208 131
Geometry Grp 7 7 7 7 2
Degree of Util (X) 0.189 0.268 0.267 0.278 0.198
Departure Headway (Hd) 5.399 5.263 5.201 4.81 5.462
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 662 679 689 744 653
Service Time 3.157 3.021 2.954 2.562 3.525
HCM Lane V/C Ratio 0.19 0.271 0.269 0.28 0.201
HCM Control Delay 9.4 10 9.9 9.4 9.9
HCM Lane LOS A A A A A
HCM 95th-tile Q 0.7 1.1 1.1 1.1 0.7
Wohl Bayfront SP Opening Year 2026 w/Proj
9: Broadway & F St Timing Plan: AM PEAK
OYWPAM.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) 49 166 140 55 207 42 38 588 65 24 388 48 Future Volume (veh/h) 49 166 140 55 207 42 38 588 65 24 388 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 54 182 154 60 227 46 42 646 71 26 426 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 1004 800 77 1589 316 54 758 83 34 711 88
Arrive On Green 0.04 0.55 0.55 0.04 0.55 0.55 0.03 0.24 0.24 0.02 0.23 0.23 Sat Flow, veh/h 1734 1830 1458 1734 2876 572 1734 3144 345 1734 3099 383 Grp Volume(v), veh/h 54 171 165 60 135 138 42 355 362 26 237 242 Grp Sat Flow(s),veh/h/ln1734 1730 1559 1734 1730 1718 1734 1730 1759 1734 1730 1752 Q Serve(g_s), s 3.7 6.0 6.4 4.1 4.5 4.7 2.9 23.5 23.6 1.8 14.7 14.8 Cycle Q Clear(g_c), s 3.7 6.0 6.4 4.1 4.5 4.7 2.9 23.5 23.6 1.8 14.7 14.8 Prop In Lane 1.00 0.94 1.00 0.33 1.00 0.20 1.00 0.22
Lane Grp Cap(c), veh/h 69 949 855 77 956 950 54 417 424 34 397 402 V/C Ratio(X) 0.78 0.18 0.19 0.78 0.14 0.15 0.78 0.85 0.85 0.78 0.60 0.60 Avail Cap(c_a), veh/h 228 949 855 228 956 950 272 525 534 272 525 531 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 0.82 0.82 0.82 Uniform Delay (d), s/veh 57.1 13.6 13.7 56.7 13.0 13.1 57.7 43.5 43.5 58.6 41.3 41.3 Incr Delay (d2), s/veh 16.7 0.4 0.5 15.3 0.3 0.3 14.2 6.9 6.9 26.2 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 2.4 2.4 2.1 1.8 1.9 1.5 10.8 11.0 1.0 6.4 6.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.8 14.0 14.2 72.0 13.3 13.4 72.0 50.4 50.4 84.7 42.4 42.5 LnGrp LOS E B B E B B E D D F D D
Approach Vol, veh/h 390 333 759 505
Approach Delay, s/veh 22.4 23.9 51.6 44.7
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 7.9 32.1 9.0 70.9 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 8.4 4.9 16.8 5.7 6.7 3.8 25.6 Green Ext Time (p_c), s 0.1 2.0 0.1 2.8 0.1 1.6 0.0 3.4 Intersection Summary
HCM 6th Ctrl Delay 39.5
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/Proj
11: Bay Blvd & G St Timing Plan: AM PEAK
OYWPAM.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 3.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 61 36 124 357 130 176
Future Vol, veh/h 61 36 124 357 130 176
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 68 40 138 397 144 196

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 915 242 340 0 - 0
Stage 1 242 - - - - -
Stage 2 673 - - - - -
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 303 797 1219 - - -
Stage 1 798 - - - - -
Stage 2 507 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 259 797 1219 - - -
Mov Cap-2 Maneuver 259 - - - - -
Stage 1 682 - - - - -
Stage 2 507 - - - - -

Approach EB NB SB
HCM Control Delay, s 18.6 2.1 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1219 - 259 797 - -
HCM Lane V/C Ratio 0.113 - 0.262 0.05 - -
HCM Control Delay (s) 8.3 0 23.8 9.8 - -
HCM Lane LOS A A C A - -
HCM 95th %tile Q(veh) 0.4 - 1 0.2 - -
Wohl Bayfront SP Opening Year 2026 w/Proj
12: Bay Blvd & H St Timing Plan: AM PEAK
OYWPAM.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 485 25 32 665 223 63 203 21 52 61 45 Future Volume (veh/h) 0 485 25 32 665 223 63 203 21 52 61 45 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 533 27 35 731 245 69 223 23 57 67 49 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 582 29 50 1066 381 276 332 34 178 200 146
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 3442 169 115 2476 886 1276 1624 167 1134 978 715 Grp Volume(v), veh/h 0 275 285 552 0 459 69 0 246 57 0 116 Grp Sat Flow(s),veh/h/ln 0 1730 1791 1815 0 1662 1276 0 1791 1134 0 1692 Q Serve(g_s), s 0.0 12.5 12.5 8.6 0.0 6.9 3.9 0.0 10.1 3.9 0.0 4.7 Cycle Q Clear(g_c), s 0.0 12.5 12.5 8.6 0.0 6.9 8.6 0.0 10.1 14.0 0.0 4.7 Prop In Lane 0.00 0.09 0.06 0.53 1.00 0.09 1.00 0.42
Lane Grp Cap(c), veh/h 0 301 311 781 0 715 276 0 366 178 0 346 V/C Ratio(X) 0.00 0.91 0.92 0.71 0.00 0.64 0.25 0.00 0.67 0.32 0.00 0.34 Avail Cap(c_a), veh/h 0 301 311 781 0 715 413 0 557 299 0 527 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 32.5 32.5 3.8 0.0 3.6 30.8 0.0 29.3 35.8 0.0 27.2 Incr Delay (d2), s/veh 0.0 33.9 33.6 5.1 0.0 4.2 0.2 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 7.9 8.1 2.5 0.0 2.0 1.2 0.0 4.3 1.1 0.0 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 66.4 66.1 8.8 0.0 7.8 31.0 0.0 30.1 36.2 0.0 27.4 LnGrp LOS A E E A A A C A C D A C
Approach Vol, veh/h 560 1011 315 173
Approach Delay, s/veh 66.2 8.4 30.3 30.3
Approach LOS E A C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 39.5 21.5 19.0 21.5
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 10.6 16.0 14.5 12.1
Green Ext Time (p_c), s 4.2 0.3 0.0 0.8
Intersection Summary
HCM 6th Ctrl Delay 29.3
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. +ft "i "i
Wohl Bayfront SP Opening Year 2026 w/Proj
13: I-5 SB Ramps & H St Timing Plan: AM PEAK
OYWPAM.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) 0 346 128 257 544 0 0 0 0 297 3 380 Future Volume (veh/h) 0 346 128 257 544 0 0 0 0 297 3 380 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 0 393 145 292 618 0 488 0 273
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 1779 626 369 2279 0 742 0 330
Arrive On Green 0.00 0.49 0.49 0.11 0.66 0.00 0.21 0.00 0.21 Sat Flow, veh/h 0 3792 1277 3365 3551 0 3469 0 1543
Grp Volume(v), veh/h 0 357 181 292 618 0 488 0 273
Grp Sat Flow(s),veh/h/ln 0 1657 1591 1682 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 4.9 5.2 6.8 5.9 0.0 10.3 0.0 13.5
Cycle Q Clear(g_c), s 0.0 4.9 5.2 6.8 5.9 0.0 10.3 0.0 13.5 Prop In Lane 0.00 0.80 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1625 780 369 2279 0 742 0 330
V/C Ratio(X) 0.00 0.22 0.23 0.79 0.27 0.00 0.66 0.00 0.83 Avail Cap(c_a), veh/h 0 1625 780 379 2279 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 0.34 0.34 0.67 0.67 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 11.7 11.7 34.7 5.7 0.0 28.8 0.0 30.0 Incr Delay (d2), s/veh 0.0 0.1 0.2 6.7 0.2 0.0 1.2 0.0 10.7 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 1.7 1.8 3.0 1.8 0.0 4.3 0.0 11.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 11.8 12.0 41.4 5.9 0.0 30.0 0.0 40.8 LnGrp LOS A B B D A A C A D
Approach Vol, veh/h 538 910 761
Approach Delay, s/veh 11.8 17.3 33.8
Approach LOS B B C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 57.8 22.2 13.5 44.3
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 7.9 15.5 8.8 7.2
Green Ext Time (p_c), s 3.1 1.6 0.0 2.4
Intersection Summary
HCM 6th Ctrl Delay 21.7
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. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Wohl Bayfront SP Opening Year 2026 w/Proj
14: I-5 NB Ramps & H St Timing Plan: AM PEAK
OYWPAM.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) 254 483 0 0 491 326 318 28 391 0 0 0 Future Volume (veh/h) 254 483 0 0 491 326 318 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 270 514 0 0 522 347 492 0 274
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 356 1911 0 0 691 459 806 0 358
Arrive On Green 0.11 0.55 0.00 0.00 0.35 0.35 0.23 0.00 0.23 Sat Flow, veh/h 3365 3551 0 0 2082 1322 3469 0 1543
Grp Volume(v), veh/h 270 514 0 0 453 416 492 0 274
Grp Sat Flow(s),veh/h/ln1682 1730 0 0 1730 1583 1734 0 1543 Q Serve(g_s), s 3.7 3.7 0.0 0.0 11.0 11.0 6.0 0.0 7.8
Cycle Q Clear(g_c), s 3.7 3.7 0.0 0.0 11.0 11.0 6.0 0.0 7.8 Prop In Lane 1.00 0.00 0.00 0.84 1.00 1.00
Lane Grp Cap(c), veh/h 356 1911 0 0 601 550 806 0 358
V/C Ratio(X) 0.76 0.27 0.00 0.00 0.75 0.76 0.61 0.00 0.76 Avail Cap(c_a), veh/h 356 2691 0 0 991 907 1320 0 587
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 20.6 5.6 0.0 0.0 13.7 13.7 16.2 0.0 17.0 Incr Delay (d2), s/veh 8.3 0.0 0.0 0.0 0.7 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 1.7 0.9 0.0 0.0 3.6 3.3 2.1 0.0 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.8 5.6 0.0 0.0 14.4 14.5 16.5 0.0 18.2 LnGrp LOS C A A A B B B A B
Approach Vol, veh/h 784 869 766
Approach Delay, s/veh 13.6 14.4 17.1
Approach LOS B B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s9.7 21.5 16.1 31.2
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 5.7 13.0 9.8 5.7
Green Ext Time (p_c), s 0.0 3.4 1.2 2.4
Intersection Summary
HCM 6th Ctrl Delay 15.0
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/Proj
15: Woodlawn Ave & H St Timing Plan: AM PEAK
OYWPAM.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) 67 682 4 18 553 62 23 7 12 68 7 135 Future Volume (veh/h) 67 682 4 18 553 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 76 775 5 20 628 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 1929 215 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 3524 23 1734 3139 349 1734 594 1040 1734 77 1478 Grp Volume(v), veh/h 76 380 400 20 346 352 26 0 22 77 0 161 Grp Sat Flow(s),veh/h/ln1734 1730 1817 1734 1730 1758 1734 0 1634 1734 0 1555 Q Serve(g_s), s 4.2 9.4 9.4 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 9.4 9.4 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 0.20 1.00 0.64 1.00 0.95
Lane Grp Cap(c), veh/h 98 1131 1188 30 1063 1081 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 1081 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 3.3 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 8.1 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 856 718 48 238
Approach Delay, s/veh 12.4 2.7 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 11.4 11.9 6.2 2.0 3.4
Green Ext Time (p_c), s 0.0 4.6 0.0 0.1 4.7 0.1
Intersection Summary
HCM 6th Ctrl Delay 18.4
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/Proj
16: Oaklawn Ave & H St Timing Plan: AM PEAK
OYWPAM.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) 20 725 19 6 526 34 21 12 22 22 20 36 Future Volume (veh/h) 20 725 19 6 526 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 23 824 22 7 598 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 33 914 24 728 2221 145 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 3443 92 1734 3298 215 636 371 663 466 429 765 Grp Volume(v), veh/h 23 414 432 7 313 324 63 0 0 89 0 0 Grp Sat Flow(s),veh/h/ln1734 1730 1805 1734 1730 1782 1670 0 0 1660 0 0 Q Serve(g_s), s 1.3 20.7 20.7 0.2 6.9 7.0 3.6 0.0 0.0 5.1 0.0 0.0 Cycle Q Clear(g_c), s 1.3 20.7 20.7 0.2 6.9 7.0 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 33 459 479 728 1165 1201 80 0 0 114 0 0 V/C Ratio(X) 0.69 0.90 0.90 0.01 0.27 0.27 0.79 0.00 0.00 0.78 0.00 0.00 Avail Cap(c_a), veh/h 267 506 528 728 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 21.4 21.4 16.2 6.2 6.3 45.2 0.0 0.0 44.0 0.0 0.0 Incr Delay (d2), s/veh 8.7 22.4 21.7 0.0 0.5 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 8.2 8.5 0.1 2.4 2.5 1.6 0.0 0.0 2.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.6 43.8 43.1 16.2 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 869 644 63 89
Approach Delay, s/veh 43.7 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 45.2 30.4 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 22.7 7.1 3.3 9.0 5.6
Green Ext Time (p_c), s 0.0 2.8 0.2 0.0 4.7 0.1
Intersection Summary
HCM 6th Ctrl Delay 30.0
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/Proj
17: Broadway & H St Timing Plan: AM PEAK
OYWPAM.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) 133 455 102 149 347 101 153 540 162 81 445 94 Future Volume (veh/h) 133 455 102 149 347 101 153 540 162 81 445 94 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 149 511 115 167 390 113 172 607 182 91 500 106 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 209 1838 820 225 1423 408 231 727 428 143 637 380 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 149 511 115 167 253 250 172 607 182 91 500 106 Grp Sat Flow(s),veh/h/ln1682 1730 1543 1682 1730 1684 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.2 9.7 4.5 5.7 0.0 0.0 5.9 18.8 9.8 3.2 16.5 6.7 Cycle Q Clear(g_c), s 5.2 9.7 4.5 5.7 0.0 0.0 5.9 18.8 9.8 3.2 16.5 6.7 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 209 1838 820 225 927 903 231 727 428 143 637 380 V/C Ratio(X) 0.71 0.28 0.14 0.74 0.27 0.28 0.75 0.83 0.43 0.64 0.79 0.28 Avail Cap(c_a), veh/h 471 1838 820 471 927 903 499 1078 584 471 1050 564 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.94 0.94 0.94 0.90 0.90 0.90 0.78 0.78 0.78 0.80 0.80 0.80 Uniform Delay (d), s/veh 55.2 15.5 14.2 51.0 0.0 0.0 50.8 32.9 25.6 56.5 46.7 36.6 Incr Delay (d2), s/veh 4.2 0.4 0.3 4.3 0.7 0.7 3.7 3.0 0.5 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 3.9 1.7 2.4 0.2 0.2 2.5 6.6 3.2 1.4 7.3 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.4 15.8 14.6 55.3 0.7 0.7 54.5 35.9 26.1 60.3 48.4 36.9 LnGrp LOS E B B E A A D D C E D D
Approach Vol, veh/h 775 670 961 697
Approach Delay, s/veh 24.0 14.3 37.4 48.2
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 68.7 12.4 26.7 11.7 69.2 9.3 29.8 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 11.7 7.9 18.5 7.2 2.0 5.2 20.8 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/Proj
18: Fifth Ave & H St Timing Plan: AM PEAK
OYWPAM.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/Proj
19: Fourth Ave & H St Timing Plan: AM PEAK
OYWPAM.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/Proj
20: Marina Wy/J St & Marina Pkwy Timing Plan: AM PEAK
OYWPAM.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/Proj
21: Bay Blvd & Marina Pkwy/J St Timing Plan: AM PEAK
OYWPAM.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 145
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 533 151 363 306 113 137 199 288 23 88 7 Future Vol, veh/h 4 533 151 363 306 113 137 199 288 23 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 4 599 170 408 344 127 154 224 324 26 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 121.9 87.8 265.2 23.2

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% 41% 0% 100% 54% 0% 100% 47% 0% 93%
Vol Right, % 0% 59% 0% 0% 46% 0% 0% 53% 0% 7%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 137 487 4 355 329 363 204 215 23 95 LT Vol 137 0 4 0 0 363 0 0 23 0
Through Vol 0 199 0 355 178 0 204 102 0 88
RT Vol 0 288 0 0 151 0 0 113 0 7
Lane Flow Rate 154 547 4 399 369 408 229 242 26 107
Geometry Grp 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.502 1.647 0.014 1.169 1.049 1.2 0.642 0.652 0.094 0.371 Departure Headway (Hd) 12.436 11.501 12.799 12.27 11.93 11.959 11.431 11.042 14.275 13.699 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 292 323 281 299 307 306 319 329 252 265
Service Time 10.136 9.201 10.499 9.97 9.63 9.659 9.131 8.742 11.975 11.399 HCM Lane V/C Ratio 0.527 1.693 0.014 1.334 1.202 1.333 0.718 0.736 0.103 0.404 HCM Control Delay 27 332.2 15.7 141.9 101.5 151.8 32.5 32.2 18.5 24.3 HCM Lane LOS D F C F F F D D C C
HCM 95th-tile Q 2.6 31.5 0 14.9 11.9 16 4.2 4.3 0.3 1.6 "i tf+ "i tf+
Wohl Bayfront SP Opening Year 2026 w/Proj
22: I-5 SB Ramps & J St Timing Plan: AM PEAK
OYWPAM.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 637 173 222 528 0 0 0 0 321 0 274 Future Volume (veh/h) 0 637 173 222 528 0 0 0 0 321 0 274 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1821 1821 1821 1821 0 1821 1821 1821 Adj Flow Rate, veh/h 0 716 194 249 593 0 361 0 308
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 1353 362 155 1853 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 4067 1044 1734 3551 0 1734 0 1543
Grp Volume(v), veh/h 0 607 303 249 593 0 361 0 308
Grp Sat Flow(s),veh/h/ln 0 1657 1633 1734 1730 0 1734 0 1543 Q Serve(g_s), s 0.0 8.4 8.5 5.1 5.5 0.0 11.3 0.0 10.7
Cycle Q Clear(g_c), s 0.0 8.4 8.5 5.1 5.5 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 1149 566 155 1853 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 1767 871 155 2498 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 26.0 7.5 0.0 20.2 0.0 20.0 Incr Delay (d2), s/veh 0.0 0.6 1.4 302.5 0.2 0.0 9.9 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 1.6 0.0 5.3 0.0 9.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 15.6 16.3 328.5 7.6 0.0 30.2 0.0 28.5 LnGrp LOS A B B F A A C A C
Approach Vol, veh/h 910 842 669
Approach Delay, s/veh 15.8 102.5 29.4
Approach LOS B F C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 36.7 20.5 10.8 25.9
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 7.5 13.3 7.1 10.5
Green Ext Time (p_c), s 7.5 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/Proj
23: I-5 NB Ramps & J St Timing Plan: AM PEAK
OYWPAM.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 308 678 0 0 596 449 169 3 351 0 0 0 Future Volume (veh/h) 308 678 0 0 596 449 169 3 351 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 0 0 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 338 745 0 0 655 493 186 3 386
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 137 1922 0 0 732 548 437 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 1976 1413 1708 28 1543
Grp Volume(v), veh/h 338 745 0 0 601 547 189 0 386
Grp Sat Flow(s),veh/h/ln1734 1730 0 0 1730 1567 1736 0 1543 Q Serve(g_s), s 5.1 7.9 0.0 0.0 21.0 21.2 5.9 0.0 16.0
Cycle Q Clear(g_c), s 5.1 7.9 0.0 0.0 21.0 21.2 5.9 0.0 16.0 Prop In Lane 1.00 0.00 0.00 0.90 0.98 1.00
Lane Grp Cap(c), veh/h 137 1922 0 0 672 608 444 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 1946 0 0 683 619 444 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 29.7 8.1 0.0 0.0 18.5 18.6 20.1 0.0 23.9 Incr Delay (d2), s/veh 681.5 0.2 0.0 0.0 14.8 16.5 0.2 0.0 39.4 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 28.0 2.5 0.0 0.0 10.2 9.6 2.3 0.0 9.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 711.3 8.3 0.0 0.0 33.3 35.1 20.3 0.0 63.2 LnGrp LOS F A A A C D C A E
Approach Vol, veh/h 1083 1148 575
Approach Delay, s/veh 227.7 34.1 49.1
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 23.2 18.0 9.9
Green Ext Time (p_c), s 0.0 1.9 0.0 9.0
Intersection Summary
HCM 6th Ctrl Delay 111.9
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/Proj
24: Oaklawn Ave & J St Timing Plan: AM PEAK
OYWPAM.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh28.2
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 43 726 16 11 699 7 123 24 9 19 14 31 Future Vol, veh/h 43 726 16 11 699 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 48 807 18 12 777 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 27.4 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 156 406 379 361 357 64
LT Vol 123 43 0 11 0 19
Through Vol 24 363 363 350 350 14
RT Vol 9 0 16 0 7 31
Lane Flow Rate 173 451 421 401 396 71
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.359 0.845 0.779 0.756 0.744 0.15
Departure Headway (Hd) 7.463 6.74 6.656 6.795 6.765 7.607 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 480 532 539 529 531 469
Service Time 5.532 4.534 4.45 4.592 4.563 5.701
HCM Lane V/C Ratio 0.36 0.848 0.781 0.758 0.746 0.151
HCM Control Delay 14.7 36.4 29.3 27.9 26.9 12.1
HCM Lane LOS B E D D D B
HCM 95th-tile Q 1.6 8.8 7.1 6.6 6.3 0.5
+ff+
Wohl Bayfront SP Opening Year 2026 w/Proj
25: Broadway & J St Timing Plan: AM PEAK
OYWPAM.syn Synchro 11 Report
02/14/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 116 548 260 47 449 41 150 614 56 45 551 83 Future Volume (veh/h) 116 548 260 47 449 41 150 614 56 45 551 83 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 130 616 292 53 504 46 169 690 63 51 619 93 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 156 615 291 68 703 64 196 999 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 2278 1079 1734 3207 292 1734 3206 292 1734 3460 1543 Grp Volume(v), veh/h 130 468 440 53 271 279 169 372 381 51 619 93 Grp Sat Flow(s),veh/h/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 17.4 17.5 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 17.4 17.5 11.5 22.6 22.7 2.6 12.0 3.4 Prop In Lane 1.00 0.66 1.00 0.17 1.00 0.17 1.00 1.00
Lane Grp Cap(c), veh/h 156 467 439 68 379 388 196 539 551 398 1492 665 V/C Ratio(X) 0.83 1.00 1.00 0.78 0.71 0.72 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 43.4 43.4 52.3 36.2 36.2 33.0 17.1 15.3 Incr Delay (d2), s/veh 7.7 42.0 43.4 7.1 4.0 4.0 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 19.2 18.2 1.7 7.9 8.1 5.6 10.6 10.8 1.1 4.4 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.4 85.8 87.2 64.2 47.3 47.4 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 1038 603 922 763
Approach Delay, s/veh 83.4 48.8 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 19.5 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 52.2
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/Proj
26: Bay Blvd & L St Timing Plan: AM PEAK
OYWPAM.syn Synchro 11 Report
02/14/2024
Intersection
Intersection Delay, s/veh 14
Intersection LOS B
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 177 317 189 183 201 170
Future Vol, veh/h 177 317 189 183 201 170
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 199 356 212 206 226 191
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 14.5 16.3

HCM LOS B B 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 189 183 177 159 159 201 170
LT Vol 0 0 177 0 0 201 0
Through Vol 189 0 0 0 0 0 170
RT Vol 0 183 0 159 159 0 0
Lane Flow Rate 212 206 199 178 178 226 191
Geometry Grp 8 8 7 7 7 8 8
Degree of Util (X) 0.434 0.374 0.409 0.306 0.219 0.49 0.387 Departure Headway (Hd) 7.365 6.667 7.499 6.179 4.417 7.803 7.293 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 491 543 483 575 800 465 497
Service Time 5.081 4.367 5.199 3.979 2.216 5.503 4.993
HCM Lane V/C Ratio 0.432 0.379 0.412 0.31 0.223 0.486 0.384 HCM Control Delay 15.6 13.3 15.3 11.7 8.5 17.8 14.5
HCM Lane LOS C B C B A C B
HCM 95th-tile Q 2.2 1.7 2 1.3 0.8 2.6 1.8
Wohl Bayfront SP Opening Year 2026 w/Proj
27: Industrial Blvd & L St Timing Plan: AM PEAK
OYWPAM.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) 35 181 131 91 311 2 184 16 173 4 14 7 Future Volume (veh/h) 35 181 131 91 311 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 49 255 185 128 438 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 94 749 334 177 932 6 580 34 449 152 320 135
Arrive On Green 0.05 0.22 0.22 0.10 0.26 0.26 0.29 0.29 0.29 0.29 0.29 0.29 Sat Flow, veh/h 1734 3460 1543 1734 3523 24 1309 116 1543 106 1100 464 Grp Volume(v), veh/h 49 255 185 128 215 226 282 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 3.6 3.6 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 3.6 3.6 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 94 749 334 177 458 481 614 0 449 607 0 0 V/C Ratio(X) 0.52 0.34 0.55 0.72 0.47 0.47 0.46 0.00 0.54 0.06 0.00 0.00 Avail Cap(c_a), veh/h 301 1801 803 426 1026 1077 1019 0 893 1060 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 12.1 15.0 10.7 10.7 10.8 0.0 10.3 8.9 0.0 0.0 Incr Delay (d2), s/veh 4.4 0.3 1.4 5.4 0.8 0.7 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 1.1 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 11.4 11.4 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 489 569 526 36
Approach Delay, s/veh 13.2 13.4 11.3 8.9
Approach LOS B B B A
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 14.5 8.0 12.0 14.5 6.4 13.6
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 8.0 4.5 5.7 2.5 3.0 5.6
Green Ext Time (p_c), s 2.1 0.1 1.8 0.1 0.0 2.2
Intersection Summary
HCM 6th Ctrl Delay 12.6
HCM 6th LOS B
4 .,,
Wohl Bayfront SP Opening Year 2026 w/Proj
28: W Proj Dwy & G St Timing Plan: AM PEAK
OYWPAM.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 86 43 51 22 11 13
Future Vol, veh/h 86 43 51 22 11 13
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 14

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 9.6

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 816 - - 1443 -
HCM Lane V/C Ratio 0.032 - - 0.038 -
HCM Control Delay (s) 9.6 - - 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/Proj
29: Mid Proj Dwy & G St Timing Plan: AM PEAK
OYWPAM.syn Synchro 11 Report
02/14/2024
Intersection
Int Delay, s/veh 2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 69 43 51 114 11 13
Future Vol, veh/h 69 43 51 114 11 13
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 75 47 55 124 12 14

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 122 0 333 99
Stage 1 - - - - 99 -
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 - - 1465 - 662 957
Stage 1 - - - - 925 -
Stage 2 - - - - 805 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1465 - 636 957
Mov Cap-2 Maneuver - - - - 636 -
Stage 1 - - - - 925 -
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) 777 - - 1465 -
HCM Lane V/C Ratio 0.034 - - 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 Opening Year 2026 w/Proj
30: E Proj Dwy & G St Timing Plan: AM PEAK
OYWPAM.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 26 43 60 103 11 15
Future Vol, veh/h 26 43 60 103 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 28 47 65 112 12 16