1: Haven Av. & Inland Empire Bl.
PHF: 0.923 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 414 1,973 366 45 1,628 89 79 109 294 131 102 19 5,249 2: Haven Av. & I‐10 WB Ramps
PHF: 0.922 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 0 2,107 476 0 1,484 605 0 0 0 536 0 646 5,855 3: Haven Av. & I‐10 EB Ramps
PHF: 0.939 7:30am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 0 1,600 378 0 1,523 497 984 0 586 0 0 0 5,568 4: Haven Av. & E. Guasti Rd.
PHF: 0.978 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 173 1,743 110 222 1,587 300 91 29 38 63 41 145 4,541 5: Haven Av. & E. Airport Dr.
PHF: 0.911 7:30am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 446 1,485 224 185 1,252 137 104 162 240 61 178 188 4,662 6: Haven Av. & Driveway 1
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 2,155 1,553 3,708
7: Haven Av. & Driveway 2
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 2,155 1,553 3,708
8: Haven Av. & La Salle St.
PHF: 0.935 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 0 2,153 8 0 1,640 0000002 3,802
9: Haven Av. & Jurupa Av.
PHF: 0.946 7:30am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 106 1,718 214 87 1,083 470 365 203 123 263 313 77 5,022 10: Haven Av. & Mission Bl.
PHF: 0.940 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 107 1,713 15 154 1,375 217 222 270 130 60 647 651 5,562 11/18/2021
1/0/1900
1/0/1900
11/18/2021
11/18/2021
11/18/2021
10/26/2021
11/18/2021
11/18/2021
Volume Development ‐ AM Peak Hour
11/18/2021
6.1-1
5055
Volume Development ‐ AM Peak Hour
11: Haven Av. & SR‐60 WB Ramps
PHF: 0.950 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 331 1,607 0 0 843 571 0 0 0 148 10 508 4,018 12: Haven Av. & SR‐60 EB Ramps
PHF: 0.950 7:30am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 0 1,048 293 373 618 0 890 7 218 0 0 0 3,447 13: Driveway 3 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 571 426 998
14: Driveway 4 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 571 426 998
15: Driveway 5 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 571 426 998
16: Driveway 6 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 8 210
17: Driveway 7 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 8 210
18: Driveway 8 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 8 210
19: Driveway 9 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 21 47 68
20: Driveway 10 & Jurupa Av.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 504 654 1,157
1/0/1900
1/0/1900
1/0/1900
1/0/1900
1/0/1900
1/0/1900
1/0/1900
1/0/1900
10/26/2021
10/26/2021
6.1-2
5056
Volume Development ‐ AM Peak Hour
21: Driveway 11 & Jurupa Av.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 504 654 1,157
22: Carnegie Av. & E. Airport Dr.
PHF: 0.834 7:00am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 18 11 0 21 29 177 164 112 5 2 206 29 774 23: Carnegie Av. & Driveway 12
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 29 36 65
24: Carnegie Av. & Driveway 13
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 29 36 65
25: Carnegie Av. & Driveway 14
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 29 36 65
26: Carnegie Av. & Driveway 15/Santa Ana St.
PHF: 0.641 8:00am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 0 23 4 18 18 0 0 0 0 2 0 6 71
27: Carnegie Av. & Driveway 16
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 28 20 47
28: Carnegie Av. & Driveway 17
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 28 20 47
29: Carnegie Av. & La Salle St.
PHF: 0.917 8:00am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 41 19 0 0 13 7 9 0 12 0 0 0 100
30: Carnegie Av. & Driveway 18
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 60 25 85
1/0/1900
10/26/2022
1/0/1900
1/0/1900
1/0/1900
1/0/1900
10/26/2021
1/0/1900
1/0/1900
10/26/2021
6.1-3
5057
Volume Development ‐ AM Peak Hour
31: Carnegie Av. & Jurupa Av.
PHF: 0.902 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 9 0 3 6 0 23 60 630 3 7 731 31 1,503
32: Driveway 19 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 23 8 30
33: Driveway 20 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 23 8 30
34: Commerce Pkwy. & Driveway 21
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 239 127 366
35: Commerce Pkwy. & Driveway 22
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 239 127 366
36: Commerce Pkwy. & Driveway 23
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 239 127 366
37: Commerce Pkwy. & Santa Ana St.
PHF: 0.948 7:15am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 0 206 25 51 72 3 0 22 1 0 4 33 418
38: Commerce Pkwy. & Driveway 24
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 231 73 305
39: Commerce Pkwy. & Driveway 25
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 231 73 305
40: Commerce Pkwy. & Driveway 26
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 231 73 305
1/0/1900
1/0/1900
1/0/1900
10/26/2021
1/0/1900
1/0/1900
1/0/1900
1/0/1900
1/0/1900
10/26/2021
6.1-4
5058
Volume Development ‐ AM Peak Hour
41: Commerce Pkwy. & Jurupa Av.
PHF: 0.918 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 14 5 34 43 4 20 79 545 14 20 735 153 1,667 42: Driveway 27 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 98 38 136
43: Driveway 28 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 98 38 136
44: Double Day Av. & Driveway 29
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 42 24 66
45: Double Day Av. & Santa Ana St.
PHF: 0.944 8:00am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 1 7 2 9 4 11 25 45 28 8 25 10 176
46: Driveway 30 & Double Day Av.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 15 35 50
47: Dupont Av. & Santa Ana St.
PHF: 0.910 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 24 67 8 3 28 8 8 33 7 11 22 11 230
48: Dupont Av. & Double Day Av.
PHF: 0.845 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 35 114 3 1 20 0 1 1 13 0 0 0 189
49: Dupont Av. & Driveway 31
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 162 26 188
50: Dupont Av. & Jurupa Av.
PHF: 0.982 7:30am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 24 33 90 8 6 13 57 513 19 100 855 72 1,789 10/26/2021
1/0/1900
10/26/2021
10/26/2021
1/0/1900
10/26/2021
1/0/1900
1/0/1900
1/0/1900
10/26/2021
6.1-5
5059
Volume Development ‐ AM Peak Hour
51: Milliken Av. & E. Airport Dr.
PHF: 0.861 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 23 660 77 365 886 144 73 112 23 84 144 223 2,812 52: Milliken Av. & Jurupa Av.
PHF: 0.970 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 463 821 114 143 416 70 225 736 310 110 527 76 4,011 53: Milliken Av. & Mission Bl.
PHF: 0.895 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 327 1,310 15 122 610 363 222 2 52 21 17 238 3,300 54: I‐15 SB Ramps & Jurupa Av.
PHF: 0.910 7:30am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 0 0 0 540 3 994 0 694 176 445 646 0 3,498 55: I‐15 NB Ramps & Jurupa Av.
PHF: 0.939 7:00am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 275 0 575 0 0 0 395 839 0 0 816 386 3,287 10/26/2021
10/26/2021
10/26/2021
10/26/2021
10/26/2021
6.1-6
5060
1: Haven Av. & Inland Empire Bl.
PHF: 0.960 4:30pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 365 2,046 471 43 1,863 72 209 369 412 371 249 43 6,514 2: Haven Av. & I‐10 WB Ramps
PHF: 0.979 4:30pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 0 2,530 960 0 1,887 788 0 0 0 242 0 352 6,758 3: Haven Av. & I‐10 EB Ramps
PHF: 0.975 4:30pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 0 2,906 786 0 1,741 388 584 0 268 0 0 0 6,673 4: Haven Av. & E. Guasti Rd.
PHF: 0.975 4:30pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 70 3,023 116 179 1,708 121 423 50 230 88 21 246 6,275 5: Haven Av. & E. Airport Dr.
PHF: 0.985 4:30pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 538 2,356 19 201 1,558 189 318 503 661 28 639 522 7,532 6: Haven Av. & Driveway 1
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 2,914 2,246 5,160
7: Haven Av. & Driveway 2
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 2,914 2,246 5,160
8: Haven Av. & La Salle St.
PHF: 0.968 4:15pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 0 2,894 7 0 2,259 0 0 0 0 0 0 20 5,179
9: Haven Av. & Jurupa Av.
PHF: 0.982 4:30pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 73 2,171 340 224 1,673 363 501 362 72 270 293 228 6,570 10: Haven Av. & Mission Bl.
PHF: 0.962 4:00pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 111 1,589 63 334 1,392 145 574 723 120 40 495 467 6,055 10/26/2021
11/18/2021
11/18/2021
11/18/2021
11/18/2021
11/18/2021
11/18/2021
Volume Development ‐ PM Peak Hour
11/18/2021
6.1-7
5061
Volume Development ‐ PM Peak Hour
11: Haven Av. & SR‐60 WB Ramps
PHF: 0.962 4:45pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 157 887 0 0 1,327 505 0 0 0 304 9 561 3,750 12: Haven Av. & SR‐60 EB Ramps
PHF: 0.933 4:30pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 0 669 215 672 959 0 375 8 170 0 0 0 3,068 13: Driveway 3 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 724 1,189 1,912
14: Driveway 4 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 724 1,189 1,912
15: Driveway 5 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 724 1,189 1,912
16: Driveway 6 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 720 26
17: Driveway 7 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 720 26
18: Driveway 8 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 720 26
19: Driveway 9 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 26 86 112
20: Driveway 10 & Jurupa Av.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 926 792 1,718
10/26/2021
10/26/2021
6.1-8
5062
Volume Development ‐ PM Peak Hour
21: Driveway 11 & Jurupa Av.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 926 792 1,718
22: Carnegie Av. & E. Airport Dr.
PHF: 0.882 4:30pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 41 19 20 54 32 505 273 319 2 1 425 86 1,776 23: Carnegie Av. & Driveway 12
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 79 35 115
24: Carnegie Av. & Driveway 13
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 79 35 115
25: Carnegie Av. & Driveway 14
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 79 35 115
26: Carnegie Av. & Driveway 15/Santa Ana St.
PHF: 0.786 4:15pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 0 60 6 2 33 0 0 0 0 3 0 20 123
27: Carnegie Av. & Driveway 16
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 65 36 101
28: Carnegie Av. & Driveway 17
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 65 36 101
29: Carnegie Av. & La Salle St.
PHF: 0.944 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 71 45 0 0 21 15 20 0 6 0 0 0 178
30: Carnegie Av. & Driveway 18
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 116 27 144
10/26/2022
10/26/2021
10/26/2021
6.1-9
5063
Volume Development ‐ PM Peak Hour
31: Carnegie Av. & Jurupa Av.
PHF: 0.957 4:15pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 6 0 2 14 0 38 89 904 19 4 661 18 1,754
32: Driveway 19 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 823 30
33: Driveway 20 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 823 30
34: Commerce Pkwy. & Driveway 21
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 531 365 897
35: Commerce Pkwy. & Driveway 22
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 531 365 897
36: Commerce Pkwy. & Driveway 23
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 531 365 897
37: Commerce Pkwy. & Santa Ana St.
PHF: 0.920 4:30pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 3 384 12 49 300 17 2 6 0 22 3 145 942
38: Commerce Pkwy. & Driveway 24
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 399 322 722
39: Commerce Pkwy. & Driveway 25
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 399 322 722
40: Commerce Pkwy. & Driveway 26
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 399 322 722
10/26/2021
10/26/2021
6.1-10
5064
Volume Development ‐ PM Peak Hour
41: Commerce Pkwy. & Jurupa Av.
PHF: 0.957 4:15pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 15 45 60 263 18 39 97 809 14 12 628 252 2,253 42: Driveway 27 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 66 169 235
43: Driveway 28 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 66 169 235
44: Double Day Av. & Driveway 29
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 14 7 21
45: Double Day Av. & Santa Ana St.
PHF: 0.802 4:00pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 19 1 15 2 0 4 7 49 10 7 146 7 268
46: Driveway 30 & Double Day Av.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 38 34 72
47: Dupont Av. & Santa Ana St.
PHF: 0.798 4:00pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 42 88 26 11 49 13 11 37 11 17 99 29 433
48: Dupont Av. & Double Day Av.
PHF: 0.763 4:00pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 23 113 1 0 100 11 7 0 31 2 0 0 288
49: Dupont Av. & Driveway 31
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 139 120 259
50: Dupont Av. & Jurupa Av.
PHF: 0.934 4:15pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 46 29 121 52 28 40 50 1,027 14 71 793 60 2,331 10/26/2021
10/26/2021
10/26/2021
10/26/2021
10/26/2021
6.1-11
5065
Volume Development ‐ PM Peak Hour
51: Milliken Av. & E. Airport Dr.
PHF: 0.988 4:45pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 36 1,053 66 153 955 122 247 255 36 95 280 357 3,656 52: Milliken Av. & Jurupa Av.
PHF: 0.961 4:45pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 188 838 388 267 1,006 66 137 832 244 415 619 109 5,108 53: Milliken Av. & Mission Bl.
PHF: 0.950 4:30pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 188 947 22 268 1,378 431 578 1 89 17 6 150 4,076 54: I‐15 SB Ramps & Jurupa Av.
PHF: 0.945 4:30pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 0 0 0 239 8 467 0 1,350 543 484 710 0 3,800 55: I‐15 NB Ramps & Jurupa Av.
PHF: 0.967 4:00pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) NP: 114 1 353 0 0 0 604 984 0 0 1,080 542 3,678 10/26/2021
10/26/2021
10/26/2021
10/26/2021
10/26/2021
6.1-12
5066
Timings California Logistics Center (JN 14274)
1: Haven Av. & Inland Empire Bl. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 79 109 294 131 102 19 414 1973 366 45 1628 89 Future Volume (vph) 79 109 294 131 102 19 414 1973 366 45 1628 89 Turn Type Prot NA pm+ov Prot NA Free Prot NA Free Prot NA Free Protected Phases 74538 52 16
Permitted Phases 4 Free Free Free
Detector Phase 74538 52 16
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 45.8 9.6 9.6 39.8 9.6 32.8 9.6 38.8 Total Split (s) 11.3 45.8 27.2 11.4 45.9 27.2 63.2 9.6 45.6 Total Split (%) 8.7% 35.2% 20.9% 8.8% 35.3% 20.9% 48.6% 7.4% 35.1% Yellow Time (s) 3.6 4.8 3.6 3.6 4.8 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 4.6 5.8 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 101.5
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Splits and Phases: 1: Haven Av. & Inland Empire Bl.
6.1-13
5067
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 1: Haven Av. & Inland Empire Bl. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 79 109 294 131 102 19 414 1973 366 45 1628 89 Future Volume (veh/h) 79 109 294 131 102 19 414 1973 366 45 1628 89 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1500 1800 1800 1600 1800 1800 1600 1800 1800 Adj Flow Rate, veh/h 86 118 147 142 111 0 450 2145 0 49 1770 0 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, % 000000000000
Cap, veh/h 150 453 471 227 473 525 3281 118 2429
Arrive On Green 0.05 0.13 0.13 0.06 0.14 0.00 0.18 0.53 0.00 0.04 0.39 0.00 Sat Flow, veh/h 2956 3420 1512 4029 3420 1525 2956 6192 1525 2956 6192 1525 Grp Volume(v), veh/h 86 118 147 142 111 0 450 2145 0 49 1770 0 Grp Sat Flow(s),veh/h/ln 1478 1710 1512 1343 1710 1525 1478 1548 1525 1478 1548 1525 Q Serve(g_s), s 2.5 2.7 6.4 3.0 2.5 0.0 12.7 21.5 0.0 1.4 21.0 0.0 Cycle Q Clear(g_c), s 2.5 2.7 6.4 3.0 2.5 0.0 12.7 21.5 0.0 1.4 21.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 150 453 471 227 473 525 3281 118 2429 V/C Ratio(X) 0.57 0.26 0.31 0.63 0.23 0.86 0.65 0.41 0.73 Avail Cap(c_a), veh/h 230 1587 972 318 1591 775 4123 171 2859 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 40.0 33.6 22.7 39.8 33.1 0.0 34.4 14.6 0.0 40.4 22.3 0.0 Incr Delay (d2), s/veh 1.3 0.3 0.4 1.1 0.3 0.0 4.4 0.3 0.0 0.9 0.8 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 0.9 1.1 2.2 1.0 1.0 0.0 4.6 6.4 0.0 0.5 6.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.3 33.9 23.1 40.9 33.3 0.0 38.8 14.8 0.0 41.2 23.1 0.0 LnGrp LOS DCCDC DB DC
Approach Vol, veh/h 351 253 A 2595 A 1819 A
Approach Delay, s/veh 31.2 37.6 19.0 23.6
Approach LOS C D B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.1 51.5 9.4 17.2 19.9 39.6 9.0 17.7 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 5.0 57.4 6.8 40.0 22.6 39.8 6.7 40.1 Max Q Clear Time (g_c+I1), s 3.4 23.5 5.0 8.4 14.7 23.0 4.5 4.5 Green Ext Time (p_c), s 0.0 21.3 0.0 1.1 0.6 10.8 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 22.4
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
6.1-14
5068
Timings California Logistics Center (JN 14274)
2: Haven Av. & I-10 WB Ramps 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 3
Lane Group WBL WBR NBT NBR SBT
Lane Configurations
Traffic Volume (vph) 536 646 2107 476 1484
Future Volume (vph) 536 646 2107 476 1484
Turn Type Prot Perm NA Free NA
Protected Phases 4 2 6
Permitted Phases 4 Free
Detector Phase 4 4 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0
Minimum Split (s) 10.1 10.1 23.8 10.8
Total Split (s) 48.0 48.0 52.0 52.0
Total Split (%) 48.0% 48.0% 52.0% 52.0%
Yellow Time (s) 4.1 4.1 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.1 5.1 5.8 5.8
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None C-Min C-Min
Intersection Summary
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 55
Control Type: Actuated-Coordinated
Splits and Phases: 2: Haven Av. & I-10 WB Ramps
6.1-15
5069
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 2: Haven Av. & I-10 WB Ramps 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 536 646 2107 476 0 1484
Future Volume (veh/h) 536 646 2107 476 0 1484
Initial Q (Qb), veh 000000
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 1700 1800 1800 1800 0 1800
Adj Flow Rate, veh/h 754 383 2290 0 0 1613
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 000000
Cap, veh/h 912 429 3774 0 3774
Arrive On Green 0.28 0.28 1.00 0.00 0.00 0.61
Sat Flow, veh/h 3238 1525 6444 1525 0 6696
Grp Volume(v), veh/h 754 383 2290 0 0 1613
Grp Sat Flow(s),veh/h/ln 1619 1525 1548 1525 0 1548
Q Serve(g_s), s 21.8 24.1 0.0 0.0 0.0 13.8
Cycle Q Clear(g_c), s 21.8 24.1 0.0 0.0 0.0 13.8
Prop In Lane 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 912 429 3774 0 3774
V/C Ratio(X) 0.83 0.89 0.61 0.00 0.43
Avail Cap(c_a), veh/h 1389 654 3774 0 3774
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.64 0.00 0.00 0.64
Uniform Delay (d), s/veh 33.6 34.5 0.0 0.0 0.0 10.3
Incr Delay (d2), s/veh 1.5 7.1 0.5 0.0 0.0 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 8.3 9.2 0.1 0.0 0.0 4.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.1 41.6 0.5 0.0 0.0 10.5
LnGrp LOS D D A A B
Approach Vol, veh/h 1137 2290 A 1613
Approach Delay, s/veh 37.3 0.5 10.5
Approach LOS D A B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 66.7 33.3 66.7
Change Period (Y+Rc), s 5.8 5.1 5.8
Max Green Setting (Gmax), s 46.2 42.9 46.2
Max Q Clear Time (g_c+I1), s 2.0 26.1 15.8
Green Ext Time (p_c), s 17.6 2.1 8.8
Intersection Summary
HCM 6th Ctrl Delay 12.0
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.
6.1-16
5070
Timings California Logistics Center (JN 14274)
3: Haven Av. & I-10 EB Ramps 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBR NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 984 586 1600 1523 497
Future Volume (vph) 984 586 1600 1523 497
Turn Type Prot Perm NA NA Free
Protected Phases 4 2 6
Permitted Phases 4 Free
Detector Phase 4426
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0
Minimum Split (s) 10.1 10.1 10.8 10.8
Total Split (s) 58.0 58.0 42.0 42.0
Total Split (%) 58.0% 58.0% 42.0% 42.0%
Yellow Time (s) 4.1 4.1 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.1 5.1 5.8 5.8
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None C-Min C-Min
Intersection Summary
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 98.8 (99%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 50
Control Type: Actuated-Coordinated
Splits and Phases: 3: Haven Av. & I-10 EB Ramps
6.1-17
5071
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 3: Haven Av. & I-10 EB Ramps 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 984 586 0 1600 1523 497
Future Volume (veh/h) 984 586 0 1600 1523 497
Initial Q (Qb), veh 000000
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 1700 1800 0 1800 1800 1800
Adj Flow Rate, veh/h 1051 525 0 1702 1620 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 000000
Cap, veh/h 1291 608 0 3049 3049
Arrive On Green 0.40 0.40 0.00 0.49 0.98 0.00
Sat Flow, veh/h 3238 1525 0 6696 6444 1525
Grp Volume(v), veh/h 1051 525 0 1702 1620 0
Grp Sat Flow(s),veh/h/ln 1619 1525 0 1548 1548 1525
Q Serve(g_s), s 28.9 31.6 0.0 19.2 0.8 0.0
Cycle Q Clear(g_c), s 28.9 31.6 0.0 19.2 0.8 0.0
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1291 608 0 3049 3049
V/C Ratio(X) 0.81 0.86 0.00 0.56 0.53
Avail Cap(c_a), veh/h 1713 807 0 3049 3049
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 0.00 0.74 0.77 0.00
Uniform Delay (d), s/veh 26.8 27.6 0.0 17.8 0.4 0.0
Incr Delay (d2), s/veh 2.3 7.5 0.0 0.6 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 10.6 11.8 0.0 6.3 0.2 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.1 35.1 0.0 18.3 0.9 0.0
LnGrp LOS C D A B A
Approach Vol, veh/h 1576 1702 1620 A
Approach Delay, s/veh 31.1 18.3 0.9
Approach LOS C B A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 55.0 45.0 55.0
Change Period (Y+Rc), s 5.8 5.1 5.8
Max Green Setting (Gmax), s 36.2 52.9 36.2
Max Q Clear Time (g_c+I1), s 21.2 33.6 2.8
Green Ext Time (p_c), s 7.1 6.3 9.0
Intersection Summary
HCM 6th Ctrl Delay 16.7
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
6.1-18
5072
Timings California Logistics Center (JN 14274)
4: Haven Av. & Guasti Rd. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 91 29 38 63 41 145 173 1743 110 222 1587 300 Future Volume (vph) 91 29 38 63 41 145 173 1743 110 222 1587 300 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 48.2 48.2 9.6 16.2 16.2 9.6 33.8 33.8 9.6 30.8 30.8 Total Split (s) 12.0 48.2 48.2 11.0 47.2 47.2 17.0 51.8 51.8 19.0 53.8 53.8 Total Split (%) 9.2% 37.1% 37.1% 8.5% 36.3% 36.3% 13.1% 39.8% 39.8% 14.6% 41.4% 41.4% Yellow Time (s) 3.6 5.2 5.2 3.6 5.2 5.2 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.2 6.2 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 93.5
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Splits and Phases: 4: Haven Av. & Guasti Rd.
6.1-19
5073
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 4: Haven Av. & Guasti Rd. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 91 29 38 63 41 145 173 1743 110 222 1587 300 Future Volume (veh/h) 91 29 38 63 41 145 173 1743 110 222 1587 300 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1600 1800 1800 1600 1800 1800 1600 1800 1800 Adj Flow Rate, veh/h 93 30 22 64 42 82 177 1779 78 227 1619 202 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 000000000000
Cap, veh/h 160 278 232 140 265 395 246 2688 661 300 2801 681 Arrive On Green 0.05 0.15 0.15 0.05 0.15 0.15 0.08 0.43 0.43 0.10 0.45 0.45 Sat Flow, veh/h 2956 1800 1505 2956 1800 2685 2956 6192 1522 2956 6192 1505 Grp Volume(v), veh/h 93 30 22 64 42 82 177 1779 78 227 1619 202 Grp Sat Flow(s),veh/h/ln 1478 1800 1505 1478 1800 1342 1478 1548 1522 1478 1548 1505 Q Serve(g_s), s 2.5 1.2 1.0 1.7 1.6 2.2 4.7 18.4 2.5 6.0 15.6 6.8 Cycle Q Clear(g_c), s 2.5 1.2 1.0 1.7 1.6 2.2 4.7 18.4 2.5 6.0 15.6 6.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 160 278 232 140 265 395 246 2688 661 300 2801 681 V/C Ratio(X) 0.58 0.11 0.09 0.46 0.16 0.21 0.72 0.66 0.12 0.76 0.58 0.30 Avail Cap(c_a), veh/h 271 938 784 235 915 1365 455 3532 868 528 3686 896 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.2 29.3 29.3 37.4 30.0 30.2 36.0 18.1 13.6 35.3 16.4 14.0 Incr Delay (d2), s/veh 1.2 0.2 0.2 0.9 0.3 0.3 1.5 0.3 0.1 1.5 0.2 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 0.9 0.5 0.3 0.6 0.7 0.7 1.6 5.7 0.7 2.1 4.8 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.5 29.5 29.4 38.3 30.3 30.5 37.5 18.4 13.7 36.7 16.6 14.2 LnGrp LOS DCCDCCDBBDBB
Approach Vol, veh/h 145 188 2034 2048
Approach Delay, s/veh 35.2 33.1 19.9 18.6
Approach LOS D C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.8 40.8 8.4 18.6 11.3 42.3 9.0 18.1 Change Period (Y+Rc), s 4.6 5.8 4.6 6.2 4.6 5.8 4.6 6.2 Max Green Setting (Gmax), s 14.4 46.0 6.4 42.0 12.4 48.0 7.4 41.0 Max Q Clear Time (g_c+I1), s 8.0 20.4 3.7 3.2 6.7 17.6 4.5 4.2 Green Ext Time (p_c), s 0.2 14.6 0.0 0.2 0.1 14.9 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 20.3
HCM 6th LOS C
6.1-20
5074
Timings California Logistics Center (JN 14274)
5: Haven Av. & E. Airport Dr. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 104 162 61 178 188 446 1485 224 185 1252 137 Future Volume (vph) 104 162 61 178 188 446 1485 224 185 1252 137 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7438 52 16
Permitted Phases 8 2 6
Detector Phase 74388522166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 46.8 9.6 15.8 15.8 9.6 41.5 41.5 9.6 37.5 37.5 Total Split (s) 13.0 47.0 10.1 44.1 44.1 30.0 55.9 55.9 17.0 42.9 42.9 Total Split (%) 10.0% 36.2% 7.8% 33.9% 33.9% 23.1% 43.0% 43.0% 13.1% 33.0% 33.0% Yellow Time (s) 3.6 4.8 3.6 4.8 4.8 3.6 5.5 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 5.8 5.8 4.6 6.5 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 97
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Splits and Phases: 5: Haven Av. & E. Airport Dr.
6.1-21
5075
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 5: Haven Av. & E. Airport Dr. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 104 162 240 61 178 188 446 1485 224 185 1252 137 Future Volume (veh/h) 104 162 240 61 178 188 446 1485 224 185 1252 137 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1600 1800 1800 1600 1800 1800 1600 1800 1800 Adj Flow Rate, veh/h 114 178 172 67 196 127 490 1632 210 203 1376 116 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, % 000000000000
Cap, veh/h 173 269 240 144 504 225 574 2670 658 274 2042 503 Arrive On Green 0.06 0.16 0.16 0.05 0.15 0.15 0.19 0.43 0.43 0.09 0.33 0.33 Sat Flow, veh/h 2956 1710 1525 2956 3420 1525 2956 6192 1525 2956 6192 1524 Grp Volume(v), veh/h 114 178 172 67 196 127 490 1632 210 203 1376 116 Grp Sat Flow(s),veh/h/ln 1478 1710 1525 1478 1710 1525 1478 1548 1525 1478 1548 1524 Q Serve(g_s), s 3.0 7.8 8.5 1.8 4.1 6.2 12.7 16.2 7.2 5.3 15.2 4.4 Cycle Q Clear(g_c), s 3.0 7.8 8.5 1.8 4.1 6.2 12.7 16.2 7.2 5.3 15.2 4.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 173 269 240 144 504 225 574 2670 658 274 2042 503 V/C Ratio(X) 0.66 0.66 0.72 0.47 0.39 0.57 0.85 0.61 0.32 0.74 0.67 0.23 Avail Cap(c_a), veh/h 312 886 790 204 1647 735 944 3846 947 461 2834 697 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.7 31.5 31.8 36.8 30.7 31.5 31.0 17.5 14.9 35.1 23.0 19.3 Incr Delay (d2), s/veh 1.6 2.8 4.0 0.9 0.5 2.2 2.0 0.2 0.3 1.5 0.4 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 1.1 3.2 3.2 0.6 1.6 2.2 4.2 4.8 2.2 1.8 4.8 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.3 34.3 35.8 37.7 31.2 33.8 33.0 17.7 15.2 36.6 23.4 19.6 LnGrp LOS DCDDCCCBBDCB
Approach Vol, veh/h 464 390 2332 1695
Approach Delay, s/veh 35.9 33.1 20.7 24.7
Approach LOS DCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 40.8 8.5 18.3 20.0 32.7 9.2 17.5 Change Period (Y+Rc), s 4.6 6.5 4.6 5.8 4.6 6.5 4.6 5.8 Max Green Setting (Gmax), s 12.4 49.4 5.5 41.2 25.4 36.4 8.4 38.3 Max Q Clear Time (g_c+I1), s 7.3 18.2 3.8 10.5 14.7 17.2 5.0 8.2 Green Ext Time (p_c), s 0.1 14.4 0.0 2.0 0.7 9.0 0.0 1.5 Intersection Summary
HCM 6th Ctrl Delay 24.5
HCM 6th LOS C
6.1-22
5076
HCM 6th TWSC California Logistics Center (JN 14274)
8: Haven Av. & La Salle St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 3
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 1 1615 8 0 1230
Future Vol, veh/h 0 1 1615 8 0 1230
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 0 00000
Mvmt Flow 0 1 1718 9 0 1309
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 864 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.1 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.9 ----
Pot Cap-1 Maneuver 0 259 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 259 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 19 0 0
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 259 -
HCM Lane V/C Ratio - - 0.004 -
HCM Control Delay (s) - - 19 -
HCM Lane LOS - - C -
HCM 95th %tile Q(veh) - - 0 -
6.1-23
5077
Timings California Logistics Center (JN 14274)
9: Haven Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 4
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 365 203 263 313 77 106 1718 214 87 1083 470 Future Volume (vph) 365 203 263 313 77 106 1718 214 87 1083 470 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7438 52 16
Permitted Phases 8 2 6
Detector Phase 74388522166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 42.8 9.6 15.8 15.8 9.6 36.5 36.5 9.6 35.5 35.5 Total Split (s) 25.0 42.8 20.0 37.8 37.8 19.3 50.2 50.2 17.0 47.9 47.9 Total Split (%) 19.2% 32.9% 15.4% 29.1% 29.1% 14.8% 38.6% 38.6% 13.1% 36.8% 36.8% Yellow Time (s) 3.6 4.8 3.6 4.8 4.8 3.6 5.5 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 5.8 5.8 4.6 6.5 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 108.9
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Splits and Phases: 9: Haven Av. & Jurupa St.
6.1-24
5078
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 9: Haven Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 365 203 123 263 313 77 106 1718 214 87 1083 470 Future Volume (veh/h) 365 203 123 263 313 77 106 1718 214 87 1083 470 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1600 1800 1800 1700 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 384 214 104 277 329 55 112 1808 110 92 1140 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 000000000000
Cap, veh/h 454 579 256 343 466 208 138 2488 613 114 2397 Arrive On Green 0.15 0.17 0.17 0.12 0.14 0.14 0.09 0.40 0.40 0.07 0.39 0.00 Sat Flow, veh/h 2956 3332 1473 2956 3420 1525 1619 6192 1525 1619 6192 1525 Grp Volume(v), veh/h 384 210 108 277 329 55 112 1808 110 92 1140 0 Grp Sat Flow(s),veh/h/ln 1478 1638 1529 1478 1710 1525 1619 1548 1525 1619 1548 1525 Q Serve(g_s), s 11.4 5.1 5.7 8.3 8.3 2.9 6.1 22.3 4.2 5.1 12.5 0.0 Cycle Q Clear(g_c), s 11.4 5.1 5.7 8.3 8.3 2.9 6.1 22.3 4.2 5.1 12.5 0.0 Prop In Lane 1.00 0.96 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 454 569 266 343 466 208 138 2488 613 114 2397 V/C Ratio(X) 0.85 0.37 0.41 0.81 0.71 0.26 0.81 0.73 0.18 0.80 0.48 Avail Cap(c_a), veh/h 667 1341 626 504 1211 540 263 2993 737 222 2836 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 37.2 33.0 33.2 39.0 37.3 35.0 40.6 22.9 17.4 41.4 20.8 0.0 Incr Delay (d2), s/veh 4.5 0.4 1.0 3.6 2.0 0.7 4.3 0.7 0.1 4.9 0.1 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 4.2 2.0 2.1 3.0 3.4 1.1 2.4 7.1 1.4 2.0 4.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.7 33.4 34.2 42.6 39.3 35.7 44.9 23.6 17.6 46.3 21.0 0.0 LnGrp LOS DCCDDDDCBDC
Approach Vol, veh/h 702 661 2030 1232 A
Approach Delay, s/veh 38.1 40.4 24.4 22.8
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 42.8 15.1 21.5 12.3 41.5 18.5 18.1 Change Period (Y+Rc), s 4.6 6.5 4.6 5.8 4.6 6.5 4.6 5.8 Max Green Setting (Gmax), s 12.4 43.7 15.4 37.0 14.7 41.4 20.4 32.0 Max Q Clear Time (g_c+I1), s 7.1 24.3 10.3 7.7 8.1 14.5 13.4 10.3 Green Ext Time (p_c), s 0.0 12.0 0.2 1.9 0.1 7.8 0.4 2.0 Intersection Summary
HCM 6th Ctrl Delay 28.4
HCM 6th LOS C
Notes
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
6.1-25
5079
Timings California Logistics Center (JN 14274)
10: Haven Av. & Mission Bl. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 222 270 130 60 647 651 107 1713 15 154 1375 Future Volume (vph) 222 270 130 60 647 651 107 1713 15 154 1375 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA Protected Phases 74538152316
Permitted Phases 4 8 2
Detector Phase 74538152316
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 5.0 5.0 10.0 5.0 5.0 10.0 Minimum Split (s) 9.6 44.5 9.6 9.6 16.5 9.6 9.6 45.2 9.6 9.6 48.5 Total Split (s) 21.9 44.5 17.7 9.6 32.2 24.0 17.7 51.9 9.6 24.0 58.2 Total Split (%) 16.8% 34.2% 13.6% 7.4% 24.8% 18.5% 13.6% 39.9% 7.4% 18.5% 44.8% Yellow Time (s) 3.6 5.5 3.6 3.6 5.5 3.6 3.6 5.2 3.6 3.6 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 4.6 4.6 6.5 4.6 4.6 6.2 4.6 4.6 6.5 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 123.5
Natural Cycle: 125
Control Type: Actuated-Uncoordinated
Splits and Phases: 10: Haven Av. & Mission Bl.
6.1-26
5080
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 10: Haven Av. & Mission Bl. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 222 270 130 60 647 651 107 1713 15 154 1375 217 Future Volume (veh/h) 222 270 130 60 647 651 107 1713 15 154 1375 217 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1600 1800 1800 1700 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 236 287 115 64 688 528 114 1822 11 164 1463 215 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 000000000000
Cap, veh/h 286 1356 549 109 1062 508 137 1886 633 189 1800 264 Arrive On Green 0.10 0.28 0.28 0.04 0.22 0.22 0.08 0.38 0.38 0.12 0.42 0.42 Sat Flow, veh/h 2956 4914 1522 2956 4914 1525 1619 4914 1502 1619 4327 635 Grp Volume(v), veh/h 236 287 115 64 688 528 114 1822 11 164 1107 571 Grp Sat Flow(s),veh/h/ln 1478 1638 1522 1478 1638 1525 1619 1638 1502 1619 1638 1686 Q Serve(g_s), s 9.3 5.3 6.2 2.5 15.2 25.7 8.2 43.2 0.5 11.8 35.5 35.5 Cycle Q Clear(g_c), s 9.3 5.3 6.2 2.5 15.2 25.7 8.2 43.2 0.5 11.8 35.5 35.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.38
Lane Grp Cap(c), veh/h 286 1356 549 109 1062 508 137 1886 633 189 1363 701 V/C Ratio(X) 0.82 0.21 0.21 0.59 0.65 1.04 0.83 0.97 0.02 0.87 0.81 0.81 Avail Cap(c_a), veh/h 430 1570 615 124 1062 508 178 1888 633 264 1424 733 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.7 33.1 26.3 56.4 42.5 39.7 53.6 35.9 20.1 51.6 30.6 30.7 Incr Delay (d2), s/veh 4.7 0.1 0.2 2.5 1.4 50.8 17.9 13.6 0.0 15.2 3.6 6.8 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 3.5 2.0 2.2 0.9 6.0 20.9 3.9 18.4 0.2 5.4 13.5 14.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.4 33.2 26.5 58.8 43.9 90.5 71.6 49.5 20.1 66.8 34.2 37.4 LnGrp LOS E C C E D F E D C E C D
Approach Vol, veh/h 638 1280 1947 1842
Approach Delay, s/veh 40.9 63.9 50.6 38.1
Approach LOS D E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.5 52.1 9.0 39.3 14.6 56.0 16.1 32.2 Change Period (Y+Rc), s 4.6 * 6.5 4.6 6.5 4.6 6.5 4.6 6.5 Max Green Setting (Gmax), s 19.4 * 46 5.0 38.0 13.1 51.7 17.3 25.7 Max Q Clear Time (g_c+I1), s 13.8 45.2 4.5 8.2 10.2 37.5 11.3 27.7 Green Ext Time (p_c), s 0.1 0.5 0.0 2.0 0.0 8.5 0.2 0.0 Intersection Summary
HCM 6th Ctrl Delay 48.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
6.1-27
5081
Timings California Logistics Center (JN 14274)
11: Haven Av. & SR-60 WB Ramps 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 11
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 148 10 508 331 1607 843 571
Future Volume (vph) 148 10 508 331 1607 843 571
Turn Type Split NA Perm Prot NA NA Perm
Protected Phases 8 8 5 2 6
Permitted Phases 8 6
Detector Phase 8885266
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 10.8 10.8 10.8 9.5 35.2 28.3 28.3
Total Split (s) 31.0 31.0 31.0 13.7 44.0 30.3 30.3
Total Split (%) 41.3% 41.3% 41.3% 18.3% 58.7% 40.4% 40.4% Yellow Time (s) 4.8 4.8 4.8 3.5 5.2 5.3 5.3
All-Red Time (s) 1.0 1.0 1.0 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 4.0 5.7 5.8 5.8
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None None Min Min Min
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 68.6
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Splits and Phases: 11: Haven Av. & SR-60 WB Ramps
6.1-28
5082
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 11: Haven Av. & SR-60 WB Ramps 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 148 10 508 331 1607 0 0 843 571 Future Volume (veh/h) 0 0 0 148 10 508 331 1607 0 0 843 571 Initial Q (Qb), veh 000000000
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 1700 1800 1800 1600 1800 0 0 1800 1800 Adj Flow Rate, veh/h 164 0 308 348 1692 0 0 887 436
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 000000000
Cap, veh/h 797 0 375 440 2746 0 0 1684 523
Arrive On Green 0.25 0.00 0.25 0.15 0.56 0.00 0.00 0.34 0.34 Sat Flow, veh/h 3238 0 1525 2956 5076 0 0 5076 1525
Grp Volume(v), veh/h 164 0 308 348 1692 0 0 887 436
Grp Sat Flow(s),veh/h/ln 1619 0 1525 1478 1638 0 0 1638 1525 Q Serve(g_s), s 2.4 0.0 11.3 6.8 13.8 0.0 0.0 8.6 15.6
Cycle Q Clear(g_c), s 2.4 0.0 11.3 6.8 13.8 0.0 0.0 8.6 15.6 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 797 0 375 440 2746 0 0 1684 523
V/C Ratio(X) 0.21 0.00 0.82 0.79 0.62 0.00 0.00 0.53 0.83 Avail Cap(c_a), veh/h 1372 0 646 482 3165 0 0 2025 629
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 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 17.8 0.0 21.2 24.4 8.8 0.0 0.0 15.7 18.0 Incr Delay (d2), s/veh 0.1 0.0 4.5 8.0 0.2 0.0 0.0 0.1 6.9 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 0.8 0.0 3.9 2.5 3.0 0.0 0.0 2.6 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.9 0.0 25.7 32.4 9.0 0.0 0.0 15.8 24.9 LnGrp LOS B A C C AAABC
Approach Vol, veh/h 472 2040 1323
Approach Delay, s/veh 23.0 13.0 18.8
Approach LOS C B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 39.0 12.9 26.2 20.4
Change Period (Y+Rc), s * 5.8 4.0 5.8 5.8
Max Green Setting (Gmax), s * 38 9.7 24.5 25.2
Max Q Clear Time (g_c+I1), s 15.8 8.8 17.6 13.3
Green Ext Time (p_c), s 8.2 0.1 2.7 1.3
Intersection Summary
HCM 6th Ctrl Delay 16.2
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.
6.1-29
5083
Timings California Logistics Center (JN 14274)
12: Haven Av. & SR-60 EB Ramps 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 13
Lane Group EBL EBT EBR NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 890 7 218 1048 373 618
Future Volume (vph) 890 7 218 1048 373 618
Turn Type Split NA Perm NA Prot NA
Protected Phases 4 4 2 1 6
Permitted Phases 4
Detector Phase 444216
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 10.8 10.8 10.8 26.7 9.6 29.7
Total Split (s) 31.0 31.0 31.0 29.0 15.0 44.0
Total Split (%) 41.3% 41.3% 41.3% 38.7% 20.0% 58.7%
Yellow Time (s) 4.8 4.8 4.8 5.2 3.5 5.2
All-Red Time (s) 1.0 1.0 1.0 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.7 4.0 5.7
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None None Min None Min
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 73.9
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Splits and Phases: 12: Haven Av. & SR-60 EB Ramps
6.1-30
5084
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 12: Haven Av. & SR-60 EB Ramps 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 890 7 218 0000 1048 293 373 618 0 Future Volume (veh/h) 890 7 218 0000 1048 293 373 618 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 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 1700 1800 1800 0 1800 1800 1600 1800 0 Adj Flow Rate, veh/h 942 0 88 0 1103 244 393 651 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 0 0 000000
Cap, veh/h 1049 0 494 0 1240 274 451 2539 0
Arrive On Green 0.32 0.00 0.32 0.00 0.31 0.31 0.15 0.52 0.00 Sat Flow, veh/h 3238 0 1525 0 4177 888 2956 5076 0
Grp Volume(v), veh/h 942 0 88 0 900 447 393 651 0
Grp Sat Flow(s),veh/h/ln 1619 0 1525 0 1638 1627 1478 1638 0 Q Serve(g_s), s 20.0 0.0 3.0 0.0 18.9 18.9 9.4 5.3 0.0
Cycle Q Clear(g_c), s 20.0 0.0 3.0 0.0 18.9 18.9 9.4 5.3 0.0 Prop In Lane 1.00 1.00 0.00 0.55 1.00 0.00
Lane Grp Cap(c), veh/h 1049 0 494 0 1012 502 451 2539 0 V/C Ratio(X) 0.90 0.00 0.18 0.00 0.89 0.89 0.87 0.26 0.00 Avail Cap(c_a), veh/h 1131 0 533 0 1058 525 451 2608 0
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 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 23.3 0.0 17.5 0.0 23.8 23.8 29.9 9.7 0.0 Incr Delay (d2), s/veh 9.3 0.0 0.2 0.0 8.8 15.9 16.9 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 %ile BackOfQ(50%),veh/ln 8.0 0.0 1.0 0.0 7.5 8.4 4.0 1.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.5 0.0 17.7 0.0 32.6 39.7 46.8 9.7 0.0 LnGrp LOS C A B A C D D A A
Approach Vol, veh/h 1030 1347 1044
Approach Delay, s/veh 31.3 35.0 23.7
Approach LOS C C C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 15.0 28.0 29.2 43.0
Change Period (Y+Rc), s 4.0 5.7 5.8 5.7
Max Green Setting (Gmax), s 11.0 23.3 25.2 38.3
Max Q Clear Time (g_c+I1), s 11.4 20.9 22.0 7.3
Green Ext Time (p_c), s 0.0 1.4 1.4 2.6
Intersection Summary
HCM 6th Ctrl Delay 30.4
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.
6.1-31
5085
Timings California Logistics Center (JN 14274)
22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy. 01/08/2022 Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 164 112 5 2 206 29 18 11 21 29 177 Future Volume (vph) 164 112 5 2 206 29 18 11 21 29 177
Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA pm+ov Protected Phases 7 4 3 8 52167
Permitted Phases 4 8 6
Detector Phase 74438852167
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s) 9.6 25.8 25.8 9.6 36.8 36.8 9.6 34.8 9.6 38.8 9.6 Total Split (s) 29.0 58.0 58.0 10.0 39.0 39.0 11.0 40.0 12.0 41.0 29.0 Total Split (%) 24.2% 48.3% 48.3% 8.3% 32.5% 32.5% 9.2% 33.3% 10.0% 34.2% 24.2% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 3.6 4.8 3.6 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 4.6 5.8 4.6 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 50.6
Natural Cycle: 95
Control Type: Actuated-Uncoordinated
Splits and Phases: 22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy.
6.1-32
5086
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy. 01/08/2022 Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 164 112 5 2 206 29 18 11 0 21 29 177 Future Volume (veh/h) 164 112 5 2 206 29 18 11 0 21 29 177 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1700 Adj Flow Rate, veh/h 198 135 5 2 248 23 22 13 0 25 35 154 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, % 000000000000
Cap, veh/h 247 1204 537 4 692 309 43 662 0 48 672 885
Arrive On Green 0.15 0.35 0.35 0.00 0.20 0.20 0.03 0.19 0.00 0.03 0.20 0.20 Sat Flow, veh/h 1619 3420 1525 1619 3420 1525 1619 3510 0 1619 3420 2536 Grp Volume(v), veh/h 198 135 5 2 248 23 22 13 0 25 35 154 Grp Sat Flow(s),veh/h/ln 1619 1710 1525 1619 1710 1525 1619 1710 0 1619 1710 1268 Q Serve(g_s), s 5.8 1.3 0.1 0.1 3.1 0.6 0.7 0.2 0.0 0.7 0.4 2.1 Cycle Q Clear(g_c), s 5.8 1.3 0.1 0.1 3.1 0.6 0.7 0.2 0.0 0.7 0.4 2.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 247 1204 537 4 692 309 43 662 0 48 672 885 V/C Ratio(X) 0.80 0.11 0.01 0.45 0.36 0.07 0.51 0.02 0.00 0.53 0.05 0.17 Avail Cap(c_a), veh/h 802 3625 1617 178 2306 1028 210 2375 0 243 2445 2199 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 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.2 10.8 10.4 24.5 16.9 15.9 23.7 16.1 0.0 23.6 16.1 11.1 Incr Delay (d2), s/veh 2.3 0.0 0.0 24.3 0.3 0.1 3.5 0.0 0.0 3.3 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.4 0.0 0.1 1.0 0.2 0.3 0.0 0.0 0.3 0.1 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.5 10.8 10.4 48.8 17.2 16.0 27.2 16.1 0.0 26.9 16.1 11.2 LnGrp LOS C B B D B B C B A C B B
Approach Vol, veh/h 338 273 35 214
Approach Delay, s/veh 17.6 17.3 23.1 13.8
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.0 15.3 4.7 23.1 5.9 15.5 12.1 15.8 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 7.4 34.2 5.4 52.2 6.4 35.2 24.4 33.2 Max Q Clear Time (g_c+I1), s 2.7 2.2 2.1 3.3 2.7 4.1 7.8 5.1 Green Ext Time (p_c), s 0.0 0.0 0.0 0.8 0.0 0.8 0.2 1.5 Intersection Summary
HCM 6th Ctrl Delay 16.8
HCM 6th LOS B
6.1-33
5087
HCM 6th AWSC California Logistics Center (JN 14274)
26: Carnegie Av. & Santa Ana St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 8
Intersection
Intersection Delay, s/veh 7.2
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 2 6 23 4 18 18
Future Vol, veh/h 2 6 23 4 18 18
Peak Hour Factor 0.64 0.64 0.64 0.64 0.64 0.64
Heavy Vehicles, % 0 00000
Mvmt Flow 3 9 36 6 28 28
Number of Lanes 2 12012
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 3
Conflicting Approach RightSB WB
Conflicting Lanes Right 3 3 0
HCM Control Delay 6.4 7.4 7.3
HCM LOS A A A
Lane NBLn1 NBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3
Vol Left, % 0% 0% 100% 18% 0% 100% 0% 0%
Vol Thru, % 100% 66% 0% 0% 0% 0% 100% 100%
Vol Right, % 0% 34% 0% 82% 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 15 12 1 4 3 18 9 9
LT Vol 0 0 1 1 0 18 0 0
Through Vol 15 8000099
RT Vol 04033000
Lane Flow Rate 24 18 2 6 5 28 14 14
Geometry Grp 88777888
Degree of Util (X) 0.031 0.022 0.003 0.007 0.003 0.04 0.018 0.011 Departure Headway (Hd) 4.599 4.358 5.16 4.178 2.26 5.079 4.579 2.879 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 778 820 690 849 1551 705 782 1239
Service Time 2.329 2.089 2.921 1.939 0.021 2.808 2.307 0.607 HCM Lane V/C Ratio 0.031 0.022 0.003 0.007 0.003 0.04 0.018 0.011 HCM Control Delay 7.5 7.2 7.9 7 5 8 7.4 5.6
HCM Lane LOS AAAAAAAA
HCM 95th-tile Q 0.1 0.1 0 0 0 0.1 0.1 0
6.1-34
5088
HCM 6th AWSC California Logistics Center (JN 14274)
29: Carnegie Av. & La Salle St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 9
Intersection
Intersection Delay, s/veh 7.5
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 9 12 41 19 13 7
Future Vol, veh/h 9 12 41 19 13 7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 0 00000
Mvmt Flow 10 13 45 21 14 8
Number of Lanes 1 11220
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 3
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 3 0 2
HCM Control Delay 7.3 7.6 7.2
HCM LOS A A A
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 0% 100% 0% 0% 0%
Vol Thru, % 0% 100% 100% 0% 0% 100% 38%
Vol Right, % 0% 0% 0% 0% 100% 0% 62%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 41 10 10 9 12 9 11
LT Vol 41 0 0 9 0 0 0
Through Vol 0 10 10 0094
RT Vol 0 0 0 0 12 0 7
Lane Flow Rate 45 10 10 10 13 9 12
Geometry Grp 8888888
Degree of Util (X) 0.063 0.013 0.008 0.014 0.014 0.012 0.014 Departure Headway (Hd) 5.075 4.574 2.873 5.155 3.956 4.632 4.199 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 706 783 1242 690 895 769 847
Service Time 2.8 2.3 0.599 2.921 1.722 2.385 1.953
HCM Lane V/C Ratio 0.064 0.013 0.008 0.014 0.015 0.012 0.014 HCM Control Delay 8.1 7.4 5.6 8 6.8 7.4 7
HCM Lane LOS AAAAAAA
HCM 95th-tile Q 0.2 000000
6.1-35
5089
Timings California Logistics Center (JN 14274)
31: Carnegie Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 10
Lane Group EBL EBT WBL WBT WBR NBL NBR SBL SBR
Lane Configurations
Traffic Volume (vph) 60 630 7 731 31 9 3 6 23
Future Volume (vph) 60 630 7 731 31 9 3 6 23
Turn Type Perm NA Perm NA Perm Perm Perm Perm Perm
Protected Phases 4 8
Permitted Phases 4 8 82266
Detector Phase 448882266
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 26.8 26.8 26.8 26.8 26.8 33.6 33.6 34.8 34.8 Total Split (s) 81.0 81.0 81.0 81.0 81.0 39.0 39.0 39.0 39.0 Total Split (%) 67.5% 67.5% 67.5% 67.5% 67.5% 32.5% 32.5% 32.5% 32.5% Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 3.6 3.6 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8 4.6 4.6 5.8 5.8 Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None None None None None None None Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 30
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Splits and Phases: 31: Carnegie Av. & Jurupa St.
6.1-36
5090
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 31: Carnegie Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 630 3 7 731 31 9 0 3 6 0 23
Future Volume (veh/h) 60 630 3 7 731 31 9 0 3 6 0 23
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 67 700 3 8 812 34 10 0 2 7 0 16
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, % 000000000000
Cap, veh/h 499 2586 11 583 1751 771 337 84 71 337 84 71 Arrive On Green 0.51 0.51 0.51 0.51 0.51 0.51 0.05 0.00 0.05 0.05 0.00 0.05 Sat Flow, veh/h 625 5050 22 714 3420 1506 1340 1800 1523 1349 1800 1525 Grp Volume(v), veh/h 67 454 249 8 812 34 10 0 2 7 0 16
Grp Sat Flow(s),veh/h/ln 625 1638 1796 714 1710 1506 1340 1800 1523 1349 1800 1525 Q Serve(g_s), s 2.0 2.1 2.1 0.2 4.0 0.3 0.2 0.0 0.0 0.1 0.0 0.3 Cycle Q Clear(g_c), s 6.0 2.1 2.1 2.2 4.0 0.3 0.2 0.0 0.0 0.1 0.0 0.3 Prop In Lane 1.00 0.01 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 499 1678 919 583 1751 771 337 84 71 337 84 71 V/C Ratio(X) 0.13 0.27 0.27 0.01 0.46 0.04 0.03 0.00 0.03 0.02 0.00 0.22 Avail Cap(c_a), veh/h 1965 9368 5134 2258 9780 4308 2027 2355 1992 1977 2272 1926 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 6.0 3.6 3.6 4.3 4.1 3.2 12.0 0.0 12.0 12.0 0.0 12.1 Incr Delay (d2), s/veh 0.1 0.1 0.2 0.0 0.2 0.0 0.0 0.0 0.2 0.0 0.0 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.2 3.7 3.8 4.3 4.3 3.2 12.1 0.0 12.1 12.0 0.0 13.6 LnGrp LOS AAAAAABABBAB
Approach Vol, veh/h 770 854 12 23
Approach Delay, s/veh 4.0 4.3 12.1 13.1
Approach LOS AABB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 7.0 19.3 7.0 19.3
Change Period (Y+Rc), s * 5.8 5.8 5.8 5.8
Max Green Setting (Gmax), s * 34 75.2 33.2 75.2
Max Q Clear Time (g_c+I1), s 2.2 8.0 2.3 6.0
Green Ext Time (p_c), s 0.0 5.4 0.0 6.3
Intersection Summary
HCM 6th Ctrl Delay 4.3
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
6.1-37
5091
HCM 6th AWSC California Logistics Center (JN 14274)
37: Commerce Pkwy. & Santa Ana St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 12
Intersection
Intersection Delay, s/veh 8.5
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 22 1 0 4 33 0 206 25 51 72 3
Future Vol, veh/h 0 22 1 0 4 33 0 206 25 51 72 3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 0 00000000000
Mvmt Flow 0 23 1 0 4 35 0 217 26 54 76 3
Number of Lanes 1 20120120120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 3 3 3 3
HCM Control Delay 8.4 7.8 8.6 8.5
HCM LOS A A A A
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% 0% 0%
Vol Thru, % 100% 100% 73% 100% 100% 88% 100% 100% 4% 0% 100% 89% Vol Right, % 0% 0% 27% 0% 0% 12% 0% 0% 96% 0% 0% 11%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 0 137 94 0 15 8 0 3 34 51 48 27
LT Vol 0 0 0 0 0 0 0 0 0 51 0 0
Through Vol 0 137 69 0 15 7 0 3 1 0 48 24
RT Vol 0 0 25 0 0 1 0 0 33 0 0 3
Lane Flow Rate 0 145 99 0 15 9 0 3 36 54 51 28
Geometry Grp 888888888888
Degree of Util (X) 0 0.199 0.13 0 0.024 0.013 0 0.004 0.049 0.084 0.072 0.04 Departure Headway (Hd) 4.95 4.95 4.763 5.549 5.549 5.465 5.525 5.525 4.851 5.644 5.142 5.064 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 0 726 753 0 644 654 0 647 737 635 697 707
Service Time 2.676 2.676 2.489 3.289 3.289 3.205 3.264 3.264 2.589 3.374 2.873 2.795 HCM Lane V/C Ratio 0 0.2 0.131 0 0.023 0.014 0 0.005 0.049 0.085 0.073 0.04 HCM Control Delay 7.7 8.9 8.2 8.3 8.4 8.3 8.3 8.3 7.8 8.9 8.3 8 HCM Lane LOS N A A N A A N A A A A A
HCM 95th-tile Q 0 0.7 0.4 0 0.1 0 0 0 0.2 0.3 0.2 0.1
6.1-38
5092
Timings California Logistics Center (JN 14274)
41: Commerce Pkwy. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 13
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 79 545 20 735 153 14 5 43 4 20
Future Volume (vph) 79 545 20 735 153 14 5 43 4 20
Turn Type Prot NA Prot NA Perm Prot NA Prot NA Perm
Protected Phases 7438 5216
Permitted Phases 8 6
Detector Phase 7438852166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 29.8 9.6 29.8 29.8 9.6 33.6 9.6 26.8 26.8 Total Split (s) 21.0 59.0 13.0 51.0 51.0 12.0 36.0 12.0 36.0 36.0 Total Split (%) 17.5% 49.2% 10.8% 42.5% 42.5% 10.0% 30.0% 10.0% 30.0% 30.0% Yellow Time (s) 3.6 4.8 3.6 4.8 4.8 3.6 3.6 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 5.8 5.8 4.6 4.6 4.6 5.8 5.8 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 60.5
Natural Cycle: 85
Control Type: Actuated-Uncoordinated
Splits and Phases: 41: Commerce Pkwy. & Jurupa St.
6.1-39
5093
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 41: Commerce Pkwy. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 79 545 14 20 735 153 14 5 34 43 4 20 Future Volume (veh/h) 79 545 14 20 735 153 14 5 34 43 4 20 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1800 1800 1700 1800 1800 1700 1800 1800 1600 1800 1800 Adj Flow Rate, veh/h 86 592 14 22 799 0 15 5 26 47 4 15 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, % 000000000000
Cap, veh/h 113 1943 46 43 1198 30 30 156 141 266 225
Arrive On Green 0.07 0.39 0.39 0.03 0.35 0.00 0.02 0.12 0.12 0.05 0.15 0.15 Sat Flow, veh/h 1619 4939 116 1619 3420 1525 1619 252 1312 2956 1800 1525 Grp Volume(v), veh/h 86 392 214 22 799 0 15 0 31 47 4 15 Grp Sat Flow(s),veh/h/ln 1619 1638 1779 1619 1710 1525 1619 0 1564 1478 1800 1525 Q Serve(g_s), s 2.6 4.1 4.2 0.7 10.0 0.0 0.5 0.0 0.9 0.8 0.1 0.4 Cycle Q Clear(g_c), s 2.6 4.1 4.2 0.7 10.0 0.0 0.5 0.0 0.9 0.8 0.1 0.4 Prop In Lane 1.00 0.07 1.00 1.00 1.00 0.84 1.00 1.00
Lane Grp Cap(c), veh/h 113 1289 700 43 1198 30 0 186 141 266 225 V/C Ratio(X) 0.76 0.30 0.31 0.52 0.67 0.49 0.00 0.17 0.33 0.02 0.07 Avail Cap(c_a), veh/h 528 3466 1882 270 3074 238 0 977 435 1081 916 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 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.0 10.5 10.5 24.2 13.8 0.0 24.4 0.0 19.9 23.2 18.3 18.4 Incr Delay (d2), s/veh 4.0 0.1 0.2 3.6 0.6 0.0 4.5 0.0 0.4 0.5 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 1.1 1.2 0.3 3.0 0.0 0.2 0.0 0.3 0.2 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.0 10.6 10.8 27.7 14.5 0.0 29.0 0.0 20.3 23.7 18.3 18.6 LnGrp LOS C B B C B C A C C B B
Approach Vol, veh/h 692 821 A 46 66
Approach Delay, s/veh 12.7 14.8 23.2 22.2
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.0 11.8 5.9 25.6 5.5 13.2 8.1 23.4 Change Period (Y+Rc), s 4.6 * 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 7.4 * 31 8.4 53.2 7.4 30.2 16.4 45.2 Max Q Clear Time (g_c+I1), s 2.8 2.9 2.7 6.2 2.5 2.4 4.6 12.0 Green Ext Time (p_c), s 0.0 0.1 0.0 3.8 0.0 0.0 0.1 5.7 Intersection Summary
HCM 6th Ctrl Delay 14.5
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.
6.1-40
5094
HCM 6th AWSC California Logistics Center (JN 14274)
45: Doubleday Av. & Santa Ana St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 15
Intersection
Intersection Delay, s/veh 7.6
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 25 45 28 8 25 10 1 7 2 9 4 11
Future Vol, veh/h 25 45 28 8 25 10 1 7 2 9 4 11
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, % 0 00000000000
Mvmt Flow 27 48 30 9 27 11 1 7 2 10 4 12
Number of Lanes 1 20120120120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 3 3 3 3
HCM Control Delay 7.6 7.5 7.6 7.5
HCM LOS A A A A
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 54% 0% 100% 35% 0% 100% 45% 0% 100% 11% Vol Right, % 0% 0% 46% 0% 0% 65% 0% 0% 55% 0% 0% 89%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 1 5 4 25 30 43 8 17 18 9 3 12
LT Vol 1 0 0 25 0 0 8 0 0 9 0 0
Through Vol 0 5 2 0 30 15 0 17 8 0 3 1
RT Vol 0 0 2 0 0 28 0 0 10 0 0 11
Lane Flow Rate 1 5 5 27 32 46 9 18 20 10 3 13
Geometry Grp 888888888888
Degree of Util (X) 0.002 0.007 0.006 0.038 0.041 0.053 0.012 0.023 0.023 0.014 0.004 0.016 Departure Headway (Hd) 5.422 4.922 4.599 5.127 4.627 4.171 5.202 4.702 4.32 5.396 4.896 4.271 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 664 731 783 695 769 852 681 752 817 667 735 843
Service Time 3.123 2.623 2.3 2.884 2.384 1.928 2.99 2.49 2.108 3.096 2.596 1.971 HCM Lane V/C Ratio 0.002 0.007 0.006 0.039 0.042 0.054 0.013 0.024 0.024 0.015 0.004 0.015 HCM Control Delay 8.1 7.7 7.3 8.1 7.6 7.2 8.1 7.6 7.2 8.2 7.6 7 HCM Lane LOS AAAAAAAAAAAA
HCM 95th-tile Q 0 0 0 0.1 0.1 0.2 0 0.1 0.1 0 0 0
6.1-41
5095
HCM 6th AWSC California Logistics Center (JN 14274)
47: Dupont Av. & Santa Ana St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 16
Intersection
Intersection Delay, s/veh 7.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 33 7 11 22 11 24 67 8 3 28 8
Future Vol, veh/h 8 33 7 11 22 11 24 67 8 3 28 8
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, % 0 00000000000
Mvmt Flow 9 36 8 12 24 12 26 74 9 3 31 9
Number of Lanes 1 20120120120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 3 3 3 3
HCM Control Delay 7.9 7.8 7.9 7.7
HCM LOS A A A A
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 74% 0% 100% 61% 0% 100% 40% 0% 100% 54% Vol Right, % 0% 0% 26% 0% 0% 39% 0% 0% 60% 0% 0% 46%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 24 45 30 8 22 18 11 15 18 3 19 17
LT Vol 24 0 0 8 0 0 11 0 0 3 0 0
Through Vol 0 45 22 0 22 11 0 15 7 0 19 9
RT Vol 0 0 8 0 0 7 0 0 11 0 0 8
Lane Flow Rate 26 49 33 9 24 20 12 16 20 3 21 19
Geometry Grp 888888888888
Degree of Util (X) 0.039 0.066 0.043 0.013 0.034 0.026 0.018 0.022 0.026 0.005 0.028 0.025 Departure Headway (Hd) 5.35 4.85 4.665 5.489 4.989 4.716 5.496 4.996 4.576 5.476 4.976 4.653 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 672 741 770 655 720 762 654 719 785 656 722 772
Service Time 3.061 2.561 2.376 3.199 2.699 2.427 3.209 2.709 2.289 3.188 2.688 2.365 HCM Lane V/C Ratio 0.039 0.066 0.043 0.014 0.033 0.026 0.018 0.022 0.025 0.005 0.029 0.025 HCM Control Delay 8.3 7.9 7.6 8.3 7.9 7.6 8.3 7.8 7.4 8.2 7.8 7.5 HCM Lane LOS AAAAAAAAAAAA
HCM 95th-tile Q 0.1 0.2 0.1 0 0.1 0.1 0.1 0.1 0.1 0 0.1 0.1
6.1-42
5096
HCM 6th TWSC California Logistics Center (JN 14274)
48: Dupont Av. & Doubleday Av. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 17
Intersection
Int Delay, s/veh 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 13 35 114 20 0
Future Vol, veh/h 1 13 35 114 20 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 140 - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 84 84 84 84 84 84
Heavy Vehicles, % 0 00000
Mvmt Flow 1 15 42 136 24 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 176 12 24 0 - 0
Stage 1 24 -----
Stage 2 152 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 803 1072 1604 - - -
Stage 1 1001 -----
Stage 2 866 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 782 1072 1604 - - -
Mov Cap-2 Maneuver 813 -----
Stage 1 975 -----
Stage 2 866 -----
Approach EB NB SB
HCM Control Delay, s 8.5 1.7 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1604 - 813 1072 - -
HCM Lane V/C Ratio 0.026 - 0.001 0.014 - -
HCM Control Delay (s) 7.3 - 9.4 8.4 - -
HCM Lane LOS A - A A - -
HCM 95th %tile Q(veh) 0.1 - 0 0 - -
6.1-43
5097
Timings California Logistics Center (JN 14274)
50: Dupont Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 18
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 57 513 100 855 24 33 8 6
Future Volume (vph) 57 513 100 855 24 33 8 6
Turn Type Prot NA Prot NA Perm NA Perm NA
Protected Phases 7438 2 6
Permitted Phases 2 6
Detector Phase 74382266
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 26.8 9.6 26.8 34.4 34.4 34.4 34.4 Total Split (s) 23.0 49.0 29.0 55.0 42.0 42.0 42.0 42.0 Total Split (%) 19.2% 40.8% 24.2% 45.8% 35.0% 35.0% 35.0% 35.0% Yellow Time (s) 3.6 4.8 3.6 4.8 4.4 4.4 4.4 4.4
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.8 4.6 5.8 5.4 5.4 5.4 5.4
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 48.7
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Splits and Phases: 50: Dupont Av. & Jurupa St.
6.1-44
5098
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 50: Dupont Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 57 513 19 100 855 72 24 33 90 8 6 13 Future Volume (veh/h) 57 513 19 100 855 72 24 33 90 8 6 13 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 58 523 18 102 872 72 24 34 68 8 6 7 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 000000000000
Cap, veh/h 95 1633 56 135 1663 137 436 338 302 374 338 302 Arrive On Green 0.06 0.33 0.33 0.08 0.36 0.36 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1619 4879 167 1619 4627 381 1344 1710 1525 1240 1710 1525 Grp Volume(v), veh/h 58 350 191 102 617 327 24 34 68 8 6 7 Grp Sat Flow(s),veh/h/ln 1619 1638 1770 1619 1638 1731 1344 1710 1525 1240 1710 1525 Q Serve(g_s), s 1.4 3.3 3.3 2.5 6.1 6.1 0.6 0.7 1.5 0.2 0.1 0.2 Cycle Q Clear(g_c), s 1.4 3.3 3.3 2.5 6.1 6.1 0.8 0.7 1.5 1.8 0.1 0.2 Prop In Lane 1.00 0.09 1.00 0.22 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 95 1096 592 135 1177 622 436 338 302 374 338 302 V/C Ratio(X) 0.61 0.32 0.32 0.75 0.52 0.53 0.06 0.10 0.23 0.02 0.02 0.02 Avail Cap(c_a), veh/h 724 3439 1858 960 3917 2070 1366 1521 1357 1232 1521 1357 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.9 10.2 10.2 18.4 10.4 10.4 13.6 13.5 13.9 14.6 13.3 13.3 Incr Delay (d2), s/veh 2.3 0.2 0.3 3.2 0.4 0.7 0.1 0.1 0.4 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 0.5 0.8 0.9 0.9 1.5 1.6 0.1 0.2 0.4 0.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.2 10.4 10.5 21.6 10.8 11.1 13.7 13.6 14.2 14.6 13.3 13.3 LnGrp LOS C B B C BBBBBBBB
Approach Vol, veh/h 599 1046 126 21
Approach Delay, s/veh 11.5 11.9 14.0 13.8
Approach LOS BBBB
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 13.5 8.0 19.6 13.5 7.0 20.6
Change Period (Y+Rc), s 5.4 4.6 5.8 5.4 4.6 5.8
Max Green Setting (Gmax), s 36.6 24.4 43.2 36.6 18.4 49.2 Max Q Clear Time (g_c+I1), s 3.5 4.5 5.3 3.8 3.4 8.1
Green Ext Time (p_c), s 0.6 0.1 3.3 0.1 0.0 6.6
Intersection Summary
HCM 6th Ctrl Delay 11.9
HCM 6th LOS B
6.1-45
5099
Timings California Logistics Center (JN 14274)
51: Milliken Av. & E. Airport Dr. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 15
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 73 112 23 84 144 23 660 365 886 144 Future Volume (vph) 73 112 23 84 144 23 660 365 886 144 Turn Type Prot NA Perm Prot NA Prot NA Prot NA pm+ov
Protected Phases 7 4 3852167
Permitted Phases 4 6
Detector Phase 7443852167
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s) 9.6 36.8 36.8 9.6 48.8 9.6 31.2 9.6 36.2 9.6 Total Split (s) 10.0 41.5 41.5 17.3 48.8 9.6 33.2 38.0 61.6 10.0 Total Split (%) 7.7% 31.9% 31.9% 13.3% 37.5% 7.4% 25.5% 29.2% 47.4% 7.7% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 3.6 5.2 3.6 5.2 3.6 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 4.6 6.2 4.6 6.2 4.6 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 103.8
Natural Cycle: 125
Control Type: Actuated-Uncoordinated
Splits and Phases: 51: Milliken Av. & E. Airport Dr.
6.1-46
5100
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 51: Milliken Av. & E. Airport Dr. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 16
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 73 112 23 84 144 223 23 660 77 365 886 144 Future Volume (veh/h) 73 112 23 84 144 223 23 660 77 365 886 144 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1700 1800 1800 1600 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 85 130 14 98 167 158 27 767 74 424 1030 118 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 000000000000
Cap, veh/h 160 450 200 122 263 232 84 1072 103 462 2419 832 Arrive On Green 0.05 0.13 0.13 0.08 0.15 0.15 0.03 0.24 0.24 0.29 0.49 0.49 Sat Flow, veh/h 2956 3420 1525 1619 1718 1515 2956 4559 437 1619 4914 1524 Grp Volume(v), veh/h 85 130 14 98 166 159 27 550 291 424 1030 118 Grp Sat Flow(s),veh/h/ln 1478 1710 1525 1619 1710 1524 1478 1638 1721 1619 1638 1524 Q Serve(g_s), s 2.2 2.7 0.6 4.6 7.1 7.7 0.7 12.0 12.1 19.7 10.5 3.0 Cycle Q Clear(g_c), s 2.2 2.7 0.6 4.6 7.1 7.7 0.7 12.0 12.1 19.7 10.5 3.0 Prop In Lane 1.00 1.00 1.00 0.99 1.00 0.25 1.00 1.00
Lane Grp Cap(c), veh/h 160 450 200 122 262 233 84 770 405 462 2419 832 V/C Ratio(X) 0.53 0.29 0.07 0.80 0.64 0.68 0.32 0.71 0.72 0.92 0.43 0.14 Avail Cap(c_a), veh/h 205 1569 700 264 945 842 190 1136 597 695 3498 1167 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.9 30.5 29.6 35.4 30.9 31.2 37.1 27.4 27.4 26.9 12.7 8.7 Incr Delay (d2), s/veh 1.0 0.4 0.1 4.5 2.5 3.5 0.8 1.2 2.4 9.7 0.1 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 1.0 0.2 1.9 2.9 2.8 0.2 4.3 4.7 7.9 3.1 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.9 30.9 29.8 39.9 33.5 34.7 37.9 28.6 29.8 36.6 12.8 8.8 LnGrp LOS DCCDCCDCCDBA
Approach Vol, veh/h 229 423 868 1572
Approach Delay, s/veh 33.0 35.4 29.3 18.9
Approach LOS C D C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 26.8 24.5 10.5 16.0 6.8 44.5 8.8 17.7 Change Period (Y+Rc), s 4.6 6.2 4.6 5.8 4.6 6.2 4.6 5.8 Max Green Setting (Gmax), s 33.4 27.0 12.7 35.7 5.0 55.4 5.4 43.0 Max Q Clear Time (g_c+I1), s 21.7 14.1 6.6 4.7 2.7 12.5 4.2 9.7 Green Ext Time (p_c), s 0.5 4.0 0.0 0.7 0.0 8.3 0.0 1.8 Intersection Summary
HCM 6th Ctrl Delay 25.1
HCM 6th LOS C
6.1-47
5101
Timings California Logistics Center (JN 14274)
52: Milliken Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 17
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 225 736 310 110 527 463 821 114 143 416 70 Future Volume (vph) 225 736 310 110 527 463 821 114 143 416 70 Turn Type Prot NA pm+ov Prot NA Prot NA Perm Prot NA pm+ov Protected Phases 7453852 167
Permitted Phases 4 2 6
Detector Phase 74538522167
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 Minimum Split (s) 9.6 38.8 9.6 9.6 38.8 9.6 35.2 35.2 9.6 39.2 9.6 Total Split (s) 16.0 42.9 25.0 11.9 38.8 25.0 51.8 51.8 13.4 40.2 16.0 Total Split (%) 13.3% 35.8% 20.8% 9.9% 32.3% 20.8% 43.2% 43.2% 11.2% 33.5% 13.3% Yellow Time (s) 3.6 4.8 3.6 3.6 4.8 3.6 5.2 5.2 3.6 5.2 3.6 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 4.6 5.8 4.6 6.2 6.2 4.6 6.2 4.6 Lead/Lag Lead Lag Lead Lead Lag Lead Lag Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 85.3
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Splits and Phases: 52: Milliken Av. & Jurupa St.
6.1-48
5102
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 52: Milliken Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 225 736 310 110 527 76 463 821 114 143 416 70 Future Volume (veh/h) 225 736 310 110 527 76 463 821 114 143 416 70 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1600 1800 1800 1600 1800 1800 1600 1800 1800 Adj Flow Rate, veh/h 232 759 215 113 543 53 477 846 100 147 429 36 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 000000000000
Cap, veh/h 318 1263 690 197 985 95 577 1359 422 221 767 402 Arrive On Green 0.11 0.26 0.26 0.07 0.22 0.22 0.20 0.28 0.28 0.07 0.16 0.16 Sat Flow, veh/h 2956 4914 1525 2956 4557 440 2956 4914 1525 2956 4914 1525 Grp Volume(v), veh/h 232 759 215 113 389 207 477 846 100 147 429 36 Grp Sat Flow(s),veh/h/ln 1478 1638 1525 1478 1638 1721 1478 1638 1525 1478 1638 1525 Q Serve(g_s), s 5.0 8.9 5.9 2.4 6.9 7.0 10.1 9.8 3.3 3.2 5.3 1.2 Cycle Q Clear(g_c), s 5.0 8.9 5.9 2.4 6.9 7.0 10.1 9.8 3.3 3.2 5.3 1.2 Prop In Lane 1.00 1.00 1.00 0.26 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 318 1263 690 197 708 372 577 1359 422 221 767 402 V/C Ratio(X) 0.73 0.60 0.31 0.57 0.55 0.56 0.83 0.62 0.24 0.67 0.56 0.09 Avail Cap(c_a), veh/h 517 2795 1165 331 1657 871 925 3435 1066 399 2561 959 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.2 21.3 11.4 29.5 22.7 22.8 25.2 20.6 18.3 29.4 25.4 18.1 Incr Delay (d2), s/veh 1.2 0.5 0.3 1.0 0.7 1.3 1.6 0.5 0.3 1.3 0.6 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 3.0 1.6 0.8 2.4 2.6 3.2 3.2 1.1 1.0 1.8 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.4 21.8 11.7 30.5 23.4 24.1 26.8 21.1 18.5 30.7 26.1 18.2 LnGrp LOS C C B CCCCCBCCB
Approach Vol, veh/h 1206 709 1423 612
Approach Delay, s/veh 21.4 24.7 22.8 26.7
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.5 24.2 9.0 22.6 17.3 16.4 11.6 19.9 Change Period (Y+Rc), s 4.6 6.2 4.6 5.8 4.6 6.2 4.6 5.8 Max Green Setting (Gmax), s 8.8 45.6 7.3 37.1 20.4 34.0 11.4 33.0 Max Q Clear Time (g_c+I1), s 5.2 11.8 4.4 10.9 12.1 7.3 7.0 9.0 Green Ext Time (p_c), s 0.1 6.2 0.0 5.9 0.6 2.7 0.2 3.5 Intersection Summary
HCM 6th Ctrl Delay 23.3
HCM 6th LOS C
6.1-49
5103
Timings California Logistics Center (JN 14274)
53: Milliken Av. & Mission Bl. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 19
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 222 2 21 17 238 327 1310 122 610 363 Future Volume (vph) 222 2 21 17 238 327 1310 122 610 363 Turn Type Prot NA Prot NA Perm Prot NA Prot NA Perm
Protected Phases 7438 5216
Permitted Phases 8 6
Detector Phase 7438852166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 16.5 9.6 16.5 16.5 9.6 40.2 9.6 27.2 27.2 Total Split (s) 21.0 33.0 12.0 24.0 24.0 27.0 59.0 16.0 48.0 48.0 Total Split (%) 17.5% 27.5% 10.0% 20.0% 20.0% 22.5% 49.2% 13.3% 40.0% 40.0% Yellow Time (s) 3.6 5.5 3.6 5.5 5.5 3.6 5.2 3.6 5.2 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 4.6 6.5 6.5 4.6 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 92.2
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Splits and Phases: 53: Milliken Av. & Mission Bl.
6.1-50
5104
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 53: Milliken Av. & Mission Bl. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 20
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 222 2 52 21 17 238 327 1310 15 122 610 363 Future Volume (veh/h) 222 2 52 21 17 238 327 1310 15 122 610 363 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1700 1800 1800 1600 1800 1800 1600 1800 1800 Adj Flow Rate, veh/h 247 2 49 23 0 210 363 1456 16 136 678 0 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, % 000000000000
Cap, veh/h 325 13 315 41 0 393 447 2056 23 201 1609
Arrive On Green 0.11 0.21 0.21 0.03 0.00 0.13 0.15 0.41 0.41 0.07 0.33 0.00 Sat Flow, veh/h 2956 60 1474 1619 0 3051 2956 5011 55 2956 4914 1525 Grp Volume(v), veh/h 247 0 51 23 0 210 363 952 520 136 678 0 Grp Sat Flow(s),veh/h/ln 1478 0 1535 1619 0 1525 1478 1638 1790 1478 1638 1525 Q Serve(g_s), s 6.3 0.0 2.1 1.1 0.0 5.0 9.2 18.7 18.7 3.5 8.3 0.0 Cycle Q Clear(g_c), s 6.3 0.0 2.1 1.1 0.0 5.0 9.2 18.7 18.7 3.5 8.3 0.0 Prop In Lane 1.00 0.96 1.00 1.00 1.00 0.03 1.00 1.00
Lane Grp Cap(c), veh/h 325 0 328 41 0 393 447 1344 735 201 1609 V/C Ratio(X) 0.76 0.00 0.16 0.56 0.00 0.53 0.81 0.71 0.71 0.68 0.42 Avail Cap(c_a), veh/h 626 0 525 155 0 689 855 2234 1221 435 2652 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 33.5 0.0 24.8 37.3 0.0 31.6 31.8 19.0 19.0 35.2 20.3 0.0 Incr Delay (d2), s/veh 1.4 0.0 0.2 4.5 0.0 1.1 1.4 0.7 1.3 1.5 0.2 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 2.1 0.0 0.7 0.4 0.0 1.7 3.1 6.1 6.8 1.2 2.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.9 0.0 25.0 41.8 0.0 32.7 33.2 19.7 20.2 36.7 20.5 0.0 LnGrp LOS C A C D A C C B C D C
Approach Vol, veh/h 298 233 1835 814 A
Approach Delay, s/veh 33.2 33.6 22.5 23.2
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.9 38.0 6.6 23.0 16.3 31.6 13.1 16.5 Change Period (Y+Rc), s 4.6 6.2 4.6 6.5 4.6 6.2 4.6 6.5 Max Green Setting (Gmax), s 11.4 52.8 7.4 26.5 22.4 41.8 16.4 17.5 Max Q Clear Time (g_c+I1), s 5.5 20.7 3.1 4.1 11.2 10.3 8.3 7.0 Green Ext Time (p_c), s 0.1 11.1 0.0 0.2 0.5 4.4 0.3 0.5 Intersection Summary
HCM 6th Ctrl Delay 24.5
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
6.1-51
5105
Timings California Logistics Center (JN 14274)
54: I-15 SB Ramps & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 21
Lane Group EBT EBR WBL WBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 694 176 445 646 540 3 994
Future Volume (vph) 694 176 445 646 540 3 994
Turn Type NA Perm Prot NA Split NA Perm
Protected Phases 2 1644
Permitted Phases 2 4
Detector Phase 2216444
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 34.0 34.0 10.0 11.0 10.0 10.0 10.0
Total Split (s) 35.0 35.0 19.0 54.0 36.0 36.0 36.0
Total Split (%) 38.9% 38.9% 21.1% 60.0% 40.0% 40.0% 40.0% Yellow Time (s) 5.0 5.0 4.0 5.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 5.0 6.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode Min Min None Min None None None
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 81.4
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Splits and Phases: 54: I-15 SB Ramps & Jurupa St.
6.1-52
5106
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 54: I-15 SB Ramps & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 694 176 445 646 0 0 0 0 540 3 994 Future Volume (veh/h) 0 694 176 445 646 0 0 0 0 540 3 994 Initial Q (Qb), veh 000000 000
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 1800 1800 1600 1800 0 1700 1800 1800 Adj Flow Rate, veh/h 0 763 141 489 710 0 396 0 1120
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 000000 000
Cap, veh/h 0 1131 319 544 2256 0 642 0 1209
Arrive On Green 0.00 0.21 0.21 0.18 0.46 0.00 0.40 0.00 0.40 Sat Flow, veh/h 0 5400 1525 2956 5076 0 1619 0 3051
Grp Volume(v), veh/h 0 763 141 489 710 0 396 0 1120
Grp Sat Flow(s),veh/h/ln 0 1800 1525 1478 1638 0 1619 0 1525 Q Serve(g_s), s 0.0 9.9 6.1 12.3 7.0 0.0 14.9 0.0 26.6
Cycle Q Clear(g_c), s 0.0 9.9 6.1 12.3 7.0 0.0 14.9 0.0 26.6 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1131 319 544 2256 0 642 0 1209 V/C Ratio(X) 0.00 0.67 0.44 0.90 0.31 0.00 0.62 0.00 0.93 Avail Cap(c_a), veh/h 0 2058 581 544 3100 0 660 0 1243
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 27.7 26.2 30.4 13.0 0.0 18.4 0.0 21.9 Incr Delay (d2), s/veh 0.0 0.5 0.7 17.4 0.1 0.0 1.7 0.0 11.7 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 3.9 2.1 5.3 2.2 0.0 5.1 0.0 10.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 28.2 26.9 47.7 13.1 0.0 20.0 0.0 33.6 LnGrp LOS A C C D B A C A C
Approach Vol, veh/h 904 1199 1516
Approach Delay, s/veh 28.0 27.2 30.0
Approach LOS C C C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 19.0 21.9 35.2 40.9
Change Period (Y+Rc), s 5.0 6.0 5.0 6.0
Max Green Setting (Gmax), s 14.0 29.0 31.0 48.0
Max Q Clear Time (g_c+I1), s 14.3 11.9 28.6 9.0
Green Ext Time (p_c), s 0.0 4.0 1.5 4.0
Intersection Summary
HCM 6th Ctrl Delay 28.6
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.
6.1-53
5107
Timings California Logistics Center (JN 14274)
55: I-15 NB Ramps & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 23
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Configurations
Traffic Volume (vph) 395 839 816 386 275 0 575
Future Volume (vph) 395 839 816 386 275 0 575
Turn Type Prot NA NA Perm Split NA Perm
Protected Phases 5 2 6 8 8
Permitted Phases 6 8
Detector Phase 5266888
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.6 30.1 10.1 10.1 10.1 10.1 10.1
Total Split (s) 23.0 57.0 34.0 34.0 33.0 33.0 33.0
Total Split (%) 25.6% 63.3% 37.8% 37.8% 36.7% 36.7% 36.7% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 3.6
All-Red Time (s) 1.0 1.5 1.5 1.5 1.5 1.5 1.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.1 5.1 5.1 5.1 5.1 5.1
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None Min Min Min None None None
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 70.3
Natural Cycle: 50
Control Type: Actuated-Uncoordinated
Splits and Phases: 55: I-15 NB Ramps & Jurupa St.
6.1-54
5108
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 55: I-15 NB Ramps & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 24
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 395 839 0 0 816 386 275 0 575 0 0 0 Future Volume (veh/h) 395 839 0 0 816 386 275 0 575 0 0 0 Initial Q (Qb), veh 000000000
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 1600 1800 0 0 1800 1800 1600 1800 1800 Adj Flow Rate, veh/h 420 893 0 0 868 329 195 0 551
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 000000000
Cap, veh/h 534 2821 0 0 1536 477 376 0 753
Arrive On Green 0.18 0.57 0.00 0.00 0.31 0.31 0.25 0.00 0.25 Sat Flow, veh/h 2956 5076 0 0 5076 1525 1524 0 3051
Grp Volume(v), veh/h 420 893 0 0 868 329 195 0 551
Grp Sat Flow(s),veh/h/ln 1478 1638 0 0 1638 1525 1524 0 1525 Q Serve(g_s), s 7.7 5.4 0.0 0.0 8.4 10.8 6.3 0.0 9.4
Cycle Q Clear(g_c), s 7.7 5.4 0.0 0.0 8.4 10.8 6.3 0.0 9.4 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 534 2821 0 0 1536 477 376 0 753
V/C Ratio(X) 0.79 0.32 0.00 0.00 0.57 0.69 0.52 0.00 0.73 Avail Cap(c_a), veh/h 956 4481 0 0 2495 775 747 0 1495
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 22.3 6.3 0.0 0.0 16.3 17.1 18.5 0.0 19.7 Incr Delay (d2), s/veh 1.0 0.0 0.0 0.0 0.2 1.3 1.1 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 2.4 1.2 0.0 0.0 2.6 3.2 2.0 0.0 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.3 6.4 0.0 0.0 16.6 18.5 19.6 0.0 21.1 LnGrp LOS C AAABBBAC
Approach Vol, veh/h 1313 1197 746
Approach Delay, s/veh 11.8 17.1 20.7
Approach LOS B B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 37.8 14.9 22.9 19.1
Change Period (Y+Rc), s 5.1 4.6 5.1 5.1
Max Green Setting (Gmax), s 51.9 18.4 28.9 27.9
Max Q Clear Time (g_c+I1), s 7.4 9.7 12.8 11.4
Green Ext Time (p_c), s 5.3 0.6 5.0 2.6
Intersection Summary
HCM 6th Ctrl Delay 15.8
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.
6.1-55
5109
Timings California Logistics Center (JN 14274)
1: Haven Av. & Inland Empire Bl. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 209 369 412 371 249 43 365 2046 471 43 1863 72 Future Volume (vph) 209 369 412 371 249 43 365 2046 471 43 1863 72 Turn Type Prot NA pm+ov Prot NA Free Prot NA Free Prot NA Free Protected Phases 74538 52 16
Permitted Phases 4 Free Free Free
Detector Phase 74538 52 16
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 45.8 9.6 9.6 39.8 9.6 32.8 9.6 38.8 Total Split (s) 17.2 45.8 21.0 16.0 44.6 21.0 58.6 9.6 47.2 Total Split (%) 13.2% 35.2% 16.2% 12.3% 34.3% 16.2% 45.1% 7.4% 36.3% Yellow Time (s) 3.6 4.8 3.6 3.6 4.8 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 4.6 5.8 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 110.8
Natural Cycle: 125
Control Type: Actuated-Uncoordinated
Splits and Phases: 1: Haven Av. & Inland Empire Bl.
6.1-56
5110
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 1: Haven Av. & Inland Empire Bl. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 209 369 412 371 249 43 365 2046 471 43 1863 72 Future Volume (veh/h) 209 369 412 371 249 43 365 2046 471 43 1863 72 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1500 1800 1800 1600 1800 1800 1600 1800 1800 Adj Flow Rate, veh/h 218 384 255 386 259 0 380 2131 0 45 1941 0 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, % 000000000000
Cap, veh/h 272 625 501 429 676 430 2982 102 2294
Arrive On Green 0.09 0.18 0.18 0.11 0.20 0.00 0.15 0.48 0.00 0.03 0.37 0.00 Sat Flow, veh/h 2956 3420 1525 4029 3420 1525 2956 6192 1525 2956 6192 1525 Grp Volume(v), veh/h 218 384 255 386 259 0 380 2131 0 45 1941 0 Grp Sat Flow(s),veh/h/ln 1478 1710 1525 1343 1710 1525 1478 1548 1525 1478 1548 1525 Q Serve(g_s), s 7.7 11.1 14.4 10.1 7.0 0.0 13.5 29.1 0.0 1.6 30.7 0.0 Cycle Q Clear(g_c), s 7.7 11.1 14.4 10.1 7.0 0.0 13.5 29.1 0.0 1.6 30.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 272 625 501 429 676 430 2982 102 2294 V/C Ratio(X) 0.80 0.61 0.51 0.90 0.38 0.88 0.71 0.44 0.85 Avail Cap(c_a), veh/h 348 1279 793 429 1241 453 3057 138 2397 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 47.6 40.2 29.0 47.2 37.3 0.0 44.8 21.9 0.0 50.6 30.9 0.0 Incr Delay (d2), s/veh 7.7 1.0 0.8 20.8 0.4 0.0 16.8 0.8 0.0 1.1 2.9 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 3.0 4.6 5.1 4.1 2.9 0.0 5.8 9.8 0.0 0.6 11.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.3 41.2 29.8 68.0 37.6 0.0 61.6 22.7 0.0 51.7 33.8 0.0 LnGrp LOS E D C E D E C D C
Approach Vol, veh/h 857 645 A 2511 A 1986 A
Approach Delay, s/veh 41.4 55.8 28.6 34.2
Approach LOS D E C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.3 57.3 16.0 25.4 20.2 45.4 14.4 26.9 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 5.0 52.8 11.4 40.0 16.4 41.4 12.6 38.8 Max Q Clear Time (g_c+I1), s 3.6 31.1 12.1 16.4 15.5 32.7 9.7 9.0 Green Ext Time (p_c), s 0.0 15.6 0.0 3.1 0.1 6.9 0.1 1.5 Intersection Summary
HCM 6th Ctrl Delay 35.2
HCM 6th LOS D
Notes
Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
6.1-57
5111
Timings California Logistics Center (JN 14274)
2: Haven Av. & I-10 WB Ramps 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 3
Lane Group WBL WBR NBT NBR SBT
Lane Configurations
Traffic Volume (vph) 242 352 2530 960 1887
Future Volume (vph) 242 352 2530 960 1887
Turn Type Prot Perm NA Free NA
Protected Phases 4 2 6
Permitted Phases 4 Free
Detector Phase 4 4 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0
Minimum Split (s) 10.1 10.1 23.8 10.8
Total Split (s) 33.0 33.0 67.0 67.0
Total Split (%) 33.0% 33.0% 67.0% 67.0%
Yellow Time (s) 4.1 4.1 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.1 5.1 5.8 5.8
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None C-Min C-Min
Intersection Summary
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 45
Control Type: Actuated-Coordinated
Splits and Phases: 2: Haven Av. & I-10 WB Ramps
6.1-58
5112
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 2: Haven Av. & I-10 WB Ramps 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 242 352 2530 960 0 1887
Future Volume (veh/h) 242 352 2530 960 0 1887
Initial Q (Qb), veh 000000
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 1700 1800 1800 1800 0 1800
Adj Flow Rate, veh/h 345 176 2582 0 0 1926
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 000000
Cap, veh/h 455 214 4648 0 4648
Arrive On Green 0.14 0.14 1.00 0.00 0.00 0.75
Sat Flow, veh/h 3238 1525 6444 1525 0 6696
Grp Volume(v), veh/h 345 176 2582 0 0 1926
Grp Sat Flow(s),veh/h/ln 1619 1525 1548 1525 0 1548
Q Serve(g_s), s 10.3 11.2 0.0 0.0 0.0 11.3
Cycle Q Clear(g_c), s 10.3 11.2 0.0 0.0 0.0 11.3
Prop In Lane 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 455 214 4648 0 4648
V/C Ratio(X) 0.76 0.82 0.56 0.00 0.41
Avail Cap(c_a), veh/h 903 426 4648 0 4648
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.56 0.00 0.00 0.46
Uniform Delay (d), s/veh 41.4 41.8 0.0 0.0 0.0 4.5
Incr Delay (d2), s/veh 1.0 3.0 0.3 0.0 0.0 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.0 4.2 0.1 0.0 0.0 2.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.3 44.8 0.3 0.0 0.0 4.6
LnGrp LOS D D A A A
Approach Vol, veh/h 521 2582 A 1926
Approach Delay, s/veh 43.2 0.3 4.6
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 80.9 19.1 80.9
Change Period (Y+Rc), s 5.8 5.1 5.8
Max Green Setting (Gmax), s 61.2 27.9 61.2
Max Q Clear Time (g_c+I1), s 2.0 13.2 13.3
Green Ext Time (p_c), s 24.9 0.8 12.9
Intersection Summary
HCM 6th Ctrl Delay 6.4
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.
6.1-59
5113
Timings California Logistics Center (JN 14274)
3: Haven Av. & I-10 EB Ramps 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBR NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 584 268 2906 1741 388
Future Volume (vph) 584 268 2906 1741 388
Turn Type Prot Perm NA NA Free
Protected Phases 4 2 6
Permitted Phases 4 Free
Detector Phase 4426
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0
Minimum Split (s) 10.1 10.1 10.8 10.8
Total Split (s) 33.0 33.0 67.0 67.0
Total Split (%) 33.0% 33.0% 67.0% 67.0%
Yellow Time (s) 4.1 4.1 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.1 5.1 5.8 5.8
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None C-Min C-Min
Intersection Summary
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 98.8 (99%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 3: Haven Av. & I-10 EB Ramps
6.1-60
5114
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 3: Haven Av. & I-10 EB Ramps 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 584 268 0 2906 1741 388
Future Volume (veh/h) 584 268 0 2906 1741 388
Initial Q (Qb), veh 000000
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 1700 1800 0 1800 1800 1800
Adj Flow Rate, veh/h 602 197 0 2996 1795 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 000000
Cap, veh/h 706 333 0 4166 4166
Arrive On Green 0.22 0.22 0.00 0.67 1.00 0.00
Sat Flow, veh/h 3238 1525 0 6696 6444 1525
Grp Volume(v), veh/h 602 197 0 2996 1795 0
Grp Sat Flow(s),veh/h/ln 1619 1525 0 1548 1548 1525
Q Serve(g_s), s 17.9 11.6 0.0 30.7 0.0 0.0
Cycle Q Clear(g_c), s 17.9 11.6 0.0 30.7 0.0 0.0
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 706 333 0 4166 4166
V/C Ratio(X) 0.85 0.59 0.00 0.72 0.43
Avail Cap(c_a), veh/h 903 426 0 4166 4166
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 0.00 0.09 0.86 0.00
Uniform Delay (d), s/veh 37.5 35.1 0.0 10.4 0.0 0.0
Incr Delay (d2), s/veh 6.4 1.7 0.0 0.1 0.3 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 7.3 4.3 0.0 8.1 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.9 36.8 0.0 10.5 0.3 0.0
LnGrp LOS D D A B A
Approach Vol, veh/h 799 2996 1795 A
Approach Delay, s/veh 42.2 10.5 0.3
Approach LOS D B A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 73.1 26.9 73.1
Change Period (Y+Rc), s 5.8 5.1 5.8
Max Green Setting (Gmax), s 61.2 27.9 61.2
Max Q Clear Time (g_c+I1), s 32.7 19.9 2.0
Green Ext Time (p_c), s 21.4 2.0 11.6
Intersection Summary
HCM 6th Ctrl Delay 11.7
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
6.1-61
5115
Timings California Logistics Center (JN 14274)
4: Haven Av. & Guasti Rd. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 423 50 230 88 21 246 70 3023 116 179 1708 121 Future Volume (vph) 423 50 230 88 21 246 70 3023 116 179 1708 121 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 48.2 48.2 9.6 16.2 16.2 9.6 33.8 33.8 9.6 30.8 30.8 Total Split (s) 26.4 48.2 48.2 9.6 31.4 31.4 10.3 60.7 60.7 11.5 61.9 61.9 Total Split (%) 20.3% 37.1% 37.1% 7.4% 24.2% 24.2% 7.9% 46.7% 46.7% 8.8% 47.6% 47.6% Yellow Time (s) 3.6 5.2 5.2 3.6 5.2 5.2 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.2 6.2 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 116.8
Natural Cycle: 125
Control Type: Actuated-Uncoordinated
Splits and Phases: 4: Haven Av. & Guasti Rd.
6.1-62
5116
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 4: Haven Av. & Guasti Rd. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 423 50 230 88 21 246 70 3023 116 179 1708 121 Future Volume (veh/h) 423 50 230 88 21 246 70 3023 116 179 1708 121 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1600 1800 1800 1600 1800 1800 1600 1800 1800 Adj Flow Rate, veh/h 436 52 109 91 22 174 72 3116 84 185 1761 101 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 000000000000
Cap, veh/h 489 379 321 133 162 241 118 3051 752 183 3186 785 Arrive On Green 0.17 0.21 0.21 0.04 0.09 0.09 0.04 0.49 0.49 0.06 0.51 0.51 Sat Flow, veh/h 2956 1800 1525 2956 1800 2685 2956 6192 1525 2956 6192 1525 Grp Volume(v), veh/h 436 52 109 91 22 174 72 3116 84 185 1761 101 Grp Sat Flow(s),veh/h/ln 1478 1800 1525 1478 1800 1342 1478 1548 1525 1478 1548 1525 Q Serve(g_s), s 16.1 2.6 6.8 3.4 1.3 7.0 2.7 54.9 3.3 6.9 21.5 3.8 Cycle Q Clear(g_c), s 16.1 2.6 6.8 3.4 1.3 7.0 2.7 54.9 3.3 6.9 21.5 3.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 489 379 321 133 162 241 118 3051 752 183 3186 785 V/C Ratio(X) 0.89 0.14 0.34 0.69 0.14 0.72 0.61 1.02 0.11 1.01 0.55 0.13 Avail Cap(c_a), veh/h 578 678 575 133 407 607 151 3051 752 183 3186 785 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.5 35.8 37.4 52.4 46.7 49.4 52.6 28.3 15.2 52.3 18.3 14.1 Incr Delay (d2), s/veh 13.1 0.2 0.6 11.6 0.4 4.1 1.9 22.0 0.1 69.3 0.2 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.5 1.1 2.5 1.4 0.6 2.4 1.0 22.9 1.1 4.2 7.1 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.6 35.9 38.0 64.0 47.1 53.4 54.5 50.2 15.2 121.6 18.6 14.1 LnGrp LOS E D D E D D D F B F B B
Approach Vol, veh/h 597 287 3272 2047
Approach Delay, s/veh 52.9 56.3 49.4 27.6
Approach LOS D E D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.5 60.7 9.6 29.6 9.1 63.1 23.0 16.2 Change Period (Y+Rc), s 4.6 5.8 4.6 6.2 4.6 5.8 4.6 6.2 Max Green Setting (Gmax), s 6.9 54.9 5.0 42.0 5.7 56.1 21.8 25.2 Max Q Clear Time (g_c+I1), s 8.9 56.9 5.4 8.8 4.7 23.5 18.1 9.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.6 0.0 16.6 0.3 0.6 Intersection Summary
HCM 6th Ctrl Delay 42.9
HCM 6th LOS D
6.1-63
5117
Timings California Logistics Center (JN 14274)
5: Haven Av. & E. Airport Dr. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 318 503 28 639 522 538 2356 19 201 1558 189 Future Volume (vph) 318 503 28 639 522 538 2356 19 201 1558 189 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7438 52 16
Permitted Phases 8 2 6
Detector Phase 74388522166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 46.8 9.6 15.8 15.8 9.6 41.5 41.5 9.6 37.5 37.5 Total Split (s) 19.0 50.6 9.6 41.2 41.2 27.0 55.6 55.6 14.2 42.8 42.8 Total Split (%) 14.6% 38.9% 7.4% 31.7% 31.7% 20.8% 42.8% 42.8% 10.9% 32.9% 32.9% Yellow Time (s) 3.6 4.8 3.6 4.8 4.8 3.6 5.5 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 5.8 5.8 4.6 6.5 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 129.6
Natural Cycle: 130
Control Type: Actuated-Uncoordinated
Splits and Phases: 5: Haven Av. & E. Airport Dr.
6.1-64
5118
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 5: Haven Av. & E. Airport Dr. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 318 503 661 28 639 522 538 2356 19 201 1558 189 Future Volume (veh/h) 318 503 661 28 639 522 538 2356 19 201 1558 189 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1600 1800 1800 1600 1800 1800 1600 1800 1800 Adj Flow Rate, veh/h 324 513 529 29 652 453 549 2404 17 205 1590 152 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 000000000000
Cap, veh/h 327 612 546 74 931 415 509 2339 576 218 1729 426 Arrive On Green 0.11 0.36 0.36 0.02 0.27 0.27 0.17 0.38 0.38 0.07 0.28 0.28 Sat Flow, veh/h 2956 1710 1524 2956 3420 1525 2956 6192 1525 2956 6192 1525 Grp Volume(v), veh/h 324 513 529 29 652 453 549 2404 17 205 1590 152 Grp Sat Flow(s),veh/h/ln 1478 1710 1524 1478 1710 1525 1478 1548 1525 1478 1548 1525 Q Serve(g_s), s 14.2 35.8 44.4 1.3 22.3 35.4 22.4 49.1 0.9 9.0 32.4 10.4 Cycle Q Clear(g_c), s 14.2 35.8 44.4 1.3 22.3 35.4 22.4 49.1 0.9 9.0 32.4 10.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 327 612 546 74 931 415 509 2339 576 218 1729 426 V/C Ratio(X) 0.99 0.84 0.97 0.39 0.70 1.09 1.08 1.03 0.03 0.94 0.92 0.36 Avail Cap(c_a), veh/h 327 612 546 114 931 415 509 2339 576 218 1729 426 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.7 38.3 41.0 62.4 42.5 47.3 53.8 40.5 25.5 59.9 45.4 37.5 Incr Delay (d2), s/veh 46.7 10.0 30.7 1.3 2.3 70.8 62.5 26.2 0.0 43.6 8.4 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 7.3 16.1 20.5 0.5 9.4 21.1 12.4 21.6 0.3 4.6 12.8 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 104.4 48.2 71.7 63.7 44.9 118.1 116.3 66.6 25.5 103.5 53.9 38.0 LnGrp LOS F D E E D F F F C F D D
Approach Vol, veh/h 1366 1134 2970 1947
Approach Delay, s/veh 70.6 74.6 75.6 57.9
Approach LOS EEEE
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.2 55.6 7.8 52.4 27.0 42.8 19.0 41.2 Change Period (Y+Rc), s 4.6 6.5 4.6 5.8 4.6 6.5 4.6 5.8 Max Green Setting (Gmax), s 9.6 49.1 5.0 44.8 22.4 36.3 14.4 35.4 Max Q Clear Time (g_c+I1), s 11.0 51.1 3.3 46.4 24.4 34.4 16.2 37.4 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 1.6 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 69.9
HCM 6th LOS E
6.1-65
5119
HCM 6th TWSC California Logistics Center (JN 14274)
8: Haven Av. & La Salle St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 3
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 10 2171 7 0 1694
Future Vol, veh/h 0 10 2171 7 0 1694
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 97 97 97 97 97 97
Heavy Vehicles, % 0 00000
Mvmt Flow 0 10 2238 7 0 1746
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1123 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.1 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.9 ----
Pot Cap-1 Maneuver 0 174 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 174 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 27 0 0
HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 174 -
HCM Lane V/C Ratio - - 0.059 -
HCM Control Delay (s) - - 27 -
HCM Lane LOS - - D -
HCM 95th %tile Q(veh) - - 0.2 -
6.1-66
5120
Timings California Logistics Center (JN 14274)
9: Haven Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 4
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 501 362 270 293 228 73 2171 340 224 1673 363 Future Volume (vph) 501 362 270 293 228 73 2171 340 224 1673 363 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7438 52 16
Permitted Phases 8 2 6
Detector Phase 74388522166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 42.8 9.6 15.8 15.8 9.6 36.5 36.5 9.6 35.5 35.5 Total Split (s) 29.5 42.8 15.0 28.3 28.3 14.9 50.2 50.2 22.0 57.3 57.3 Total Split (%) 22.7% 32.9% 11.5% 21.8% 21.8% 11.5% 38.6% 38.6% 16.9% 44.1% 44.1% Yellow Time (s) 3.6 4.8 3.6 4.8 4.8 3.6 5.5 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 5.8 5.8 4.6 6.5 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 122.9
Natural Cycle: 130
Control Type: Actuated-Uncoordinated
Splits and Phases: 9: Haven Av. & Jurupa St.
6.1-67
5121
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 9: Haven Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 501 362 72 270 293 228 73 2171 340 224 1673 363 Future Volume (veh/h) 501 362 72 270 293 228 73 2171 340 224 1673 363 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1600 1800 1800 1700 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 511 369 60 276 299 175 74 2215 253 229 1707 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 000000000000
Cap, veh/h 556 1035 164 251 474 211 92 2205 542 230 2733 Arrive On Green 0.19 0.24 0.24 0.08 0.14 0.14 0.06 0.36 0.36 0.14 0.44 0.00 Sat Flow, veh/h 2956 4275 677 2956 3420 1525 1619 6192 1522 1619 6192 1525 Grp Volume(v), veh/h 511 280 149 276 299 175 74 2215 253 229 1707 0 Grp Sat Flow(s),veh/h/ln 1478 1638 1676 1478 1710 1525 1619 1548 1522 1619 1548 1525 Q Serve(g_s), s 20.8 8.7 9.0 10.4 10.1 13.7 5.5 43.7 15.8 17.3 26.1 0.0 Cycle Q Clear(g_c), s 20.8 8.7 9.0 10.4 10.1 13.7 5.5 43.7 15.8 17.3 26.1 0.0 Prop In Lane 1.00 0.40 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 556 793 406 251 474 211 92 2205 542 230 2733 V/C Ratio(X) 0.92 0.35 0.37 1.10 0.63 0.83 0.81 1.00 0.47 1.00 0.62 Avail Cap(c_a), veh/h 600 988 505 251 627 280 136 2205 542 230 2733 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 48.9 38.5 38.7 56.1 49.9 51.4 57.2 39.5 30.5 52.6 26.4 0.0 Incr Delay (d2), s/veh 17.8 0.3 0.6 86.7 1.4 14.3 11.7 20.2 0.6 58.6 0.4 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 8.8 3.4 3.7 6.8 4.3 5.9 2.5 18.5 5.7 10.5 9.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.7 38.8 39.2 142.8 51.3 65.7 68.9 59.7 31.1 111.2 26.9 0.0 LnGrp LOS E D D F D E E F C F C
Approach Vol, veh/h 940 750 2542 1936 A
Approach Delay, s/veh 54.0 88.3 57.1 36.9
Approach LOS D F E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 22.0 50.2 15.0 35.5 11.6 60.6 27.7 22.8 Change Period (Y+Rc), s 4.6 6.5 4.6 5.8 4.6 6.5 4.6 5.8 Max Green Setting (Gmax), s 17.4 43.7 10.4 37.0 10.3 50.8 24.9 22.5 Max Q Clear Time (g_c+I1), s 19.3 45.7 12.4 11.0 7.5 28.1 22.8 15.7 Green Ext Time (p_c), s 0.0 0.0 0.0 2.5 0.0 12.0 0.3 1.3 Intersection Summary
HCM 6th Ctrl Delay 54.1
HCM 6th LOS D
Notes
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
6.1-68
5122
Timings California Logistics Center (JN 14274)
10: Haven Av. & Mission Bl. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 574 723 120 40 495 467 111 1589 63 334 1392 Future Volume (vph) 574 723 120 40 495 467 111 1589 63 334 1392 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA Protected Phases 74538152316
Permitted Phases 4 8 2
Detector Phase 74538152316
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 5.0 5.0 10.0 5.0 5.0 10.0 Minimum Split (s) 9.6 44.5 9.6 9.6 16.5 9.6 9.6 45.2 9.6 9.6 48.5 Total Split (s) 28.5 44.5 19.6 9.6 25.6 29.0 19.6 46.9 9.6 29.0 56.3 Total Split (%) 21.9% 34.2% 15.1% 7.4% 19.7% 22.3% 15.1% 36.1% 7.4% 22.3% 43.3% Yellow Time (s) 3.6 5.5 3.6 3.6 5.5 3.6 3.6 5.2 3.6 3.6 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 4.6 4.6 6.5 4.6 4.6 6.2 4.6 4.6 6.5 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 128.6
Natural Cycle: 125
Control Type: Actuated-Uncoordinated
Splits and Phases: 10: Haven Av. & Mission Bl.
6.1-69
5123
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 10: Haven Av. & Mission Bl. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 574 723 120 40 495 467 111 1589 63 334 1392 145 Future Volume (veh/h) 574 723 120 40 495 467 111 1589 63 334 1392 145 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1600 1800 1800 1700 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 598 753 80 42 516 372 116 1655 46 348 1450 140 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, % 000000000000
Cap, veh/h 542 1474 587 89 720 509 138 1535 522 303 1887 182 Arrive On Green 0.18 0.30 0.30 0.03 0.15 0.15 0.08 0.31 0.31 0.19 0.41 0.41 Sat Flow, veh/h 2956 4914 1524 2956 4914 1525 1619 4914 1524 1619 4551 439 Grp Volume(v), veh/h 598 753 80 42 516 372 116 1655 46 348 1044 546 Grp Sat Flow(s),veh/h/ln 1478 1638 1524 1478 1638 1525 1619 1638 1524 1619 1638 1714 Q Serve(g_s), s 23.9 16.5 4.4 1.8 13.0 19.1 9.2 40.7 2.7 24.4 35.7 35.7 Cycle Q Clear(g_c), s 23.9 16.5 4.4 1.8 13.0 19.1 9.2 40.7 2.7 24.4 35.7 35.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.26
Lane Grp Cap(c), veh/h 542 1474 587 89 720 509 138 1535 522 303 1358 711 V/C Ratio(X) 1.10 0.51 0.14 0.47 0.72 0.73 0.84 1.08 0.09 1.15 0.77 0.77 Avail Cap(c_a), veh/h 542 1474 587 113 720 509 186 1535 522 303 1358 711 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.2 37.7 26.0 62.2 53.0 38.2 58.8 44.8 29.1 52.9 32.8 32.8 Incr Delay (d2), s/veh 69.9 0.3 0.1 1.5 3.4 5.3 17.3 47.2 0.1 97.9 2.7 5.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.7 6.4 1.6 0.7 5.4 10.6 4.3 22.4 0.9 17.7 13.7 14.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 123.1 38.0 26.1 63.6 56.4 43.5 76.0 92.0 29.1 150.8 35.5 37.9 LnGrp LOS F D C E E D E F C F D D
Approach Vol, veh/h 1431 930 1817 1938
Approach Delay, s/veh 72.9 51.6 89.4 56.9
Approach LOS E D F E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 29.0 47.2 8.5 45.6 15.7 60.5 28.5 25.6 Change Period (Y+Rc), s 4.6 * 6.5 4.6 6.5 4.6 6.5 4.6 6.5 Max Green Setting (Gmax), s 24.4 * 41 5.0 38.0 15.0 49.8 23.9 19.1 Max Q Clear Time (g_c+I1), s 26.4 42.7 3.8 18.5 11.2 37.7 25.9 21.1 Green Ext Time (p_c), s 0.0 0.0 0.0 4.6 0.0 7.2 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 69.5
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
6.1-70
5124
Timings California Logistics Center (JN 14274)
11: Haven Av. & SR-60 WB Ramps 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 11
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 304 9 561 157 887 1327 505
Future Volume (vph) 304 9 561 157 887 1327 505
Turn Type Split NA Perm Prot NA NA Perm
Protected Phases 8 8 5 2 6
Permitted Phases 8 6
Detector Phase 8885266
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 10.8 10.8 10.8 9.0 34.7 27.8 27.8
Total Split (s) 43.0 43.0 43.0 10.0 47.0 37.0 37.0
Total Split (%) 47.8% 47.8% 47.8% 11.1% 52.2% 41.1% 41.1% Yellow Time (s) 4.8 4.8 4.8 3.5 5.2 5.3 5.3
All-Red Time (s) 1.0 1.0 1.0 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 4.0 5.7 5.8 5.8
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None None Min Min Min
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 82.9
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Splits and Phases: 11: Haven Av. & SR-60 WB Ramps
6.1-71
5125
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 11: Haven Av. & SR-60 WB Ramps 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 304 9 561 157 887 0 0 1327 505 Future Volume (veh/h) 0 0 0 304 9 561 157 887 0 0 1327 505 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99
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 1700 1800 1800 1600 1800 0 0 1800 1800 Adj Flow Rate, veh/h 323 0 295 164 924 0 0 1382 359
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 000000000
Cap, veh/h 818 0 385 246 2658 0 0 1898 582
Arrive On Green 0.25 0.00 0.25 0.08 0.54 0.00 0.00 0.39 0.39 Sat Flow, veh/h 3238 0 1525 2956 5076 0 0 5076 1506
Grp Volume(v), veh/h 323 0 295 164 924 0 0 1382 359
Grp Sat Flow(s),veh/h/ln 1619 0 1525 1478 1638 0 0 1638 1506 Q Serve(g_s), s 4.6 0.0 10.1 3.0 6.0 0.0 0.0 13.5 10.8
Cycle Q Clear(g_c), s 4.6 0.0 10.1 3.0 6.0 0.0 0.0 13.5 10.8 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 818 0 385 246 2658 0 0 1898 582
V/C Ratio(X) 0.40 0.00 0.77 0.67 0.35 0.00 0.00 0.73 0.62 Avail Cap(c_a), veh/h 2146 0 1011 316 3616 0 0 2732 837 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 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 17.4 0.0 19.4 25.0 7.3 0.0 0.0 14.7 13.9 Incr Delay (d2), s/veh 0.3 0.0 3.2 3.5 0.0 0.0 0.0 0.2 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 1.5 0.0 3.3 1.0 1.3 0.0 0.0 3.7 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.7 0.0 22.6 28.5 7.3 0.0 0.0 14.9 14.3 LnGrp LOS B A C C AAABB
Approach Vol, veh/h 618 1088 1741
Approach Delay, s/veh 20.1 10.5 14.8
Approach LOS C B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 36.2 8.7 27.5 20.0
Change Period (Y+Rc), s * 5.8 4.0 5.8 5.8
Max Green Setting (Gmax), s * 41 6.0 31.2 37.2
Max Q Clear Time (g_c+I1), s 8.0 5.0 15.5 12.1
Green Ext Time (p_c), s 4.0 0.0 6.2 2.1
Intersection Summary
HCM 6th Ctrl Delay 14.4
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.
6.1-72
5126
Timings California Logistics Center (JN 14274)
12: Haven Av. & SR-60 EB Ramps 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 13
Lane Group EBL EBT EBR NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 375 8 170 669 672 959
Future Volume (vph) 375 8 170 669 672 959
Turn Type Split NA Perm NA Prot NA
Protected Phases 4 4 2 1 6
Permitted Phases 4
Detector Phase 444216
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 10.8 10.8 10.8 26.7 9.0 29.7
Total Split (s) 27.0 27.0 27.0 32.0 31.0 63.0
Total Split (%) 30.0% 30.0% 30.0% 35.6% 34.4% 70.0%
Yellow Time (s) 4.8 4.8 4.8 5.2 3.5 5.2
All-Red Time (s) 1.0 1.0 1.0 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.7 4.0 5.7
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None None Min None Min
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 73.3
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Splits and Phases: 12: Haven Av. & SR-60 EB Ramps
6.1-73
5127
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 12: Haven Av. & SR-60 EB Ramps 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 375 8 170 0 0 0 0 669 215 672 959 0 Future Volume (veh/h) 375 8 170 0 0 0 0 669 215 672 959 0 Initial Q (Qb), veh 0 0 0 000000
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 1700 1800 1800 0 1800 1800 1600 1800 0 Adj Flow Rate, veh/h 409 0 73 0 719 170 723 1031 0
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 0 0 000000
Cap, veh/h 574 0 270 0 1010 236 885 3060 0
Arrive On Green 0.18 0.00 0.18 0.00 0.25 0.25 0.30 0.62 0.00 Sat Flow, veh/h 3238 0 1525 0 4141 930 2956 5076 0
Grp Volume(v), veh/h 409 0 73 0 590 299 723 1031 0
Grp Sat Flow(s),veh/h/ln 1619 0 1525 0 1638 1633 1478 1638 0 Q Serve(g_s), s 6.8 0.0 2.4 0.0 9.4 9.6 13.0 5.8 0.0
Cycle Q Clear(g_c), s 6.8 0.0 2.4 0.0 9.4 9.6 13.0 5.8 0.0 Prop In Lane 1.00 1.00 0.00 0.57 1.00 0.00
Lane Grp Cap(c), veh/h 574 0 270 0 832 414 885 3060 0
V/C Ratio(X) 0.71 0.00 0.27 0.00 0.71 0.72 0.82 0.34 0.00 Avail Cap(c_a), veh/h 1194 0 562 0 1498 747 1388 4897 0 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 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 22.3 0.0 20.4 0.0 19.5 19.6 18.7 5.2 0.0 Incr Delay (d2), s/veh 1.7 0.0 0.5 0.0 0.4 0.9 2.2 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 %ile BackOfQ(50%),veh/ln 2.4 0.0 0.8 0.0 3.0 3.1 3.8 1.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.9 0.0 21.0 0.0 20.0 20.5 20.9 5.2 0.0 LnGrp LOS C A C A B C C A A
Approach Vol, veh/h 482 889 1754
Approach Delay, s/veh 23.5 20.1 11.7
Approach LOS C C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 21.2 20.3 16.0 41.5
Change Period (Y+Rc), s 4.0 5.7 5.8 5.7
Max Green Setting (Gmax), s 27.0 26.3 21.2 57.3
Max Q Clear Time (g_c+I1), s 15.0 11.6 8.8 7.8
Green Ext Time (p_c), s 2.2 3.0 1.4 4.7
Intersection Summary
HCM 6th Ctrl Delay 15.9
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.
6.1-74
5128
Timings California Logistics Center (JN 14274)
22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy. 01/08/2022 Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 273 319 2 1 425 86 41 19 54 32 505 Future Volume (vph) 273 319 2 1 425 86 41 19 54 32 505
Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA pm+ov Protected Phases 7 4 3 8 52167
Permitted Phases 4 8 6
Detector Phase 74438852167
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s) 9.6 25.8 25.8 9.6 36.8 36.8 9.6 34.8 9.6 38.8 9.6 Total Split (s) 33.0 60.2 60.2 9.6 36.8 36.8 11.0 36.4 13.8 39.2 33.0 Total Split (%) 27.5% 50.2% 50.2% 8.0% 30.7% 30.7% 9.2% 30.3% 11.5% 32.7% 27.5% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 3.6 4.8 3.6 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 4.6 5.8 4.6 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 69.5
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Splits and Phases: 22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy.
6.1-75
5129
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy. 01/08/2022 Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 273 319 2 1 425 86 41 19 20 54 32 505 Future Volume (veh/h) 273 319 2 1 425 86 41 19 20 54 32 505 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1700 Adj Flow Rate, veh/h 310 362 2 1 483 65 47 22 23 61 36 362 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, % 000000000000
Cap, veh/h 360 1484 662 3 729 325 73 284 253 86 595 1005 Arrive On Green 0.22 0.43 0.43 0.00 0.21 0.21 0.05 0.17 0.17 0.05 0.17 0.17 Sat Flow, veh/h 1619 3420 1525 1619 3420 1525 1619 1710 1525 1619 3420 2536 Grp Volume(v), veh/h 310 362 2 1 483 65 47 22 23 61 36 362 Grp Sat Flow(s),veh/h/ln 1619 1710 1525 1619 1710 1525 1619 1710 1525 1619 1710 1268 Q Serve(g_s), s 11.1 4.0 0.0 0.0 7.8 2.1 1.7 0.7 0.8 2.2 0.5 6.1 Cycle Q Clear(g_c), s 11.1 4.0 0.0 0.0 7.8 2.1 1.7 0.7 0.8 2.2 0.5 6.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 360 1484 662 3 729 325 73 284 253 86 595 1005 V/C Ratio(X) 0.86 0.24 0.00 0.37 0.66 0.20 0.64 0.08 0.09 0.71 0.06 0.36 Avail Cap(c_a), veh/h 764 3091 1378 134 1761 786 172 869 775 247 1897 1970 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.5 10.8 9.7 30.0 21.7 19.5 28.3 21.2 21.3 28.0 20.8 12.8 Incr Delay (d2), s/veh 2.4 0.1 0.0 28.8 1.0 0.3 3.5 0.1 0.2 4.0 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 3.9 1.2 0.0 0.0 2.8 0.7 0.7 0.2 0.3 0.9 0.2 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.9 10.9 9.7 58.9 22.7 19.8 31.7 21.3 21.4 32.0 20.8 13.0 LnGrp LOS C B A E C B CCCCCB
Approach Vol, veh/h 674 549 92 459
Approach Delay, s/veh 17.3 22.5 26.7 16.2
Approach LOS B C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.8 15.8 4.7 31.9 7.3 16.3 18.0 18.6 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 9.2 30.6 5.0 54.4 6.4 33.4 28.4 31.0 Max Q Clear Time (g_c+I1), s 4.2 2.8 2.0 6.0 3.7 8.1 13.1 9.8 Green Ext Time (p_c), s 0.0 0.2 0.0 2.3 0.0 1.6 0.4 3.0 Intersection Summary
HCM 6th Ctrl Delay 19.1
HCM 6th LOS B
6.1-76
5130
HCM 6th AWSC California Logistics Center (JN 14274)
26: Carnegie Av. & Santa Ana St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 8
Intersection
Intersection Delay, s/veh 7.1
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 3 20 60 6 2 33
Future Vol, veh/h 3 20 60 6 2 33
Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79
Heavy Vehicles, % 0 00000
Mvmt Flow 4 25 76 8 3 42
Number of Lanes 2 12012
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 3
Conflicting Approach RightSB WB
Conflicting Lanes Right 3 3 0
HCM Control Delay 6.3 7.6 6.7
HCM LOS A A A
Lane NBLn1 NBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3
Vol Left, % 0% 0% 100% 9% 0% 100% 0% 0%
Vol Thru, % 100% 77% 0% 0% 0% 0% 100% 100%
Vol Right, % 0% 23% 0% 91% 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 40 26 2 11 10 2 17 17
LT Vol 00210200
Through Vol 40 20 0 0 0 0 17 17
RT Vol 0 6 0 10 10 0 0 0
Lane Flow Rate 51 33 3 14 13 3 21 21
Geometry Grp 88777888
Degree of Util (X) 0.065 0.041 0.004 0.016 0.008 0.004 0.027 0.017 Departure Headway (Hd) 4.612 4.451 5.207 4.116 2.307 5.164 4.664 2.963 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 778 806 682 860 1514 690 763 1194
Service Time 2.331 2.169 2.978 1.887 0.078 2.919 2.418 0.717 HCM Lane V/C Ratio 0.066 0.041 0.004 0.016 0.009 0.004 0.028 0.018 HCM Control Delay 7.7 7.4 8 7 5.1 7.9 7.5 5.8
HCM Lane LOS AAAAAAAA
HCM 95th-tile Q 0.2 0.1 0 0 0 0 0.1 0.1
6.1-77
5131
HCM 6th AWSC California Logistics Center (JN 14274)
29: Carnegie Av. & La Salle St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 9
Intersection
Intersection Delay, s/veh 7.7
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 20 6 71 45 21 15
Future Vol, veh/h 20 6 71 45 21 15
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles, % 0 00000
Mvmt Flow 21 6 76 48 22 16
Number of Lanes 1 11220
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 3
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 3 0 2
HCM Control Delay 8 7.8 7.4
HCM LOS A A A
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 0% 100% 0% 0% 0%
Vol Thru, % 0% 100% 100% 0% 0% 100% 32%
Vol Right, % 0% 0% 0% 0% 100% 0% 68%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 71 23 23 20 6 14 22
LT Vol 71 0 0 20 0 0 0
Through Vol 0 23 23 0 0 14 7
RT Vol 0 0 0 0 6 0 15
Lane Flow Rate 76 24 24 21 6 15 23
Geometry Grp 8888888
Degree of Util (X) 0.107 0.031 0.019 0.032 0.007 0.02 0.028 Departure Headway (Hd) 5.106 4.606 2.905 5.407 4.207 4.815 4.237 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 699 773 1219 666 856 748 830
Service Time 2.858 2.357 0.655 3.107 1.907 2.515 2.037
HCM Lane V/C Ratio 0.109 0.031 0.02 0.032 0.007 0.02 0.028 HCM Control Delay 8.5 7.5 5.7 8.3 6.9 7.6 7.2
HCM Lane LOS AAAAAAA
HCM 95th-tile Q 0.4 0.1 0.1 0.1 0 0.1 0.1
6.1-78
5132
Timings California Logistics Center (JN 14274)
31: Carnegie Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 10
Lane Group EBL EBT WBL WBT WBR NBL NBR SBL SBR
Lane Configurations
Traffic Volume (vph) 89 904 4 661 18 6 2 14 38
Future Volume (vph) 89 904 4 661 18 6 2 14 38
Turn Type Perm NA Perm NA Perm Perm Perm Perm Perm
Protected Phases 4 8
Permitted Phases 4 8 82266
Detector Phase 448882266
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 26.8 26.8 26.8 26.8 26.8 33.6 33.6 34.8 34.8 Total Split (s) 79.0 79.0 79.0 79.0 79.0 41.0 41.0 41.0 41.0 Total Split (%) 65.8% 65.8% 65.8% 65.8% 65.8% 34.2% 34.2% 34.2% 34.2% Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 3.6 3.6 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8 4.6 4.6 5.8 5.8 Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None None None None None None None Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 30.2
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Splits and Phases: 31: Carnegie Av. & Jurupa St.
6.1-79
5133
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 31: Carnegie Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 89 904 19 4 661 18 6 0 2 14 0 38 Future Volume (veh/h) 89 904 19 4 661 18 6 0 2 14 0 38
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 93 942 20 4 689 18 6 0 0 15 0 15
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, % 000000000000
Cap, veh/h 563 2722 58 501 1880 828 311 78 66 312 78 66 Arrive On Green 0.55 0.55 0.55 0.55 0.55 0.55 0.04 0.00 0.00 0.04 0.00 0.04 Sat Flow, veh/h 711 4952 105 560 3420 1507 1342 1800 1525 1360 1800 1525 Grp Volume(v), veh/h 93 623 339 4 689 18 6 0 0 15 0 15
Grp Sat Flow(s),veh/h/ln 711 1638 1781 560 1710 1507 1342 1800 1525 1360 1800 1525 Q Serve(g_s), s 2.4 3.0 3.0 0.1 3.2 0.2 0.1 0.0 0.0 0.3 0.0 0.3 Cycle Q Clear(g_c), s 5.7 3.0 3.0 3.1 3.2 0.2 0.1 0.0 0.0 0.3 0.0 0.3 Prop In Lane 1.00 0.06 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 563 1801 979 501 1880 828 311 78 66 312 78 66 V/C Ratio(X) 0.17 0.35 0.35 0.01 0.37 0.02 0.02 0.00 0.00 0.05 0.00 0.23 Avail Cap(c_a), veh/h 1997 8409 4572 1631 8779 3867 1965 2298 1947 1931 2222 1883 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 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 5.2 3.6 3.6 4.4 3.6 2.9 13.1 0.0 0.0 13.2 0.0 13.2 Incr Delay (d2), s/veh 0.1 0.1 0.2 0.0 0.1 0.0 0.0 0.0 0.0 0.1 0.0 1.7 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 0.1 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.4 3.7 3.8 4.4 3.7 2.9 13.1 0.0 0.0 13.3 0.0 14.9 LnGrp LOS AAAAAABAABAB
Approach Vol, veh/h 1055 711 6 30
Approach Delay, s/veh 3.9 3.7 13.1 14.1
Approach LOS AABB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 7.0 21.5 7.0 21.5
Change Period (Y+Rc), s * 5.8 5.8 5.8 5.8
Max Green Setting (Gmax), s * 36 73.2 35.2 73.2
Max Q Clear Time (g_c+I1), s 2.1 7.7 2.3 5.2
Green Ext Time (p_c), s 0.0 8.0 0.1 5.0
Intersection Summary
HCM 6th Ctrl Delay 4.0
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
6.1-80
5134
HCM 6th AWSC California Logistics Center (JN 14274)
37: Commerce Pkwy. & Santa Ana St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 12
Intersection
Intersection Delay, s/veh11.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 6 0 22 3 145 3 384 12 49 300 17
Future Vol, veh/h 2 6 0 22 3 145 3 384 12 49 300 17
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 Heavy Vehicles, % 0 00000000000
Mvmt Flow 2 7 0 24 3 158 3 417 13 53 326 18
Number of Lanes 1 20120120120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 3 3 3 3
HCM Control Delay 9.5 10.9 12.7 11.4
HCM LOS A B B B
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 91% 0% 100% 100% 0% 100% 1% 0% 100% 85% Vol Right, % 0% 0% 9% 0% 0% 0% 0% 0% 99% 0% 0% 15%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 3 256 140 2 3 3 22 2 146 49 200 117 LT Vol 3 0 0 2 0 0 22 0 0 49 0 0
Through Vol 0 256 128 0 3 3 0 2 1 0 200 100
RT Vol 0 0 12 0 0 0 0 0 145 0 0 17
Lane Flow Rate 3 278 152 2 3 3 24 2 159 53 217 127
Geometry Grp 888888888888
Degree of Util (X) 0.006 0.464 0.251 0.005 0.007 0.005 0.048 0.004 0.267 0.097 0.367 0.211 Departure Headway (Hd) 6.508 6.008 5.948 7.682 7.182 5.482 7.259 6.759 6.064 6.577 6.077 5.975 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 550 601 604 465 497 650 493 529 592 545 591 600
Service Time 4.244 3.744 3.684 5.438 4.938 3.238 5.004 4.504 3.809 4.314 3.814 3.712 HCM Lane V/C Ratio 0.005 0.463 0.252 0.004 0.006 0.005 0.049 0.004 0.269 0.097 0.367 0.212 HCM Control Delay 9.3 13.9 10.7 10.5 10 8.3 10.4 9.5 11 10 12.3 10.3 HCM Lane LOS ABBBAABABABB
HCM 95th-tile Q 0 2.4 1 0 0 0 0.2 0 1.1 0.3 1.7 0.8
6.1-81
5135
Timings California Logistics Center (JN 14274)
41: Commerce Pkwy. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 13
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 97 809 12 628 252 15 45 263 18 39
Future Volume (vph) 97 809 12 628 252 15 45 263 18 39
Turn Type Prot NA Prot NA Perm Prot NA Prot NA Perm
Protected Phases 7438 5216
Permitted Phases 8 6
Detector Phase 7438852166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 29.8 9.6 29.8 29.8 9.6 33.6 9.6 26.8 26.8 Total Split (s) 20.0 49.0 11.0 40.0 40.0 11.0 38.0 22.0 49.0 49.0 Total Split (%) 16.7% 40.8% 9.2% 33.3% 33.3% 9.2% 31.7% 18.3% 40.8% 40.8% Yellow Time (s) 3.6 4.8 3.6 4.8 4.8 3.6 3.6 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 5.8 5.8 4.6 4.6 4.6 5.8 5.8 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 74.2
Natural Cycle: 85
Control Type: Actuated-Uncoordinated
Splits and Phases: 41: Commerce Pkwy. & Jurupa St.
6.1-82
5136
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 41: Commerce Pkwy. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 97 809 14 12 628 252 15 45 60 263 18 39 Future Volume (veh/h) 97 809 14 12 628 252 15 45 60 263 18 39 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1800 1800 1700 1800 1800 1700 1800 1800 1600 1800 1800 Adj Flow Rate, veh/h 101 843 13 12 654 0 16 47 43 274 19 26 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, % 000000000000
Cap, veh/h 126 1690 26 25 944 32 137 125 379 479 406
Arrive On Green 0.08 0.34 0.34 0.02 0.28 0.00 0.02 0.16 0.16 0.13 0.27 0.27 Sat Flow, veh/h 1619 4985 77 1619 3420 1525 1619 866 792 2956 1800 1525 Grp Volume(v), veh/h 101 554 302 12 654 0 16 0 90 274 19 26 Grp Sat Flow(s),veh/h/ln 1619 1638 1786 1619 1710 1525 1619 0 1657 1478 1800 1525 Q Serve(g_s), s 3.5 7.8 7.8 0.4 9.9 0.0 0.6 0.0 2.8 5.1 0.5 0.7 Cycle Q Clear(g_c), s 3.5 7.8 7.8 0.4 9.9 0.0 0.6 0.0 2.8 5.1 0.5 0.7 Prop In Lane 1.00 0.04 1.00 1.00 1.00 0.48 1.00 1.00
Lane Grp Cap(c), veh/h 126 1110 605 25 944 32 0 261 379 479 406 V/C Ratio(X) 0.80 0.50 0.50 0.49 0.69 0.50 0.00 0.34 0.72 0.04 0.06 Avail Cap(c_a), veh/h 432 2449 1335 179 2024 179 0 958 890 1346 1140 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 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.2 15.2 15.2 28.2 18.7 0.0 28.0 0.0 21.7 24.2 15.7 15.8 Incr Delay (d2), s/veh 4.4 0.3 0.6 5.5 0.9 0.0 4.5 0.0 0.8 1.0 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 2.4 2.7 0.2 3.4 0.0 0.3 0.0 1.1 1.6 0.2 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.6 15.5 15.8 33.7 19.6 0.0 32.6 0.0 22.5 25.2 15.8 15.9 LnGrp LOS C B B C B C A C C B B
Approach Vol, veh/h 957 666 A 106 319
Approach Delay, s/veh 17.2 19.9 24.0 23.9
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 14.9 5.5 25.4 5.7 21.2 9.1 21.8 Change Period (Y+Rc), s 4.6 * 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 17.4 * 33 6.4 43.2 6.4 43.2 15.4 34.2 Max Q Clear Time (g_c+I1), s 7.1 4.8 2.4 9.8 2.6 2.7 5.5 11.9 Green Ext Time (p_c), s 0.4 0.5 0.0 5.6 0.0 0.1 0.1 4.1 Intersection Summary
HCM 6th Ctrl Delay 19.5
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.
6.1-83
5137
HCM 6th AWSC California Logistics Center (JN 14274)
45: Doubleday Av. & Santa Ana St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 15
Intersection
Intersection Delay, s/veh 8.1
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 49 10 7 146 7 19 1 15 2 0 4
Future Vol, veh/h 7 49 10 7 146 7 19 1 15 2 0 4
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 Heavy Vehicles, % 0 00000000000
Mvmt Flow 9 61 13 9 183 9 24 1 19 3 0 5
Number of Lanes 1 20120120120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 3 3 3 3
HCM Control Delay 7.9 8.2 8.1 7.7
HCM LOS A A A A
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 2% 0% 100% 62% 0% 100% 87% 0% 100% 0% Vol Right, % 0% 0% 98% 0% 0% 38% 0% 0% 13% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 19 1 15 7 33 26 7 97 56 2 0 4
LT Vol 19 0 0 7 0 0 7 0 0 2 0 0
Through Vol 0 1 0 0 33 16 0 97 49 0 0 0
RT Vol 0 0 15 0 0 10 0 0 7 0 0 4
Lane Flow Rate 24 1 19 9 41 33 9 122 70 2 0 5
Geometry Grp 888888888888
Degree of Util (X) 0.038 0.001 0.024 0.013 0.057 0.043 0.013 0.162 0.091 0.004 0 0.006 Departure Headway (Hd) 5.718 5.219 4.535 5.52 5.02 4.754 5.306 4.806 4.718 5.797 5.297 4.597 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 628 688 792 651 716 756 677 749 763 619 0 780
Service Time 3.433 2.933 2.249 3.233 2.733 2.467 3.017 2.516 2.428 3.516 3.016 2.316 HCM Lane V/C Ratio 0.038 0.001 0.024 0.014 0.057 0.044 0.013 0.163 0.092 0.003 0 0.006 HCM Control Delay 8.7 7.9 7.4 8.3 8 7.7 8.1 8.4 7.9 8.5 8 7.3 HCM Lane LOS AAAAAAAAAANA
HCM 95th-tile Q 0.1 0 0.1 0 0.2 0.1 0 0.6 0.3 0 0 0
6.1-84
5138
HCM 6th AWSC California Logistics Center (JN 14274)
47: Dupont Av. & Santa Ana St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 16
Intersection
Intersection Delay, s/veh 8.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 37 11 17 99 29 42 88 26 11 49 13
Future Vol, veh/h 11 37 11 17 99 29 42 88 26 11 49 13
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 Heavy Vehicles, % 0 00000000000
Mvmt Flow 14 46 14 21 124 36 53 110 33 14 61 16
Number of Lanes 1 20120120120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 3 3 3 3
HCM Control Delay 8.6 8.7 8.7 8.6
HCM LOS A A A A
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 53% 0% 100% 53% 0% 100% 53% 0% 100% 56% Vol Right, % 0% 0% 47% 0% 0% 47% 0% 0% 47% 0% 0% 44%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 42 59 55 11 25 23 17 66 62 11 33 29 LT Vol 42 0 0 11 0 0 17 0 0 11 0 0
Through Vol 0 59 29 0 25 12 0 66 33 0 33 16
RT Vol 0 0 26 0 0 11 0 0 29 0 0 13
Lane Flow Rate 52 73 69 14 31 29 21 82 78 14 41 37
Geometry Grp 888888888888
Degree of Util (X) 0.086 0.109 0.097 0.023 0.048 0.043 0.035 0.124 0.11 0.023 0.063 0.054 Departure Headway (Hd) 5.871 5.371 5.042 6.116 5.616 5.286 5.918 5.418 5.09 6.065 5.565 5.254 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 608 664 708 582 634 673 603 659 701 588 640 677
Service Time 3.625 3.125 2.797 3.883 3.383 3.053 3.673 3.173 2.845 3.829 3.329 3.019 HCM Lane V/C Ratio 0.086 0.11 0.097 0.024 0.049 0.043 0.035 0.124 0.111 0.024 0.064 0.055 HCM Control Delay 9.2 8.8 8.3 9 8.7 8.3 8.9 8.9 8.5 9 8.7 8.3 HCM Lane LOS AAAAAAAAAAAA
HCM 95th-tile Q 0.3 0.4 0.3 0.1 0.2 0.1 0.1 0.4 0.4 0.1 0.2 0.2
6.1-85
5139
HCM 6th TWSC California Logistics Center (JN 14274)
48: Dupont Av. & Doubleday Av. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 17
Intersection
Int Delay, s/veh 1.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 7 31 23 113 100 11
Future Vol, veh/h 7 31 23 113 100 11
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 140 - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 76 76 76 76 76 76
Heavy Vehicles, % 0 00000
Mvmt Flow 9 41 30 149 132 14
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 274 73 146 0 - 0
Stage 1 139 -----
Stage 2 135 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 698 981 1448 - - -
Stage 1 879 -----
Stage 2 883 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 683 981 1448 - - -
Mov Cap-2 Maneuver 767 -----
Stage 1 861 -----
Stage 2 883 -----
Approach EB NB SB
HCM Control Delay, s 9 1.3 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1448 - 767 981 - -
HCM Lane V/C Ratio 0.021 - 0.012 0.042 - -
HCM Control Delay (s) 7.5 - 9.8 8.8 - -
HCM Lane LOS A - A A - -
HCM 95th %tile Q(veh) 0.1 - 0 0.1 - -
6.1-86
5140
Timings California Logistics Center (JN 14274)
50: Dupont Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 18
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 50 1027 71 793 46 29 52 28
Future Volume (vph) 50 1027 71 793 46 29 52 28
Turn Type Prot NA Prot NA Perm NA Perm NA
Protected Phases 7438 2 6
Permitted Phases 2 6
Detector Phase 74382266
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 26.8 9.6 26.8 34.4 34.4 34.4 34.4 Total Split (s) 20.0 55.0 22.0 57.0 43.0 43.0 43.0 43.0 Total Split (%) 16.7% 45.8% 18.3% 47.5% 35.8% 35.8% 35.8% 35.8% Yellow Time (s) 3.6 4.8 3.6 4.8 4.4 4.4 4.4 4.4
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.8 4.6 5.8 5.4 5.4 5.4 5.4
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 57.8
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Splits and Phases: 50: Dupont Av. & Jurupa St.
6.1-87
5141
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 50: Dupont Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 1027 14 71 793 60 46 29 121 52 28 40 Future Volume (veh/h) 50 1027 14 71 793 60 46 29 121 52 28 40 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 54 1104 14 76 853 59 49 31 101 56 30 19 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 000000000000
Cap, veh/h 87 1947 25 108 1887 130 407 355 317 336 434 250 Arrive On Green 0.05 0.39 0.39 0.07 0.40 0.40 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 1619 5001 63 1619 4690 323 1301 1710 1525 1207 2088 1205 Grp Volume(v), veh/h 54 723 395 76 595 317 49 31 101 56 24 25 Grp Sat Flow(s),veh/h/ln 1619 1638 1789 1619 1638 1737 1301 1710 1525 1207 1710 1583 Q Serve(g_s), s 1.5 8.1 8.1 2.2 6.2 6.3 1.5 0.7 2.6 1.9 0.5 0.6 Cycle Q Clear(g_c), s 1.5 8.1 8.1 2.2 6.2 6.3 2.1 0.7 2.6 4.6 0.5 0.6 Prop In Lane 1.00 0.04 1.00 0.19 1.00 1.00 1.00 0.76
Lane Grp Cap(c), veh/h 87 1275 696 108 1318 699 407 355 317 336 355 329 V/C Ratio(X) 0.62 0.57 0.57 0.70 0.45 0.45 0.12 0.09 0.32 0.17 0.07 0.08 Avail Cap(c_a), veh/h 530 3429 1872 599 3568 1892 1177 1368 1220 1051 1368 1266 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.8 11.2 11.3 21.5 10.3 10.3 15.8 15.0 15.8 17.7 15.0 15.0 Incr Delay (d2), s/veh 2.7 0.4 0.7 3.1 0.2 0.5 0.1 0.1 0.6 0.2 0.1 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 2.1 2.4 0.8 1.6 1.7 0.4 0.2 0.8 0.5 0.2 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.4 11.6 12.0 24.5 10.5 10.7 16.0 15.1 16.4 18.0 15.0 15.1 LnGrp LOS C B B C BBBBBBBB
Approach Vol, veh/h 1172 988 181 105
Approach Delay, s/veh 12.3 11.7 16.0 16.6
Approach LOS BBBB
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 15.2 7.7 24.1 15.2 7.1 24.7
Change Period (Y+Rc), s 5.4 4.6 5.8 5.4 4.6 5.8
Max Green Setting (Gmax), s 37.6 17.4 49.2 37.6 15.4 51.2 Max Q Clear Time (g_c+I1), s 4.6 4.2 10.1 6.6 3.5 8.3
Green Ext Time (p_c), s 0.9 0.1 8.2 0.4 0.0 6.3
Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B
6.1-88
5142
Timings California Logistics Center (JN 14274)
51: Milliken Av. & E. Airport Dr. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 15
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 247 255 36 95 280 36 1053 153 955 122 Future Volume (vph) 247 255 36 95 280 36 1053 153 955 122 Turn Type Prot NA Perm Prot NA Prot NA Prot NA pm+ov
Protected Phases 7 4 3852167
Permitted Phases 4 6
Detector Phase 7443852167
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s) 9.6 36.8 36.8 9.6 48.8 9.6 31.2 9.6 36.2 9.6 Total Split (s) 18.7 50.2 50.2 17.4 48.9 9.6 39.6 22.8 52.8 18.7 Total Split (%) 14.4% 38.6% 38.6% 13.4% 37.6% 7.4% 30.5% 17.5% 40.6% 14.4% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 3.6 5.2 3.6 5.2 3.6 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 4.6 6.2 4.6 6.2 4.6 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 100.3
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Splits and Phases: 51: Milliken Av. & E. Airport Dr.
6.1-89
5143
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 51: Milliken Av. & E. Airport Dr. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 16
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 247 255 36 95 280 357 36 1053 66 153 955 122 Future Volume (veh/h) 247 255 36 95 280 357 36 1053 66 153 955 122 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1700 1800 1800 1600 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 249 258 15 96 283 239 36 1064 60 155 965 76 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 000000000000
Cap, veh/h 322 857 382 120 385 315 101 1421 80 188 1870 747 Arrive On Green 0.11 0.25 0.25 0.07 0.22 0.22 0.03 0.30 0.30 0.12 0.38 0.38 Sat Flow, veh/h 2956 3420 1525 1619 1785 1462 2956 4755 268 1619 4914 1525 Grp Volume(v), veh/h 249 258 15 96 271 251 36 733 391 155 965 76 Grp Sat Flow(s),veh/h/ln 1478 1710 1525 1619 1710 1537 1478 1638 1747 1619 1638 1525 Q Serve(g_s), s 6.7 5.0 0.6 4.7 12.0 12.5 1.0 16.4 16.5 7.6 12.3 2.2 Cycle Q Clear(g_c), s 6.7 5.0 0.6 4.7 12.0 12.5 1.0 16.4 16.5 7.6 12.3 2.2 Prop In Lane 1.00 1.00 1.00 0.95 1.00 0.15 1.00 1.00
Lane Grp Cap(c), veh/h 322 857 382 120 369 331 101 979 522 188 1870 747 V/C Ratio(X) 0.77 0.30 0.04 0.80 0.73 0.76 0.36 0.75 0.75 0.83 0.52 0.10 Avail Cap(c_a), veh/h 512 1867 833 255 906 814 182 1345 717 362 2815 1040 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.3 24.7 23.1 37.1 29.7 29.9 38.4 25.8 25.8 35.1 19.4 11.2 Incr Delay (d2), s/veh 1.5 0.2 0.0 4.6 2.8 3.6 0.8 1.5 2.9 3.5 0.2 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 1.9 0.2 1.9 4.8 4.6 0.3 5.9 6.5 3.0 4.1 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.8 24.9 23.1 41.7 32.6 33.5 39.2 27.3 28.7 38.6 19.6 11.2 LnGrp LOS DCCDCCDCCDBB
Approach Vol, veh/h 522 618 1160 1196
Approach Delay, s/veh 30.5 34.3 28.1 21.6
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.0 30.5 10.6 26.2 7.4 37.2 13.4 23.3 Change Period (Y+Rc), s 4.6 6.2 4.6 5.8 4.6 6.2 4.6 5.8 Max Green Setting (Gmax), s 18.2 33.4 12.8 44.4 5.0 46.6 14.1 43.1 Max Q Clear Time (g_c+I1), s 9.6 18.5 6.7 7.0 3.0 14.3 8.7 14.5 Green Ext Time (p_c), s 0.1 5.8 0.0 1.6 0.0 7.1 0.2 3.1 Intersection Summary
HCM 6th Ctrl Delay 27.3
HCM 6th LOS C
6.1-90
5144
Timings California Logistics Center (JN 14274)
52: Milliken Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 17
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 137 832 244 415 619 188 838 388 267 1006 66 Future Volume (vph) 137 832 244 415 619 188 838 388 267 1006 66 Turn Type Prot NA pm+ov Prot NA Prot NA Perm Prot NA pm+ov Protected Phases 7453852 167
Permitted Phases 4 2 6
Detector Phase 74538522167
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 Minimum Split (s) 9.6 38.8 9.6 9.6 38.8 9.6 35.2 35.2 9.6 39.2 9.6 Total Split (s) 13.2 38.8 15.8 25.0 50.6 15.8 37.4 37.4 18.8 40.4 13.2 Total Split (%) 11.0% 32.3% 13.2% 20.8% 42.2% 13.2% 31.2% 31.2% 15.7% 33.7% 11.0% Yellow Time (s) 3.6 4.8 3.6 3.6 4.8 3.6 5.2 5.2 3.6 5.2 3.6 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 4.6 5.8 4.6 6.2 6.2 4.6 6.2 4.6 Lead/Lag Lead Lag Lead Lead Lag Lead Lag Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 106.2
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Splits and Phases: 52: Milliken Av. & Jurupa St.
6.1-91
5145
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 52: Milliken Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 137 832 244 415 619 109 188 838 388 267 1006 66 Future Volume (veh/h) 137 832 244 415 619 109 188 838 388 267 1006 66 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1600 1800 1800 1600 1800 1800 1600 1800 1800 Adj Flow Rate, veh/h 143 867 161 432 645 97 196 873 285 278 1048 37 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, % 000000000000
Cap, veh/h 199 1193 502 497 1483 220 256 1224 380 340 1363 526 Arrive On Green 0.07 0.24 0.24 0.17 0.34 0.34 0.09 0.25 0.25 0.11 0.28 0.28 Sat Flow, veh/h 2956 4914 1524 2956 4319 642 2956 4914 1525 2956 4914 1525 Grp Volume(v), veh/h 143 867 161 432 487 255 196 873 285 278 1048 37 Grp Sat Flow(s),veh/h/ln 1478 1638 1524 1478 1638 1684 1478 1638 1525 1478 1638 1525 Q Serve(g_s), s 4.5 15.3 7.5 13.4 10.8 11.0 6.1 15.3 16.2 8.7 18.4 1.5 Cycle Q Clear(g_c), s 4.5 15.3 7.5 13.4 10.8 11.0 6.1 15.3 16.2 8.7 18.4 1.5 Prop In Lane 1.00 1.00 1.00 0.38 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 199 1193 502 497 1125 578 256 1224 380 340 1363 526 V/C Ratio(X) 0.72 0.73 0.32 0.87 0.43 0.44 0.77 0.71 0.75 0.82 0.77 0.07 Avail Cap(c_a), veh/h 270 1722 666 640 1558 801 352 1628 505 446 1785 657 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.0 32.8 23.7 38.2 23.9 23.9 42.1 32.3 32.6 40.7 31.2 20.7 Incr Delay (d2), s/veh 3.0 0.9 0.4 8.5 0.3 0.5 4.1 1.0 4.3 6.8 1.5 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 5.8 2.6 5.2 3.9 4.2 2.3 5.7 6.1 3.3 6.9 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.0 33.7 24.0 46.6 24.1 24.4 46.2 33.3 37.0 47.5 32.8 20.8 LnGrp LOS DCCDCCDCDDCC
Approach Vol, veh/h 1171 1174 1354 1363
Approach Delay, s/veh 33.9 32.5 35.9 35.4
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.4 29.7 20.4 28.7 12.8 32.3 11.0 38.1 Change Period (Y+Rc), s 4.6 6.2 4.6 5.8 4.6 6.2 4.6 5.8 Max Green Setting (Gmax), s 14.2 31.2 20.4 33.0 11.2 34.2 8.6 44.8 Max Q Clear Time (g_c+I1), s 10.7 18.2 15.4 17.3 8.1 20.4 6.5 13.0 Green Ext Time (p_c), s 0.2 5.2 0.4 5.4 0.1 5.6 0.0 4.8 Intersection Summary
HCM 6th Ctrl Delay 34.5
HCM 6th LOS C
6.1-92
5146
Timings California Logistics Center (JN 14274)
53: Milliken Av. & Mission Bl. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 19
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 578 1 17 6 150 188 947 268 1378 431 Future Volume (vph) 578 1 17 6 150 188 947 268 1378 431 Turn Type Prot NA Prot NA Perm Prot NA Prot NA Perm
Protected Phases 7438 5216
Permitted Phases 8 6
Detector Phase 7438852166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 16.5 9.6 16.5 16.5 9.6 40.2 9.6 27.2 27.2 Total Split (s) 36.0 44.0 10.0 18.0 18.0 17.0 49.0 21.0 53.0 53.0 Total Split (%) 29.0% 35.5% 8.1% 14.5% 14.5% 13.7% 39.5% 16.9% 42.7% 42.7% Yellow Time (s) 3.6 5.5 3.6 5.5 5.5 3.6 5.2 3.6 5.2 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 4.6 6.5 6.5 4.6 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary
Cycle Length: 124
Actuated Cycle Length: 113.6
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Splits and Phases: 53: Milliken Av. & Mission Bl.
6.1-93
5147
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 53: Milliken Av. & Mission Bl. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 20
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 578 1 89 17 6 150 188 947 22 268 1378 431 Future Volume (veh/h) 578 1 89 17 6 150 188 947 22 268 1378 431 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1700 1800 1800 1600 1800 1800 1600 1800 1800 Adj Flow Rate, veh/h 608 1 87 18 0 125 198 997 23 282 1451 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 000000000000
Cap, veh/h 674 5 463 32 0 300 255 1693 39 341 1827
Arrive On Green 0.23 0.31 0.31 0.02 0.00 0.10 0.09 0.34 0.34 0.12 0.37 0.00 Sat Flow, veh/h 2956 17 1511 1619 0 3051 2956 4942 114 2956 4914 1525 Grp Volume(v), veh/h 608 0 88 18 0 125 198 661 359 282 1451 0 Grp Sat Flow(s),veh/h/ln 1478 0 1528 1619 0 1525 1478 1638 1779 1478 1638 1525 Q Serve(g_s), s 20.3 0.0 4.3 1.1 0.0 3.9 6.7 16.9 16.9 9.5 26.7 0.0 Cycle Q Clear(g_c), s 20.3 0.0 4.3 1.1 0.0 3.9 6.7 16.9 16.9 9.5 26.7 0.0 Prop In Lane 1.00 0.99 1.00 1.00 1.00 0.06 1.00 1.00
Lane Grp Cap(c), veh/h 674 0 469 32 0 300 255 1123 610 341 1827 V/C Ratio(X) 0.90 0.00 0.19 0.57 0.00 0.42 0.78 0.59 0.59 0.83 0.79 Avail Cap(c_a), veh/h 914 0 564 86 0 346 361 1381 750 478 2265 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 38.1 0.0 25.9 49.3 0.0 43.0 45.4 27.5 27.5 43.9 28.4 0.0 Incr Delay (d2), s/veh 8.0 0.0 0.2 5.8 0.0 0.9 4.0 0.5 0.9 5.8 1.6 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 7.5 0.0 1.5 0.5 0.0 1.4 2.5 6.2 6.8 3.6 9.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.1 0.0 26.1 55.1 0.0 44.0 49.5 28.0 28.4 49.8 30.1 0.0 LnGrp LOS D A C E A DDCCDC
Approach Vol, veh/h 696 143 1218 1733 A
Approach Delay, s/veh 43.5 45.4 31.6 33.3
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.3 41.0 6.6 37.6 13.3 43.9 27.8 16.5 Change Period (Y+Rc), s 4.6 6.2 4.6 6.5 4.6 6.2 4.6 6.5 Max Green Setting (Gmax), s 16.4 42.8 5.4 37.5 12.4 46.8 31.4 11.5 Max Q Clear Time (g_c+I1), s 11.5 18.9 3.1 6.3 8.7 28.7 22.3 5.9 Green Ext Time (p_c), s 0.2 6.3 0.0 0.4 0.1 9.0 0.9 0.2 Intersection Summary
HCM 6th Ctrl Delay 35.1
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
6.1-94
5148
Timings California Logistics Center (JN 14274)
54: I-15 SB Ramps & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 21
Lane Group EBT EBR WBL WBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1350 543 484 710 239 8 467
Future Volume (vph) 1350 543 484 710 239 8 467
Turn Type NA Perm Prot NA Split NA Perm
Protected Phases 2 1644
Permitted Phases 2 4
Detector Phase 2216444
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 34.0 34.0 10.0 11.0 10.0 10.0 10.0
Total Split (s) 43.0 43.0 23.0 66.0 24.0 24.0 24.0
Total Split (%) 47.8% 47.8% 25.6% 73.3% 26.7% 26.7% 26.7% Yellow Time (s) 5.0 5.0 4.0 5.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 5.0 6.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode Min Min None Min None None None
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 85
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Splits and Phases: 54: I-15 SB Ramps & Jurupa St.
6.1-95
5149
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 54: I-15 SB Ramps & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1350 543 484 710 0 0 0 0 239 8 467 Future Volume (veh/h) 0 1350 543 484 710 0 0 0 0 239 8 467 Initial Q (Qb), veh 000000 000
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 1800 1800 1600 1800 0 1700 1800 1800 Adj Flow Rate, veh/h 0 1436 385 515 755 0 172 0 475
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 000000 000
Cap, veh/h 0 2048 579 598 3200 0 317 0 597
Arrive On Green 0.00 0.38 0.38 0.20 0.65 0.00 0.20 0.00 0.20 Sat Flow, veh/h 0 5400 1525 2956 5076 0 1619 0 3051
Grp Volume(v), veh/h 0 1436 385 515 755 0 172 0 475
Grp Sat Flow(s),veh/h/ln 0 1800 1525 1478 1638 0 1619 0 1525 Q Serve(g_s), s 0.0 16.2 15.1 12.1 4.6 0.0 6.9 0.0 10.7 Cycle Q Clear(g_c), s 0.0 16.2 15.1 12.1 4.6 0.0 6.9 0.0 10.7 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2048 579 598 3200 0 317 0 597
V/C Ratio(X) 0.00 0.70 0.67 0.86 0.24 0.00 0.54 0.00 0.80 Avail Cap(c_a), veh/h 0 2780 785 740 4102 0 428 0 807
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 18.9 18.5 27.7 5.2 0.0 26.0 0.0 27.5 Incr Delay (d2), s/veh 0.0 0.4 1.0 7.3 0.0 0.0 1.4 0.0 4.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 5.8 4.7 4.5 1.0 0.0 2.5 0.0 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 19.2 19.5 35.0 5.2 0.0 27.5 0.0 31.5 LnGrp LOS A B B D A A C A C
Approach Vol, veh/h 1821 1270 647
Approach Delay, s/veh 19.3 17.3 30.4
Approach LOS B B C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 19.5 33.3 19.1 52.8
Change Period (Y+Rc), s 5.0 6.0 5.0 6.0
Max Green Setting (Gmax), s 18.0 37.0 19.0 60.0
Max Q Clear Time (g_c+I1), s 14.1 18.2 12.7 6.6
Green Ext Time (p_c), s 0.5 9.1 1.4 4.3
Intersection Summary
HCM 6th Ctrl Delay 20.5
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.
6.1-96
5150
Timings California Logistics Center (JN 14274)
55: I-15 NB Ramps & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 23
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Configurations
Traffic Volume (vph) 604 984 1080 542 114 1 353
Future Volume (vph) 604 984 1080 542 114 1 353
Turn Type Prot NA NA Perm Split NA Perm
Protected Phases 5 2 6 8 8
Permitted Phases 6 8
Detector Phase 5266888
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.6 30.1 10.1 10.1 10.1 10.1 10.1
Total Split (s) 28.0 69.0 41.0 41.0 21.0 21.0 21.0
Total Split (%) 31.1% 76.7% 45.6% 45.6% 23.3% 23.3% 23.3% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 3.6
All-Red Time (s) 1.0 1.5 1.5 1.5 1.5 1.5 1.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.1 5.1 5.1 5.1 5.1 5.1
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None Min Min Min None None None
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 72.1
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Splits and Phases: 55: I-15 NB Ramps & Jurupa St.
6.1-97
5151
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 55: I-15 NB Ramps & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 24
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 604 984 0 0 1080 542 114 1 353 0 0 0 Future Volume (veh/h) 604 984 0 0 1080 542 114 1 353 0 0 0 Initial Q (Qb), veh 000000000
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 1600 1800 0 0 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 623 1014 0 0 1113 428 79 0 289
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 000000000
Cap, veh/h 730 3458 0 0 1889 586 219 0 413
Arrive On Green 0.25 0.70 0.00 0.00 0.38 0.38 0.14 0.00 0.14 Sat Flow, veh/h 2956 5076 0 0 5076 1525 1619 0 3051
Grp Volume(v), veh/h 623 1014 0 0 1113 428 79 0 289
Grp Sat Flow(s),veh/h/ln 1478 1638 0 0 1638 1525 1619 0 1525 Q Serve(g_s), s 12.7 4.9 0.0 0.0 11.4 15.2 2.8 0.0 5.7
Cycle Q Clear(g_c), s 12.7 4.9 0.0 0.0 11.4 15.2 2.8 0.0 5.7 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 730 3458 0 0 1889 586 219 0 413
V/C Ratio(X) 0.85 0.29 0.00 0.00 0.59 0.73 0.36 0.00 0.70 Avail Cap(c_a), veh/h 1091 4953 0 0 2783 864 406 0 765
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 22.8 3.5 0.0 0.0 15.5 16.7 24.9 0.0 26.2 Incr Delay (d2), s/veh 2.9 0.0 0.0 0.0 0.2 1.3 1.0 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 4.1 0.7 0.0 0.0 3.5 4.6 1.0 0.0 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.7 3.5 0.0 0.0 15.8 18.0 25.9 0.0 28.3 LnGrp LOS C AAABBCAC
Approach Vol, veh/h 1637 1541 368
Approach Delay, s/veh 12.0 16.4 27.8
Approach LOS B B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 49.7 20.3 29.5 13.7
Change Period (Y+Rc), s 5.1 4.6 5.1 5.1
Max Green Setting (Gmax), s 63.9 23.4 35.9 15.9
Max Q Clear Time (g_c+I1), s 6.9 14.7 17.2 7.7
Green Ext Time (p_c), s 6.3 0.9 7.1 0.9
Intersection Summary
HCM 6th Ctrl Delay 15.5
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.
6.1-98
5152
California Logistics Center Traffic Analysis
14274-03 TA Report
APPENDIX 6.2:
OPENING YEAR CUMULATIVE (2026) WITH PROJECT CONDITIONS INTERSECTION
OPERATIONS ANALYSIS WORKSHEETS
5153
California Logistics Center Traffic Analysis
14274-03 TA Report
This Page Intentionally Left Blank
5154
1: Haven Av. & Inland Empire Bl.
PHF: 0.923 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 415 1,980 366 45 1,658 89 79 109 298 131 102 19 5,291 2: Haven Av. & I‐10 WB Ramps
PHF: 0.922 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 2,115 535 0 1,518 605 0 0 0 584 0 646 6,004 3: Haven Av. & I‐10 EB Ramps
PHF: 0.939 7:30am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 1,667 395 0 1,604 497 984 0 702 0 0 0 5,849 4: Haven Av. & E. Guasti Rd.
PHF: 0.978 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 173 1,827 110 222 1,784 300 91 29 38 63 41 145 4,822 5: Haven Av. & E. Airport Dr.
PHF: 0.911 7:30am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 447 1,506 231 382 1,252 137 104 192 240 63 184 250 4,988 6: Haven Av. & Driveway 1
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 2,183 6 0 1,555 0000002 3,746
7: Haven Av. & Driveway 2
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 2,183 5 0 1,555 0000006 3,749
8: Haven Av. & La Salle St.
PHF: 0.935 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 2,171 27 0 1,642 0 0 0 0 0 0 17 3,856
9: Haven Av. & Jurupa Av.
PHF: 0.946 7:30am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 106 1,747 272 87 1,084 470 368 221 123 316 318 82 5,194 10: Haven Av. & Mission Bl.
PHF: 0.940 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 107 1,800 15 154 1,428 217 222 270 130 60 647 651 5,702 11/18/2021
1/0/1900
1/0/1900
11/18/2021
11/18/2021
11/18/2021
10/26/2021
11/18/2021
11/18/2021
Volume Development ‐ AM Peak Hour
11/18/2021
6.2-1
5155
Volume Development ‐ AM Peak Hour
11: Haven Av. & SR‐60 WB Ramps
PHF: 0.950 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 331 1,694 0 0 843 624 0 0 0 148 10 508 4,158 12: Haven Av. & SR‐60 EB Ramps
PHF: 0.950 7:30am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 1,048 293 373 618 0 977 7 218 0 0 0 3,534 13: Driveway 3 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 4 0 1 0 0 0 0 797 7 13 492 0 1,315
14: Driveway 4 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 0 8 0 0 0 0 785 14 0 505 0 1,313
15: Driveway 5 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 0 19 0 0 0 0 763 30 0 505 0 1,318
16: Driveway 6 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 1 0 1 1 0 1 1 23 3 4 15 1 51
17: Driveway 7 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 2 0 3 0 0 0 0 21 3 6 18 0 53
18: Driveway 8 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 0 0 1 0 7 3 22 0 0 17 14 64
19: Driveway 9 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 0 0 1 0 1 1 35 0 0 76 1 115
20: Driveway 10 & Jurupa Av.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 0 0 0 0 2 0 581 0 0 714 8 1,304
1/0/1900
1/0/1900
1/0/1900
1/0/1900
1/0/1900
1/0/1900
1/0/1900
1/0/1900
10/26/2021
10/26/2021
6.2-2
5156
Volume Development ‐ AM Peak Hour
21: Driveway 11 & Jurupa Av.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 0 0 0 0 3 0 581 0 0 718 8 1,309
22: Carnegie Av. & E. Airport Dr.
PHF: 0.834 7:00am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 73 17 0 29 53 183 166 215 111 2 224 31 1,104 23: Carnegie Av. & Driveway 12
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 5 84 1 3 139 23 6 0 1 0 0 1 263
24: Carnegie Av. & Driveway 13
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 87 1 7 134 0 0 0 0 0 0 2 231
25: Carnegie Av. & Driveway 14
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 14 85 0 0 129 5 3 0 1 0 0 0 237
26: Carnegie Av. & Driveway 15/Santa Ana St.
PHF: 0.641 8:00am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 11 65 30 42 86 3 2 0 1 7 0 32 279
27: Carnegie Av. & Driveway 16
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 40 94 0 0 83 11 12 0 18 0 0 0 257
28: Carnegie Av. & Driveway 17
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 9 133 0 0 88 13 1 0 5 0 0 0 248
29: Carnegie Av. & La Salle St.
PHF: 0.917 8:00am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 43 123 0 0 59 34 18 0 17 0 0 0 293
30: Carnegie Av. & Driveway 18
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 166 12 0 76 0 0 0 0 2 0 1 257
1/0/1900
10/26/2022
1/0/1900
1/0/1900
1/0/1900
1/0/1900
10/26/2021
1/0/1900
1/0/1900
10/26/2021
6.2-3
5157
Volume Development ‐ AM Peak Hour
31: Carnegie Av. & Jurupa Av.
PHF: 0.902 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 9 0 3 22 0 61 106 661 3 7 765 103 1,740
32: Driveway 19 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 2 0 0 0 0 2 6 57 10 0 35 5 116
33: Driveway 20 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 3 0 11 0 0 9 10 29 18 4 28 8 119
34: Commerce Pkwy. & Driveway 21
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 258 0 0 229 8 0 0 2 0 0 0 497
35: Commerce Pkwy. & Driveway 22
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 258 0 0 228 4 0 0 7 0 0 0 497
36: Commerce Pkwy. & Driveway 23
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 257 6 0 234 0 0 0 0 0 0 2 499
37: Commerce Pkwy. & Santa Ana St.
PHF: 0.948 7:15am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 30 219 25 115 116 3 6 24 10 1 6 38 594
38: Commerce Pkwy. & Driveway 24
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 274 0 0 111 16 0 0 8 0 0 0 410
39: Commerce Pkwy. & Driveway 25
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 258 46 4 115 0 0 0 0 23 0 15 462
40: Commerce Pkwy. & Driveway 26
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 302 10 0 137 0 0 0 0 0 0 2 452
1/0/1900
1/0/1900
1/0/1900
10/26/2021
1/0/1900
1/0/1900
1/0/1900
1/0/1900
1/0/1900
10/26/2021
6.2-4
5158
Volume Development ‐ AM Peak Hour
41: Commerce Pkwy. & Jurupa Av.
PHF: 0.918 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 14 5 34 87 4 40 109 561 14 20 821 204 1,914 42: Driveway 27 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 3 0 2 1 0 1 6 138 19 3 42 2 217
43: Driveway 28 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 1 0 3 2 0 3 7 128 5 11 43 1 204
44: Double Day Av. & Driveway 29
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 2 43 0 0 30 1 2 0 1 0 0 0 79
45: Double Day Av. & Santa Ana St.
PHF: 0.944 8:00am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 12 9 2 9 5 17 26 45 61 8 25 10 230
46: Driveway 30 & Double Day Av.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 0 3 0 0 0 0 32 17 4 47 0 103
47: Dupont Av. & Santa Ana St.
PHF: 0.910 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 24 68 8 3 34 8 8 33 7 11 22 11 237
48: Dupont Av. & Double Day Av.
PHF: 0.845 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 47 115 3 1 22 4 1 1 32 0 0 0 227
49: Dupont Av. & Driveway 31
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 2 174 0 0 39 8 2 0 3 0 0 0 228
50: Dupont Av. & Jurupa Av.
PHF: 0.982 7:30am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 24 33 90 17 6 19 57 574 19 100 986 86 2,010 10/26/2021
1/0/1900
10/26/2021
10/26/2021
1/0/1900
10/26/2021
1/0/1900
1/0/1900
1/0/1900
10/26/2021
6.2-5
5159
Volume Development ‐ AM Peak Hour
51: Milliken Av. & E. Airport Dr.
PHF: 0.861 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 23 660 77 365 886 174 80 116 23 84 161 223 2,870 52: Milliken Av. & Jurupa Av.
PHF: 0.970 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 505 821 114 143 416 70 225 792 324 110 630 76 4,226 53: Milliken Av. & Mission Bl.
PHF: 0.895 7:45am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 327 1,333 15 129 618 363 222 2 52 21 17 257 3,357 54: I‐15 SB Ramps & Jurupa Av.
PHF: 0.910 7:30am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 0 0 540 3 1,010 0 719 207 445 734 0 3,658 55: I‐15 NB Ramps & Jurupa Av.
PHF: 0.939 7:00am Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 345 0 575 0 0 0 414 844 0 0 834 386 3,399 10/26/2021
10/26/2021
10/26/2021
10/26/2021
10/26/2021
6.2-6
5160
1: Haven Av. & Inland Empire Bl.
PHF: 0.960 4:30pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 369 2,072 471 43 1,879 72 209 369 414 371 249 43 6,562 2: Haven Av. & I‐10 WB Ramps
PHF: 0.979 4:30pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 2,560 1,055 0 1,905 788 0 0 0 269 0 352 6,928 3: Haven Av. & I‐10 EB Ramps
PHF: 0.975 4:30pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 3,031 827 0 1,786 388 584 0 335 0 0 0 6,951 4: Haven Av. & E. Guasti Rd.
PHF: 0.975 4:30pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 70 3,189 116 179 1,820 121 423 50 230 88 21 246 6,553 5: Haven Av. & E. Airport Dr.
PHF: 0.985 4:30pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 543 2,396 23 313 1,558 189 318 519 661 34 660 648 7,862 6: Haven Av. & Driveway 1
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 2,956 3 0 2,252 0000006 5,217
7: Haven Av. & Driveway 2
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 2,957 3 0 2,252 0000002 5,214
8: Haven Av. & La Salle St.
PHF: 0.968 4:15pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 2,908 18 0 2,265 0 0 0 0 0 0 52 5,242
9: Haven Av. & Jurupa Av.
PHF: 0.982 4:30pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 73 2,188 375 224 1,677 365 503 372 72 338 310 234 6,731 10: Haven Av. & Mission Bl.
PHF: 0.962 4:00pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 111 1,641 63 334 1,462 145 574 723 120 40 495 467 6,177 10/26/2021
11/18/2021
11/18/2021
11/18/2021
11/18/2021
11/18/2021
11/18/2021
Volume Development ‐ PM Peak Hour
11/18/2021
6.2-7
5161
Volume Development ‐ PM Peak Hour
11: Haven Av. & SR‐60 WB Ramps
PHF: 0.962 4:45pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 157 939 0 0 1,327 575 0 0 0 304 9 561 3,872 12: Haven Av. & SR‐60 EB Ramps
PHF: 0.933 4:30pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 669 215 672 959 0 427 8 170 0 0 0 3,120 13: Driveway 3 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 14 0 4 0 0 0 0 852 4 7 1,328 0 2,208
14: Driveway 4 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 0 10 0 0 0 0 849 7 0 1,335 0 2,200
15: Driveway 5 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 0 24 0 0 0 0 842 17 0 1,335 0 2,217
16: Driveway 6 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 5 0 2 0 0 0 0 16 2 2 46 0 72
17: Driveway 7 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 3 0 5 0 0 0 0 17 2 3 47 0 76
18: Driveway 8 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 0 0 0 0 14 2 20 0 0 36 8 79
19: Driveway 9 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 0 0 0 0 0 0 39 0 0 110 0 149
20: Driveway 10 & Jurupa Av.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 0 0 0 0 7 0 974 0 0 877 4 1,862
10/26/2021
10/26/2021
6.2-8
5162
Volume Development ‐ PM Peak Hour
21: Driveway 11 & Jurupa Av.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 0 0 0 0 6 0 974 0 0 875 4 1,859
22: Carnegie Av. & E. Airport Dr.
PHF: 0.882 4:30pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 134 40 20 58 45 508 277 390 68 1 475 93 2,108 23: Carnegie Av. & Driveway 12
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 3 170 0 2 100 13 20 0 4 1 0 3 317
24: Carnegie Av. & Driveway 13
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 166 1 4 101 0 0 0 0 1 0 6 280
25: Carnegie Av. & Driveway 14
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 8 155 0 0 99 2 12 0 4 0 0 0 281
26: Carnegie Av. & Driveway 15/Santa Ana St.
PHF: 0.786 4:15pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 6 96 21 16 86 2 8 0 4 10 0 60 308
27: Carnegie Av. & Driveway 16
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 23 108 0 0 93 7 13 0 27 0 0 0 271
28: Carnegie Av. & Driveway 17
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 5 130 0 0 113 7 2 0 17 0 0 0 274
29: Carnegie Av. & La Salle St.
PHF: 0.944 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 73 107 0 0 92 38 27 0 12 0 0 0 349
30: Carnegie Av. & Driveway 18
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 177 7 0 104 0 0 0 0 8 0 3 300
10/26/2022
10/26/2021
10/26/2021
6.2-9
5163
Volume Development ‐ PM Peak Hour
31: Carnegie Av. & Jurupa Av.
PHF: 0.957 4:15pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 6 0 2 47 0 90 116 925 19 4 696 59 1,963
32: Driveway 19 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 7 0 2 1 0 8 3 29 5 0 55 3 112
33: Driveway 20 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 10 0 8 1 0 12 6 15 11 3 36 5 106
34: Commerce Pkwy. & Driveway 21
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 587 0 0 436 5 0 0 7 0 0 0 1,036
35: Commerce Pkwy. & Driveway 22
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 587 0 0 441 2 0 0 4 0 0 0 1,035
36: Commerce Pkwy. & Driveway 23
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 582 3 0 445 0 0 0 0 0 0 5 1,036
37: Commerce Pkwy. & Santa Ana St.
PHF: 0.920 4:30pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 20 412 12 85 344 17 10 7 8 27 6 163 1,110 38: Commerce Pkwy. & Driveway 24
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 444 0 0 369 10 0 0 14 0 0 0 838
39: Commerce Pkwy. & Driveway 25
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 423 29 3 380 0 0 0 0 17 0 22 875
40: Commerce Pkwy. & Driveway 26
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 443 6 0 397 0 0 0 0 0 0 9 856
10/26/2021
10/26/2021
6.2-10
5164
Volume Development ‐ PM Peak Hour
41: Commerce Pkwy. & Jurupa Av.
PHF: 0.957 4:15pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 15 45 60 318 18 59 115 845 14 12 684 284 2,470 42: Driveway 27 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 11 0 7 3 0 4 4 89 10 1 179 1 309
43: Driveway 28 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 4 0 10 3 0 4 4 91 3 6 174 1 300
44: Double Day Av. & Driveway 29
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 1 19 0 0 10 0 1 0 0 0 0 0 31
45: Double Day Av. & Santa Ana St.
PHF: 0.802 4:00pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 27 2 15 2 0 7 12 49 43 7 146 7 318
46: Driveway 30 & Double Day Av.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 1 0 10 0 0 0 0 62 9 2 42 0 126
47: Dupont Av. & Santa Ana St.
PHF: 0.798 4:00pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 42 93 26 11 52 13 11 37 11 17 99 29 441
48: Dupont Av. & Double Day Av.
PHF: 0.763 4:00pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 31 118 1 0 101 13 7 0 66 2 0 0 339
49: Dupont Av. & Driveway 31
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 1 146 0 0 151 4 6 0 9 0 0 0 317
50: Dupont Av. & Jurupa Av.
PHF: 0.934 4:15pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 46 29 121 81 28 51 50 1,118 14 71 869 68 2,546 10/26/2021
10/26/2021
10/26/2021
10/26/2021
10/26/2021
6.2-11
5165
Volume Development ‐ PM Peak Hour
51: Milliken Av. & E. Airport Dr.
PHF: 0.988 4:45pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 36 1,053 66 153 955 138 273 270 36 95 289 357 3,722 52: Milliken Av. & Jurupa Av.
PHF: 0.961 4:45pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 212 838 388 267 1,006 66 137 916 280 415 679 109 5,312 53: Milliken Av. & Mission Bl.
PHF: 0.950 4:30pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 188 960 22 284 1,398 431 578 1 89 17 6 161 4,136 54: I‐15 SB Ramps & Jurupa Av.
PHF: 0.945 4:30pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 0 0 0 239 8 478 0 1,376 601 484 760 0 3,945 55: I‐15 NB Ramps & Jurupa Av.
PHF: 0.967 4:00pm Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
OYC (2026) WP: 154 1 353 0 0 0 614 1,000 0 0 1,090 542 3,754 10/26/2021
10/26/2021
10/26/2021
10/26/2021
10/26/2021
6.2-12
5166
Timings California Logistics Center (JN 14274)
1: Haven Av. & Inland Empire Bl. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 79 109 298 131 102 19 415 1980 366 45 1658 89 Future Volume (vph) 79 109 298 131 102 19 415 1980 366 45 1658 89 Turn Type Prot NA pm+ov Prot NA Free Prot NA Free Prot NA Free Protected Phases 74538 52 16
Permitted Phases 4 Free Free Free
Detector Phase 74538 52 16
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 45.8 9.6 9.6 39.8 9.6 32.8 9.6 38.8 Total Split (s) 11.3 45.8 27.2 11.4 45.9 27.2 63.2 9.6 45.6 Total Split (%) 8.7% 35.2% 20.9% 8.8% 35.3% 20.9% 48.6% 7.4% 35.1% Yellow Time (s) 3.6 4.8 3.6 3.6 4.8 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 4.6 5.8 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 101.8
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Splits and Phases: 1: Haven Av. & Inland Empire Bl.
6.2-13
5167
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 1: Haven Av. & Inland Empire Bl. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 79 109 298 131 102 19 415 1980 366 45 1658 89 Future Volume (veh/h) 79 109 298 131 102 19 415 1980 366 45 1658 89 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1500 1800 1800 1600 1800 1800 1600 1800 1800 Adj Flow Rate, veh/h 86 118 151 142 111 0 451 2152 0 49 1802 0 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, % 000000000000
Cap, veh/h 149 450 470 226 470 525 3299 118 2446
Arrive On Green 0.05 0.13 0.13 0.06 0.14 0.00 0.18 0.53 0.00 0.04 0.40 0.00 Sat Flow, veh/h 2956 3420 1512 4029 3420 1525 2956 6192 1525 2956 6192 1525 Grp Volume(v), veh/h 86 118 151 142 111 0 451 2152 0 49 1802 0 Grp Sat Flow(s),veh/h/ln 1478 1710 1512 1343 1710 1525 1478 1548 1525 1478 1548 1525 Q Serve(g_s), s 2.5 2.7 6.7 3.0 2.5 0.0 12.9 21.6 0.0 1.4 21.6 0.0 Cycle Q Clear(g_c), s 2.5 2.7 6.7 3.0 2.5 0.0 12.9 21.6 0.0 1.4 21.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 149 450 470 226 470 525 3299 118 2446 V/C Ratio(X) 0.58 0.26 0.32 0.63 0.24 0.86 0.65 0.42 0.74 Avail Cap(c_a), veh/h 228 1575 967 315 1579 769 4091 170 2837 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 40.3 33.9 23.0 40.1 33.4 0.0 34.7 14.5 0.0 40.7 22.4 0.0 Incr Delay (d2), s/veh 1.3 0.3 0.4 1.1 0.3 0.0 4.6 0.3 0.0 0.9 0.9 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 0.9 1.1 2.2 1.0 1.0 0.0 4.7 6.4 0.0 0.5 7.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.7 34.2 23.4 41.2 33.7 0.0 39.3 14.8 0.0 41.6 23.3 0.0 LnGrp LOS DCCDC DB DC
Approach Vol, veh/h 355 253 A 2603 A 1851 A
Approach Delay, s/veh 31.4 37.9 19.0 23.8
Approach LOS C D B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.1 52.1 9.5 17.2 20.0 40.1 9.0 17.7 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 5.0 57.4 6.8 40.0 22.6 39.8 6.7 40.1 Max Q Clear Time (g_c+I1), s 3.4 23.6 5.0 8.7 14.9 23.6 4.5 4.5 Green Ext Time (p_c), s 0.0 21.4 0.0 1.1 0.6 10.7 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 22.6
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
6.2-14
5168
Timings California Logistics Center (JN 14274)
2: Haven Av. & I-10 WB Ramps 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 3
Lane Group WBL WBR NBT NBR SBT
Lane Configurations
Traffic Volume (vph) 584 646 2115 535 1518
Future Volume (vph) 584 646 2115 535 1518
Turn Type Prot Perm NA Free NA
Protected Phases 4 2 6
Permitted Phases 4 Free
Detector Phase 4 4 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0
Minimum Split (s) 10.1 10.1 23.8 10.8
Total Split (s) 48.0 48.0 52.0 52.0
Total Split (%) 48.0% 48.0% 52.0% 52.0%
Yellow Time (s) 4.1 4.1 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.1 5.1 5.8 5.8
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None C-Min C-Min
Intersection Summary
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 55
Control Type: Actuated-Coordinated
Splits and Phases: 2: Haven Av. & I-10 WB Ramps
6.2-15
5169
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 2: Haven Av. & I-10 WB Ramps 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 584 646 2115 535 0 1518
Future Volume (veh/h) 584 646 2115 535 0 1518
Initial Q (Qb), veh 000000
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 1700 1800 1800 1800 0 1800
Adj Flow Rate, veh/h 790 400 2299 0 0 1650
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 000000
Cap, veh/h 949 447 3703 0 3703
Arrive On Green 0.29 0.29 1.00 0.00 0.00 0.60
Sat Flow, veh/h 3238 1525 6444 1525 0 6696
Grp Volume(v), veh/h 790 400 2299 0 0 1650
Grp Sat Flow(s),veh/h/ln 1619 1525 1548 1525 0 1548
Q Serve(g_s), s 22.8 25.1 0.0 0.0 0.0 14.6
Cycle Q Clear(g_c), s 22.8 25.1 0.0 0.0 0.0 14.6
Prop In Lane 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 949 447 3703 0 3703
V/C Ratio(X) 0.83 0.90 0.62 0.00 0.45
Avail Cap(c_a), veh/h 1389 654 3703 0 3703
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.57 0.00 0.00 0.63
Uniform Delay (d), s/veh 33.1 33.9 0.0 0.0 0.0 11.0
Incr Delay (d2), s/veh 1.9 8.3 0.5 0.0 0.0 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 8.7 9.8 0.1 0.0 0.0 4.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.0 42.2 0.5 0.0 0.0 11.3
LnGrp LOS C D A A B
Approach Vol, veh/h 1190 2299 A 1650
Approach Delay, s/veh 37.4 0.5 11.3
Approach LOS D A B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 65.6 34.4 65.6
Change Period (Y+Rc), s 5.8 5.1 5.8
Max Green Setting (Gmax), s 46.2 42.9 46.2
Max Q Clear Time (g_c+I1), s 2.0 27.1 16.6
Green Ext Time (p_c), s 17.8 2.2 9.0
Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.
6.2-16
5170
Timings California Logistics Center (JN 14274)
3: Haven Av. & I-10 EB Ramps 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBR NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 984 702 1667 1604 497
Future Volume (vph) 984 702 1667 1604 497
Turn Type Prot Perm NA NA Free
Protected Phases 4 2 6
Permitted Phases 4 Free
Detector Phase 4426
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0
Minimum Split (s) 10.1 10.1 10.8 10.8
Total Split (s) 58.0 58.0 42.0 42.0
Total Split (%) 58.0% 58.0% 42.0% 42.0%
Yellow Time (s) 4.1 4.1 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.1 5.1 5.8 5.8
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None C-Min C-Min
Intersection Summary
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 98.8 (99%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55
Control Type: Actuated-Coordinated
Splits and Phases: 3: Haven Av. & I-10 EB Ramps
6.2-17
5171
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 3: Haven Av. & I-10 EB Ramps 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 984 702 0 1667 1604 497
Future Volume (veh/h) 984 702 0 1667 1604 497
Initial Q (Qb), veh 000000
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 1700 1800 0 1800 1800 1800
Adj Flow Rate, veh/h 1128 567 0 1773 1706 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 000000
Cap, veh/h 1378 649 0 2882 2882
Arrive On Green 0.43 0.43 0.00 0.47 0.93 0.00
Sat Flow, veh/h 3238 1525 0 6696 6444 1525
Grp Volume(v), veh/h 1128 567 0 1773 1706 0
Grp Sat Flow(s),veh/h/ln 1619 1525 0 1548 1548 1525
Q Serve(g_s), s 30.7 34.0 0.0 21.4 4.2 0.0
Cycle Q Clear(g_c), s 30.7 34.0 0.0 21.4 4.2 0.0
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1378 649 0 2882 2882
V/C Ratio(X) 0.82 0.87 0.00 0.62 0.59
Avail Cap(c_a), veh/h 1713 807 0 2882 2882
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 0.00 0.73 0.75 0.00
Uniform Delay (d), s/veh 25.3 26.3 0.0 20.0 2.0 0.0
Incr Delay (d2), s/veh 2.7 8.8 0.0 0.7 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 11.2 12.8 0.0 7.2 0.8 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.0 35.1 0.0 20.7 2.7 0.0
LnGrp LOS C D A C A
Approach Vol, veh/h 1695 1773 1706 A
Approach Delay, s/veh 30.3 20.7 2.7
Approach LOS C C A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 52.3 47.7 52.3
Change Period (Y+Rc), s 5.8 5.1 5.8
Max Green Setting (Gmax), s 36.2 52.9 36.2
Max Q Clear Time (g_c+I1), s 23.4 36.0 6.2
Green Ext Time (p_c), s 6.8 6.6 9.5
Intersection Summary
HCM 6th Ctrl Delay 17.9
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
6.2-18
5172
Timings California Logistics Center (JN 14274)
4: Haven Av. & Guasti Rd. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 91 29 38 63 41 145 173 1827 110 222 1784 300 Future Volume (vph) 91 29 38 63 41 145 173 1827 110 222 1784 300 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 48.2 48.2 9.6 16.2 16.2 9.6 33.8 33.8 9.6 30.8 30.8 Total Split (s) 12.0 48.2 48.2 11.0 47.2 47.2 17.0 51.8 51.8 19.0 53.8 53.8 Total Split (%) 9.2% 37.1% 37.1% 8.5% 36.3% 36.3% 13.1% 39.8% 39.8% 14.6% 41.4% 41.4% Yellow Time (s) 3.6 5.2 5.2 3.6 5.2 5.2 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.2 6.2 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 95.4
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Splits and Phases: 4: Haven Av. & Guasti Rd.
6.2-19
5173
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 4: Haven Av. & Guasti Rd. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 91 29 38 63 41 145 173 1827 110 222 1784 300 Future Volume (veh/h) 91 29 38 63 41 145 173 1827 110 222 1784 300 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1600 1800 1800 1600 1800 1800 1600 1800 1800 Adj Flow Rate, veh/h 93 30 22 64 42 82 177 1864 78 227 1820 202 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 000000000000
Cap, veh/h 158 273 228 138 260 388 245 2750 676 298 2862 696 Arrive On Green 0.05 0.15 0.15 0.05 0.14 0.14 0.08 0.44 0.44 0.10 0.46 0.46 Sat Flow, veh/h 2956 1800 1504 2956 1800 2685 2956 6192 1522 2956 6192 1505 Grp Volume(v), veh/h 93 30 22 64 42 82 177 1864 78 227 1820 202 Grp Sat Flow(s),veh/h/ln 1478 1800 1504 1478 1800 1342 1478 1548 1522 1478 1548 1505 Q Serve(g_s), s 2.5 1.2 1.0 1.7 1.7 2.2 4.8 19.8 2.5 6.2 18.5 6.9 Cycle Q Clear(g_c), s 2.5 1.2 1.0 1.7 1.7 2.2 4.8 19.8 2.5 6.2 18.5 6.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 158 273 228 138 260 388 245 2750 676 298 2862 696 V/C Ratio(X) 0.59 0.11 0.10 0.46 0.16 0.21 0.72 0.68 0.12 0.76 0.64 0.29 Avail Cap(c_a), veh/h 265 916 766 229 894 1334 444 3451 849 516 3601 876 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.2 30.2 30.2 38.3 30.9 31.1 36.9 18.2 13.4 36.1 16.9 13.8 Incr Delay (d2), s/veh 1.3 0.2 0.2 0.9 0.3 0.3 1.5 0.4 0.1 1.5 0.2 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 0.9 0.5 0.4 0.6 0.7 0.7 1.7 6.2 0.7 2.2 5.7 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.5 30.4 30.3 39.2 31.2 31.4 38.4 18.6 13.5 37.6 17.1 14.0 LnGrp LOS DCCDCCDBBDBB
Approach Vol, veh/h 145 188 2119 2249
Approach Delay, s/veh 36.2 34.0 20.1 18.9
Approach LOS D C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.9 42.5 8.4 18.7 11.4 43.9 9.0 18.1 Change Period (Y+Rc), s 4.6 5.8 4.6 6.2 4.6 5.8 4.6 6.2 Max Green Setting (Gmax), s 14.4 46.0 6.4 42.0 12.4 48.0 7.4 41.0 Max Q Clear Time (g_c+I1), s 8.2 21.8 3.7 3.2 6.8 20.5 4.5 4.2 Green Ext Time (p_c), s 0.2 14.9 0.0 0.2 0.1 16.3 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 20.6
HCM 6th LOS C
6.2-20
5174
Timings California Logistics Center (JN 14274)
5: Haven Av. & E. Airport Dr. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 104 192 63 184 250 447 1506 231 382 1252 137 Future Volume (vph) 104 192 63 184 250 447 1506 231 382 1252 137 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7438 52 16
Permitted Phases 8 2 6
Detector Phase 74388522166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 46.8 9.6 15.8 15.8 9.6 41.5 41.5 9.6 37.5 37.5 Total Split (s) 13.0 47.0 10.1 44.1 44.1 30.0 55.9 55.9 17.0 42.9 42.9 Total Split (%) 10.0% 36.2% 7.8% 33.9% 33.9% 23.1% 43.0% 43.0% 13.1% 33.0% 33.0% Yellow Time (s) 3.6 4.8 3.6 4.8 4.8 3.6 5.5 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 5.8 5.8 4.6 6.5 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 98.1
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Splits and Phases: 5: Haven Av. & E. Airport Dr.
6.2-21
5175
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 5: Haven Av. & E. Airport Dr. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 104 192 240 63 184 250 447 1506 231 382 1252 137 Future Volume (veh/h) 104 192 240 63 184 250 447 1506 231 382 1252 137 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1600 1800 1800 1600 1800 1800 1600 1800 1800 Adj Flow Rate, veh/h 114 211 172 69 202 195 491 1655 218 420 1376 116 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, % 000000000000
Cap, veh/h 169 322 250 136 563 251 565 2464 607 411 2143 527 Arrive On Green 0.06 0.18 0.18 0.05 0.16 0.16 0.19 0.40 0.40 0.14 0.35 0.35 Sat Flow, veh/h 2956 1833 1421 2956 3420 1525 2956 6192 1525 2956 6192 1524 Grp Volume(v), veh/h 114 196 187 69 202 195 491 1655 218 420 1376 116 Grp Sat Flow(s),veh/h/ln 1478 1710 1544 1478 1710 1525 1478 1548 1525 1478 1548 1524 Q Serve(g_s), s 3.4 9.5 10.1 2.0 4.7 10.9 14.4 19.6 8.9 12.4 16.7 4.8 Cycle Q Clear(g_c), s 3.4 9.5 10.1 2.0 4.7 10.9 14.4 19.6 8.9 12.4 16.7 4.8 Prop In Lane 1.00 0.92 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 169 301 272 136 563 251 565 2464 607 411 2143 527 V/C Ratio(X) 0.68 0.65 0.69 0.51 0.36 0.78 0.87 0.67 0.36 1.02 0.64 0.22 Avail Cap(c_a), veh/h 279 790 714 182 1469 655 842 3431 845 411 2528 622 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.2 34.2 34.4 41.5 33.1 35.7 35.0 22.1 18.9 38.4 24.5 20.6 Incr Delay (d2), s/veh 1.8 2.4 3.1 1.1 0.4 5.1 4.6 0.3 0.4 50.0 0.4 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 1.2 3.9 3.8 0.7 1.9 4.2 5.1 6.2 2.9 7.0 5.5 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.0 36.6 37.5 42.6 33.4 40.8 39.6 22.4 19.2 88.3 24.9 20.8 LnGrp LOS DDDDCDDCBFCC
Approach Vol, veh/h 497 466 2364 1912
Approach Delay, s/veh 38.4 37.9 25.7 38.6
Approach LOS DDCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.0 42.0 8.7 21.5 21.6 37.4 9.7 20.5 Change Period (Y+Rc), s 4.6 6.5 4.6 5.8 4.6 6.5 4.6 5.8 Max Green Setting (Gmax), s 12.4 49.4 5.5 41.2 25.4 36.4 8.4 38.3 Max Q Clear Time (g_c+I1), s 14.4 21.6 4.0 12.1 16.4 18.7 5.4 12.9 Green Ext Time (p_c), s 0.0 13.9 0.0 2.2 0.7 8.6 0.0 1.8 Intersection Summary
HCM 6th Ctrl Delay 32.7
HCM 6th LOS C
6.2-22
5176
HCM 6th TWSC California Logistics Center (JN 14274)
6: Haven Av. & Driveway 1 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 3
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 2 1637 6 0 1166
Future Vol, veh/h 0 2 1637 6 0 1166
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
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, % 0 00000
Mvmt Flow 0 2 1779 7 0 1267
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 893 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.1 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.9 ----
Pot Cap-1 Maneuver 0 248 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 248 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 19.6 0 0
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 248 -
HCM Lane V/C Ratio - - 0.009 -
HCM Control Delay (s) - - 19.6 -
HCM Lane LOS - - C -
HCM 95th %tile Q(veh) - - 0 -
6.2-23
5177
HCM 6th TWSC California Logistics Center (JN 14274)
7: Haven Av. & Driveway 2 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 4
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 6 1637 5 0 1166
Future Vol, veh/h 0 6 1637 5 0 1166
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
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, % 0 00000
Mvmt Flow 0 7 1779 5 0 1267
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 892 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.1 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.9 ----
Pot Cap-1 Maneuver 0 248 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 248 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 19.9 0 0
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 248 -
HCM Lane V/C Ratio - - 0.026 -
HCM Control Delay (s) - - 19.9 -
HCM Lane LOS - - C -
HCM 95th %tile Q(veh) - - 0.1 -
6.2-24
5178
HCM 6th TWSC California Logistics Center (JN 14274)
8: Haven Av. & La Salle St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 5
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 9 1628 27 0 1232
Future Vol, veh/h 0 9 1628 27 0 1232
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 0 00000
Mvmt Flow 0 10 1732 29 0 1311
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 881 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.1 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.9 ----
Pot Cap-1 Maneuver 0 252 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 252 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 19.8 0 0
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 252 -
HCM Lane V/C Ratio - - 0.038 -
HCM Control Delay (s) - - 19.8 -
HCM Lane LOS - - C -
HCM 95th %tile Q(veh) - - 0.1 -
6.2-25
5179
Timings California Logistics Center (JN 14274)
9: Haven Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 6
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 368 221 316 318 82 106 1747 272 87 1084 470 Future Volume (vph) 368 221 316 318 82 106 1747 272 87 1084 470 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7438 52 16
Permitted Phases 8 2 6
Detector Phase 74388522166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 42.8 9.6 15.8 15.8 9.6 36.5 36.5 9.6 35.5 35.5 Total Split (s) 25.0 42.8 20.0 37.8 37.8 19.3 50.2 50.2 17.0 47.9 47.9 Total Split (%) 19.2% 32.9% 15.4% 29.1% 29.1% 14.8% 38.6% 38.6% 13.1% 36.8% 36.8% Yellow Time (s) 3.6 4.8 3.6 4.8 4.8 3.6 5.5 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 5.8 5.8 4.6 6.5 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 110
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Splits and Phases: 9: Haven Av. & Jurupa St.
6.2-26
5180
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 9: Haven Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 368 221 123 316 318 82 106 1747 272 87 1084 470 Future Volume (veh/h) 368 221 123 316 318 82 106 1747 272 87 1084 470 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1600 1800 1800 1700 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 387 233 104 333 335 60 112 1839 171 92 1141 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 000000000000
Cap, veh/h 455 538 221 396 471 210 138 2503 617 114 2413 Arrive On Green 0.15 0.16 0.16 0.13 0.14 0.14 0.09 0.40 0.40 0.07 0.39 0.00 Sat Flow, veh/h 2956 3417 1401 2956 3420 1525 1619 6192 1525 1619 6192 1525 Grp Volume(v), veh/h 387 223 114 333 335 60 112 1839 171 92 1141 0 Grp Sat Flow(s),veh/h/ln 1478 1638 1542 1478 1710 1525 1619 1548 1525 1619 1548 1525 Q Serve(g_s), s 11.7 5.7 6.2 10.1 8.6 3.3 6.3 23.2 6.9 5.2 12.7 0.0 Cycle Q Clear(g_c), s 11.7 5.7 6.2 10.1 8.6 3.3 6.3 23.2 6.9 5.2 12.7 0.0 Prop In Lane 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 455 516 243 396 471 210 138 2503 617 114 2413 V/C Ratio(X) 0.85 0.43 0.47 0.84 0.71 0.29 0.81 0.73 0.28 0.80 0.47 Avail Cap(c_a), veh/h 655 1317 620 494 1189 530 259 2939 724 218 2784 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 37.9 35.0 35.3 38.9 37.9 35.6 41.4 23.2 18.4 42.2 21.0 0.0 Incr Delay (d2), s/veh 5.2 0.6 1.4 8.5 2.0 0.7 4.3 0.8 0.2 4.9 0.1 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 4.3 2.2 2.3 4.0 3.6 1.2 2.5 7.5 2.3 2.1 4.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.1 35.6 36.7 47.4 39.9 36.4 45.7 24.1 18.6 47.1 21.2 0.0 LnGrp LOS DDDDDDDCBDC
Approach Vol, veh/h 724 728 2122 1233 A
Approach Delay, s/veh 39.8 43.1 24.8 23.1
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.1 43.7 16.9 20.3 12.4 42.4 18.8 18.5 Change Period (Y+Rc), s 4.6 6.5 4.6 5.8 4.6 6.5 4.6 5.8 Max Green Setting (Gmax), s 12.4 43.7 15.4 37.0 14.7 41.4 20.4 32.0 Max Q Clear Time (g_c+I1), s 7.2 25.2 12.1 8.2 8.3 14.7 13.7 10.6 Green Ext Time (p_c), s 0.0 12.0 0.2 2.0 0.1 7.8 0.4 2.1 Intersection Summary
HCM 6th Ctrl Delay 29.4
HCM 6th LOS C
Notes
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
6.2-27
5181
Timings California Logistics Center (JN 14274)
10: Haven Av. & Mission Bl. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 222 270 130 60 647 651 107 1800 15 154 1428 Future Volume (vph) 222 270 130 60 647 651 107 1800 15 154 1428 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA Protected Phases 74538152316
Permitted Phases 4 8 2
Detector Phase 74538152316
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 5.0 5.0 10.0 5.0 5.0 10.0 Minimum Split (s) 9.6 44.5 9.6 9.6 16.5 9.6 9.6 45.2 9.6 9.6 48.5 Total Split (s) 18.2 44.5 19.4 9.6 35.9 25.0 19.4 50.9 9.6 25.0 56.5 Total Split (%) 14.0% 34.2% 14.9% 7.4% 27.6% 19.2% 14.9% 39.2% 7.4% 19.2% 43.5% Yellow Time (s) 3.6 5.5 3.6 3.6 5.5 3.6 3.6 5.2 3.6 3.6 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 4.6 4.6 6.5 4.6 4.6 6.2 4.6 4.6 6.5 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 122.8
Natural Cycle: 125
Control Type: Actuated-Uncoordinated
Splits and Phases: 10: Haven Av. & Mission Bl.
6.2-28
5182
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 10: Haven Av. & Mission Bl. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 222 270 130 60 647 651 107 1800 15 154 1428 217 Future Volume (veh/h) 222 270 130 60 647 651 107 1800 15 154 1428 217 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1600 1800 1800 1700 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 236 287 115 64 688 528 114 1915 11 164 1519 215 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 000000000000
Cap, veh/h 282 1474 585 107 1182 544 136 1798 605 188 1731 245 Arrive On Green 0.10 0.30 0.30 0.04 0.24 0.24 0.08 0.37 0.37 0.12 0.40 0.40 Sat Flow, veh/h 2956 4914 1522 2956 4914 1525 1619 4914 1501 1619 4351 615 Grp Volume(v), veh/h 236 287 115 64 688 528 114 1915 11 164 1143 591 Grp Sat Flow(s),veh/h/ln 1478 1638 1522 1478 1638 1525 1619 1638 1501 1619 1638 1689 Q Serve(g_s), s 9.6 5.3 6.1 2.6 15.1 29.4 8.5 44.7 0.5 12.2 39.4 39.6 Cycle Q Clear(g_c), s 9.6 5.3 6.1 2.6 15.1 29.4 8.5 44.7 0.5 12.2 39.4 39.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.36
Lane Grp Cap(c), veh/h 282 1474 585 107 1182 544 136 1798 605 188 1303 672 V/C Ratio(X) 0.84 0.19 0.20 0.60 0.58 0.97 0.84 1.07 0.02 0.87 0.88 0.88 Avail Cap(c_a), veh/h 329 1528 602 121 1182 544 196 1798 605 270 1341 691 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.3 31.8 25.1 58.0 41.0 38.6 55.1 38.7 22.0 53.1 34.0 34.1 Incr Delay (d2), s/veh 13.2 0.1 0.2 3.3 0.7 30.9 13.1 41.0 0.0 14.3 6.8 12.3 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 3.9 2.0 2.1 1.0 5.9 19.1 3.8 23.6 0.2 5.5 15.6 17.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.5 31.9 25.2 61.3 41.7 69.5 68.2 79.8 22.0 67.4 40.8 46.3 LnGrp LOS E C C E D E E F C E D D
Approach Vol, veh/h 638 1280 2040 1898
Approach Delay, s/veh 43.9 54.1 78.8 44.8
Approach LOS D D E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.8 51.2 9.0 43.1 14.9 55.1 16.3 35.9 Change Period (Y+Rc), s 4.6 * 6.5 4.6 6.5 4.6 6.5 4.6 6.5 Max Green Setting (Gmax), s 20.4 * 45 5.0 38.0 14.8 50.0 13.6 29.4 Max Q Clear Time (g_c+I1), s 14.2 46.7 4.6 8.1 10.5 41.6 11.6 31.4 Green Ext Time (p_c), s 0.1 0.0 0.0 2.0 0.0 5.9 0.1 0.0 Intersection Summary
HCM 6th Ctrl Delay 58.6
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
6.2-29
5183
Timings California Logistics Center (JN 14274)
11: Haven Av. & SR-60 WB Ramps 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 11
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 148 10 508 331 1694 843 624
Future Volume (vph) 148 10 508 331 1694 843 624
Turn Type Split NA Perm Prot NA NA Perm
Protected Phases 8 8 5 2 6
Permitted Phases 8 6
Detector Phase 8885266
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 10.8 10.8 10.8 9.5 35.2 28.3 28.3
Total Split (s) 31.0 31.0 31.0 13.7 44.0 30.3 30.3
Total Split (%) 41.3% 41.3% 41.3% 18.3% 58.7% 40.4% 40.4% Yellow Time (s) 4.8 4.8 4.8 3.5 5.2 5.3 5.3
All-Red Time (s) 1.0 1.0 1.0 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 4.0 5.7 5.8 5.8
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None None Min Min Min
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 68.9
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Splits and Phases: 11: Haven Av. & SR-60 WB Ramps
6.2-30
5184
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 11: Haven Av. & SR-60 WB Ramps 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 148 10 508 331 1694 0 0 843 624 Future Volume (veh/h) 0 0 0 148 10 508 331 1694 0 0 843 624 Initial Q (Qb), veh 000000000
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 1700 1800 1800 1600 1800 0 0 1800 1800 Adj Flow Rate, veh/h 164 0 308 348 1783 0 0 887 492
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 000000000
Cap, veh/h 787 0 371 433 2813 0 0 1780 553
Arrive On Green 0.24 0.00 0.24 0.15 0.57 0.00 0.00 0.36 0.36 Sat Flow, veh/h 3238 0 1525 2956 5076 0 0 5076 1525
Grp Volume(v), veh/h 164 0 308 348 1783 0 0 887 492
Grp Sat Flow(s),veh/h/ln 1619 0 1525 1478 1638 0 0 1638 1525 Q Serve(g_s), s 2.5 0.0 12.0 7.2 15.3 0.0 0.0 8.8 19.1
Cycle Q Clear(g_c), s 2.5 0.0 12.0 7.2 15.3 0.0 0.0 8.8 19.1 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 787 0 371 433 2813 0 0 1780 553
V/C Ratio(X) 0.21 0.00 0.83 0.80 0.63 0.00 0.00 0.50 0.89 Avail Cap(c_a), veh/h 1297 0 611 456 2992 0 0 1914 594
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 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 19.0 0.0 22.6 26.0 9.0 0.0 0.0 15.6 18.9 Incr Delay (d2), s/veh 0.1 0.0 5.0 9.6 0.3 0.0 0.0 0.1 14.1 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 0.8 0.0 4.2 2.8 3.5 0.0 0.0 2.7 7.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.1 0.0 27.5 35.6 9.3 0.0 0.0 15.7 32.9 LnGrp LOS B A C D AAABC
Approach Vol, veh/h 472 2131 1379
Approach Delay, s/veh 24.6 13.6 21.8
Approach LOS C B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 41.8 13.2 28.6 21.1
Change Period (Y+Rc), s * 5.8 4.0 5.8 5.8
Max Green Setting (Gmax), s * 38 9.7 24.5 25.2
Max Q Clear Time (g_c+I1), s 17.3 9.2 21.1 14.0
Green Ext Time (p_c), s 8.6 0.1 1.7 1.3
Intersection Summary
HCM 6th Ctrl Delay 17.8
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.
6.2-31
5185
Timings California Logistics Center (JN 14274)
12: Haven Av. & SR-60 EB Ramps 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 13
Lane Group EBL EBT EBR NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 977 7 218 1048 373 618
Future Volume (vph) 977 7 218 1048 373 618
Turn Type Split NA Perm NA Prot NA
Protected Phases 4 4 2 1 6
Permitted Phases 4
Detector Phase 444216
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 10.8 10.8 10.8 26.7 9.6 29.7
Total Split (s) 31.0 31.0 31.0 29.0 15.0 44.0
Total Split (%) 41.3% 41.3% 41.3% 38.7% 20.0% 58.7%
Yellow Time (s) 4.8 4.8 4.8 5.2 3.5 5.2
All-Red Time (s) 1.0 1.0 1.0 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.7 4.0 5.7
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None None Min None Min
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 74.8
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Splits and Phases: 12: Haven Av. & SR-60 EB Ramps
6.2-32
5186
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 12: Haven Av. & SR-60 EB Ramps 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 977 7 218 0000 1048 293 373 618 0 Future Volume (veh/h) 977 7 218 0000 1048 293 373 618 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 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 1700 1800 1800 0 1800 1800 1600 1800 0 Adj Flow Rate, veh/h 1033 0 88 0 1103 244 393 651 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 0 0 000000
Cap, veh/h 1096 0 516 0 1223 270 438 2490 0
Arrive On Green 0.34 0.00 0.34 0.00 0.30 0.30 0.15 0.51 0.00 Sat Flow, veh/h 3238 0 1525 0 4177 888 2956 5076 0
Grp Volume(v), veh/h 1033 0 88 0 900 447 393 651 0
Grp Sat Flow(s),veh/h/ln 1619 0 1525 0 1638 1627 1478 1638 0 Q Serve(g_s), s 23.0 0.0 3.0 0.0 19.5 19.6 9.7 5.6 0.0
Cycle Q Clear(g_c), s 23.0 0.0 3.0 0.0 19.5 19.6 9.7 5.6 0.0 Prop In Lane 1.00 1.00 0.00 0.55 1.00 0.00
Lane Grp Cap(c), veh/h 1096 0 516 0 998 495 438 2490 0
V/C Ratio(X) 0.94 0.00 0.17 0.00 0.90 0.90 0.90 0.26 0.00 Avail Cap(c_a), veh/h 1100 0 518 0 1029 511 438 2536 0
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 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 23.9 0.0 17.2 0.0 24.7 24.7 31.0 10.4 0.0 Incr Delay (d2), s/veh 15.3 0.0 0.2 0.0 10.4 18.3 20.7 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 %ile BackOfQ(50%),veh/ln 10.0 0.0 1.0 0.0 8.0 9.0 4.4 1.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.2 0.0 17.4 0.0 35.1 43.0 51.8 10.4 0.0 LnGrp LOS D A B A D D D B A
Approach Vol, veh/h 1121 1347 1044
Approach Delay, s/veh 37.5 37.7 26.0
Approach LOS D D C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 15.0 28.3 30.9 43.3
Change Period (Y+Rc), s 4.0 5.7 5.8 5.7
Max Green Setting (Gmax), s 11.0 23.3 25.2 38.3
Max Q Clear Time (g_c+I1), s 11.7 21.6 25.0 7.6
Green Ext Time (p_c), s 0.0 1.0 0.1 2.6
Intersection Summary
HCM 6th Ctrl Delay 34.2
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.
6.2-33
5187
HCM 6th TWSC California Logistics Center (JN 14274)
13: Driveway 3 & E. Airport Dr. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 8
Intersection
Int Delay, s/veh 0.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 797 7 13 492 0401000
Future Vol, veh/h 0 797 7 13 492 0401000
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 240 - - 210 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 0 00000000000
Mvmt Flow 0 866 8 14 535 0401000
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 535 0 0 874 0 0 1112 1433 437 996 1437 268 Stage 1 - - - - - - 870 870 - 563 563 -
Stage 2 - - - - - - 242 563 - 433 874 -
Critical Hdwy 5.3 - - 4.1 - - 6.95 6.5 6.9 6.95 6.5 7.1 Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 7.3 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.7 5.5 - 6.5 5.5 -
Follow-up Hdwy 3.1 - - 2.2 - - 3.65 4 3.3 3.65 4 3.9
Pot Cap-1 Maneuver 659 - - 781 - - 192 135 573 229 135 627 Stage 1 - - - - - - 309 372 - 413 512 -
Stage 2 - - - - - - 709 512 - 558 370 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 659 - - 781 - - 189 133 573 225 133 627 Mov Cap-2 Maneuver - - - - - - 189 133 - 225 133 -
Stage 1 - - - - - - 309 372 - 413 503 -
Stage 2 - - - - - - 696 503 - 557 370 -
Approach EB WB NB SB
HCM Control Delay, s 0 0.2 21.9 0
HCM LOS C A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 218 659 - - 781 - - -
HCM Lane V/C Ratio 0.025 - - - 0.018 - - -
HCM Control Delay (s) 21.9 0 - - 9.7 - - 0
HCM Lane LOS C A - - A - - A
HCM 95th %tile Q(veh) 0.1 0 - - 0.1 - - -
6.2-34
5188
HCM 6th TWSC California Logistics Center (JN 14274)
14: Driveway 4 & E. Airport Dr. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 9
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 785 14 0 505 0 8
Future Vol, veh/h 785 14 0 505 0 8
Conflicting Peds, #/hr 0 00000
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, % 0 00000
Mvmt Flow 853 15 0 549 0 9
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 434
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - - - - 6.9
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - - - - - 3.3
Pot Cap-1 Maneuver - - 0 - 0 576
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 576
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0 11.3
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 576 - - -
HCM Lane V/C Ratio 0.015 - - -
HCM Control Delay (s) 11.3 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0 - - -
6.2-35
5189
HCM 6th TWSC California Logistics Center (JN 14274)
15: Driveway 5 & E. Airport Dr. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 10
Intersection
Int Delay, s/veh 0.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 763 30 0 505 0 19
Future Vol, veh/h 763 30 0 505 0 19
Conflicting Peds, #/hr 0 00000
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, % 0 00000
Mvmt Flow 829 33 0 549 0 21
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 431
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - - - - 6.9
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - - - - - 3.3
Pot Cap-1 Maneuver - - 0 - 0 578
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 578
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0 11.5
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 578 - - -
HCM Lane V/C Ratio 0.036 - - -
HCM Control Delay (s) 11.5 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0.1 - - -
6.2-36
5190
HCM 6th TWSC California Logistics Center (JN 14274)
16: Driveway 6 & La Salle St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 11
Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 23 3 4 15 1 1
Future Vol, veh/h 23 3 4 15 1 1
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 200 - 0 -
Veh in Median Storage, # 0 - - 0 2 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 25 3 4 16 1 1
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 28 0 43 14
Stage 1 - - - - 27 -
Stage 2 - - - - 16 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 1599 - 968 1069
Stage 1 - - - - 998 -
Stage 2 - - - - 1010 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1599 - 965 1069
Mov Cap-2 Maneuver - - - - 939 -
Stage 1 - - - - 998 -
Stage 2 - - - - 1007 -
Approach EB WB NB
HCM Control Delay, s 0 1.5 8.6
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1000 - - 1599 -
HCM Lane V/C Ratio 0.002 - - 0.003 -
HCM Control Delay (s) 8.6 - - 7.3 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0 - - 0 -
6.2-37
5191
HCM 6th TWSC California Logistics Center (JN 14274)
17: Driveway 7 & La Salle St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 12
Intersection
Int Delay, s/veh 1.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 21 3 6 18 2 3
Future Vol, veh/h 21 3 6 18 2 3
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 200 - 0 -
Veh in Median Storage, # 0 - - 0 2 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 23 3 7 20 2 3
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 26 0 49 13
Stage 1 - - - - 25 -
Stage 2 - - - - 24 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 1601 - 960 1070
Stage 1 - - - - 1000 -
Stage 2 - - - - 1001 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1601 - 956 1070
Mov Cap-2 Maneuver - - - - 934 -
Stage 1 - - - - 1000 -
Stage 2 - - - - 997 -
Approach EB WB NB
HCM Control Delay, s 0 1.8 8.6
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1011 - - 1601 -
HCM Lane V/C Ratio 0.005 - - 0.004 -
HCM Control Delay (s) 8.6 - - 7.3 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0 - - 0 -
6.2-38
5192
HCM 6th TWSC California Logistics Center (JN 14274)
18: La Salle St. & Driveway 8 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 13
Intersection
Int Delay, s/veh 1.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 3 22 17 14 1 7
Future Vol, veh/h 3 22 17 14 1 7
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 200 - - - 0 -
Veh in Median Storage, # - 0 0 - 2 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 3 24 18 15 1 8
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 33 0 - 0 44 17
Stage 1 - - - - 26 -
Stage 2 - - - - 18 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1592 - - - 967 1064
Stage 1 - - - - 999 -
Stage 2 - - - - 1008 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1592 - - - 965 1064
Mov Cap-2 Maneuver - - - - 939 -
Stage 1 - - - - 997 -
Stage 2 - - - - 1008 -
Approach EB WB SB
HCM Control Delay, s 0.9 0 8.5
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1592 - - - 1047
HCM Lane V/C Ratio 0.002 - - - 0.008
HCM Control Delay (s) 7.3 - - - 8.5
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - 0
6.2-39
5193
HCM 6th TWSC California Logistics Center (JN 14274)
19: La Salle St. & Driveway 9 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 14
Intersection
Int Delay, s/veh 0.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 35 76 1 1 1
Future Vol, veh/h 1 35 76 1 1 1
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 200 - - - 0 -
Veh in Median Storage, # - 0 0 - 2 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 1 38 83 1 1 1
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 84 0 - 0 105 42
Stage 1 - - - - 84 -
Stage 2 - - - - 21 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1526 - - - 887 1026
Stage 1 - - - - 936 -
Stage 2 - - - - 1005 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1526 - - - 886 1026
Mov Cap-2 Maneuver - - - - 882 -
Stage 1 - - - - 935 -
Stage 2 - - - - 1005 -
Approach EB WB SB
HCM Control Delay, s 0.2 0 8.8
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1526 - - - 949
HCM Lane V/C Ratio 0.001 - - - 0.002
HCM Control Delay (s) 7.4 - - - 8.8
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - 0
6.2-40
5194
HCM 6th TWSC California Logistics Center (JN 14274)
20: Jurupa St. & Driveway 10 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 15
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 581 714 8 0 2
Future Vol, veh/h 0 581 714 8 0 2
Conflicting Peds, #/hr 0 00000
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, % 0 00000
Mvmt Flow 0 632 776 9 0 2
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 393
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - - - - 6.9
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - - - - - 3.3
Pot Cap-1 Maneuver 0 - - - 0 612
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 612
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB SB
HCM Control Delay, s 0 0 10.9
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 612
HCM Lane V/C Ratio - - - 0.004
HCM Control Delay (s) - - - 10.9
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0
6.2-41
5195
HCM 6th TWSC California Logistics Center (JN 14274)
21: Jurupa St. & Driveway 11 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 16
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 581 718 8 0 3
Future Vol, veh/h 0 581 718 8 0 3
Conflicting Peds, #/hr 0 00000
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, % 0 00000
Mvmt Flow 0 632 780 9 0 3
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 395
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - - - - 6.9
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - - - - - 3.3
Pot Cap-1 Maneuver 0 - - - 0 610
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 610
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB SB
HCM Control Delay, s 0 0 10.9
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 610
HCM Lane V/C Ratio - - - 0.005
HCM Control Delay (s) - - - 10.9
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0
6.2-42
5196
Timings California Logistics Center (JN 14274)
22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy. 01/08/2022 Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 17
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 166 215 111 2 224 31 73 17 29 53 183 Future Volume (vph) 166 215 111 2 224 31 73 17 29 53 183 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA pm+ov Protected Phases 7 4 3 8 52167
Permitted Phases 4 8 6
Detector Phase 74438852167
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s) 9.6 25.8 25.8 9.6 36.8 36.8 9.6 34.8 9.6 38.8 9.6 Total Split (s) 29.0 58.0 58.0 10.0 39.0 39.0 11.0 40.0 12.0 41.0 29.0 Total Split (%) 24.2% 48.3% 48.3% 8.3% 32.5% 32.5% 9.2% 33.3% 10.0% 34.2% 24.2% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 3.6 4.8 3.6 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 4.6 5.8 4.6 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 65.6
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Splits and Phases: 22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy.
6.2-43
5197
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy. 01/08/2022 Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 166 215 111 2 224 31 73 17 0 29 53 183 Future Volume (veh/h) 166 215 111 2 224 31 73 17 0 29 53 183 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1700 Adj Flow Rate, veh/h 200 259 133 2 270 25 88 20 0 35 64 161 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, % 000000000000
Cap, veh/h 248 1169 521 4 655 292 112 749 0 62 644 865
Arrive On Green 0.15 0.34 0.34 0.00 0.19 0.19 0.07 0.22 0.00 0.04 0.19 0.19 Sat Flow, veh/h 1619 3420 1525 1619 3420 1525 1619 3510 0 1619 3420 2536 Grp Volume(v), veh/h 200 259 133 2 270 25 88 20 0 35 64 161 Grp Sat Flow(s),veh/h/ln 1619 1710 1525 1619 1710 1525 1619 1710 0 1619 1710 1268 Q Serve(g_s), s 6.2 2.8 3.3 0.1 3.6 0.7 2.8 0.2 0.0 1.1 0.8 2.3 Cycle Q Clear(g_c), s 6.2 2.8 3.3 0.1 3.6 0.7 2.8 0.2 0.0 1.1 0.8 2.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 248 1169 521 4 655 292 112 749 0 62 644 865 V/C Ratio(X) 0.81 0.22 0.26 0.45 0.41 0.09 0.79 0.03 0.00 0.57 0.10 0.19 Avail Cap(c_a), veh/h 756 3419 1525 167 2174 970 198 2240 0 229 2305 2097 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 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.4 12.2 12.4 26.0 18.5 17.4 23.9 16.0 0.0 24.7 17.5 12.1 Incr Delay (d2), s/veh 2.4 0.1 0.3 24.4 0.4 0.1 4.6 0.0 0.0 3.0 0.1 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 0.8 0.9 0.1 1.2 0.2 1.1 0.1 0.0 0.4 0.3 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.8 12.3 12.7 50.4 18.9 17.5 28.5 16.0 0.0 27.7 17.6 12.2 LnGrp LOS C B B D B B C B A C B B
Approach Vol, veh/h 592 297 108 260
Approach Delay, s/veh 16.3 19.0 26.2 15.6
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.6 17.2 4.7 23.6 8.2 15.6 12.6 15.8 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 7.4 34.2 5.4 52.2 6.4 35.2 24.4 33.2 Max Q Clear Time (g_c+I1), s 3.1 2.2 2.1 5.3 4.8 4.3 8.2 5.6 Green Ext Time (p_c), s 0.0 0.1 0.0 2.0 0.0 1.0 0.2 1.6 Intersection Summary
HCM 6th Ctrl Delay 17.6
HCM 6th LOS B
6.2-44
5198
HCM 6th TWSC California Logistics Center (JN 14274)
23: Carnegie Av. & Driveway 12 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 19
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 0 1 0 0 1 5 84 1 3 139 23
Future Vol, veh/h 6 0 1 0 0 1 5 84 1 3 139 23
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 200 - - 200 - -
Veh in Median Storage, # - 2 - - 2 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 0 00000000000
Mvmt Flow 7 0 1 0 0 1 5 91 1 3 151 25
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 226 272 88 184 284 46 176 0 0 92 0 0 Stage 1 170 170 - 102 102 -------
Stage 2 56 102 - 82 182 -------
Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 4.1 - -
Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 -------
Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - -
Pot Cap-1 Maneuver 715 638 959 766 628 1020 1412 - - 1515 - - Stage 1 821 762 - 899 815 -------
Stage 2 955 815 - 923 753 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 711 634 959 762 624 1020 1412 - - 1515 - - Mov Cap-2 Maneuver 764 694 - 813 684 -------
Stage 1 818 760 - 895 812 -------
Stage 2 951 812 - 920 751 -------
Approach EB WB NB SB
HCM Control Delay, s 9.6 8.5 0.4 0.1
HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1412 - - 787 1020 1515 - -
HCM Lane V/C Ratio 0.004 - - 0.01 0.001 0.002 - -
HCM Control Delay (s) 7.6 - - 9.6 8.5 7.4 - -
HCM Lane LOS A - - A A A - -
HCM 95th %tile Q(veh) 0 - - 0 0 0 - -
6.2-45
5199
HCM 6th TWSC California Logistics Center (JN 14274)
24: Carnegie Av. & Driveway 13 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 20
Intersection
Int Delay, s/veh 0.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 2 87 1 7 134
Future Vol, veh/h 0 2 87 1 7 134
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 200 -
Veh in Median Storage, # 2 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 0 2 95 1 8 146
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 185 48 0 0 96 0
Stage 1 96 -----
Stage 2 89 -----
Critical Hdwy 6.8 6.9 - - 4.1 -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 792 1017 - - 1510 -
Stage 1 923 -----
Stage 2 930 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 788 1017 - - 1510 -
Mov Cap-2 Maneuver 834 -----
Stage 1 923 -----
Stage 2 925 -----
Approach WB NB SB
HCM Control Delay, s 8.5 0 0.4
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1017 1510 -
HCM Lane V/C Ratio - - 0.002 0.005 -
HCM Control Delay (s) - - 8.5 7.4 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0 0 -
6.2-46
5200
HCM 6th TWSC California Logistics Center (JN 14274)
25: Carnegie Av. & Driveway 14 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 21
Intersection
Int Delay, s/veh 0.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 1 14 85 129 5
Future Vol, veh/h 3 1 14 85 129 5
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 3 1 15 92 140 5
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 219 73 145 0 - 0
Stage 1 143 -----
Stage 2 76 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 755 981 1450 - - -
Stage 1 875 -----
Stage 2 944 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 747 981 1450 - - -
Mov Cap-2 Maneuver 801 -----
Stage 1 866 -----
Stage 2 944 -----
Approach EB NB SB
HCM Control Delay, s 9.3 1.1 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1450 - 840 - -
HCM Lane V/C Ratio 0.01 - 0.005 - -
HCM Control Delay (s) 7.5 - 9.3 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - 0 - -
6.2-47
5201
HCM 6th AWSC California Logistics Center (JN 14274)
26: Carnegie Av. & Driveway 15/Santa Ana St. 01/08/2022 Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 22
Intersection
Intersection Delay, s/veh 8.2
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 0 1 7 0 32 11 65 30 42 86 3
Future Vol, veh/h 2 0 1 7 0 32 11 65 30 42 86 3
Peak Hour Factor 0.92 0.92 0.92 0.64 0.92 0.64 0.92 0.64 0.64 0.64 0.64 0.92 Heavy Vehicles, % 000000000000
Mvmt Flow 2 0 1 11 0 50 12 102 47 66 134 3
Number of Lanes 010111120120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3133
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3313
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3331
HCM Control Delay 8.4 7.7 8.1 8.4
HCM LOS AAAA
Lane NBLn1 NBLn2 NBLn3 EBLn1 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 67% 100% 4% 0% 100% 0% 0%
Vol Thru, % 0% 100% 42% 0% 0% 0% 0% 0% 100% 91%
Vol Right, % 0% 0% 58% 33% 0% 96% 100% 0% 0% 9%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 11 43 52 3 6 16 16 42 57 32
LT Vol 11 0 0 2 6 1 0 42 0 0
Through Vol 0 43 22 0 0 0 0 0 57 29
RT Vol 0 0 30 1 0 15 16 0 0 3
Lane Flow Rate 12 68 81 3 10 26 26 66 90 48
Geometry Grp 8888777888
Degree of Util (X) 0.019 0.095 0.105 0.005 0.016 0.033 0.033 0.1 0.124 0.066 Departure Headway (Hd) 5.572 5.072 4.665 5.625 5.817 4.671 4.619 5.476 4.975 4.909 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 644 708 769 636 616 767 775 656 722 731
Service Time 3.295 2.794 2.387 3.363 3.544 2.398 2.347 3.199 2.698 2.632 HCM Lane V/C Ratio 0.019 0.096 0.105 0.005 0.016 0.034 0.034 0.101 0.125 0.066 HCM Control Delay 8.4 8.3 7.9 8.4 8.6 7.6 7.5 8.8 8.4 8 HCM Lane LOS AAAAAAAAAA
HCM 95th-tile Q 0.1 0.3 0.4 0 0 0.1 0.1 0.3 0.4 0.2
6.2-48
5202
HCM 6th TWSC California Logistics Center (JN 14274)
27: Carnegie Av. & Driveway 16 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 23
Intersection
Int Delay, s/veh 2.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 12 18 40 94 83 11
Future Vol, veh/h 12 18 40 94 83 11
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 13 20 43 102 90 12
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 233 51 102 0 - 0
Stage 1 96 -----
Stage 2 137 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 740 1013 1503 - - -
Stage 1 923 -----
Stage 2 881 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 719 1013 1503 - - -
Mov Cap-2 Maneuver 789 -----
Stage 1 896 -----
Stage 2 881 -----
Approach EB NB SB
HCM Control Delay, s 9.1 2.2 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1503 - 910 - -
HCM Lane V/C Ratio 0.029 - 0.036 - -
HCM Control Delay (s) 7.5 - 9.1 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0.1 - 0.1 - -
6.2-49
5203
HCM 6th TWSC California Logistics Center (JN 14274)
28: Carnegie Av. & Driveway 17 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 24
Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 5 9 133 88 13
Future Vol, veh/h 1 5 9 133 88 13
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 1 5 10 145 96 14
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 196 55 110 0 - 0
Stage 1 103 -----
Stage 2 93 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 780 1007 1493 - - -
Stage 1 916 -----
Stage 2 926 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 775 1007 1493 - - -
Mov Cap-2 Maneuver 826 -----
Stage 1 910 -----
Stage 2 926 -----
Approach EB NB SB
HCM Control Delay, s 8.7 0.5 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1493 - 972 - -
HCM Lane V/C Ratio 0.007 - 0.007 - -
HCM Control Delay (s) 7.4 - 8.7 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - 0 - -
6.2-50
5204
HCM 6th AWSC California Logistics Center (JN 14274)
29: Carnegie Av. & La Salle St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 25
Intersection
Intersection Delay, s/veh 7.6
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 18 17 43 123 59 34
Future Vol, veh/h 18 17 43 123 59 34
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 000000
Mvmt Flow 20 18 47 134 64 37
Number of Lanes 111220
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 3
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 3 0 2
HCM Control Delay 8 7.4 7.7
HCM LOS A A A
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 0% 100% 0% 0% 0%
Vol Thru, % 0% 100% 100% 0% 0% 100% 37%
Vol Right, % 0% 0% 0% 0% 100% 0% 63%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 43 62 62 18 17 39 54
LT Vol 43 0 0 18 0 0 0
Through Vol 0 62 62 0 0 39 20
RT Vol 0 0 0 0 17 0 34
Lane Flow Rate 47 67 67 20 18 43 58
Geometry Grp 8888888
Degree of Util (X) 0.069 0.089 0.058 0.031 0.023 0.058 0.072 Departure Headway (Hd) 5.312 4.811 3.108 5.658 4.457 4.917 4.473 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 678 749 1159 635 806 731 804
Service Time 3.012 2.511 0.808 3.371 2.17 2.629 2.185
HCM Lane V/C Ratio 0.069 0.089 0.058 0.031 0.022 0.059 0.072 HCM Control Delay 8.4 8 6 8.6 7.3 7.9 7.5
HCM Lane LOS AAAAAAA
HCM 95th-tile Q 0.2 0.3 0.2 0.1 0.1 0.2 0.2
6.2-51
5205
HCM 6th TWSC California Logistics Center (JN 14274)
30: Carnegie Av. & Driveway 18 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 26
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 2 1 166 12 0 76
Future Vol, veh/h 2 1 166 12 0 76
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 200 -
Veh in Median Storage, # 2 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 2 1 180 13 0 83
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 229 97 0 0 193 0
Stage 1 187 -----
Stage 2 42 -----
Critical Hdwy 6.8 6.9 - - 4.1 -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 744 947 - - 1392 -
Stage 1 832 -----
Stage 2 981 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 744 947 - - 1392 -
Mov Cap-2 Maneuver 782 -----
Stage 1 832 -----
Stage 2 981 -----
Approach WB NB SB
HCM Control Delay, s 9.4 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 830 1392 -
HCM Lane V/C Ratio - - 0.004 - -
HCM Control Delay (s) - - 9.4 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0 0 -
6.2-52
5206
Timings California Logistics Center (JN 14274)
31: Carnegie Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 27
Lane Group EBL EBT WBL WBT WBR NBL NBR SBL SBR
Lane Configurations
Traffic Volume (vph) 106 661 7 765 103 9 3 22 61
Future Volume (vph) 106 661 7 765 103 9 3 22 61
Turn Type Perm NA Perm NA Perm Perm Perm Perm Perm
Protected Phases 4 8
Permitted Phases 4 8 82266
Detector Phase 448882266
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 26.8 26.8 26.8 26.8 26.8 33.6 33.6 34.8 34.8 Total Split (s) 81.0 81.0 81.0 81.0 81.0 39.0 39.0 39.0 39.0 Total Split (%) 67.5% 67.5% 67.5% 67.5% 67.5% 32.5% 32.5% 32.5% 32.5% Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 3.6 3.6 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8 4.6 4.6 5.8 5.8 Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None None None None None None None Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 36.1
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Splits and Phases: 31: Carnegie Av. & Jurupa St.
6.2-53
5207
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 31: Carnegie Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 28
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 106 661 3 7 765 103 9 0 3 22 0 61 Future Volume (veh/h) 106 661 3 7 765 103 9 0 3 22 0 61 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 118 734 3 8 850 114 10 0 2 24 0 58 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, % 000000000000
Cap, veh/h 449 2837 12 552 1921 846 333 163 138 339 163 139 Arrive On Green 0.56 0.56 0.56 0.56 0.56 0.56 0.09 0.00 0.09 0.09 0.00 0.09 Sat Flow, veh/h 559 5051 21 691 3420 1507 1291 1800 1522 1353 1800 1525 Grp Volume(v), veh/h 118 476 261 8 850 114 10 0 2 24 0 58 Grp Sat Flow(s),veh/h/ln 559 1638 1796 691 1710 1507 1291 1800 1522 1353 1800 1525 Q Serve(g_s), s 5.2 2.5 2.5 0.2 4.8 1.2 0.2 0.0 0.0 0.5 0.0 1.2 Cycle Q Clear(g_c), s 10.0 2.5 2.5 2.7 4.8 1.2 0.2 0.0 0.0 0.5 0.0 1.2 Prop In Lane 1.00 0.01 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 449 1840 1009 552 1921 846 333 163 138 339 163 139 V/C Ratio(X) 0.26 0.26 0.26 0.01 0.44 0.13 0.03 0.00 0.01 0.07 0.00 0.42 Avail Cap(c_a), veh/h 1394 7381 4046 1722 7706 3394 1546 1855 1569 1562 1791 1517 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 7.2 3.8 3.8 4.4 4.3 3.5 13.9 0.0 13.8 14.0 0.0 14.3 Incr Delay (d2), s/veh 0.3 0.1 0.1 0.0 0.2 0.1 0.0 0.0 0.0 0.1 0.0 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.2 0.2 0.0 0.3 0.1 0.1 0.0 0.0 0.1 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 7.5 3.8 3.9 4.5 4.4 3.5 13.9 0.0 13.9 14.1 0.0 16.3 LnGrp LOS AAAAAABABBAB
Approach Vol, veh/h 855 972 12 82
Approach Delay, s/veh 4.4 4.3 13.9 15.7
Approach LOS AABB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 8.8 24.5 8.8 24.5
Change Period (Y+Rc), s * 5.8 5.8 5.8 5.8
Max Green Setting (Gmax), s * 34 75.2 33.2 75.2
Max Q Clear Time (g_c+I1), s 2.2 12.0 3.2 6.8
Green Ext Time (p_c), s 0.0 6.7 0.2 7.0
Intersection Summary
HCM 6th Ctrl Delay 4.9
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
6.2-54
5208
HCM 6th TWSC California Logistics Center (JN 14274)
32: Driveway 19 & Santa Ana St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 29
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 57 10 0 35 5200002
Future Vol, veh/h 6 57 10 0 35 5200002
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 200 - - 200 --------
Veh in Median Storage, # - 0 - - 0 - - 2 - - 2 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 0 00000000000
Mvmt Flow 7 62 11 0 38 5200002
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 43 0 0 73 0 0 101 125 37 86 128 22 Stage 1 - - - - - - 82 82 - 41 41 -
Stage 2 - - - - - - 19 43 - 45 87 -
Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1579 - - 1540 - - 875 769 1034 896 766 1056 Stage 1 - - - - - - 923 831 - 974 865 -
Stage 2 - ----- 1003 863 - 969 827 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1579 - - 1540 - - 871 766 1034 893 763 1056 Mov Cap-2 Maneuver - - - - - - 868 773 - 895 771 -
Stage 1 - - - - - - 919 828 - 970 865 -
Stage 2 - ----- 1001 863 - 965 824 -
Approach EB WB NB SB
HCM Control Delay, s 0.6 0 9.2 8.4
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 868 1579 - - 1540 - - 1056
HCM Lane V/C Ratio 0.003 0.004 ----- 0.002
HCM Control Delay (s) 9.2 7.3 - - 0 - - 8.4
HCM Lane LOS A A - - A - - A
HCM 95th %tile Q(veh) 0 0 - - 0 - - 0
6.2-55
5209
HCM 6th TWSC California Logistics Center (JN 14274)
33: Driveway 20 & Santa Ana St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 30
Intersection
Int Delay, s/veh 2.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 29 18 4 28 8 3 0 11 0 0 9
Future Vol, veh/h 10 29 18 4 28 8 3 0 11 0 0 9
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 200 - - 200 --------
Veh in Median Storage, # - 0 - - 0 - - 2 - - 2 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 0 00000000000
Mvmt Flow 11 32 20 4 30 9 3 0 12 0 0 10
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 39 0 0 52 0 0 87 111 26 81 117 20
Stage 1 - - - - - - 64 64 - 43 43 -
Stage 2 - - - - - - 23 47 - 38 74 -
Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1584 - - 1567 - - 895 783 1050 904 777 1060 Stage 1 - - - - - - 945 846 - 972 863 -
Stage 2 - - - - - - 998 860 - 978 837 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1584 - - 1567 - - 881 775 1050 887 769 1060 Mov Cap-2 Maneuver - - - - - - 880 778 - 888 774 -
Stage 1 - - - - - - 938 840 - 965 860 -
Stage 2 - - - - - - 986 857 - 960 831 -
Approach EB WB NB SB
HCM Control Delay, s 1.3 0.7 8.6 8.4
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 1008 1584 - - 1567 - - 1060
HCM Lane V/C Ratio 0.015 0.007 - - 0.003 - - 0.009
HCM Control Delay (s) 8.6 7.3 - - 7.3 - - 8.4
HCM Lane LOS A A - - A - - A
HCM 95th %tile Q(veh) 0 0 - - 0 - - 0
6.2-56
5210
HCM 6th TWSC California Logistics Center (JN 14274)
34: Commerce Pkwy. & Driveway 21 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 31
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 2 0 258 229 8
Future Vol, veh/h 0 2 0 258 229 8
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
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, % 0 00000
Mvmt Flow 0 2 0 280 249 9
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 129 - 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.1 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.9 ----
Pot Cap-1 Maneuver 0 767 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 767 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 9.7 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 767 - -
HCM Lane V/C Ratio - 0.003 - -
HCM Control Delay (s) - 9.7 - -
HCM Lane LOS - A - -
HCM 95th %tile Q(veh) - 0 - -
6.2-57
5211
HCM 6th TWSC California Logistics Center (JN 14274)
35: Commerce Pkwy. & Driveway 22 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 32
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 7 0 258 228 4
Future Vol, veh/h 0 7 0 258 228 4
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
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, % 0 00000
Mvmt Flow 0 8 0 280 248 4
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 126 - 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.1 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.9 ----
Pot Cap-1 Maneuver 0 770 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 770 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 9.7 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 770 - -
HCM Lane V/C Ratio - 0.01 - -
HCM Control Delay (s) - 9.7 - -
HCM Lane LOS - A - -
HCM 95th %tile Q(veh) - 0 - -
6.2-58
5212
HCM 6th TWSC California Logistics Center (JN 14274)
36: Commerce Pkwy. & Driveway 23 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 33
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 2 257 6 0 234
Future Vol, veh/h 0 2 257 6 0 234
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
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, % 0 00000
Mvmt Flow 0 2 279 7 0 254
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 143 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.1 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.9 ----
Pot Cap-1 Maneuver 0 752 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 752 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 9.8 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 752 -
HCM Lane V/C Ratio - - 0.003 -
HCM Control Delay (s) - - 9.8 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) - - 0 -
6.2-59
5213
HCM 6th AWSC California Logistics Center (JN 14274)
37: Commerce Pkwy. & Santa Ana St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 34
Intersection
Intersection Delay, s/veh 9.1
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 24 10 1 6 38 30 219 25 115 116 3
Future Vol, veh/h 6 24 10 1 6 38 30 219 25 115 116 3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 000000000000
Mvmt Flow 6 25 11 1 6 40 32 231 26 121 122 3
Number of Lanes 120120120120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay 8.8 8.5 9.1 9.3
HCM LOS AAAA
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 74% 0% 100% 44% 0% 100% 5% 0% 100%
Vol Right, % 0% 0% 26% 0% 0% 56% 0% 0% 95% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 30 146 98 6 16 18 1 4 40 115 77
LT Vol 30 0 0 6 0 0 1 0 0 115 0
Through Vol 0 146 73 0 16 8 0 4 2 0 77
RT Vol 0 0 25 0 0 10 0 0 38 0 0
Lane Flow Rate 32 154 103 6 17 19 1 4 42 121 81
Geometry Grp 88888888888
Degree of Util (X) 0.05 0.224 0.145 0.011 0.028 0.029 0.002 0.007 0.062 0.195 0.12 Departure Headway (Hd) 5.756 5.256 5.077 6.446 5.946 5.557 6.444 5.944 5.279 5.804 5.304 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 621 681 705 552 598 640 553 599 674 616 673
Service Time 3.503 3.003 2.824 4.218 3.718 3.329 4.213 3.713 3.048 3.556 3.056 HCM Lane V/C Ratio 0.052 0.226 0.146 0.011 0.028 0.03 0.002 0.007 0.062 0.196 0.12 HCM Control Delay 8.8 9.5 8.7 9.3 8.9 8.5 9.2 8.8 8.4 10 8.8 HCM Lane LOS AAAAAAAAAAA
HCM 95th-tile Q 0.2 0.9 0.5 0 0.1 0.1 0 0 0.2 0.7 0.4
6.2-60
5214
HCM 6th TWSC California Logistics Center (JN 14274)
38: Commerce Pkwy. & Driveway 24 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 35
Intersection
Int Delay, s/veh 0.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 8 0 274 111 16
Future Vol, veh/h 0 8 0 274 111 16
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
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, % 0 00000
Mvmt Flow 0 9 0 298 121 17
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 69 - 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.9 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.3 ----
Pot Cap-1 Maneuver 0 986 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 986 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 8.7 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 986 - -
HCM Lane V/C Ratio - 0.009 - -
HCM Control Delay (s) - 8.7 - -
HCM Lane LOS - A - -
HCM 95th %tile Q(veh) - 0 - -
6.2-61
5215
HCM 6th TWSC California Logistics Center (JN 14274)
39: Commerce Pkwy. & Driveway 25 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 36
Intersection
Int Delay, s/veh 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 23 15 258 46 4 115
Future Vol, veh/h 23 15 258 46 4 115
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 200 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 25 16 280 50 4 125
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 376 165 0 0 330 0
Stage 1 305 -----
Stage 2 71 -----
Critical Hdwy 6.25 7.1 - - 5.3 -
Critical Hdwy Stg 1 6.6 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.65 3.9 - - 3.1 -
Pot Cap-1 Maneuver 618 728 - - 821 -
Stage 1 656 -----
Stage 2 912 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 615 728 - - 821 -
Mov Cap-2 Maneuver 615 -----
Stage 1 656 -----
Stage 2 907 -----
Approach WB NB SB
HCM Control Delay, s 10.9 0 0.3
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 655 821 -
HCM Lane V/C Ratio - - 0.063 0.005 -
HCM Control Delay (s) - - 10.9 9.4 -
HCM Lane LOS - - B A -
HCM 95th %tile Q(veh) - - 0.2 0 -
6.2-62
5216
HCM 6th TWSC California Logistics Center (JN 14274)
40: Commerce Pkwy. & Driveway 26 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 37
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 2 302 10 0 137
Future Vol, veh/h 0 2 302 10 0 137
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
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, % 0 00000
Mvmt Flow 0 2 328 11 0 149
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 170 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.1 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.9 ----
Pot Cap-1 Maneuver 0 723 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 723 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 10 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 723 -
HCM Lane V/C Ratio - - 0.003 -
HCM Control Delay (s) - - 10 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0 -
6.2-63
5217
Timings California Logistics Center (JN 14274)
41: Commerce Pkwy. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 38
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 109 561 20 821 204 14 5 87 4 40
Future Volume (vph) 109 561 20 821 204 14 5 87 4 40
Turn Type Prot NA Prot NA Perm Prot NA Prot NA Perm
Protected Phases 7438 5216
Permitted Phases 8 6
Detector Phase 7438852166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 29.8 9.6 29.8 29.8 9.6 33.6 9.6 26.8 26.8 Total Split (s) 21.0 59.0 13.0 51.0 51.0 12.0 36.0 12.0 36.0 36.0 Total Split (%) 17.5% 49.2% 10.8% 42.5% 42.5% 10.0% 30.0% 10.0% 30.0% 30.0% Yellow Time (s) 3.6 4.8 3.6 4.8 4.8 3.6 3.6 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 5.8 5.8 4.6 4.6 4.6 5.8 5.8 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 70.3
Natural Cycle: 85
Control Type: Actuated-Uncoordinated
Splits and Phases: 41: Commerce Pkwy. & Jurupa St.
6.2-64
5218
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 41: Commerce Pkwy. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 39
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 109 561 14 20 821 204 14 5 34 87 4 40 Future Volume (veh/h) 109 561 14 20 821 204 14 5 34 87 4 40 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1800 1800 1700 1800 1800 1700 1800 1800 1600 1800 1800 Adj Flow Rate, veh/h 118 610 14 22 892 0 15 5 26 95 4 36 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, % 000000000000
Cap, veh/h 148 2129 49 41 1248 30 32 167 197 316 268
Arrive On Green 0.09 0.43 0.43 0.03 0.36 0.00 0.02 0.13 0.13 0.07 0.18 0.18 Sat Flow, veh/h 1619 4942 113 1619 3420 1525 1619 252 1312 2956 1800 1525 Grp Volume(v), veh/h 118 404 220 22 892 0 15 0 31 95 4 36 Grp Sat Flow(s),veh/h/ln 1619 1638 1780 1619 1710 1525 1619 0 1564 1478 1800 1525 Q Serve(g_s), s 4.2 4.8 4.8 0.8 13.3 0.0 0.5 0.0 1.0 1.8 0.1 1.2 Cycle Q Clear(g_c), s 4.2 4.8 4.8 0.8 13.3 0.0 0.5 0.0 1.0 1.8 0.1 1.2 Prop In Lane 1.00 0.06 1.00 1.00 1.00 0.84 1.00 1.00
Lane Grp Cap(c), veh/h 148 1411 767 41 1248 30 0 199 197 316 268 V/C Ratio(X) 0.80 0.29 0.29 0.53 0.71 0.50 0.00 0.16 0.48 0.01 0.13 Avail Cap(c_a), veh/h 446 2929 1591 229 2598 201 0 825 368 914 774 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 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.5 11.0 11.0 28.6 16.2 0.0 28.9 0.0 23.1 26.8 20.3 20.7 Incr Delay (d2), s/veh 3.7 0.1 0.2 3.9 0.8 0.0 4.8 0.0 0.4 0.7 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 1.6 1.4 1.5 0.3 4.3 0.0 0.2 0.0 0.4 0.6 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.2 11.1 11.2 32.5 17.0 0.0 33.7 0.0 23.5 27.5 20.3 20.9 LnGrp LOS C B B C B C A CCCC
Approach Vol, veh/h 742 914 A 46 135
Approach Delay, s/veh 14.2 17.4 26.8 25.5
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.6 13.4 6.1 31.4 5.7 16.2 10.0 27.5 Change Period (Y+Rc), s 4.6 * 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 7.4 * 31 8.4 53.2 7.4 30.2 16.4 45.2 Max Q Clear Time (g_c+I1), s 3.8 3.0 2.8 6.8 2.5 3.2 6.2 15.3 Green Ext Time (p_c), s 0.0 0.1 0.0 4.0 0.0 0.1 0.1 6.4 Intersection Summary
HCM 6th Ctrl Delay 16.9
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.
6.2-65
5219
HCM 6th TWSC California Logistics Center (JN 14274)
42: Driveway 27 & Santa Ana St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 40
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 138 19 3 42 2302101
Future Vol, veh/h 6 138 19 3 42 2302101
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 200 - - 200 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 0 00000000000
Mvmt Flow 7 150 21 3 46 2302101
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 48 0 0 171 0 0 204 229 86 142 238 24 Stage 1 - - - - - - 175 175 - 53 53 -
Stage 2 - - - - - - 29 54 - 89 185 -
Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1572 - - 1418 - - 741 674 962 819 666 1053 Stage 1 - - - - - - 816 758 - 959 855 -
Stage 2 - - - - - - 990 854 - 914 751 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1572 - - 1418 - - 737 670 962 813 662 1053 Mov Cap-2 Maneuver - - - - - - 737 670 - 813 662 -
Stage 1 - - - - - - 813 755 - 955 853 -
Stage 2 - - - - - - 987 852 - 908 748 -
Approach EB WB NB SB
HCM Control Delay, s 0.3 0.5 9.5 8.9
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 813 1572 - - 1418 - - 918
HCM Lane V/C Ratio 0.007 0.004 - - 0.002 - - 0.002
HCM Control Delay (s) 9.5 7.3 - - 7.5 - - 8.9
HCM Lane LOS A A - - A - - A
HCM 95th %tile Q(veh) 0 0 - - 0 - - 0
6.2-66
5220
HCM 6th TWSC California Logistics Center (JN 14274)
43: Driveway 28 & Santa Ana St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 41
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 128 5 11 43 1103203
Future Vol, veh/h 7 128 5 11 43 1103203
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 200 - - 200 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 0 00000000000
Mvmt Flow 8 139 5 12 47 1103203
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 48 0 0 144 0 0 206 230 72 158 232 24 Stage 1 - - - - - - 158 158 - 72 72 -
Stage 2 - - - - - - 48 72 - 86 160 -
Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1572 - - 1451 - - 739 673 982 798 672 1053 Stage 1 - - - - - - 834 771 - 935 839 -
Stage 2 - - - - - - 965 839 - 918 769 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1572 - - 1451 - - 729 664 982 788 663 1053 Mov Cap-2 Maneuver - - - - - - 729 664 - 788 663 -
Stage 1 - - - - - - 830 767 - 930 832 -
Stage 2 - - - - - - 954 832 - 910 765 -
Approach EB WB NB SB
HCM Control Delay, s 0.4 1.5 9 8.9
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 904 1572 - - 1451 - - 928
HCM Lane V/C Ratio 0.005 0.005 - - 0.008 - - 0.006
HCM Control Delay (s) 9 7.3 - - 7.5 - - 8.9
HCM Lane LOS A A - - A - - A
HCM 95th %tile Q(veh) 0 0 - - 0 - - 0
6.2-67
5221
HCM 6th TWSC California Logistics Center (JN 14274)
44: Doubleday Av. & Driveway 29 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 42
Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 1 2 43 30 1
Future Vol, veh/h 2 1 2 43 30 1
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 2 1 2 47 33 1
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 62 17 34 0 - 0
Stage 1 34 -----
Stage 2 28 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 943 1064 1591 - - -
Stage 1 990 -----
Stage 2 997 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 942 1064 1591 - - -
Mov Cap-2 Maneuver 926 -----
Stage 1 989 -----
Stage 2 997 -----
Approach EB NB SB
HCM Control Delay, s 8.7 0.3 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1591 - 968 - -
HCM Lane V/C Ratio 0.001 - 0.003 - -
HCM Control Delay (s) 7.3 - 8.7 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - 0 - -
6.2-68
5222
HCM 6th AWSC California Logistics Center (JN 14274)
45: Doubleday Av. & Santa Ana St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 43
Intersection
Intersection Delay, s/veh 7.6
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 26 45 61 8 25 10 12 9 2 9 5 17
Future Vol, veh/h 26 45 61 8 25 10 12 9 2 9 5 17
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, % 000000000000
Mvmt Flow 28 48 65 9 27 11 13 10 2 10 5 18
Number of Lanes 120120120120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay 7.6 7.6 8 7.6
HCM LOS AAAA
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 60% 0% 100% 20% 0% 100% 45% 0% 100% Vol Right, % 0% 0% 40% 0% 0% 80% 0% 0% 55% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 12 6 5 26 30 76 8 17 18 9 3
LT Vol 12 0 0 26 0 0 8 0 0 9 0
Through Vol 0 6 3 0 30 15 0 17 8 0 3
RT Vol 0 0 2 0 0 61 0 0 10 0 0
Lane Flow Rate 13 6 5 28 32 81 9 18 20 10 4
Geometry Grp 88888888888
Degree of Util (X) 0.02 0.009 0.007 0.04 0.041 0.092 0.013 0.024 0.024 0.015 0.005 Departure Headway (Hd) 5.516 5.016 4.736 5.165 4.665 4.103 5.403 4.903 4.521 5.506 5.006 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 652 717 759 686 758 861 666 734 796 654 719
Service Time 3.221 2.721 2.441 2.95 2.45 1.888 3.109 2.609 2.227 3.209 2.709 HCM Lane V/C Ratio 0.02 0.008 0.007 0.041 0.042 0.094 0.014 0.025 0.025 0.015 0.006 HCM Control Delay 8.3 7.8 7.5 8.2 7.7 7.3 8.2 7.7 7.3 8.3 7.7 HCM Lane LOS AAAAAAAAAAA
HCM 95th-tile Q 0.1 0 0 0.1 0.1 0.3 0 0.1 0.1 0 0
6.2-69
5223
HCM 6th TWSC California Logistics Center (JN 14274)
46: Driveway 30 & Doubleday Av. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 44
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 32 17 4 47 0 3
Future Vol, veh/h 32 17 4 47 0 3
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 200 - 0 -
Veh in Median Storage, # 0 - - 0 2 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 35 18 4 51 0 3
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 53 0 78 27
Stage 1 - - - - 44 -
Stage 2 - - - - 34 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 1566 - 922 1049
Stage 1 - - - - 979 -
Stage 2 - - - - 990 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1566 - 919 1049
Mov Cap-2 Maneuver - - - - 913 -
Stage 1 - - - - 979 -
Stage 2 - - - - 987 -
Approach EB WB NB
HCM Control Delay, s 0 0.6 8.4
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1049 - - 1566 -
HCM Lane V/C Ratio 0.003 - - 0.003 -
HCM Control Delay (s) 8.4 - - 7.3 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0 - - 0 -
6.2-70
5224
HCM 6th AWSC California Logistics Center (JN 14274)
47: Dupont Av. & Santa Ana St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 45
Intersection
Intersection Delay, s/veh 7.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 33 7 11 22 11 24 68 8 3 34 8
Future Vol, veh/h 8 33 7 11 22 11 24 68 8 3 34 8
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, % 000000000000
Mvmt Flow 9 36 8 12 24 12 26 75 9 3 37 9
Number of Lanes 120120120120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay 7.9 7.8 7.9 7.7
HCM LOS AAAA
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 74% 0% 100% 61% 0% 100% 40% 0% 100% Vol Right, % 0% 0% 26% 0% 0% 39% 0% 0% 60% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 24 45 31 8 22 18 11 15 18 3 23
LT Vol 24 0 0 8 0 0 11 0 0 3 0
Through Vol 0 45 23 0 22 11 0 15 7 0 23
RT Vol 0 0 8 0 0 7 0 0 11 0 0
Lane Flow Rate 26 50 34 9 24 20 12 16 20 3 25
Geometry Grp 88888888888
Degree of Util (X) 0.039 0.067 0.044 0.013 0.034 0.026 0.019 0.022 0.026 0.005 0.034 Departure Headway (Hd) 5.365 4.865 4.682 5.509 5.009 4.737 5.518 5.018 4.598 5.481 4.981 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 670 739 768 652 717 758 651 716 781 655 721
Service Time 3.076 2.576 2.393 3.222 2.722 2.449 3.23 2.73 2.31 3.193 2.693 HCM Lane V/C Ratio 0.039 0.068 0.044 0.014 0.033 0.026 0.018 0.022 0.026 0.005 0.035 HCM Control Delay 8.3 7.9 7.6 8.3 7.9 7.6 8.3 7.8 7.4 8.2 7.9 HCM Lane LOS AAAAAAAAAAA
HCM 95th-tile Q 0.1 0.2 0.1 0 0.1 0.1 0.1 0.1 0.1 0 0.1
6.2-71
5225
HCM 6th TWSC California Logistics Center (JN 14274)
48: Dupont Av. & Doubleday Av. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 46
Intersection
Int Delay, s/veh 2.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 32 47 115 22 4
Future Vol, veh/h 1 32 47 115 22 4
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 140 - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 84 84 84 84 84 84
Heavy Vehicles, % 0 00000
Mvmt Flow 1 38 56 137 26 5
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 210 16 31 0 - 0
Stage 1 29 -----
Stage 2 181 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 765 1066 1595 - - -
Stage 1 996 -----
Stage 2 838 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 738 1066 1595 - - -
Mov Cap-2 Maneuver 784 -----
Stage 1 961 -----
Stage 2 838 -----
Approach EB NB SB
HCM Control Delay, s 8.5 2.1 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1595 - 784 1066 - -
HCM Lane V/C Ratio 0.035 - 0.002 0.036 - -
HCM Control Delay (s) 7.3 - 9.6 8.5 - -
HCM Lane LOS A - A A - -
HCM 95th %tile Q(veh) 0.1 - 0 0.1 - -
6.2-72
5226
HCM 6th TWSC California Logistics Center (JN 14274)
49: Dupont Av. & Driveway 31 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 47
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 3 2 174 39 8
Future Vol, veh/h 2 3 2 174 39 8
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 2 3 2 189 42 9
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 146 26 51 0 - 0
Stage 1 47 -----
Stage 2 99 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 837 1050 1568 - - -
Stage 1 976 -----
Stage 2 920 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 836 1050 1568 - - -
Mov Cap-2 Maneuver 858 -----
Stage 1 975 -----
Stage 2 920 -----
Approach EB NB SB
HCM Control Delay, s 8.8 0.1 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1568 - 964 - -
HCM Lane V/C Ratio 0.001 - 0.006 - -
HCM Control Delay (s) 7.3 - 8.8 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - 0 - -
6.2-73
5227
Timings California Logistics Center (JN 14274)
50: Dupont Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 48
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 57 574 100 986 24 33 17 6
Future Volume (vph) 57 574 100 986 24 33 17 6
Turn Type Prot NA Prot NA Perm NA Perm NA
Protected Phases 7438 2 6
Permitted Phases 2 6
Detector Phase 74382266
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 26.8 9.6 26.8 34.4 34.4 34.4 34.4 Total Split (s) 23.0 49.0 29.0 55.0 42.0 42.0 42.0 42.0 Total Split (%) 19.2% 40.8% 24.2% 45.8% 35.0% 35.0% 35.0% 35.0% Yellow Time (s) 3.6 4.8 3.6 4.8 4.4 4.4 4.4 4.4
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.8 4.6 5.8 5.4 5.4 5.4 5.4
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 51.5
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Splits and Phases: 50: Dupont Av. & Jurupa St.
6.2-74
5228
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 50: Dupont Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 49
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 57 574 19 100 986 86 24 33 90 17 6 19 Future Volume (veh/h) 57 574 19 100 986 86 24 33 90 17 6 19 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 58 586 18 102 1006 87 24 34 68 17 6 13 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 000000000000
Cap, veh/h 93 1821 56 130 1818 157 411 332 296 355 332 296 Arrive On Green 0.06 0.37 0.37 0.08 0.39 0.39 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1619 4899 150 1619 4607 398 1337 1710 1525 1240 1710 1525 Grp Volume(v), veh/h 58 391 213 102 715 378 24 34 68 17 6 13 Grp Sat Flow(s),veh/h/ln 1619 1638 1773 1619 1638 1728 1337 1710 1525 1240 1710 1525 Q Serve(g_s), s 1.6 3.8 3.8 2.8 7.5 7.6 0.7 0.7 1.7 0.5 0.1 0.3 Cycle Q Clear(g_c), s 1.6 3.8 3.8 2.8 7.5 7.6 1.0 0.7 1.7 2.2 0.1 0.3 Prop In Lane 1.00 0.08 1.00 0.23 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 93 1218 659 130 1293 682 411 332 296 355 332 296 V/C Ratio(X) 0.62 0.32 0.32 0.78 0.55 0.55 0.06 0.10 0.23 0.05 0.02 0.04 Avail Cap(c_a), veh/h 667 3171 1716 885 3611 1905 1248 1402 1251 1132 1402 1251 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.6 10.0 10.0 20.1 10.5 10.5 15.0 14.8 15.2 16.1 14.5 14.6 Incr Delay (d2), s/veh 2.5 0.2 0.3 3.9 0.4 0.7 0.1 0.1 0.4 0.1 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 1.0 1.1 1.0 1.9 2.0 0.2 0.2 0.5 0.1 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.1 10.2 10.3 24.0 10.8 11.2 15.1 14.9 15.6 16.2 14.6 14.7 LnGrp LOS C B B C BBBBBBBB
Approach Vol, veh/h 662 1195 126 36
Approach Delay, s/veh 11.3 12.1 15.3 15.4
Approach LOS BBBB
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 14.1 8.2 22.4 14.1 7.2 23.4
Change Period (Y+Rc), s 5.4 4.6 5.8 5.4 4.6 5.8
Max Green Setting (Gmax), s 36.6 24.4 43.2 36.6 18.4 49.2 Max Q Clear Time (g_c+I1), s 3.7 4.8 5.8 4.2 3.6 9.6
Green Ext Time (p_c), s 0.6 0.1 3.8 0.1 0.0 8.0
Intersection Summary
HCM 6th Ctrl Delay 12.1
HCM 6th LOS B
6.2-75
5229
Timings California Logistics Center (JN 14274)
51: Milliken Av. & E. Airport Dr. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 15
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 80 116 23 84 161 23 660 365 886 174 Future Volume (vph) 80 116 23 84 161 23 660 365 886 174 Turn Type Prot NA Perm Prot NA Prot NA Prot NA pm+ov
Protected Phases 7 4 3852167
Permitted Phases 4 6
Detector Phase 7443852167
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s) 9.6 36.8 36.8 9.6 48.8 9.6 31.2 9.6 36.2 9.6 Total Split (s) 10.0 41.5 41.5 17.3 48.8 9.6 33.2 38.0 61.6 10.0 Total Split (%) 7.7% 31.9% 31.9% 13.3% 37.5% 7.4% 25.5% 29.2% 47.4% 7.7% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 3.6 5.2 3.6 5.2 3.6 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 4.6 6.2 4.6 6.2 4.6 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 103.9
Natural Cycle: 125
Control Type: Actuated-Uncoordinated
Splits and Phases: 51: Milliken Av. & E. Airport Dr.
6.2-76
5230
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 51: Milliken Av. & E. Airport Dr. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 16
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 80 116 23 84 161 223 23 660 77 365 886 174 Future Volume (veh/h) 80 116 23 84 161 223 23 660 77 365 886 174 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1700 1800 1800 1600 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 93 135 14 98 187 158 27 767 74 424 1030 153 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 000000000000
Cap, veh/h 163 471 210 122 286 228 84 1066 102 462 2410 831 Arrive On Green 0.06 0.14 0.14 0.08 0.16 0.16 0.03 0.23 0.23 0.29 0.49 0.49 Sat Flow, veh/h 2956 3420 1525 1619 1808 1440 2956 4559 437 1619 4914 1524 Grp Volume(v), veh/h 93 135 14 98 176 169 27 550 291 424 1030 153 Grp Sat Flow(s),veh/h/ln 1478 1710 1525 1619 1710 1538 1478 1638 1721 1619 1638 1524 Q Serve(g_s), s 2.4 2.8 0.6 4.7 7.7 8.2 0.7 12.2 12.3 20.1 10.7 4.0 Cycle Q Clear(g_c), s 2.4 2.8 0.6 4.7 7.7 8.2 0.7 12.2 12.3 20.1 10.7 4.0 Prop In Lane 1.00 1.00 1.00 0.94 1.00 0.25 1.00 1.00
Lane Grp Cap(c), veh/h 163 471 210 122 270 243 84 766 402 462 2410 831 V/C Ratio(X) 0.57 0.29 0.07 0.80 0.65 0.69 0.32 0.72 0.72 0.92 0.43 0.18 Avail Cap(c_a), veh/h 202 1543 688 260 930 836 187 1118 587 684 3442 1151 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.5 30.6 29.7 36.0 31.2 31.5 37.7 27.9 28.0 27.4 13.0 9.1 Incr Delay (d2), s/veh 1.2 0.3 0.1 4.5 2.6 3.5 0.8 1.3 2.5 10.4 0.1 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 1.1 0.2 1.9 3.1 3.1 0.2 4.5 4.8 8.2 3.3 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.6 30.9 29.8 40.5 33.9 35.0 38.5 29.2 30.4 37.7 13.1 9.2 LnGrp LOS DCCDCDDCCDBA
Approach Vol, veh/h 242 443 868 1607
Approach Delay, s/veh 33.5 35.8 29.9 19.2
Approach LOS C D C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 27.1 24.7 10.6 16.7 6.8 45.0 9.0 18.3 Change Period (Y+Rc), s 4.6 6.2 4.6 5.8 4.6 6.2 4.6 5.8 Max Green Setting (Gmax), s 33.4 27.0 12.7 35.7 5.0 55.4 5.4 43.0 Max Q Clear Time (g_c+I1), s 22.1 14.3 6.7 4.8 2.7 12.7 4.4 10.2 Green Ext Time (p_c), s 0.5 3.9 0.0 0.8 0.0 8.5 0.0 2.0 Intersection Summary
HCM 6th Ctrl Delay 25.6
HCM 6th LOS C
6.2-77
5231
Timings California Logistics Center (JN 14274)
52: Milliken Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 17
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 225 792 324 110 630 505 821 114 143 416 70 Future Volume (vph) 225 792 324 110 630 505 821 114 143 416 70 Turn Type Prot NA pm+ov Prot NA Prot NA Perm Prot NA pm+ov Protected Phases 7453852 167
Permitted Phases 4 2 6
Detector Phase 74538522167
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 Minimum Split (s) 9.6 38.8 9.6 9.6 38.8 9.6 35.2 35.2 9.6 39.2 9.6 Total Split (s) 16.0 42.9 25.0 11.9 38.8 25.0 51.8 51.8 13.4 40.2 16.0 Total Split (%) 13.3% 35.8% 20.8% 9.9% 32.3% 20.8% 43.2% 43.2% 11.2% 33.5% 13.3% Yellow Time (s) 3.6 4.8 3.6 3.6 4.8 3.6 5.2 5.2 3.6 5.2 3.6 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 4.6 5.8 4.6 6.2 6.2 4.6 6.2 4.6 Lead/Lag Lead Lag Lead Lead Lag Lead Lag Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 88.2
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Splits and Phases: 52: Milliken Av. & Jurupa St.
6.2-78
5232
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 52: Milliken Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 225 792 324 110 630 76 505 821 114 143 416 70 Future Volume (veh/h) 225 792 324 110 630 76 505 821 114 143 416 70 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 232 816 229 113 649 53 521 846 100 147 429 36 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 000000000000
Cap, veh/h 322 1326 715 205 1078 87 625 1368 425 225 742 387 Arrive On Green 0.10 0.27 0.27 0.07 0.23 0.23 0.20 0.28 0.28 0.07 0.15 0.15 Sat Flow, veh/h 3141 4914 1525 3141 4633 376 3141 4914 1525 3141 4914 1525 Grp Volume(v), veh/h 232 816 229 113 458 244 521 846 100 147 429 36 Grp Sat Flow(s),veh/h/ln 1570 1638 1525 1570 1638 1732 1570 1638 1525 1570 1638 1525 Q Serve(g_s), s 4.8 9.8 6.3 2.3 8.4 8.5 10.7 10.1 3.4 3.1 5.5 1.2 Cycle Q Clear(g_c), s 4.8 9.8 6.3 2.3 8.4 8.5 10.7 10.1 3.4 3.1 5.5 1.2 Prop In Lane 1.00 1.00 1.00 0.22 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 322 1326 715 205 762 403 625 1368 425 225 742 387 V/C Ratio(X) 0.72 0.62 0.32 0.55 0.60 0.61 0.83 0.62 0.24 0.65 0.58 0.09 Avail Cap(c_a), veh/h 532 2708 1144 341 1606 849 952 3329 1033 411 2482 927 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.3 21.5 11.2 30.5 23.0 23.1 25.9 21.2 18.8 30.4 26.6 19.2 Incr Delay (d2), s/veh 1.1 0.5 0.3 0.9 0.8 1.5 2.3 0.5 0.3 1.2 0.7 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 3.3 1.8 0.8 2.9 3.2 3.7 3.4 1.1 1.1 1.9 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.4 22.0 11.4 31.4 23.8 24.6 28.2 21.6 19.0 31.7 27.3 19.3 LnGrp LOS C C B CCCCCBCCB
Approach Vol, veh/h 1277 815 1467 612
Approach Delay, s/veh 21.6 25.1 23.8 27.9
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.4 24.9 9.0 24.0 18.0 16.4 11.5 21.5 Change Period (Y+Rc), s 4.6 6.2 4.6 5.8 4.6 6.2 4.6 5.8 Max Green Setting (Gmax), s 8.8 45.6 7.3 37.1 20.4 34.0 11.4 33.0 Max Q Clear Time (g_c+I1), s 5.1 12.1 4.3 11.8 12.7 7.5 6.8 10.5 Green Ext Time (p_c), s 0.1 6.2 0.0 6.4 0.7 2.7 0.2 4.1 Intersection Summary
HCM 6th Ctrl Delay 24.0
HCM 6th LOS C
6.2-79
5233
Timings California Logistics Center (JN 14274)
53: Milliken Av. & Mission Bl. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 19
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 222 2 21 17 257 327 1333 129 618 363 Future Volume (vph) 222 2 21 17 257 327 1333 129 618 363 Turn Type Prot NA Prot NA Perm Prot NA Prot NA Perm
Protected Phases 7438 5216
Permitted Phases 8 6
Detector Phase 7438852166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 16.5 9.6 16.5 16.5 9.6 40.2 9.6 27.2 27.2 Total Split (s) 21.0 33.0 12.0 24.0 24.0 22.0 59.0 16.0 53.0 53.0 Total Split (%) 17.5% 27.5% 10.0% 20.0% 20.0% 18.3% 49.2% 13.3% 44.2% 44.2% Yellow Time (s) 3.6 5.5 3.6 5.5 5.5 3.6 5.2 3.6 5.2 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 4.6 6.5 6.5 4.6 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 92.6
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Splits and Phases: 53: Milliken Av. & Mission Bl.
6.2-80
5234
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 53: Milliken Av. & Mission Bl. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 20
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 222 2 52 21 17 257 327 1333 15 129 618 363 Future Volume (veh/h) 222 2 52 21 17 257 327 1333 15 129 618 363 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 247 2 49 23 0 232 363 1481 16 143 687 0 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, % 000000000000
Cap, veh/h 330 13 307 41 0 392 449 2086 23 214 1679
Arrive On Green 0.11 0.21 0.21 0.03 0.00 0.13 0.14 0.42 0.42 0.07 0.34 0.00 Sat Flow, veh/h 3141 60 1474 1619 0 3051 3141 5012 54 3141 4914 1525 Grp Volume(v), veh/h 247 0 51 23 0 232 363 968 529 143 687 0 Grp Sat Flow(s),veh/h/ln 1570 0 1535 1619 0 1525 1570 1638 1790 1570 1638 1525 Q Serve(g_s), s 5.9 0.0 2.1 1.1 0.0 5.6 8.7 19.0 19.0 3.5 8.3 0.0 Cycle Q Clear(g_c), s 5.9 0.0 2.1 1.1 0.0 5.6 8.7 19.0 19.0 3.5 8.3 0.0 Prop In Lane 1.00 0.96 1.00 1.00 1.00 0.03 1.00 1.00
Lane Grp Cap(c), veh/h 330 0 320 41 0 392 449 1364 745 214 1679 V/C Ratio(X) 0.75 0.00 0.16 0.56 0.00 0.59 0.81 0.71 0.71 0.67 0.41 Avail Cap(c_a), veh/h 663 0 523 154 0 687 703 2227 1217 461 2960 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 33.8 0.0 25.2 37.4 0.0 31.9 32.3 18.8 18.8 35.3 19.6 0.0 Incr Delay (d2), s/veh 1.3 0.0 0.2 4.5 0.0 1.4 1.8 0.7 1.3 1.3 0.2 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 2.1 0.0 0.7 0.4 0.0 1.9 3.1 6.2 6.9 1.3 2.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.0 0.0 25.4 41.9 0.0 33.4 34.1 19.5 20.1 36.7 19.7 0.0 LnGrp LOS D A C D A C C B C D B
Approach Vol, veh/h 298 255 1860 830 A
Approach Delay, s/veh 33.4 34.1 22.5 22.7
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.9 38.5 6.6 22.7 15.7 32.7 12.8 16.5 Change Period (Y+Rc), s 4.6 6.2 4.6 6.5 4.6 6.2 4.6 6.5 Max Green Setting (Gmax), s 11.4 52.8 7.4 26.5 17.4 46.8 16.4 17.5 Max Q Clear Time (g_c+I1), s 5.5 21.0 3.1 4.1 10.7 10.3 7.9 7.6 Green Ext Time (p_c), s 0.1 11.3 0.0 0.2 0.4 4.6 0.3 0.6 Intersection Summary
HCM 6th Ctrl Delay 24.5
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
6.2-81
5235
Timings California Logistics Center (JN 14274)
54: I-15 SB Ramps & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 21
Lane Group EBT EBR WBL WBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 719 207 445 734 540 3 1010
Future Volume (vph) 719 207 445 734 540 3 1010
Turn Type NA Perm Prot NA Split NA Perm
Protected Phases 2 1644
Permitted Phases 2 4
Detector Phase 2216444
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 34.0 34.0 10.0 11.0 10.0 10.0 10.0
Total Split (s) 35.0 35.0 19.0 54.0 36.0 36.0 36.0
Total Split (%) 38.9% 38.9% 21.1% 60.0% 40.0% 40.0% 40.0% Yellow Time (s) 5.0 5.0 4.0 5.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 5.0 6.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode Min Min None Min None None None
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 82.1
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Splits and Phases: 54: I-15 SB Ramps & Jurupa St.
6.2-82
5236
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 54: I-15 SB Ramps & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 719 207 445 734 0 0 0 0 540 3 1010 Future Volume (veh/h) 0 719 207 445 734 0 0 0 0 540 3 1010 Initial Q (Qb), veh 000000 000
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 1800 1800 1600 1800 0 1700 1800 1800 Adj Flow Rate, veh/h 0 790 175 489 807 0 396 0 1138
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 000000 000
Cap, veh/h 0 1162 328 536 2267 0 642 0 1209
Arrive On Green 0.00 0.22 0.22 0.18 0.46 0.00 0.40 0.00 0.40 Sat Flow, veh/h 0 5400 1525 2956 5076 0 1619 0 3051
Grp Volume(v), veh/h 0 790 175 489 807 0 396 0 1138
Grp Sat Flow(s),veh/h/ln 0 1800 1525 1478 1638 0 1619 0 1525 Q Serve(g_s), s 0.0 10.4 7.9 12.5 8.2 0.0 15.1 0.0 27.7 Cycle Q Clear(g_c), s 0.0 10.4 7.9 12.5 8.2 0.0 15.1 0.0 27.7 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1162 328 536 2267 0 642 0 1209 V/C Ratio(X) 0.00 0.68 0.53 0.91 0.36 0.00 0.62 0.00 0.94 Avail Cap(c_a), veh/h 0 2028 573 536 3055 0 650 0 1225
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 26.9 31.0 13.4 0.0 18.6 0.0 22.4 Incr Delay (d2), s/veh 0.0 0.5 1.0 19.6 0.1 0.0 1.7 0.0 13.9 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 4.1 2.7 5.6 2.6 0.0 5.2 0.0 10.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 28.4 27.9 50.6 13.5 0.0 20.4 0.0 36.3 LnGrp LOS A C C D B A C A D
Approach Vol, veh/h 965 1296 1534
Approach Delay, s/veh 28.3 27.5 32.2
Approach LOS C C C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 19.0 22.6 35.6 41.6
Change Period (Y+Rc), s 5.0 6.0 5.0 6.0
Max Green Setting (Gmax), s 14.0 29.0 31.0 48.0
Max Q Clear Time (g_c+I1), s 14.5 12.4 29.7 10.2
Green Ext Time (p_c), s 0.0 4.2 0.9 4.6
Intersection Summary
HCM 6th Ctrl Delay 29.6
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.
6.2-83
5237
Timings California Logistics Center (JN 14274)
55: I-15 NB Ramps & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 23
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Configurations
Traffic Volume (vph) 414 844 834 386 345 0 575
Future Volume (vph) 414 844 834 386 345 0 575
Turn Type Prot NA NA Perm Split NA Perm
Protected Phases 5 2 6 8 8
Permitted Phases 6 8
Detector Phase 5266888
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.6 30.1 10.1 10.1 10.1 10.1 10.1
Total Split (s) 23.0 57.0 34.0 34.0 33.0 33.0 33.0
Total Split (%) 25.6% 63.3% 37.8% 37.8% 36.7% 36.7% 36.7% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 3.6
All-Red Time (s) 1.0 1.5 1.5 1.5 1.5 1.5 1.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.1 5.1 5.1 5.1 5.1 5.1
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None Min Min Min None None None
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 73.2
Natural Cycle: 55
Control Type: Actuated-Uncoordinated
Splits and Phases: 55: I-15 NB Ramps & Jurupa St.
6.2-84
5238
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 55: I-15 NB Ramps & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 24
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 414 844 0 0 834 386 345 0 575 0 0 0 Future Volume (veh/h) 414 844 0 0 834 386 345 0 575 0 0 0 Initial Q (Qb), veh 000000000
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 1700 1800 0 0 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 440 898 0 0 887 329 518 0 284
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 000000000
Cap, veh/h 562 2808 0 0 1536 477 814 0 383
Arrive On Green 0.18 0.57 0.00 0.00 0.31 0.31 0.25 0.00 0.25 Sat Flow, veh/h 3141 5076 0 0 5076 1525 3238 0 1525
Grp Volume(v), veh/h 440 898 0 0 887 329 518 0 284
Grp Sat Flow(s),veh/h/ln 1570 1638 0 0 1638 1525 1619 0 1525 Q Serve(g_s), s 7.7 5.5 0.0 0.0 8.7 10.9 8.2 0.0 9.9
Cycle Q Clear(g_c), s 7.7 5.5 0.0 0.0 8.7 10.9 8.2 0.0 9.9 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 562 2808 0 0 1536 477 814 0 383
V/C Ratio(X) 0.78 0.32 0.00 0.00 0.58 0.69 0.64 0.00 0.74 Avail Cap(c_a), veh/h 1004 4431 0 0 2467 766 1569 0 739 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 22.6 6.5 0.0 0.0 16.6 17.3 19.2 0.0 19.8 Incr Delay (d2), s/veh 0.9 0.0 0.0 0.0 0.3 1.3 0.8 0.0 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 1.2 0.0 0.0 2.7 3.3 2.7 0.0 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.5 6.5 0.0 0.0 16.8 18.7 20.0 0.0 22.6 LnGrp LOS C AAABBCAC
Approach Vol, veh/h 1338 1216 802
Approach Delay, s/veh 12.1 17.3 21.0
Approach LOS B B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 38.0 14.9 23.1 19.6
Change Period (Y+Rc), s 5.1 4.6 5.1 5.1
Max Green Setting (Gmax), s 51.9 18.4 28.9 27.9
Max Q Clear Time (g_c+I1), s 7.5 9.7 12.9 11.9
Green Ext Time (p_c), s 5.3 0.6 5.1 2.6
Intersection Summary
HCM 6th Ctrl Delay 16.1
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.
6.2-85
5239
Timings California Logistics Center (JN 14274)
1: Haven Av. & Inland Empire Bl. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 209 369 414 371 249 43 369 2072 471 43 1879 72 Future Volume (vph) 209 369 414 371 249 43 369 2072 471 43 1879 72 Turn Type Prot NA pm+ov Prot NA Free Prot NA Free Prot NA Free Protected Phases 74538 52 16
Permitted Phases 4 Free Free Free
Detector Phase 74538 52 16
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 45.8 9.6 9.6 39.8 9.6 32.8 9.6 38.8 Total Split (s) 17.2 45.8 21.0 16.0 44.6 21.0 58.6 9.6 47.2 Total Split (%) 13.2% 35.2% 16.2% 12.3% 34.3% 16.2% 45.1% 7.4% 36.3% Yellow Time (s) 3.6 4.8 3.6 3.6 4.8 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 4.6 5.8 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 110.8
Natural Cycle: 125
Control Type: Actuated-Uncoordinated
Splits and Phases: 1: Haven Av. & Inland Empire Bl.
6.2-86
5240
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 1: Haven Av. & Inland Empire Bl. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 209 369 414 371 249 43 369 2072 471 43 1879 72 Future Volume (veh/h) 209 369 414 371 249 43 369 2072 471 43 1879 72 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1500 1800 1800 1600 1800 1800 1600 1800 1800 Adj Flow Rate, veh/h 218 384 257 386 259 0 384 2158 0 45 1957 0 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, % 000000000000
Cap, veh/h 271 628 504 427 676 434 2988 102 2293
Arrive On Green 0.09 0.18 0.18 0.11 0.20 0.00 0.15 0.48 0.00 0.03 0.37 0.00 Sat Flow, veh/h 2956 3420 1525 4029 3420 1525 2956 6192 1525 2956 6192 1525 Grp Volume(v), veh/h 218 384 257 386 259 0 384 2158 0 45 1957 0 Grp Sat Flow(s),veh/h/ln 1478 1710 1525 1343 1710 1525 1478 1548 1525 1478 1548 1525 Q Serve(g_s), s 7.8 11.1 14.6 10.2 7.1 0.0 13.7 29.8 0.0 1.6 31.3 0.0 Cycle Q Clear(g_c), s 7.8 11.1 14.6 10.2 7.1 0.0 13.7 29.8 0.0 1.6 31.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 271 628 504 427 676 434 2988 102 2293 V/C Ratio(X) 0.80 0.61 0.51 0.90 0.38 0.89 0.72 0.44 0.85 Avail Cap(c_a), veh/h 346 1272 791 427 1234 451 3041 137 2384 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 47.9 40.4 29.0 47.5 37.4 0.0 45.0 22.1 0.0 50.9 31.2 0.0 Incr Delay (d2), s/veh 7.9 1.0 0.8 21.7 0.4 0.0 17.5 0.8 0.0 1.1 3.1 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 4.6 5.2 4.1 2.9 0.0 5.9 10.0 0.0 0.6 11.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.8 41.3 29.8 69.2 37.8 0.0 62.5 22.9 0.0 52.0 34.3 0.0 LnGrp LOS E D C E D E C D C
Approach Vol, veh/h 859 645 A 2542 A 2002 A
Approach Delay, s/veh 41.6 56.6 28.9 34.7
Approach LOS D E C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.3 57.7 16.0 25.5 20.4 45.6 14.5 27.1 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 5.0 52.8 11.4 40.0 16.4 41.4 12.6 38.8 Max Q Clear Time (g_c+I1), s 3.6 31.8 12.2 16.6 15.7 33.3 9.8 9.1 Green Ext Time (p_c), s 0.0 15.4 0.0 3.1 0.1 6.5 0.1 1.5 Intersection Summary
HCM 6th Ctrl Delay 35.6
HCM 6th LOS D
Notes
Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
6.2-87
5241
Timings California Logistics Center (JN 14274)
2: Haven Av. & I-10 WB Ramps 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 3
Lane Group WBL WBR NBT NBR SBT
Lane Configurations
Traffic Volume (vph) 269 352 2560 1055 1905
Future Volume (vph) 269 352 2560 1055 1905
Turn Type Prot Perm NA Free NA
Protected Phases 4 2 6
Permitted Phases 4 Free
Detector Phase 4 4 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0
Minimum Split (s) 10.1 10.1 23.8 10.8
Total Split (s) 33.0 33.0 67.0 67.0
Total Split (%) 33.0% 33.0% 67.0% 67.0%
Yellow Time (s) 4.1 4.1 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.1 5.1 5.8 5.8
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None C-Min C-Min
Intersection Summary
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 45
Control Type: Actuated-Coordinated
Splits and Phases: 2: Haven Av. & I-10 WB Ramps
6.2-88
5242
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 2: Haven Av. & I-10 WB Ramps 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 269 352 2560 1055 0 1905
Future Volume (veh/h) 269 352 2560 1055 0 1905
Initial Q (Qb), veh 000000
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 1700 1800 1800 1800 0 1800
Adj Flow Rate, veh/h 363 185 2612 0 0 1944
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 000000
Cap, veh/h 474 223 4610 0 4610
Arrive On Green 0.15 0.15 1.00 0.00 0.00 0.74
Sat Flow, veh/h 3238 1525 6444 1525 0 6696
Grp Volume(v), veh/h 363 185 2612 0 0 1944
Grp Sat Flow(s),veh/h/ln 1619 1525 1548 1525 0 1548
Q Serve(g_s), s 10.8 11.8 0.0 0.0 0.0 11.7
Cycle Q Clear(g_c), s 10.8 11.8 0.0 0.0 0.0 11.7
Prop In Lane 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 474 223 4610 0 4610
V/C Ratio(X) 0.77 0.83 0.57 0.00 0.42
Avail Cap(c_a), veh/h 903 426 4610 0 4610
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.51 0.00 0.00 0.45
Uniform Delay (d), s/veh 41.0 41.5 0.0 0.0 0.0 4.8
Incr Delay (d2), s/veh 1.0 3.0 0.3 0.0 0.0 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.2 4.4 0.1 0.0 0.0 2.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.0 44.5 0.3 0.0 0.0 4.9
LnGrp LOS D D A A A
Approach Vol, veh/h 548 2612 A 1944
Approach Delay, s/veh 42.8 0.3 4.9
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 80.3 19.7 80.3
Change Period (Y+Rc), s 5.8 5.1 5.8
Max Green Setting (Gmax), s 61.2 27.9 61.2
Max Q Clear Time (g_c+I1), s 2.0 13.8 13.7
Green Ext Time (p_c), s 25.6 0.9 13.1
Intersection Summary
HCM 6th Ctrl Delay 6.6
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.
6.2-89
5243
Timings California Logistics Center (JN 14274)
3: Haven Av. & I-10 EB Ramps 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBR NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 584 335 3031 1786 388
Future Volume (vph) 584 335 3031 1786 388
Turn Type Prot Perm NA NA Free
Protected Phases 4 2 6
Permitted Phases 4 Free
Detector Phase 4426
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0
Minimum Split (s) 10.1 10.1 10.8 10.8
Total Split (s) 33.0 33.0 67.0 67.0
Total Split (%) 33.0% 33.0% 67.0% 67.0%
Yellow Time (s) 4.1 4.1 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.1 5.1 5.8 5.8
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None C-Min C-Min
Intersection Summary
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 98.8 (99%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 3: Haven Av. & I-10 EB Ramps
6.2-90
5244
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 3: Haven Av. & I-10 EB Ramps 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 584 335 0 3031 1786 388
Future Volume (veh/h) 584 335 0 3031 1786 388
Initial Q (Qb), veh 000000
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 1700 1800 0 1800 1800 1800
Adj Flow Rate, veh/h 602 266 0 3125 1841 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 000000
Cap, veh/h 711 335 0 4157 4157
Arrive On Green 0.22 0.22 0.00 0.67 1.00 0.00
Sat Flow, veh/h 3238 1525 0 6696 6444 1525
Grp Volume(v), veh/h 602 266 0 3125 1841 0
Grp Sat Flow(s),veh/h/ln 1619 1525 0 1548 1548 1525
Q Serve(g_s), s 17.8 16.5 0.0 33.5 0.0 0.0
Cycle Q Clear(g_c), s 17.8 16.5 0.0 33.5 0.0 0.0
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 711 335 0 4157 4157
V/C Ratio(X) 0.85 0.79 0.00 0.75 0.44
Avail Cap(c_a), veh/h 903 426 0 4157 4157
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 0.00 0.09 0.86 0.00
Uniform Delay (d), s/veh 37.4 36.9 0.0 10.9 0.0 0.0
Incr Delay (d2), s/veh 6.1 7.9 0.0 0.1 0.3 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 7.3 6.6 0.0 8.8 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.5 44.7 0.0 11.0 0.3 0.0
LnGrp LOS D D A B A
Approach Vol, veh/h 868 3125 1841 A
Approach Delay, s/veh 43.9 11.0 0.3
Approach LOS D B A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 72.9 27.1 72.9
Change Period (Y+Rc), s 5.8 5.1 5.8
Max Green Setting (Gmax), s 61.2 27.9 61.2
Max Q Clear Time (g_c+I1), s 35.5 19.8 2.0
Green Ext Time (p_c), s 20.6 2.1 12.2
Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
6.2-91
5245
Timings California Logistics Center (JN 14274)
4: Haven Av. & Guasti Rd. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 423 50 230 88 21 246 70 3189 116 179 1820 121 Future Volume (vph) 423 50 230 88 21 246 70 3189 116 179 1820 121 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 48.2 48.2 9.6 16.2 16.2 9.6 33.8 33.8 9.6 30.8 30.8 Total Split (s) 26.4 48.2 48.2 9.6 31.4 31.4 10.3 60.7 60.7 11.5 61.9 61.9 Total Split (%) 20.3% 37.1% 37.1% 7.4% 24.2% 24.2% 7.9% 46.7% 46.7% 8.8% 47.6% 47.6% Yellow Time (s) 3.6 5.2 5.2 3.6 5.2 5.2 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.2 6.2 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 116.9
Natural Cycle: 125
Control Type: Actuated-Uncoordinated
Splits and Phases: 4: Haven Av. & Guasti Rd.
6.2-92
5246
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 4: Haven Av. & Guasti Rd. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 423 50 230 88 21 246 70 3189 116 179 1820 121 Future Volume (veh/h) 423 50 230 88 21 246 70 3189 116 179 1820 121 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1600 1800 1700 1600 1800 1800 1600 1800 1800 Adj Flow Rate, veh/h 436 52 109 91 22 174 72 3288 84 185 1876 101 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 000000000000
Cap, veh/h 489 380 322 133 163 229 118 3048 751 183 3184 784 Arrive On Green 0.17 0.21 0.21 0.04 0.09 0.09 0.04 0.49 0.49 0.06 0.51 0.51 Sat Flow, veh/h 2956 1800 1525 2956 1800 2536 2956 6192 1525 2956 6192 1525 Grp Volume(v), veh/h 436 52 109 91 22 174 72 3288 84 185 1876 101 Grp Sat Flow(s),veh/h/ln 1478 1800 1525 1478 1800 1268 1478 1548 1525 1478 1548 1525 Q Serve(g_s), s 16.1 2.6 6.8 3.4 1.3 7.5 2.7 54.9 3.3 6.9 23.5 3.8 Cycle Q Clear(g_c), s 16.1 2.6 6.8 3.4 1.3 7.5 2.7 54.9 3.3 6.9 23.5 3.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 489 380 322 133 163 229 118 3048 751 183 3184 784 V/C Ratio(X) 0.89 0.14 0.34 0.69 0.14 0.76 0.61 1.08 0.11 1.01 0.59 0.13 Avail Cap(c_a), veh/h 578 678 575 133 407 573 151 3048 751 183 3184 784 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.6 35.8 37.4 52.5 46.7 49.5 52.7 28.3 15.2 52.3 18.9 14.1 Incr Delay (d2), s/veh 13.1 0.2 0.6 11.6 0.4 5.1 1.9 42.2 0.1 69.5 0.3 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.5 1.1 2.5 1.4 0.6 2.4 1.0 27.2 1.1 4.3 7.8 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.7 35.9 38.0 64.1 47.1 54.7 54.5 70.5 15.3 121.8 19.2 14.2 LnGrp LOS E D D E D D D F B F B B
Approach Vol, veh/h 597 287 3444 2162
Approach Delay, s/veh 52.9 57.1 68.8 27.7
Approach LOS D E E C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.5 60.7 9.6 29.7 9.1 63.1 23.0 16.3 Change Period (Y+Rc), s 4.6 5.8 4.6 6.2 4.6 5.8 4.6 6.2 Max Green Setting (Gmax), s 6.9 54.9 5.0 42.0 5.7 56.1 21.8 25.2 Max Q Clear Time (g_c+I1), s 8.9 56.9 5.4 8.8 4.7 25.5 18.1 9.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.6 0.0 17.4 0.3 0.6 Intersection Summary
HCM 6th Ctrl Delay 53.1
HCM 6th LOS D
6.2-93
5247
Timings California Logistics Center (JN 14274)
5: Haven Av. & E. Airport Dr. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 318 519 34 660 648 543 2396 23 313 1558 189 Future Volume (vph) 318 519 34 660 648 543 2396 23 313 1558 189 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7438 52 16
Permitted Phases 8 2 6
Detector Phase 74388522166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 46.8 9.6 15.8 15.8 9.6 41.5 41.5 9.6 37.5 37.5 Total Split (s) 19.0 51.4 9.6 42.0 42.0 28.9 50.6 50.6 18.4 40.1 40.1 Total Split (%) 14.6% 39.5% 7.4% 32.3% 32.3% 22.2% 38.9% 38.9% 14.2% 30.8% 30.8% Yellow Time (s) 3.6 4.8 3.6 4.8 4.8 3.6 5.5 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 5.8 5.8 4.6 6.5 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 130
Natural Cycle: 130
Control Type: Actuated-Uncoordinated
Splits and Phases: 5: Haven Av. & E. Airport Dr.
6.2-94
5248
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 5: Haven Av. & E. Airport Dr. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 318 519 661 34 660 648 543 2396 23 313 1558 189 Future Volume (veh/h) 318 519 661 34 660 648 543 2396 23 313 1558 189 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1600 1800 1800 1600 1800 1800 1600 1800 1800 Adj Flow Rate, veh/h 324 530 529 35 673 530 554 2445 21 319 1590 152 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 000000000000
Cap, veh/h 327 618 551 82 952 425 553 2442 517 314 1861 394 Arrive On Green 0.11 0.36 0.36 0.03 0.28 0.28 0.19 0.34 0.34 0.11 0.26 0.26 Sat Flow, veh/h 2956 1710 1524 2956 3420 1525 2956 7200 1525 2956 7200 1525 Grp Volume(v), veh/h 324 530 529 35 673 530 554 2445 21 319 1590 152 Grp Sat Flow(s),veh/h/ln 1478 1710 1524 1478 1710 1525 1478 1800 1525 1478 1800 1525 Q Serve(g_s), s 14.2 37.3 44.1 1.5 23.0 36.2 24.3 44.1 1.2 13.8 27.3 10.7 Cycle Q Clear(g_c), s 14.2 37.3 44.1 1.5 23.0 36.2 24.3 44.1 1.2 13.8 27.3 10.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 327 618 551 82 952 425 553 2442 517 314 1861 394 V/C Ratio(X) 0.99 0.86 0.96 0.43 0.71 1.25 1.00 1.00 0.04 1.02 0.85 0.39 Avail Cap(c_a), veh/h 327 618 551 114 952 425 553 2442 517 314 1861 394 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.7 38.4 40.6 62.2 42.1 46.9 52.9 42.9 28.8 58.1 45.9 39.7 Incr Delay (d2), s/veh 46.7 11.5 28.4 1.3 2.4 129.8 38.9 18.5 0.0 55.1 4.1 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.3 16.9 20.1 0.6 9.7 28.6 11.6 21.5 0.4 7.4 12.1 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 104.4 49.9 69.0 63.5 44.5 176.7 91.8 61.4 28.8 113.2 50.0 40.3 LnGrp LOS F D E E D F F F C F D D
Approach Vol, veh/h 1383 1238 3020 2061
Approach Delay, s/veh 70.0 101.7 66.7 59.1
Approach LOS E F E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.4 50.6 8.2 52.8 28.9 40.1 19.0 42.0 Change Period (Y+Rc), s 4.6 6.5 4.6 5.8 4.6 6.5 4.6 5.8 Max Green Setting (Gmax), s 13.8 44.1 5.0 45.6 24.3 33.6 14.4 36.2 Max Q Clear Time (g_c+I1), s 15.8 46.1 3.5 46.1 26.3 29.3 16.2 38.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 3.3 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 70.9
HCM 6th LOS E
6.2-95
5249
HCM 6th TWSC California Logistics Center (JN 14274)
6: Haven Av. & Driveway 1 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 3
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 6 2217 3 0 1689
Future Vol, veh/h 0 6 2217 3 0 1689
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
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, % 0 00000
Mvmt Flow 0 7 2410 3 0 1836
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1207 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.1 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.9 ----
Pot Cap-1 Maneuver 0 153 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 153 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 29.6 0 0
HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 153 -
HCM Lane V/C Ratio - - 0.043 -
HCM Control Delay (s) - - 29.6 -
HCM Lane LOS - - D -
HCM 95th %tile Q(veh) - - 0.1 -
6.2-96
5250
HCM 6th TWSC California Logistics Center (JN 14274)
7: Haven Av. & Driveway 2 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 4
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 2 2217 3 0 1689
Future Vol, veh/h 0 2 2217 3 0 1689
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
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, % 0 00000
Mvmt Flow 0 2 2410 3 0 1836
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1207 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.1 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.9 ----
Pot Cap-1 Maneuver 0 153 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 153 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 28.9 0 0
HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 153 -
HCM Lane V/C Ratio - - 0.014 -
HCM Control Delay (s) - - 28.9 -
HCM Lane LOS - - D -
HCM 95th %tile Q(veh) - - 0 -
6.2-97
5251
HCM 6th TWSC California Logistics Center (JN 14274)
8: Haven Av. & La Salle St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 5
Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 26 2181 18 0 1699
Future Vol, veh/h 0 26 2181 18 0 1699
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 97 97 97 97 97 97
Heavy Vehicles, % 0 00000
Mvmt Flow 0 27 2248 19 0 1752
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1134 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.1 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.9 ----
Pot Cap-1 Maneuver 0 171 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 171 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 29.9 0 0
HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 171 -
HCM Lane V/C Ratio - - 0.157 -
HCM Control Delay (s) - - 29.9 -
HCM Lane LOS - - D -
HCM 95th %tile Q(veh) - - 0.5 -
6.2-98
5252
Timings California Logistics Center (JN 14274)
10: Haven Av. & Mission Bl. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 574 723 120 40 495 467 111 1641 63 334 1462 Future Volume (vph) 574 723 120 40 495 467 111 1641 63 334 1462 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA Protected Phases 74538152316
Permitted Phases 4 8 2
Detector Phase 74538152316
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 5.0 5.0 10.0 5.0 5.0 10.0 Minimum Split (s) 9.6 44.5 9.6 9.6 16.5 9.6 9.6 45.2 9.6 9.6 48.5 Total Split (s) 28.5 44.5 19.6 9.6 25.6 29.0 19.6 46.9 9.6 29.0 56.3 Total Split (%) 21.9% 34.2% 15.1% 7.4% 19.7% 22.3% 15.1% 36.1% 7.4% 22.3% 43.3% Yellow Time (s) 3.6 5.5 3.6 3.6 5.5 3.6 3.6 5.2 3.6 3.6 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 4.6 4.6 6.5 4.6 4.6 6.2 4.6 4.6 6.5 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 128.6
Natural Cycle: 125
Control Type: Actuated-Uncoordinated
Splits and Phases: 10: Haven Av. & Mission Bl.
6.2-99
5253
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 10: Haven Av. & Mission Bl. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 574 723 120 40 495 467 111 1641 63 334 1462 145 Future Volume (veh/h) 574 723 120 40 495 467 111 1641 63 334 1462 145 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1600 1800 1800 1700 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 598 753 80 42 516 372 116 1709 46 348 1523 140 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, % 000000000000
Cap, veh/h 542 1474 587 89 720 509 138 1535 522 303 1897 174 Arrive On Green 0.18 0.30 0.30 0.03 0.15 0.15 0.08 0.31 0.31 0.19 0.41 0.41 Sat Flow, veh/h 2956 4914 1524 2956 4914 1525 1619 4914 1524 1619 4574 420 Grp Volume(v), veh/h 598 753 80 42 516 372 116 1709 46 348 1091 572 Grp Sat Flow(s),veh/h/ln 1478 1638 1524 1478 1638 1525 1619 1638 1524 1619 1638 1718 Q Serve(g_s), s 23.9 16.5 4.4 1.8 13.0 19.1 9.2 40.7 2.7 24.4 38.1 38.1 Cycle Q Clear(g_c), s 23.9 16.5 4.4 1.8 13.0 19.1 9.2 40.7 2.7 24.4 38.1 38.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.24
Lane Grp Cap(c), veh/h 542 1474 587 89 720 509 138 1535 522 303 1358 712 V/C Ratio(X) 1.10 0.51 0.14 0.47 0.72 0.73 0.84 1.11 0.09 1.15 0.80 0.80 Avail Cap(c_a), veh/h 542 1474 587 113 720 509 186 1535 522 303 1358 712 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.2 37.7 26.0 62.2 53.0 38.2 58.8 44.8 29.1 52.9 33.5 33.5 Incr Delay (d2), s/veh 69.9 0.3 0.1 1.5 3.4 5.3 17.3 60.7 0.1 97.9 3.6 6.7 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 13.7 6.4 1.6 0.7 5.4 10.6 4.3 24.3 0.9 17.7 14.7 16.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 123.1 38.0 26.1 63.6 56.4 43.5 76.0 105.5 29.1 150.8 37.0 40.1 LnGrp LOS F D C E E D E F C F D D
Approach Vol, veh/h 1431 930 1871 2011
Approach Delay, s/veh 72.9 51.6 101.8 57.6
Approach LOS E D F E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 29.0 47.2 8.5 45.6 15.7 60.5 28.5 25.6 Change Period (Y+Rc), s 4.6 * 6.5 4.6 6.5 4.6 6.5 4.6 6.5 Max Green Setting (Gmax), s 24.4 * 41 5.0 38.0 15.0 49.8 23.9 19.1 Max Q Clear Time (g_c+I1), s 26.4 42.7 3.8 18.5 11.2 40.1 25.9 21.1 Green Ext Time (p_c), s 0.0 0.0 0.0 4.6 0.0 6.4 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 73.5
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
6.2-100
5254
Timings California Logistics Center (JN 14274)
11: Haven Av. & SR-60 WB Ramps 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 11
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 304 9 561 157 939 1327 575
Future Volume (vph) 304 9 561 157 939 1327 575
Turn Type Split NA Perm Prot NA NA Perm
Protected Phases 8 8 5 2 6
Permitted Phases 8 6
Detector Phase 8885266
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 10.8 10.8 10.8 9.0 34.7 27.8 27.8
Total Split (s) 43.0 43.0 43.0 10.0 47.0 37.0 37.0
Total Split (%) 47.8% 47.8% 47.8% 11.1% 52.2% 41.1% 41.1% Yellow Time (s) 4.8 4.8 4.8 3.5 5.2 5.3 5.3
All-Red Time (s) 1.0 1.0 1.0 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 4.0 5.7 5.8 5.8
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None None Min Min Min
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 83.4
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Splits and Phases: 11: Haven Av. & SR-60 WB Ramps
6.2-101
5255
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 11: Haven Av. & SR-60 WB Ramps 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 304 9 561 157 939 0 0 1327 575 Future Volume (veh/h) 0 0 0 304 9 561 157 939 0 0 1327 575 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99
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 1700 1800 1800 1600 1800 0 0 1800 1800 Adj Flow Rate, veh/h 323 0 295 164 978 0 0 1382 432
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 000000000
Cap, veh/h 815 0 384 246 2674 0 0 1920 589
Arrive On Green 0.25 0.00 0.25 0.08 0.54 0.00 0.00 0.39 0.39 Sat Flow, veh/h 3238 0 1525 2956 5076 0 0 5076 1506
Grp Volume(v), veh/h 323 0 295 164 978 0 0 1382 432
Grp Sat Flow(s),veh/h/ln 1619 0 1525 1478 1638 0 0 1638 1506 Q Serve(g_s), s 4.7 0.0 10.2 3.1 6.4 0.0 0.0 13.6 13.9
Cycle Q Clear(g_c), s 4.7 0.0 10.2 3.1 6.4 0.0 0.0 13.6 13.9 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 815 0 384 246 2674 0 0 1920 589
V/C Ratio(X) 0.40 0.00 0.77 0.67 0.37 0.00 0.00 0.72 0.73 Avail Cap(c_a), veh/h 2119 0 998 312 3570 0 0 2697 827
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 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 17.7 0.0 19.7 25.3 7.4 0.0 0.0 14.7 14.8 Incr Delay (d2), s/veh 0.3 0.0 3.3 3.7 0.0 0.0 0.0 0.2 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 1.5 0.0 3.4 1.1 1.4 0.0 0.0 3.8 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.0 0.0 23.0 29.0 7.4 0.0 0.0 14.9 15.8 LnGrp LOS B A C C AAABB
Approach Vol, veh/h 618 1142 1814
Approach Delay, s/veh 20.4 10.5 15.1
Approach LOS C B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 36.7 8.7 28.0 20.1
Change Period (Y+Rc), s * 5.8 4.0 5.8 5.8
Max Green Setting (Gmax), s * 41 6.0 31.2 37.2
Max Q Clear Time (g_c+I1), s 8.4 5.1 15.9 12.2
Green Ext Time (p_c), s 4.3 0.0 6.3 2.1
Intersection Summary
HCM 6th Ctrl Delay 14.6
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.
6.2-102
5256
Timings California Logistics Center (JN 14274)
12: Haven Av. & SR-60 EB Ramps 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 13
Lane Group EBL EBT EBR NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 427 8 170 669 672 959
Future Volume (vph) 427 8 170 669 672 959
Turn Type Split NA Perm NA Prot NA
Protected Phases 4 4 2 1 6
Permitted Phases 4
Detector Phase 444216
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 10.8 10.8 10.8 26.7 9.0 29.7
Total Split (s) 27.0 27.0 27.0 32.0 31.0 63.0
Total Split (%) 30.0% 30.0% 30.0% 35.6% 34.4% 70.0%
Yellow Time (s) 4.8 4.8 4.8 5.2 3.5 5.2
All-Red Time (s) 1.0 1.0 1.0 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.7 4.0 5.7
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None None Min None Min
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 74.7
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Splits and Phases: 12: Haven Av. & SR-60 EB Ramps
6.2-103
5257
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 12: Haven Av. & SR-60 EB Ramps 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 427 8 170 0 0 0 0 669 215 672 959 0 Future Volume (veh/h) 427 8 170 0 0 0 0 669 215 672 959 0 Initial Q (Qb), veh 0 0 0 000000
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 1700 1800 1800 0 1800 1800 1600 1800 0 Adj Flow Rate, veh/h 465 0 73 0 719 170 723 1031 0
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 0 0 000000
Cap, veh/h 626 0 295 0 998 233 877 3019 0
Arrive On Green 0.19 0.00 0.19 0.00 0.25 0.25 0.30 0.61 0.00 Sat Flow, veh/h 3238 0 1525 0 4141 930 2956 5076 0
Grp Volume(v), veh/h 465 0 73 0 590 299 723 1031 0
Grp Sat Flow(s),veh/h/ln 1619 0 1525 0 1638 1633 1478 1638 0 Q Serve(g_s), s 8.1 0.0 2.4 0.0 9.9 10.0 13.6 6.1 0.0
Cycle Q Clear(g_c), s 8.1 0.0 2.4 0.0 9.9 10.0 13.6 6.1 0.0 Prop In Lane 1.00 1.00 0.00 0.57 1.00 0.00
Lane Grp Cap(c), veh/h 626 0 295 0 821 409 877 3019 0
V/C Ratio(X) 0.74 0.00 0.25 0.00 0.72 0.73 0.82 0.34 0.00 Avail Cap(c_a), veh/h 1148 0 541 0 1441 718 1335 4709 0 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 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 22.7 0.0 20.4 0.0 20.5 20.5 19.6 5.6 0.0 Incr Delay (d2), s/veh 1.8 0.0 0.4 0.0 0.4 0.9 2.6 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 %ile BackOfQ(50%),veh/ln 2.8 0.0 0.8 0.0 3.2 3.3 4.1 1.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.5 0.0 20.9 0.0 20.9 21.5 22.2 5.7 0.0 LnGrp LOS C A C A C C C A A
Approach Vol, veh/h 538 889 1754
Approach Delay, s/veh 24.0 21.1 12.5
Approach LOS C C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 21.7 20.7 17.4 42.4
Change Period (Y+Rc), s 4.0 5.7 5.8 5.7
Max Green Setting (Gmax), s 27.0 26.3 21.2 57.3
Max Q Clear Time (g_c+I1), s 15.6 12.0 10.1 8.1
Green Ext Time (p_c), s 2.1 3.0 1.5 4.7
Intersection Summary
HCM 6th Ctrl Delay 16.8
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.
6.2-104
5258
Timings California Logistics Center (JN 14274)
9: Haven Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 6
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 503 372 338 310 234 73 2188 375 224 1677 365 Future Volume (vph) 503 372 338 310 234 73 2188 375 224 1677 365 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7438 52 16
Permitted Phases 8 2 6
Detector Phase 74388522166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 42.8 9.6 15.8 15.8 9.6 36.5 36.5 9.6 35.5 35.5 Total Split (s) 29.5 42.8 15.0 28.3 28.3 14.9 50.2 50.2 22.0 57.3 57.3 Total Split (%) 22.7% 32.9% 11.5% 21.8% 21.8% 11.5% 38.6% 38.6% 16.9% 44.1% 44.1% Yellow Time (s) 3.6 4.8 3.6 4.8 4.8 3.6 5.5 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 5.8 5.8 4.6 6.5 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 123.7
Natural Cycle: 130
Control Type: Actuated-Uncoordinated
Splits and Phases: 9: Haven Av. & Jurupa St.
6.2-105
5259
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 9: Haven Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 503 372 72 338 310 234 73 2188 375 224 1677 365 Future Volume (veh/h) 503 372 72 338 310 234 73 2188 375 224 1677 365 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1600 1800 1800 1700 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 513 380 60 345 316 181 74 2233 289 229 1711 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 000000000000
Cap, veh/h 558 1059 163 249 486 217 92 2192 539 228 2714 Arrive On Green 0.19 0.25 0.25 0.08 0.14 0.14 0.06 0.35 0.35 0.14 0.44 0.00 Sat Flow, veh/h 2956 4294 661 2956 3420 1525 1619 6192 1522 1619 6192 1525 Grp Volume(v), veh/h 513 288 152 345 316 181 74 2233 289 229 1711 0 Grp Sat Flow(s),veh/h/ln 1478 1638 1679 1478 1710 1525 1619 1548 1522 1619 1548 1525 Q Serve(g_s), s 21.0 9.0 9.3 10.4 10.8 14.3 5.6 43.7 18.7 17.4 26.5 0.0 Cycle Q Clear(g_c), s 21.0 9.0 9.3 10.4 10.8 14.3 5.6 43.7 18.7 17.4 26.5 0.0 Prop In Lane 1.00 0.39 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 558 808 414 249 486 217 92 2192 539 228 2714 V/C Ratio(X) 0.92 0.36 0.37 1.39 0.65 0.83 0.81 1.02 0.54 1.00 0.63 Avail Cap(c_a), veh/h 596 982 503 249 623 278 135 2192 539 228 2714 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 49.2 38.4 38.5 56.5 50.0 51.5 57.6 39.9 31.8 53.0 26.9 0.0 Incr Delay (d2), s/veh 18.3 0.3 0.5 196.3 1.5 15.6 12.1 24.0 1.1 60.4 0.5 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 8.9 3.5 3.8 10.6 4.6 6.2 2.5 19.1 6.8 10.6 9.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.5 38.7 39.1 252.8 51.6 67.2 69.7 63.9 32.8 113.5 27.4 0.0 LnGrp LOS E D D F D E E F C F C
Approach Vol, veh/h 953 842 2596 1940 A
Approach Delay, s/veh 54.2 137.4 60.6 37.5
Approach LOS D F E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 22.0 50.2 15.0 36.2 11.6 60.6 27.9 23.4 Change Period (Y+Rc), s 4.6 6.5 4.6 5.8 4.6 6.5 4.6 5.8 Max Green Setting (Gmax), s 17.4 43.7 10.4 37.0 10.3 50.8 24.9 22.5 Max Q Clear Time (g_c+I1), s 19.4 45.7 12.4 11.3 7.6 28.5 23.0 16.3 Green Ext Time (p_c), s 0.0 0.0 0.0 2.5 0.0 11.9 0.3 1.3 Intersection Summary
HCM 6th Ctrl Delay 62.8
HCM 6th LOS E
Notes
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
6.2-106
5260
HCM 6th TWSC California Logistics Center (JN 14274)
13: Driveway 3 & E. Airport Dr. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 8
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 852 4 7 1328 0 14 04000
Future Vol, veh/h 0 852 4 7 1328 0 14 04000
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 240 - - 210 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 0 00000000000
Mvmt Flow 0 926 4 8 1443 0 15 04000
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1443 0 0 930 0 0 1521 2387 465 1922 2389 722 Stage 1 - - - - - - 928 928 - 1459 1459 -
Stage 2 - - - - - - 593 1459 - 463 930 -
Critical Hdwy 5.3 - - 4.1 - - 6.95 6.5 6.9 6.95 6.5 7.1 Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 7.3 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.7 5.5 - 6.5 5.5 -
Follow-up Hdwy 3.1 - - 2.2 - - 3.65 4 3.3 3.65 4 3.9
Pot Cap-1 Maneuver 242 - - 744 - - 103 35 550 55 34 320 Stage 1 - - - - - - 285 349 - 98 196 -
Stage 2 - - - - - - 435 196 - 536 349 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 242 - - 744 - - 102 35 550 54 34 320 Mov Cap-2 Maneuver - - - - - - 102 35 - 54 34 -
Stage 1 - - - - - - 285 349 - 98 194 -
Stage 2 - - - - - - 430 194 - 532 349 -
Approach EB WB NB SB
HCM Control Delay, s 0 0.1 39.1 0
HCM LOS E A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 125 242 - - 744 - - -
HCM Lane V/C Ratio 0.157 - - - 0.01 - - -
HCM Control Delay (s) 39.1 0 - - 9.9 - - 0
HCM Lane LOS E A - - A - - A
HCM 95th %tile Q(veh) 0.5 0 - - 0 - - -
6.2-107
5261
HCM 6th TWSC California Logistics Center (JN 14274)
14: Driveway 4 & E. Airport Dr. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 9
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 849 7 0 1335 0 10
Future Vol, veh/h 849 7 0 1335 0 10
Conflicting Peds, #/hr 0 00000
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, % 0 00000
Mvmt Flow 923 8 0 1451 0 11
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 466
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - - - - 6.9
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - - - - - 3.3
Pot Cap-1 Maneuver - - 0 - 0 549
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 549
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0 11.7
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 549 - - -
HCM Lane V/C Ratio 0.02 - - -
HCM Control Delay (s) 11.7 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0.1 - - -
6.2-108
5262
HCM 6th TWSC California Logistics Center (JN 14274)
15: Driveway 5 & E. Airport Dr. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 10
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 842 17 0 1335 0 24
Future Vol, veh/h 842 17 0 1335 0 24
Conflicting Peds, #/hr 0 00000
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, % 0 00000
Mvmt Flow 915 18 0 1451 0 26
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 467
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - - - - 6.9
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - - - - - 3.3
Pot Cap-1 Maneuver - - 0 - 0 548
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 548
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0 11.9
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 548 - - -
HCM Lane V/C Ratio 0.048 - - -
HCM Control Delay (s) 11.9 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0.1 - - -
6.2-109
5263
HCM 6th TWSC California Logistics Center (JN 14274)
16: Driveway 6 & La Salle St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 11
Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 16 2 2 46 5 2
Future Vol, veh/h 16 2 2 46 5 2
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 200 - 0 -
Veh in Median Storage, # 0 - - 0 2 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 17 2 2 50 5 2
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 19 0 47 10
Stage 1 - - - - 18 -
Stage 2 - - - - 29 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 1611 - 963 1075
Stage 1 - - - - 1008 -
Stage 2 - - - - 996 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1611 - 962 1075
Mov Cap-2 Maneuver - - - - 937 -
Stage 1 - - - - 1008 -
Stage 2 - - - - 995 -
Approach EB WB NB
HCM Control Delay, s 0 0.3 8.7
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 973 - - 1611 -
HCM Lane V/C Ratio 0.008 - - 0.001 -
HCM Control Delay (s) 8.7 - - 7.2 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0 - - 0 -
6.2-110
5264
HCM 6th TWSC California Logistics Center (JN 14274)
17: Driveway 7 & La Salle St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 12
Intersection
Int Delay, s/veh 1.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 17 2 3 47 3 5
Future Vol, veh/h 17 2 3 47 3 5
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 200 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 18 2 3 51 3 5
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 20 0 51 10
Stage 1 - - - - 19 -
Stage 2 - - - - 32 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 1609 - 957 1075
Stage 1 - - - - 1007 -
Stage 2 - - - - 992 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1609 - 955 1075
Mov Cap-2 Maneuver - - - - 891 -
Stage 1 - - - - 1007 -
Stage 2 - - - - 990 -
Approach EB WB NB
HCM Control Delay, s 0 0.4 8.6
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 998 - - 1609 -
HCM Lane V/C Ratio 0.009 - - 0.002 -
HCM Control Delay (s) 8.6 - - 7.2 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0 - - 0 -
6.2-111
5265
HCM 6th TWSC California Logistics Center (JN 14274)
18: La Salle St. & Driveway 8 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 13
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 2 20 36 8 0 14
Future Vol, veh/h 2 20 36 8 0 14
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 200 - - - 0 -
Veh in Median Storage, # - 0 0 - 2 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 2 22 39 9 0 15
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 48 0 - 0 59 24
Stage 1 - - - - 44 -
Stage 2 - - - - 15 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1572 - - - 947 1053
Stage 1 - - - - 979 -
Stage 2 - - - - 1011 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1572 - - - 946 1053
Mov Cap-2 Maneuver - - - - 924 -
Stage 1 - - - - 978 -
Stage 2 - - - - 1011 -
Approach EB WB SB
HCM Control Delay, s 0.7 0 8.5
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1572 - - - 1053
HCM Lane V/C Ratio 0.001 - - - 0.014
HCM Control Delay (s) 7.3 - - - 8.5
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - 0
6.2-112
5266
HCM 6th TWSC California Logistics Center (JN 14274)
19: La Salle St. & Driveway 9 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 14
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 39 110 0 0 0
Future Vol, veh/h 0 39 110 0 0 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 200 - - - 0 -
Veh in Median Storage, # - 0 0 - 2 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 0 42 120 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 120 0 - 0 141 60
Stage 1 - - - - 120 -
Stage 2 - - - - 21 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1480 - - - 843 999
Stage 1 - - - - 898 -
Stage 2 - - - - 1005 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1480 - - - 843 999
Mov Cap-2 Maneuver - - - - 848 -
Stage 1 - - - - 898 -
Stage 2 - - - - 1005 -
Approach EB WB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1480 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 ----
6.2-113
5267
HCM 6th TWSC California Logistics Center (JN 14274)
20: Jurupa St. & Driveway 10 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 15
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 974 877 4 0 7
Future Vol, veh/h 0 974 877 4 0 7
Conflicting Peds, #/hr 0 00000
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, % 0 00000
Mvmt Flow 0 1059 953 4 0 8
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 479
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - - - - 6.9
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - - - - - 3.3
Pot Cap-1 Maneuver 0 - - - 0 538
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 538
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB SB
HCM Control Delay, s 0 0 11.8
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 538
HCM Lane V/C Ratio - - - 0.014
HCM Control Delay (s) - - - 11.8
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0
6.2-114
5268
HCM 6th TWSC California Logistics Center (JN 14274)
21: Jurupa St. & Driveway 11 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 16
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 974 875 4 0 6
Future Vol, veh/h 0 974 875 4 0 6
Conflicting Peds, #/hr 0 00000
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, % 0 00000
Mvmt Flow 0 1059 951 4 0 7
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 478
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - - - - 6.9
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - - - - - 3.3
Pot Cap-1 Maneuver 0 - - - 0 539
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 539
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB SB
HCM Control Delay, s 0 0 11.8
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 539
HCM Lane V/C Ratio - - - 0.012
HCM Control Delay (s) - - - 11.8
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0
6.2-115
5269
Timings California Logistics Center (JN 14274)
22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy. 01/08/2022 Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 17
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 277 390 68 1 475 93 134 40 58 45 508 Future Volume (vph) 277 390 68 1 475 93 134 40 58 45 508 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA pm+ov Protected Phases 7 4 3 8 52167
Permitted Phases 4 8 6
Detector Phase 74438852167
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s) 9.6 25.8 25.8 9.6 36.8 36.8 9.6 34.8 9.6 38.8 9.6 Total Split (s) 33.0 60.2 60.2 9.6 36.8 36.8 11.0 36.4 13.8 39.2 33.0 Total Split (%) 27.5% 50.2% 50.2% 8.0% 30.7% 30.7% 9.2% 30.3% 11.5% 32.7% 27.5% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 3.6 4.8 3.6 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 4.6 5.8 4.6 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 81.6
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Splits and Phases: 22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy.
6.2-116
5270
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy. 01/08/2022 Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 277 390 68 1 475 93 134 40 20 58 45 508 Future Volume (veh/h) 277 390 68 1 475 93 134 40 20 58 45 508 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1700 Adj Flow Rate, veh/h 315 443 77 1 540 73 152 45 23 66 51 365 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, % 000000000000
Cap, veh/h 359 1518 677 2 764 341 151 448 213 84 541 963 Arrive On Green 0.22 0.44 0.44 0.00 0.22 0.22 0.09 0.20 0.20 0.05 0.16 0.16 Sat Flow, veh/h 1619 3420 1525 1619 3420 1525 1619 2249 1069 1619 3420 2536 Grp Volume(v), veh/h 315 443 77 1 540 73 152 33 35 66 51 365 Grp Sat Flow(s),veh/h/ln 1619 1710 1525 1619 1710 1525 1619 1710 1608 1619 1710 1268 Q Serve(g_s), s 12.9 5.7 2.0 0.0 10.0 2.7 6.4 1.1 1.2 2.8 0.9 7.2 Cycle Q Clear(g_c), s 12.9 5.7 2.0 0.0 10.0 2.7 6.4 1.1 1.2 2.8 0.9 7.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.66 1.00 1.00
Lane Grp Cap(c), veh/h 359 1518 677 2 764 341 151 341 320 84 541 963 V/C Ratio(X) 0.88 0.29 0.11 0.42 0.71 0.21 1.01 0.10 0.11 0.78 0.09 0.38 Avail Cap(c_a), veh/h 670 2713 1210 118 1546 690 151 763 717 217 1666 1798 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.8 12.2 11.2 34.2 24.6 21.7 31.1 22.4 22.5 32.1 24.7 15.4 Incr Delay (d2), s/veh 2.7 0.1 0.1 39.1 1.2 0.3 74.8 0.1 0.1 5.8 0.1 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 4.7 1.8 0.6 0.0 3.7 0.9 5.4 0.4 0.4 1.1 0.3 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.5 12.3 11.2 73.3 25.8 22.0 105.9 22.5 22.6 37.9 24.7 15.6 LnGrp LOS C B B E C C F CCDCB
Approach Vol, veh/h 835 614 220 482
Approach Delay, s/veh 18.3 25.4 80.1 19.7
Approach LOS B C F B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.2 19.5 4.7 36.2 11.0 16.6 19.8 21.1 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 9.2 30.6 5.0 54.4 6.4 33.4 28.4 31.0 Max Q Clear Time (g_c+I1), s 4.8 3.2 2.0 7.7 8.4 9.2 14.9 12.0 Green Ext Time (p_c), s 0.0 0.3 0.0 3.1 0.0 1.7 0.4 3.3 Intersection Summary
HCM 6th Ctrl Delay 27.0
HCM 6th LOS C
6.2-117
5271
HCM 6th TWSC California Logistics Center (JN 14274)
23: Carnegie Av. & Driveway 12 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 19
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 20 0 4 1 0 3 3 170 0 2 100 13
Future Vol, veh/h 20 0 4 1 0 3 3 170 0 2 100 13
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 200 - - 200 - -
Veh in Median Storage, # - 2 - - 2 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 0 00000000000
Mvmt Flow 22 0 4 1 0 3 3 185 0 2 109 14
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 219 311 62 250 318 93 123 0 0 185 0 0 Stage 1 120 120 - 191 191 -------
Stage 2 99 191 - 59 127 -------
Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 4.1 - -
Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 -------
Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - -
Pot Cap-1 Maneuver 724 607 996 688 602 952 1477 - - 1402 - - Stage 1 877 800 - 798 746 -------
Stage 2 902 746 - 951 795 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 720 605 996 683 600 952 1477 - - 1402 - - Mov Cap-2 Maneuver 787 675 - 743 673 -------
Stage 1 875 799 - 796 745 -------
Stage 2 897 745 - 945 794 -------
Approach EB WB NB SB
HCM Control Delay, s 9.6 9.1 0.1 0.1
HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1477 - - 816 889 1402 - -
HCM Lane V/C Ratio 0.002 - - 0.032 0.005 0.002 - -
HCM Control Delay (s) 7.4 - - 9.6 9.1 7.6 - -
HCM Lane LOS A - - A A A - -
HCM 95th %tile Q(veh) 0 - - 0.1 0 0 - -
6.2-118
5272
HCM 6th TWSC California Logistics Center (JN 14274)
24: Carnegie Av. & Driveway 13 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 20
Intersection
Int Delay, s/veh 0.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 1 6 166 1 4 101
Future Vol, veh/h 1 6 166 1 4 101
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 200 -
Veh in Median Storage, # 2 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 1 7 180 1 4 110
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 244 91 0 0 181 0
Stage 1 181 -----
Stage 2 63 -----
Critical Hdwy 6.8 6.9 - - 4.1 -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 729 955 - - 1407 -
Stage 1 838 -----
Stage 2 958 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 727 955 - - 1407 -
Mov Cap-2 Maneuver 781 -----
Stage 1 838 -----
Stage 2 955 -----
Approach WB NB SB
HCM Control Delay, s 8.9 0 0.3
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 926 1407 -
HCM Lane V/C Ratio - - 0.008 0.003 -
HCM Control Delay (s) - - 8.9 7.6 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0 0 -
6.2-119
5273
HCM 6th TWSC California Logistics Center (JN 14274)
25: Carnegie Av. & Driveway 14 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 21
Intersection
Int Delay, s/veh 0.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 12 4 8 155 99 2
Future Vol, veh/h 12 4 8 155 99 2
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 13 4 9 168 108 2
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 211 55 110 0 - 0
Stage 1 109 -----
Stage 2 102 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 764 1007 1493 - - -
Stage 1 909 -----
Stage 2 917 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 759 1007 1493 - - -
Mov Cap-2 Maneuver 816 -----
Stage 1 904 -----
Stage 2 917 -----
Approach EB NB SB
HCM Control Delay, s 9.3 0.4 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1493 - 857 - -
HCM Lane V/C Ratio 0.006 - 0.02 - -
HCM Control Delay (s) 7.4 - 9.3 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
6.2-120
5274
HCM 6th AWSC California Logistics Center (JN 14274)
26: Carnegie Av. & Driveway 15/Santa Ana St. 01/08/2022 Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 22
Intersection
Intersection Delay, s/veh 8.1
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 0 4 10 0 60 6 96 21 16 86 2
Future Vol, veh/h 8 0 4 10 0 60 6 96 21 16 86 2
Peak Hour Factor 0.92 0.92 0.92 0.79 0.92 0.79 0.92 0.79 0.79 0.79 0.79 0.92 Heavy Vehicles, % 000000000000
Mvmt Flow 9 0 4 13 0 76 7 122 27 20 109 2
Number of Lanes 010111120120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3133
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3313
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3331
HCM Control Delay 8.3 7.6 8.2 8.3
HCM LOS AAAA
Lane NBLn1 NBLn2 NBLn3 EBLn1 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 67% 100% 3% 0% 100% 0% 0%
Vol Thru, % 0% 100% 60% 0% 0% 0% 0% 0% 100% 93%
Vol Right, % 0% 0% 40% 33% 0% 97% 100% 0% 0% 7%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 6 64 53 12 9 30 31 16 57 31
LT Vol 6 0 0 8 9 1 0 16 0 0
Through Vol 0 64 32 0 0 0 0 0 57 29
RT Vol 0 0 21 4 0 29 31 0 0 2
Lane Flow Rate 7 81 67 13 11 38 39 20 73 38
Geometry Grp 8888777888
Degree of Util (X) 0.01 0.113 0.089 0.02 0.018 0.048 0.048 0.031 0.102 0.054 Departure Headway (Hd) 5.53 5.029 4.751 5.489 5.666 4.507 4.468 5.563 5.062 5.017 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 649 714 755 652 633 795 802 645 709 715
Service Time 3.251 2.75 2.472 3.221 3.389 2.231 2.191 3.287 2.786 2.74 HCM Lane V/C Ratio 0.011 0.113 0.089 0.02 0.017 0.048 0.049 0.031 0.103 0.053 HCM Control Delay 8.3 8.4 7.9 8.3 8.5 7.5 7.4 8.5 8.4 8 HCM Lane LOS AAAAAAAAAA
HCM 95th-tile Q 0 0.4 0.3 0.1 0.1 0.2 0.2 0.1 0.3 0.2
6.2-121
5275
HCM 6th TWSC California Logistics Center (JN 14274)
27: Carnegie Av. & Driveway 16 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 23
Intersection
Int Delay, s/veh 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 13 27 23 108 93 7
Future Vol, veh/h 13 27 23 108 93 7
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 14 29 25 117 101 8
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 214 55 109 0 - 0
Stage 1 105 -----
Stage 2 109 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 760 1007 1494 - - -
Stage 1 914 -----
Stage 2 909 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 747 1007 1494 - - -
Mov Cap-2 Maneuver 808 -----
Stage 1 898 -----
Stage 2 909 -----
Approach EB NB SB
HCM Control Delay, s 9.1 1.3 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1494 - 932 - -
HCM Lane V/C Ratio 0.017 - 0.047 - -
HCM Control Delay (s) 7.5 - 9.1 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0.1 - 0.1 - -
6.2-122
5276
HCM 6th TWSC California Logistics Center (JN 14274)
28: Carnegie Av. & Driveway 17 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 24
Intersection
Int Delay, s/veh 0.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 17 5 130 113 7
Future Vol, veh/h 2 17 5 130 113 7
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 2 18 5 141 123 8
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 208 66 131 0 - 0
Stage 1 127 -----
Stage 2 81 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 767 991 1467 - - -
Stage 1 891 -----
Stage 2 939 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 765 991 1467 - - -
Mov Cap-2 Maneuver 816 -----
Stage 1 888 -----
Stage 2 939 -----
Approach EB NB SB
HCM Control Delay, s 8.8 0.3 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1467 - 969 - -
HCM Lane V/C Ratio 0.004 - 0.021 - -
HCM Control Delay (s) 7.5 - 8.8 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
6.2-123
5277
HCM 6th AWSC California Logistics Center (JN 14274)
29: Carnegie Av. & La Salle St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 25
Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 27 12 73 107 92 38
Future Vol, veh/h 27 12 73 107 92 38
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles, % 000000
Mvmt Flow 29 13 78 114 98 40
Number of Lanes 111220
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 3
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 3 0 2
HCM Control Delay 8.4 7.8 8
HCM LOS A A A
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 0% 100% 0% 0% 0%
Vol Thru, % 0% 100% 100% 0% 0% 100% 45%
Vol Right, % 0% 0% 0% 0% 100% 0% 55%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 73 54 54 27 12 61 69
LT Vol 73 0 0 27 0 0 0
Through Vol 0 54 54 0 0 61 31
RT Vol 0 0 0 0 12 0 38
Lane Flow Rate 78 57 57 29 13 65 73
Geometry Grp 8888888
Degree of Util (X) 0.116 0.077 0.05 0.046 0.016 0.09 0.093 Departure Headway (Hd) 5.396 4.895 3.191 5.799 4.598 4.972 4.584 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 667 735 1125 619 780 724 785
Service Time 3.107 2.606 0.902 3.519 2.318 2.684 2.296
HCM Lane V/C Ratio 0.117 0.078 0.051 0.047 0.017 0.09 0.093 HCM Control Delay 8.8 8 6.1 8.8 7.4 8.2 7.8
HCM Lane LOS AAAAAAA
HCM 95th-tile Q 0.4 0.2 0.2 0.1 0 0.3 0.3
6.2-124
5278
HCM 6th TWSC California Logistics Center (JN 14274)
30: Carnegie Av. & Driveway 18 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 26
Intersection
Int Delay, s/veh 0.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 8 3 177 7 0 104
Future Vol, veh/h 8 3 177 7 0 104
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 200 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 9 3 192 8 0 113
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 253 100 0 0 200 0
Stage 1 196 -----
Stage 2 57 -----
Critical Hdwy 6.8 6.9 - - 4.1 -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 719 943 - - 1384 -
Stage 1 824 -----
Stage 2 965 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 719 943 - - 1384 -
Mov Cap-2 Maneuver 723 -----
Stage 1 824 -----
Stage 2 965 -----
Approach WB NB SB
HCM Control Delay, s 9.7 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 772 1384 -
HCM Lane V/C Ratio - - 0.015 - -
HCM Control Delay (s) - - 9.7 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0 0 -
6.2-125
5279
Timings California Logistics Center (JN 14274)
31: Carnegie Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 27
Lane Group EBL EBT WBL WBT WBR NBL NBR SBL SBR
Lane Configurations
Traffic Volume (vph) 116 925 4 696 59 6 2 47 90
Future Volume (vph) 116 925 4 696 59 6 2 47 90
Turn Type Perm NA Perm NA Perm Perm Perm Perm Perm
Protected Phases 4 8
Permitted Phases 4 8 82266
Detector Phase 448882266
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 26.8 26.8 26.8 26.8 26.8 33.6 33.6 34.8 34.8 Total Split (s) 79.0 79.0 79.0 79.0 79.0 41.0 41.0 41.0 41.0 Total Split (%) 65.8% 65.8% 65.8% 65.8% 65.8% 34.2% 34.2% 34.2% 34.2% Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 3.6 3.6 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8 4.6 4.6 5.8 5.8 Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None None None None None None None Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 38.8
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Splits and Phases: 31: Carnegie Av. & Jurupa St.
6.2-126
5280
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 31: Carnegie Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 28
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 116 925 19 4 696 59 6 0 2 47 0 90 Future Volume (veh/h) 116 925 19 4 696 59 6 0 2 47 0 90 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 121 964 20 4 725 60 6 0 0 49 0 69
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, % 000000000000
Cap, veh/h 502 2772 57 459 1913 843 340 182 154 348 182 154 Arrive On Green 0.56 0.56 0.56 0.56 0.56 0.56 0.10 0.00 0.00 0.10 0.00 0.10 Sat Flow, veh/h 661 4955 103 549 3420 1507 1278 1800 1525 1360 1800 1525 Grp Volume(v), veh/h 121 637 347 4 725 60 6 0 0 49 0 69 Grp Sat Flow(s),veh/h/ln 661 1638 1782 549 1710 1507 1278 1800 1525 1360 1800 1525 Q Serve(g_s), s 4.3 3.6 3.6 0.1 4.1 0.6 0.1 0.0 0.0 1.1 0.0 1.5 Cycle Q Clear(g_c), s 8.3 3.6 3.6 3.8 4.1 0.6 0.1 0.0 0.0 1.1 0.0 1.5 Prop In Lane 1.00 0.06 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 502 1833 997 459 1913 843 340 182 154 348 182 154 V/C Ratio(X) 0.24 0.35 0.35 0.01 0.38 0.07 0.02 0.00 0.00 0.14 0.00 0.45 Avail Cap(c_a), veh/h 1548 7014 3815 1327 7323 3226 1571 1917 1624 1611 1853 1571 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 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 6.5 4.1 4.1 5.2 4.2 3.5 13.9 0.0 0.0 14.3 0.0 14.5 Incr Delay (d2), s/veh 0.2 0.1 0.2 0.0 0.1 0.0 0.0 0.0 0.0 0.2 0.0 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.3 0.3 0.0 0.3 0.0 0.0 0.0 0.0 0.3 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.8 4.2 4.3 5.2 4.3 3.5 13.9 0.0 0.0 14.5 0.0 16.5 LnGrp LOS AAAAAABAABAB
Approach Vol, veh/h 1105 789 6 118
Approach Delay, s/veh 4.5 4.3 13.9 15.7
Approach LOS AABB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 9.3 24.9 9.3 24.9
Change Period (Y+Rc), s * 5.8 5.8 5.8 5.8
Max Green Setting (Gmax), s * 36 73.2 35.2 73.2
Max Q Clear Time (g_c+I1), s 2.1 10.3 3.5 6.1
Green Ext Time (p_c), s 0.0 8.8 0.3 5.5
Intersection Summary
HCM 6th Ctrl Delay 5.1
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
6.2-127
5281
HCM 6th TWSC California Logistics Center (JN 14274)
32: Driveway 19 & Santa Ana St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 29
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 29 5 0 55 3702108
Future Vol, veh/h 3 29 5 0 55 3702108
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 200 - - 200 --------
Veh in Median Storage, # - 0 - - 0 - - 2 - - 2 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 0 00000000000
Mvmt Flow 3 32 5 0 60 3802109
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 63 0 0 37 0 0 71 104 19 84 105 32
Stage 1 - - - - - - 41 41 - 62 62 -
Stage 2 - - - - - - 30 63 - 22 43 -
Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1553 - - 1587 - - 918 790 1061 899 789 1041 Stage 1 - - - - - - 974 865 - 948 847 -
Stage 2 - - - - - - 989 846 - 999 863 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1553 - - 1587 - - 909 788 1061 895 787 1041 Mov Cap-2 Maneuver - - - - - - 904 788 - 891 789 -
Stage 1 - - - - - - 972 863 - 946 847 -
Stage 2 - - - - - - 981 846 - 995 861 -
Approach EB WB NB SB
HCM Control Delay, s 0.6 0 8.9 8.6
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 935 1553 - - 1587 - - 1022
HCM Lane V/C Ratio 0.01 0.002 ----- 0.01
HCM Control Delay (s) 8.9 7.3 - - 0 - - 8.6
HCM Lane LOS A A - - A - - A
HCM 95th %tile Q(veh) 0 0 - - 0 - - 0
6.2-128
5282
HCM 6th TWSC California Logistics Center (JN 14274)
33: Driveway 20 & Santa Ana St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 30
Intersection
Int Delay, s/veh 3.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 15 11 3 36 5 10 0 8 1 0 12
Future Vol, veh/h 6 15 11 3 36 5 10 0 8 1 0 12
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 200 - - 200 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 0 00000000000
Mvmt Flow 7 16 12 3 39 5 11 0 9 1 0 13
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 44 0 0 28 0 0 62 86 14 70 90 22
Stage 1 - - - - - - 36 36 - 48 48 -
Stage 2 - - - - - - 26 50 - 22 42 -
Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1577 - - 1599 - - 931 808 1069 920 804 1056 Stage 1 - - - - - - 981 869 - 965 859 -
Stage 2 - - - - - - 994 857 - 999 864 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1577 - - 1599 - - 915 803 1069 908 799 1056 Mov Cap-2 Maneuver - - - - - - 915 803 - 908 799 -
Stage 1 - - - - - - 977 866 - 961 857 -
Stage 2 - - - - - - 980 855 - 986 861 -
Approach EB WB NB SB
HCM Control Delay, s 1.4 0.5 8.8 8.5
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 978 1577 - - 1599 - - 1043
HCM Lane V/C Ratio 0.02 0.004 - - 0.002 - - 0.014
HCM Control Delay (s) 8.8 7.3 - - 7.3 - - 8.5
HCM Lane LOS A A - - A - - A
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0
6.2-129
5283
HCM 6th TWSC California Logistics Center (JN 14274)
34: Commerce Pkwy. & Driveway 21 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 31
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 7 0 587 436 5
Future Vol, veh/h 0 7 0 587 436 5
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
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, % 0 00000
Mvmt Flow 0 8 0 638 474 5
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 240 - 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.1 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.9 ----
Pot Cap-1 Maneuver 0 653 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 653 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 10.6 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 653 - -
HCM Lane V/C Ratio - 0.012 - -
HCM Control Delay (s) - 10.6 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 0 - -
6.2-130
5284
HCM 6th TWSC California Logistics Center (JN 14274)
35: Commerce Pkwy. & Driveway 22 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 32
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 4 0 587 441 2
Future Vol, veh/h 0 4 0 587 441 2
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
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, % 0 00000
Mvmt Flow 0 4 0 638 479 2
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 241 - 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.1 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.9 ----
Pot Cap-1 Maneuver 0 652 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 652 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 10.6 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 652 - -
HCM Lane V/C Ratio - 0.007 - -
HCM Control Delay (s) - 10.6 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 0 - -
6.2-131
5285
HCM 6th TWSC California Logistics Center (JN 14274)
36: Commerce Pkwy. & Driveway 23 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 33
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 5 582 3 0 445
Future Vol, veh/h 0 5 582 3 0 445
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
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, % 0 00000
Mvmt Flow 0 5 633 3 0 484
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 318 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.1 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.9 ----
Pot Cap-1 Maneuver 0 583 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 583 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 11.2 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 583 -
HCM Lane V/C Ratio - - 0.009 -
HCM Control Delay (s) - - 11.2 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0 -
6.2-132
5286
HCM 6th AWSC California Logistics Center (JN 14274)
37: Commerce Pkwy. & Santa Ana St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 34
Intersection
Intersection Delay, s/veh 13.3
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 7 8 27 6 163 20 412 12 85 344 17
Future Vol, veh/h 10 7 8 27 6 163 20 412 12 85 344 17
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 Heavy Vehicles, % 000000000000
Mvmt Flow 11 8 9 29 7 177 22 448 13 92 374 18
Number of Lanes 120120120120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay 10.6 12.2 14.5 12.7
HCM LOS BBBB
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 92% 0% 100% 23% 0% 100% 1% 0% 100%
Vol Right, % 0% 0% 8% 0% 0% 77% 0% 0% 99% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 20 275 149 10 5 10 27 4 165 85 229
LT Vol 20 0 0 10 0 0 27 0 0 85 0
Through Vol 0 275 137 0 5 2 0 4 2 0 229
RT Vol 0 0 12 0 0 8 0 0 163 0 0
Lane Flow Rate 22 299 162 11 5 11 29 4 179 92 249
Geometry Grp 88888888888
Degree of Util (X) 0.042 0.532 0.286 0.025 0.011 0.022 0.063 0.009 0.324 0.177 0.444 Departure Headway (Hd) 6.909 6.409 6.353 8.173 7.673 7.131 7.698 7.198 6.507 6.914 6.414 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 517 561 563 436 464 498 464 495 551 517 558
Service Time 4.672 4.172 4.116 5.966 5.466 4.924 5.472 4.972 4.281 4.678 4.178 HCM Lane V/C Ratio 0.043 0.533 0.288 0.025 0.011 0.022 0.063 0.008 0.325 0.178 0.446 HCM Control Delay 10 16.3 11.7 11.2 10.6 10.1 11 10 12.4 11.2 14.2 HCM Lane LOS A C BBBBBABBB
HCM 95th-tile Q 0.1 3.1 1.2 0.1 0 0.1 0.2 0 1.4 0.6 2.3
6.2-133
5287
HCM 6th TWSC California Logistics Center (JN 14274)
38: Commerce Pkwy. & Driveway 24 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 35
Intersection
Int Delay, s/veh 0.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 14 0 444 369 10
Future Vol, veh/h 0 14 0 444 369 10
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
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, % 0 00000
Mvmt Flow 0 15 0 483 401 11
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 206 - 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.9 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.3 ----
Pot Cap-1 Maneuver 0 807 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 807 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 9.5 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 807 - -
HCM Lane V/C Ratio - 0.019 - -
HCM Control Delay (s) - 9.5 - -
HCM Lane LOS - A - -
HCM 95th %tile Q(veh) - 0.1 - -
6.2-134
5288
HCM 6th TWSC California Logistics Center (JN 14274)
39: Commerce Pkwy. & Driveway 25 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 36
Intersection
Int Delay, s/veh 0.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 17 22 423 29 3 380
Future Vol, veh/h 17 22 423 29 3 380
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 200 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 18 24 460 32 3 413
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 689 246 0 0 492 0
Stage 1 476 -----
Stage 2 213 -----
Critical Hdwy 6.25 7.1 - - 5.3 -
Critical Hdwy Stg 1 6.6 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.65 3.9 - - 3.1 -
Pot Cap-1 Maneuver 414 647 - - 690 -
Stage 1 520 -----
Stage 2 778 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 412 647 - - 690 -
Mov Cap-2 Maneuver 412 -----
Stage 1 520 -----
Stage 2 775 -----
Approach WB NB SB
HCM Control Delay, s 12.6 0 0.1
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 518 690 -
HCM Lane V/C Ratio - - 0.082 0.005 -
HCM Control Delay (s) - - 12.6 10.2 -
HCM Lane LOS - - B B -
HCM 95th %tile Q(veh) - - 0.3 0 -
6.2-135
5289
HCM 6th TWSC California Logistics Center (JN 14274)
40: Commerce Pkwy. & Driveway 26 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 37
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 9 443 6 0 397
Future Vol, veh/h 0 9 443 6 0 397
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
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, % 0 00000
Mvmt Flow 0 10 482 7 0 432
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 245 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.1 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.9 ----
Pot Cap-1 Maneuver 0 648 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 648 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 10.6 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 648 -
HCM Lane V/C Ratio - - 0.015 -
HCM Control Delay (s) - - 10.6 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0 -
6.2-136
5290
Timings California Logistics Center (JN 14274)
41: Commerce Pkwy. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 38
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 115 845 12 684 284 15 45 318 18 59 Future Volume (vph) 115 845 12 684 284 15 45 318 18 59
Turn Type Prot NA Prot NA Perm Prot NA Prot NA Perm
Protected Phases 7438 5216
Permitted Phases 8 6
Detector Phase 7438852166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 29.8 9.6 29.8 29.8 9.6 33.6 9.6 26.8 26.8 Total Split (s) 20.0 49.0 11.0 40.0 40.0 11.0 38.0 22.0 49.0 49.0 Total Split (%) 16.7% 40.8% 9.2% 33.3% 33.3% 9.2% 31.7% 18.3% 40.8% 40.8% Yellow Time (s) 3.6 4.8 3.6 4.8 4.8 3.6 3.6 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 5.8 5.8 4.6 4.6 4.6 5.8 5.8 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 81
Natural Cycle: 85
Control Type: Actuated-Uncoordinated
Splits and Phases: 41: Commerce Pkwy. & Jurupa St.
6.2-137
5291
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 41: Commerce Pkwy. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 39
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 115 845 14 12 684 284 15 45 60 318 18 59 Future Volume (veh/h) 115 845 14 12 684 284 15 45 60 318 18 59 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1800 1800 1700 1800 1800 1700 1800 1800 1600 1800 1800 Adj Flow Rate, veh/h 120 880 13 12 712 0 16 47 43 331 19 46 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, % 000000000000
Cap, veh/h 150 1820 27 24 982 31 129 118 429 495 419
Arrive On Green 0.09 0.36 0.36 0.02 0.29 0.00 0.02 0.15 0.15 0.15 0.27 0.27 Sat Flow, veh/h 1619 4989 74 1619 3420 1525 1619 866 792 2956 1800 1525 Grp Volume(v), veh/h 120 578 315 12 712 0 16 0 90 331 19 46 Grp Sat Flow(s),veh/h/ln 1619 1638 1787 1619 1710 1525 1619 0 1657 1478 1800 1525 Q Serve(g_s), s 4.6 8.7 8.7 0.5 12.0 0.0 0.6 0.0 3.1 6.9 0.5 1.4 Cycle Q Clear(g_c), s 4.6 8.7 8.7 0.5 12.0 0.0 0.6 0.0 3.1 6.9 0.5 1.4 Prop In Lane 1.00 0.04 1.00 1.00 1.00 0.48 1.00 1.00
Lane Grp Cap(c), veh/h 150 1195 652 24 982 31 0 247 429 495 419 V/C Ratio(X) 0.80 0.48 0.48 0.49 0.73 0.51 0.00 0.36 0.77 0.04 0.11 Avail Cap(c_a), veh/h 391 2217 1209 162 1833 162 0 867 806 1218 1033 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 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.4 15.6 15.6 31.2 20.5 0.0 31.0 0.0 24.4 26.3 17.0 17.3 Incr Delay (d2), s/veh 3.7 0.3 0.6 5.7 1.0 0.0 4.7 0.0 0.9 1.1 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 2.7 3.0 0.2 4.2 0.0 0.3 0.0 1.2 2.2 0.2 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.1 15.9 16.2 36.8 21.5 0.0 35.7 0.0 25.3 27.4 17.0 17.4 LnGrp LOS C B B D C D A C C B B
Approach Vol, veh/h 1013 724 A 106 396
Approach Delay, s/veh 17.9 21.8 26.9 25.7
Approach LOS B C C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.9 15.3 5.6 29.1 5.8 23.3 10.5 24.1 Change Period (Y+Rc), s 4.6 * 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 17.4 * 33 6.4 43.2 6.4 43.2 15.4 34.2 Max Q Clear Time (g_c+I1), s 8.9 5.1 2.5 10.7 2.6 3.4 6.6 14.0 Green Ext Time (p_c), s 0.4 0.5 0.0 5.9 0.0 0.2 0.1 4.4 Intersection Summary
HCM 6th Ctrl Delay 21.0
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.
6.2-138
5292
HCM 6th TWSC California Logistics Center (JN 14274)
42: Driveway 27 & Santa Ana St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 40
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 89 10 1 179 1 11 07304
Future Vol, veh/h 4 89 10 1 179 1 11 07304
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 200 - - 200 --------
Veh in Median Storage, # - 0 - - 0 - - 2 - - 2 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 0 00000000000
Mvmt Flow 4 97 11 1 195 1 12 08304
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 196 0 0 108 0 0 211 309 54 255 314 98 Stage 1 - - - - - - 111 111 - 198 198 -
Stage 2 - - - - - - 100 198 - 57 116 -
Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1389 - - 1495 - - 733 609 1008 683 605 945 Stage 1 - - - - - - 888 807 - 791 741 -
Stage 2 - - - - - - 901 741 - 954 803 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1389 - - 1495 - - 728 607 1008 676 603 945 Mov Cap-2 Maneuver - - - - - - 792 674 - 737 673 -
Stage 1 - - - - - - 885 805 - 789 740 -
Stage 2 - - - - - - 896 740 - 944 801 -
Approach EB WB NB SB
HCM Control Delay, s 0.3 0 9.3 9.3
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 864 1389 - - 1495 - - 843
HCM Lane V/C Ratio 0.023 0.003 - - 0.001 - - 0.009
HCM Control Delay (s) 9.3 7.6 - - 7.4 - - 9.3
HCM Lane LOS A A - - A - - A
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0
6.2-139
5293
HCM 6th TWSC California Logistics Center (JN 14274)
43: Driveway 28 & Santa Ana St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 41
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 91 3 6 174 1 4 0 10 3 0 4
Future Vol, veh/h 4 91 3 6 174 1 4 0 10 3 0 4
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 200 - - 200 --------
Veh in Median Storage, # - 0 - - 0 - - 2 - - 2 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 0 00000000000
Mvmt Flow 4 99 3 7 189 1 4 0 11 3 0 4
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 190 0 0 102 0 0 218 313 51 262 314 95 Stage 1 - - - - - - 109 109 - 204 204 -
Stage 2 - - - - - - 109 204 - 58 110 -
Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1396 - - 1503 - - 725 606 1013 675 605 949 Stage 1 - - - - - - 890 809 - 785 737 -
Stage 2 - - - - - - 890 737 - 953 808 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1396 - - 1503 - - 718 601 1013 664 600 949 Mov Cap-2 Maneuver - - - - - - 785 669 - 730 669 -
Stage 1 - - - - - - 887 807 - 783 733 -
Stage 2 - - - - - - 882 733 - 940 806 -
Approach EB WB NB SB
HCM Control Delay, s 0.3 0.2 8.9 9.3
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 935 1396 - - 1503 - - 841
HCM Lane V/C Ratio 0.016 0.003 - - 0.004 - - 0.009
HCM Control Delay (s) 8.9 7.6 - - 7.4 - - 9.3
HCM Lane LOS A A - - A - - A
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0
6.2-140
5294
HCM 6th TWSC California Logistics Center (JN 14274)
44: Doubleday Av. & Driveway 29 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 42
Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 0 1 19 10 0
Future Vol, veh/h 1 0 1 19 10 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 1 0 1 21 11 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 24 6 11 0 - 0
Stage 1 11 -----
Stage 2 13 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 994 1081 1621 - - 0
Stage 1 1016 - - - -0
Stage 2 1014 - - - -0
Platoon blocked, % - -
Mov Cap-1 Maneuver 993 1081 1621 - - -
Mov Cap-2 Maneuver 916 -----
Stage 1 1015 -----
Stage 2 1014 -----
Approach EB NB SB
HCM Control Delay, s 8.9 0.4 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT
Capacity (veh/h) 1621 - 916 -
HCM Lane V/C Ratio 0.001 - 0.001 -
HCM Control Delay (s) 7.2 - 8.9 -
HCM Lane LOS A - A -
HCM 95th %tile Q(veh) 0 - 0 -
6.2-141
5295
HCM 6th AWSC California Logistics Center (JN 14274)
45: Doubleday Av. & Santa Ana St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 43
Intersection
Intersection Delay, s/veh 8.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 12 49 43 7 146 7 27 2 15 2 0 7
Future Vol, veh/h 12 49 43 7 146 7 27 2 15 2 0 7
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 Heavy Vehicles, % 000000000000
Mvmt Flow 15 61 54 9 183 9 34 3 19 3 0 9
Number of Lanes 120120120120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay 8 8.4 8.4 7.8
HCM LOS AAAA
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 4% 0% 100% 28% 0% 100% 87% 0% 100%
Vol Right, % 0% 0% 96% 0% 0% 72% 0% 0% 13% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 27 1 16 12 33 59 7 97 56 2 0
LT Vol 27 0 0 12 0 0 7 0 0 2 0
Through Vol 0 1 1 0 33 16 0 97 49 0 0
RT Vol 0 0 15 0 0 43 0 0 7 0 0
Lane Flow Rate 34 2 20 15 41 74 9 122 70 2 0
Geometry Grp 88888888888
Degree of Util (X) 0.055 0.002 0.025 0.023 0.058 0.094 0.013 0.167 0.094 0.004 0 Departure Headway (Hd) 5.837 5.337 4.668 5.575 5.074 4.566 5.435 4.934 4.846 5.932 5.432 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 614 671 766 643 707 785 660 729 740 603 0
Service Time 3.567 3.067 2.398 3.296 2.795 2.288 3.156 2.656 2.568 3.666 3.166 HCM Lane V/C Ratio 0.055 0.003 0.026 0.023 0.058 0.094 0.014 0.167 0.095 0.003 0 HCM Control Delay 8.9 8.1 7.5 8.4 8.1 7.8 8.2 8.6 8.1 8.7 8.2 HCM Lane LOS AAAAAAAAAAN
HCM 95th-tile Q 0.2 0 0.1 0.1 0.2 0.3 0 0.6 0.3 0 0
6.2-142
5296
HCM 6th TWSC California Logistics Center (JN 14274)
46: Driveway 30 & Doubleday Av. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 44
Intersection
Int Delay, s/veh 0.9
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 62 9 2 42 1 10
Future Vol, veh/h 62 9 2 42 1 10
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 200 - 0 -
Veh in Median Storage, # 0 - - 0 2 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 67 10 2 46 1 11
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 77 0 99 39
Stage 1 - - - - 72 -
Stage 2 - - - - 27 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 1535 - 895 1031
Stage 1 - - - - 948 -
Stage 2 - - - - 998 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1535 - 894 1031
Mov Cap-2 Maneuver - - - - 892 -
Stage 1 - - - - 948 -
Stage 2 - - - - 997 -
Approach EB WB NB
HCM Control Delay, s 0 0.3 8.6
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1017 - - 1535 -
HCM Lane V/C Ratio 0.012 - - 0.001 -
HCM Control Delay (s) 8.6 - - 7.3 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0 - - 0 -
6.2-143
5297
HCM 6th AWSC California Logistics Center (JN 14274)
47: Dupont Av. & Santa Ana St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 45
Intersection
Intersection Delay, s/veh 8.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 37 11 17 99 29 42 93 26 11 52 13
Future Vol, veh/h 11 37 11 17 99 29 42 93 26 11 52 13
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 Heavy Vehicles, % 000000000000
Mvmt Flow 14 46 14 21 124 36 53 116 33 14 65 16
Number of Lanes 120120120120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay 8.6 8.8 8.8 8.6
HCM LOS AAAA
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 54% 0% 100% 53% 0% 100% 53% 0% 100% Vol Right, % 0% 0% 46% 0% 0% 47% 0% 0% 47% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 42 62 57 11 25 23 17 66 62 11 35
LT Vol 42 0 0 11 0 0 17 0 0 11 0
Through Vol 0 62 31 0 25 12 0 66 33 0 35
RT Vol 0 0 26 0 0 11 0 0 29 0 0
Lane Flow Rate 52 78 71 14 31 29 21 82 78 14 43
Geometry Grp 88888888888
Degree of Util (X) 0.086 0.116 0.1 0.023 0.048 0.043 0.035 0.125 0.11 0.023 0.067 Departure Headway (Hd) 5.881 5.381 5.061 6.143 5.643 5.313 5.944 5.444 5.117 6.078 5.578 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 607 663 705 580 631 669 600 656 697 586 638
Service Time 3.636 3.136 2.816 3.912 3.412 3.082 3.7 3.2 2.873 3.844 3.344 HCM Lane V/C Ratio 0.086 0.118 0.101 0.024 0.049 0.043 0.035 0.125 0.112 0.024 0.067 HCM Control Delay 9.2 8.8 8.4 9.1 8.7 8.3 8.9 9 8.5 9 8.7 HCM Lane LOS AAAAAAAAAAA
HCM 95th-tile Q 0.3 0.4 0.3 0.1 0.2 0.1 0.1 0.4 0.4 0.1 0.2
6.2-144
5298
HCM 6th TWSC California Logistics Center (JN 14274)
48: Dupont Av. & Doubleday Av. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 46
Intersection
Int Delay, s/veh 2.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 7 66 31 118 101 13
Future Vol, veh/h 7 66 31 118 101 13
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 140 - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 76 76 76 76 76 76
Heavy Vehicles, % 0 00000
Mvmt Flow 9 87 41 155 133 17
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 302 75 150 0 - 0
Stage 1 142 -----
Stage 2 160 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 671 978 1444 - - -
Stage 1 876 -----
Stage 2 858 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 652 978 1444 - - -
Mov Cap-2 Maneuver 747 -----
Stage 1 851 -----
Stage 2 858 -----
Approach EB NB SB
HCM Control Delay, s 9.1 1.6 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1444 - 747 978 - -
HCM Lane V/C Ratio 0.028 - 0.012 0.089 - -
HCM Control Delay (s) 7.6 - 9.9 9 - -
HCM Lane LOS A - A A - -
HCM 95th %tile Q(veh) 0.1 - 0 0.3 - -
6.2-145
5299
HCM 6th TWSC California Logistics Center (JN 14274)
49: Dupont Av. & Driveway 31 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 47
Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 6 9 1 146 151 4
Future Vol, veh/h 6 9 1 146 151 4
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 7 10 1 159 164 4
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 248 84 168 0 - 0
Stage 1 166 -----
Stage 2 82 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 725 965 1422 - - -
Stage 1 852 -----
Stage 2 938 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 724 965 1422 - - -
Mov Cap-2 Maneuver 786 -----
Stage 1 851 -----
Stage 2 938 -----
Approach EB NB SB
HCM Control Delay, s 9.1 0.1 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1422 - 884 - -
HCM Lane V/C Ratio 0.001 - 0.018 - -
HCM Control Delay (s) 7.5 - 9.1 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
6.2-146
5300
Timings California Logistics Center (JN 14274)
50: Dupont Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 48
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 50 1118 71 869 46 29 81 28
Future Volume (vph) 50 1118 71 869 46 29 81 28
Turn Type Prot NA Prot NA Perm NA Perm NA
Protected Phases 7438 2 6
Permitted Phases 2 6
Detector Phase 74382266
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 26.8 9.6 26.8 34.4 34.4 34.4 34.4 Total Split (s) 20.0 55.0 22.0 57.0 43.0 43.0 43.0 43.0 Total Split (%) 16.7% 45.8% 18.3% 47.5% 35.8% 35.8% 35.8% 35.8% Yellow Time (s) 3.6 4.8 3.6 4.8 4.4 4.4 4.4 4.4
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.8 4.6 5.8 5.4 5.4 5.4 5.4
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 61.7
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Splits and Phases: 50: Dupont Av. & Jurupa St.
6.2-147
5301
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 50: Dupont Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 49
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 1118 14 71 869 68 46 29 121 81 28 51 Future Volume (veh/h) 50 1118 14 71 869 68 46 29 121 81 28 51 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 54 1202 14 76 934 67 49 31 101 87 30 31 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 000000000000
Cap, veh/h 86 2064 24 106 1987 142 384 344 307 320 344 307 Arrive On Green 0.05 0.41 0.41 0.07 0.42 0.42 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1619 5007 58 1619 4676 335 1287 1710 1525 1207 1710 1525 Grp Volume(v), veh/h 54 786 430 76 654 347 49 31 101 87 30 31 Grp Sat Flow(s),veh/h/ln 1619 1638 1790 1619 1638 1735 1287 1710 1525 1207 1710 1525 Q Serve(g_s), s 1.6 9.1 9.1 2.3 7.1 7.1 1.6 0.7 2.8 3.3 0.7 0.8 Cycle Q Clear(g_c), s 1.6 9.1 9.1 2.3 7.1 7.1 2.4 0.7 2.8 6.1 0.7 0.8 Prop In Lane 1.00 0.03 1.00 0.19 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 86 1351 738 106 1392 737 384 344 307 320 344 307 V/C Ratio(X) 0.63 0.58 0.58 0.71 0.47 0.47 0.13 0.09 0.33 0.27 0.09 0.10 Avail Cap(c_a), veh/h 507 3276 1789 573 3409 1805 1108 1307 1166 1000 1307 1166 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.8 11.2 11.2 22.5 10.2 10.2 17.0 16.0 16.8 19.4 16.0 16.0 Incr Delay (d2), s/veh 2.8 0.4 0.7 3.3 0.2 0.5 0.1 0.1 0.6 0.5 0.1 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 2.4 2.7 0.8 1.8 1.9 0.4 0.3 0.9 0.8 0.2 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.6 11.6 11.9 25.9 10.4 10.6 17.2 16.1 17.4 19.9 16.1 16.2 LnGrp LOS C B B C BBBBBBBB
Approach Vol, veh/h 1270 1077 181 148
Approach Delay, s/veh 12.3 11.6 17.1 18.3
Approach LOS BBBB
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 15.3 7.8 26.1 15.3 7.2 26.7
Change Period (Y+Rc), s 5.4 4.6 5.8 5.4 4.6 5.8
Max Green Setting (Gmax), s 37.6 17.4 49.2 37.6 15.4 51.2 Max Q Clear Time (g_c+I1), s 4.8 4.3 11.1 8.1 3.6 9.1
Green Ext Time (p_c), s 0.9 0.1 9.1 0.6 0.0 7.2
Intersection Summary
HCM 6th Ctrl Delay 12.7
HCM 6th LOS B
6.2-148
5302
Timings California Logistics Center (JN 14274)
51: Milliken Av. & E. Airport Dr. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 15
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 273 270 36 95 289 36 1053 153 955 138 Future Volume (vph) 273 270 36 95 289 36 1053 153 955 138 Turn Type Prot NA Perm Prot NA Prot NA Prot NA pm+ov
Protected Phases 7 4 3852167
Permitted Phases 4 6
Detector Phase 7443852167
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s) 9.6 36.8 36.8 9.6 48.8 9.6 31.2 9.6 36.2 9.6 Total Split (s) 18.7 50.2 50.2 17.4 48.9 9.6 39.6 22.8 52.8 18.7 Total Split (%) 14.4% 38.6% 38.6% 13.4% 37.6% 7.4% 30.5% 17.5% 40.6% 14.4% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 3.6 5.2 3.6 5.2 3.6 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 4.6 6.2 4.6 6.2 4.6 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 101.6
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Splits and Phases: 51: Milliken Av. & E. Airport Dr.
6.2-149
5303
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 51: Milliken Av. & E. Airport Dr. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 16
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 273 270 36 95 289 357 36 1053 66 153 955 138 Future Volume (veh/h) 273 270 36 95 289 357 36 1053 66 153 955 138 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1700 1800 1800 1600 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 276 273 15 96 292 239 36 1064 60 155 965 92 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 000000000000
Cap, veh/h 347 891 397 120 393 313 100 1407 79 187 1856 755 Arrive On Green 0.12 0.26 0.26 0.07 0.22 0.22 0.03 0.30 0.30 0.12 0.38 0.38 Sat Flow, veh/h 2956 3420 1525 1619 1810 1440 2956 4755 268 1619 4914 1525 Grp Volume(v), veh/h 276 273 15 96 275 256 36 733 391 155 965 92 Grp Sat Flow(s),veh/h/ln 1478 1710 1525 1619 1710 1541 1478 1638 1747 1619 1638 1525 Q Serve(g_s), s 7.6 5.4 0.6 4.9 12.5 13.0 1.0 16.9 17.0 7.8 12.7 2.7 Cycle Q Clear(g_c), s 7.6 5.4 0.6 4.9 12.5 13.0 1.0 16.9 17.0 7.8 12.7 2.7 Prop In Lane 1.00 1.00 1.00 0.93 1.00 0.15 1.00 1.00
Lane Grp Cap(c), veh/h 347 891 397 120 371 335 100 969 517 187 1856 755 V/C Ratio(X) 0.80 0.31 0.04 0.80 0.74 0.76 0.36 0.76 0.76 0.83 0.52 0.12 Avail Cap(c_a), veh/h 499 1819 811 248 883 796 177 1311 699 353 2743 1031 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.9 24.8 23.0 38.0 30.5 30.7 39.4 26.6 26.7 36.1 20.1 11.3 Incr Delay (d2), s/veh 3.5 0.2 0.0 4.7 2.9 3.6 0.8 1.7 3.3 3.5 0.2 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 2.0 0.2 2.0 5.1 4.8 0.4 6.1 6.8 3.0 4.3 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.3 25.0 23.1 42.7 33.4 34.3 40.2 28.4 29.9 39.6 20.3 11.4 LnGrp LOS DCCDCCDCCDCB
Approach Vol, veh/h 564 627 1160 1212
Approach Delay, s/veh 32.0 35.2 29.3 22.1
Approach LOS CDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.3 30.9 10.8 27.5 7.4 37.7 14.4 23.9 Change Period (Y+Rc), s 4.6 6.2 4.6 5.8 4.6 6.2 4.6 5.8 Max Green Setting (Gmax), s 18.2 33.4 12.8 44.4 5.0 46.6 14.1 43.1 Max Q Clear Time (g_c+I1), s 9.8 19.0 6.9 7.4 3.0 14.7 9.6 15.0 Green Ext Time (p_c), s 0.1 5.7 0.0 1.7 0.0 7.2 0.2 3.1 Intersection Summary
HCM 6th Ctrl Delay 28.3
HCM 6th LOS C
6.2-150
5304
Timings California Logistics Center (JN 14274)
52: Milliken Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 17
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 137 916 280 415 679 212 838 388 267 1006 66 Future Volume (vph) 137 916 280 415 679 212 838 388 267 1006 66 Turn Type Prot NA pm+ov Prot NA Prot NA Perm Prot NA pm+ov Protected Phases 7453852 167
Permitted Phases 4 2 6
Detector Phase 74538522167
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 Minimum Split (s) 9.6 38.8 9.6 9.6 38.8 9.6 35.2 35.2 9.6 39.2 9.6 Total Split (s) 13.2 38.8 15.8 25.0 50.6 15.8 37.4 37.4 18.8 40.4 13.2 Total Split (%) 11.0% 32.3% 13.2% 20.8% 42.2% 13.2% 31.2% 31.2% 15.7% 33.7% 11.0% Yellow Time (s) 3.6 4.8 3.6 3.6 4.8 3.6 5.2 5.2 3.6 5.2 3.6 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 4.6 5.8 4.6 6.2 6.2 4.6 6.2 4.6 Lead/Lag Lead Lag Lead Lead Lag Lead Lag Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 109
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Splits and Phases: 52: Milliken Av. & Jurupa St.
6.2-151
5305
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 52: Milliken Av. & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 137 916 280 415 679 109 212 838 388 267 1006 66 Future Volume (veh/h) 137 916 280 415 679 109 212 838 388 267 1006 66 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1600 1800 1800 1600 1800 1800 1600 1800 1800 Adj Flow Rate, veh/h 143 954 199 432 707 97 221 873 285 278 1048 37 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, % 000000000000
Cap, veh/h 197 1258 533 492 1557 212 277 1234 383 336 1331 515 Arrive On Green 0.07 0.26 0.26 0.17 0.36 0.36 0.09 0.25 0.25 0.11 0.27 0.27 Sat Flow, veh/h 2956 4914 1524 2956 4374 595 2956 4914 1525 2956 4914 1525 Grp Volume(v), veh/h 143 954 199 432 528 276 221 873 285 278 1048 37 Grp Sat Flow(s),veh/h/ln 1478 1638 1524 1478 1638 1693 1478 1638 1525 1478 1638 1525 Q Serve(g_s), s 4.7 17.9 9.7 14.2 12.3 12.5 7.3 16.1 17.1 9.2 19.7 1.6 Cycle Q Clear(g_c), s 4.7 17.9 9.7 14.2 12.3 12.5 7.3 16.1 17.1 9.2 19.7 1.6 Prop In Lane 1.00 1.00 1.00 0.35 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 197 1258 533 492 1166 603 277 1234 383 336 1331 515 V/C Ratio(X) 0.73 0.76 0.37 0.88 0.45 0.46 0.80 0.71 0.74 0.83 0.79 0.07 Avail Cap(c_a), veh/h 255 1627 648 605 1473 761 332 1539 478 421 1686 625 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.6 34.2 24.2 40.5 24.6 24.7 44.2 34.0 34.4 43.2 33.7 22.4 Incr Delay (d2), s/veh 4.5 1.6 0.4 10.4 0.3 0.5 8.9 1.1 4.8 8.7 2.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 6.9 3.4 5.6 4.5 4.8 2.9 6.1 6.5 3.6 7.5 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.1 35.8 24.7 51.0 24.9 25.2 53.1 35.1 39.2 51.9 35.7 22.5 LnGrp LOS DDCDCCDDDDDC
Approach Vol, veh/h 1296 1236 1379 1363
Approach Delay, s/veh 35.6 34.1 38.8 38.6
Approach LOS DCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.9 31.2 21.2 31.3 14.0 33.2 11.2 41.3 Change Period (Y+Rc), s 4.6 6.2 4.6 5.8 4.6 6.2 4.6 5.8 Max Green Setting (Gmax), s 14.2 31.2 20.4 33.0 11.2 34.2 8.6 44.8 Max Q Clear Time (g_c+I1), s 11.2 19.1 16.2 19.9 9.3 21.7 6.7 14.5 Green Ext Time (p_c), s 0.2 5.0 0.4 5.6 0.1 5.3 0.0 5.2 Intersection Summary
HCM 6th Ctrl Delay 36.9
HCM 6th LOS D
6.2-152
5306
Timings California Logistics Center (JN 14274)
53: Milliken Av. & Mission Bl. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 19
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 578 1 17 6 161 188 960 284 1398 431 Future Volume (vph) 578 1 17 6 161 188 960 284 1398 431 Turn Type Prot NA Prot NA Perm Prot NA Prot NA Perm
Protected Phases 7438 5216
Permitted Phases 8 6
Detector Phase 7438852166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 16.5 9.6 16.5 16.5 9.6 40.2 9.6 27.2 27.2 Total Split (s) 36.0 44.0 10.0 18.0 18.0 17.0 49.0 21.0 53.0 53.0 Total Split (%) 29.0% 35.5% 8.1% 14.5% 14.5% 13.7% 39.5% 16.9% 42.7% 42.7% Yellow Time (s) 3.6 5.5 3.6 5.5 5.5 3.6 5.2 3.6 5.2 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 4.6 6.5 6.5 4.6 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary
Cycle Length: 124
Actuated Cycle Length: 114.1
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Splits and Phases: 53: Milliken Av. & Mission Bl.
6.2-153
5307
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 53: Milliken Av. & Mission Bl. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 20
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 578 1 89 17 6 161 188 960 22 284 1398 431 Future Volume (veh/h) 578 1 89 17 6 161 188 960 22 284 1398 431 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1600 1800 1800 1700 1800 1800 1600 1800 1800 1600 1800 1800 Adj Flow Rate, veh/h 608 1 87 18 0 136 198 1011 23 299 1472 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 000000000000
Cap, veh/h 673 5 462 32 0 298 254 1680 38 357 1841
Arrive On Green 0.23 0.31 0.31 0.02 0.00 0.10 0.09 0.34 0.34 0.12 0.37 0.00 Sat Flow, veh/h 2956 17 1511 1619 0 3051 2956 4943 112 2956 4914 1525 Grp Volume(v), veh/h 608 0 88 18 0 136 198 670 364 299 1472 0 Grp Sat Flow(s),veh/h/ln 1478 0 1528 1619 0 1525 1478 1638 1780 1478 1638 1525 Q Serve(g_s), s 20.5 0.0 4.3 1.1 0.0 4.3 6.7 17.4 17.4 10.1 27.4 0.0 Cycle Q Clear(g_c), s 20.5 0.0 4.3 1.1 0.0 4.3 6.7 17.4 17.4 10.1 27.4 0.0 Prop In Lane 1.00 0.99 1.00 1.00 1.00 0.06 1.00 1.00
Lane Grp Cap(c), veh/h 673 0 467 32 0 298 254 1114 605 357 1841 V/C Ratio(X) 0.90 0.00 0.19 0.57 0.00 0.46 0.78 0.60 0.60 0.84 0.80 Avail Cap(c_a), veh/h 907 0 560 85 0 343 358 1370 744 474 2247 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 38.4 0.0 26.2 49.7 0.0 43.6 45.8 28.0 28.0 44.0 28.6 0.0 Incr Delay (d2), s/veh 8.2 0.0 0.2 5.8 0.0 1.1 4.3 0.5 1.0 7.6 1.8 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 7.6 0.0 1.5 0.5 0.0 1.6 2.5 6.4 7.0 3.9 10.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.6 0.0 26.4 55.6 0.0 44.7 50.1 28.6 29.0 51.6 30.3 0.0 LnGrp LOS D A C E A DDCCDC
Approach Vol, veh/h 696 154 1232 1771 A
Approach Delay, s/veh 44.1 46.0 32.1 33.9
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.0 41.0 6.6 37.8 13.4 44.5 27.9 16.5 Change Period (Y+Rc), s 4.6 6.2 4.6 6.5 4.6 6.2 4.6 6.5 Max Green Setting (Gmax), s 16.4 42.8 5.4 37.5 12.4 46.8 31.4 11.5 Max Q Clear Time (g_c+I1), s 12.1 19.4 3.1 6.3 8.7 29.4 22.5 6.3 Green Ext Time (p_c), s 0.2 6.3 0.0 0.4 0.1 9.0 0.9 0.2 Intersection Summary
HCM 6th Ctrl Delay 35.7
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
6.2-154
5308
Timings California Logistics Center (JN 14274)
54: I-15 SB Ramps & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 21
Lane Group EBT EBR WBL WBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1376 601 484 760 239 8 478
Future Volume (vph) 1376 601 484 760 239 8 478
Turn Type NA Perm Prot NA Split NA Perm
Protected Phases 2 1644
Permitted Phases 2 4
Detector Phase 2216444
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 34.0 34.0 10.0 11.0 10.0 10.0 10.0
Total Split (s) 43.0 43.0 23.0 66.0 24.0 24.0 24.0
Total Split (%) 47.8% 47.8% 25.6% 73.3% 26.7% 26.7% 26.7% Yellow Time (s) 5.0 5.0 4.0 5.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 5.0 6.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode Min Min None Min None None None
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 85.7
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Splits and Phases: 54: I-15 SB Ramps & Jurupa St.
6.2-155
5309
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 54: I-15 SB Ramps & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1376 601 484 760 0 0 0 0 239 8 478 Future Volume (veh/h) 0 1376 601 484 760 0 0 0 0 239 8 478 Initial Q (Qb), veh 000000 000
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 1800 1800 1600 1800 0 1700 1800 1800 Adj Flow Rate, veh/h 0 1464 446 515 809 0 172 0 487
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 000000 000
Cap, veh/h 0 2117 598 592 3235 0 318 0 599
Arrive On Green 0.00 0.39 0.39 0.20 0.66 0.00 0.20 0.00 0.20 Sat Flow, veh/h 0 5400 1525 2956 5076 0 1619 0 3051
Grp Volume(v), veh/h 0 1464 446 515 809 0 172 0 487
Grp Sat Flow(s),veh/h/ln 0 1800 1525 1478 1638 0 1619 0 1525 Q Serve(g_s), s 0.0 17.1 19.0 12.8 5.1 0.0 7.2 0.0 11.6 Cycle Q Clear(g_c), s 0.0 17.1 19.0 12.8 5.1 0.0 7.2 0.0 11.6 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2117 598 592 3235 0 318 0 599
V/C Ratio(X) 0.00 0.69 0.75 0.87 0.25 0.00 0.54 0.00 0.81 Avail Cap(c_a), veh/h 0 2640 746 703 3896 0 407 0 766
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 19.2 19.8 29.3 5.3 0.0 27.3 0.0 29.1 Incr Delay (d2), s/veh 0.0 0.5 2.8 8.9 0.0 0.0 1.4 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 0.0 6.3 6.3 4.9 1.2 0.0 2.7 0.0 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 19.7 22.6 38.2 5.3 0.0 28.8 0.0 34.4 LnGrp LOS A B C D A A C A C
Approach Vol, veh/h 1910 1324 659
Approach Delay, s/veh 20.3 18.1 32.9
Approach LOS C B C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 20.2 35.7 19.9 55.8
Change Period (Y+Rc), s 5.0 6.0 5.0 6.0
Max Green Setting (Gmax), s 18.0 37.0 19.0 60.0
Max Q Clear Time (g_c+I1), s 14.8 21.0 13.6 7.1
Green Ext Time (p_c), s 0.4 8.6 1.3 4.7
Intersection Summary
HCM 6th Ctrl Delay 21.7
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.
6.2-156
5310
Timings California Logistics Center (JN 14274)
55: I-15 NB Ramps & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 23
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Configurations
Traffic Volume (vph) 614 1000 1090 542 154 1 353
Future Volume (vph) 614 1000 1090 542 154 1 353
Turn Type Prot NA NA Perm Split NA Perm
Protected Phases 5 2 6 8 8
Permitted Phases 6 8
Detector Phase 5266888
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.6 30.1 10.1 10.1 10.1 10.1 10.1
Total Split (s) 28.0 69.0 41.0 41.0 21.0 21.0 21.0
Total Split (%) 31.1% 76.7% 45.6% 45.6% 23.3% 23.3% 23.3% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 3.6
All-Red Time (s) 1.0 1.5 1.5 1.5 1.5 1.5 1.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.1 5.1 5.1 5.1 5.1 5.1
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None Min Min Min None None None
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 74.6
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Splits and Phases: 55: I-15 NB Ramps & Jurupa St.
6.2-157
5311
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 55: I-15 NB Ramps & Jurupa St. 01/08/2022
Opening Year Cumulative (2026) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 24
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 614 1000 0 0 1090 542 154 1 353 0 0 0 Future Volume (veh/h) 614 1000 0 0 1090 542 154 1 353 0 0 0 Initial Q (Qb), veh 000000000
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 1600 1800 0 0 1800 1800 1700 1800 1800 Adj Flow Rate, veh/h 633 1031 0 0 1124 428 106 0 304
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 000000000
Cap, veh/h 737 3451 0 0 1878 583 227 0 428
Arrive On Green 0.25 0.70 0.00 0.00 0.38 0.38 0.14 0.00 0.14 Sat Flow, veh/h 2956 5076 0 0 5076 1525 1619 0 3051
Grp Volume(v), veh/h 633 1031 0 0 1124 428 106 0 304
Grp Sat Flow(s),veh/h/ln 1478 1638 0 0 1638 1525 1619 0 1525 Q Serve(g_s), s 13.3 5.1 0.0 0.0 11.9 15.6 3.9 0.0 6.2
Cycle Q Clear(g_c), s 13.3 5.1 0.0 0.0 11.9 15.6 3.9 0.0 6.2 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 737 3451 0 0 1878 583 227 0 428
V/C Ratio(X) 0.86 0.30 0.00 0.00 0.60 0.73 0.47 0.00 0.71 Avail Cap(c_a), veh/h 1067 4845 0 0 2722 845 397 0 748
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.2 3.6 0.0 0.0 16.0 17.2 25.6 0.0 26.6 Incr Delay (d2), s/veh 3.5 0.0 0.0 0.0 0.2 1.4 1.5 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 4.4 0.8 0.0 0.0 3.7 4.7 1.4 0.0 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.8 3.7 0.0 0.0 16.3 18.6 27.1 0.0 28.8 LnGrp LOS C AAABBCAC
Approach Vol, veh/h 1664 1552 410
Approach Delay, s/veh 12.5 16.9 28.4
Approach LOS B B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 50.6 20.8 29.9 14.2
Change Period (Y+Rc), s 5.1 4.6 5.1 5.1
Max Green Setting (Gmax), s 63.9 23.4 35.9 15.9
Max Q Clear Time (g_c+I1), s 7.1 15.3 17.6 8.2
Green Ext Time (p_c), s 6.5 0.9 7.1 0.9
Intersection Summary
HCM 6th Ctrl Delay 16.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.
6.2-158
5312
California Logistics Center Traffic Analysis
14274-03 TA Report
APPENDIX 6.3:
OPENING YEAR CUMULATIVE (2026) WITHOUT PROJECT CONDITIONS TRAFFIC
SIGNAL WARRANT ANALYSIS WORKSHEETS
5313
California Logistics Center Traffic Analysis
14274-03 TA Report
This Page Intentionally Left Blank
5314
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = Opening Year (2026) Conditions Without Project - Weekday PM Peak Hour Major Street Name = Carnegie Avenue Total of Both Approaches (VPH) = 101 Number of Approach Lanes Major Street = 2
Minor Street Name = Driveway 15/Santa Ana St High Volume Approach (VPH) = 23 Number of Approach Lanes Minor Street = 2
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)
SIGNAL WARRANT NOT SATISFIED
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
6.3-1
5315
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = Opening Year (2026) Conditions Without Project - Weekday PM Peak Hour Major Street Name = Carnegie Avenue Total of Both Approaches (VPH) = 152 Number of Approach Lanes Major Street = 2
Minor Street Name = La Salle Street High Volume Approach (VPH) = 26 Number of Approach Lanes Minor Street = 2
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)
SIGNAL WARRANT NOT SATISFIED
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
6.3-2
5316
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = Opening Year (2026) Conditions Without Project - Weekday PM Peak Hour Major Street Name = Commerce Parkway Total of Both Approaches (VPH) = 765 Number of Approach Lanes Major Street = 2
Minor Street Name = Santa Ana Street High Volume Approach (VPH) = 170 Number of Approach Lanes Minor Street = 2
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)
SIGNAL WARRANT NOT SATISFIED
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 765 170
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
6.3-3
5317
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Opening Year (2026) Conditions Without Project - Weekday PM Peak Hour Major Street Name = Santa Ana Street Total of Both Approaches (VPH) = 226 Number of Approach Lanes on Major Street = 2
Minor Street Name = Double Day Avenue High Volume Approach (VPH) = 35 Number of Approach Lanes On Minor Street = 2
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
6.3-4
5318
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Opening Year (2026) Conditions Without Project - Weekday PM Peak Hour Major Street Name = Dupont Avenue Total of Both Approaches (VPH) = 229 Number of Approach Lanes on Major Street = 2
Minor Street Name = Santa Ana Street High Volume Approach (VPH) = 145 Number of Approach Lanes On Minor Street = 2
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
6.3-5
5319
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Opening Year (2026) Conditions Without Project - Weekday PM Peak Hour Major Street Name = Dupont Avenue Total of Both Approaches (VPH) = 248 Number of Approach Lanes on Major Street = 2
Minor Street Name = Double Day Avenue High Volume Approach (VPH) = 38 Number of Approach Lanes On Minor Street = 2
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
6.3-6
5320
California Logistics Center Traffic Analysis
14274-03 TA Report
APPENDIX 6.4:
OPENING YEAR CUMULATIVE (2026) WITH PROJECT CONDITIONS TRAFFIC SIGNAL
WARRANT ANALYSIS WORKSHEETS
5321
California Logistics Center Traffic Analysis
14274-03 TA Report
This Page Intentionally Left Blank
5322
California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS
DIST CO RTE PM CALC DATE
Jurisdiction: City of Ontario CHK DATE
Major Street: E. Airport Drive Critical Approach Speed (Major) 45 mph Minor Street: Driveway 3 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 3 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 20,172 vpd Minor Street Future ADT = 161 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... √ or
In built up area of isolated community of < 10,000 population …………….….….
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 20,172 1 161 9,600 6,720 * 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 20,172 1 161 14,400 10,080 * 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
10% 19%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.
Minor Street Approach
(One Direction Only)
Minimum Requirements
EADT
Vehicles Per Day
on Higher-Volume
Major Street
(Total of Both Approaches)
Minor Street Approach
Satisfied Not Satisfied
XX
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Vehicles Per Day on
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. (Total of Both Approaches)
Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
(One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic
Vehicles Per Day
on Major Street
RURAL (R)
URBAN RURAL
Major Street Minor Street
XX
on Higher-Volume
OYC (2026) WP
MT
MT
01/10/22
01/10/22
(Based on Estimated Average Daily Traffic - See Note)
6.4-1
5323
California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS
DIST CO RTE PM CALC DATE
Jurisdiction: City of Ontario CHK DATE
Major Street: La Salle Street Critical Approach Speed (Major) 25 mph Minor Street: Driveway 6 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 765 vpd Minor Street Future ADT = 63 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 765 1 63 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 765 1 63 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
3% 5%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
OYC (2026) WP
MT 01/10/22
MT 01/10/22
6.4-2
5324
California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS
DIST CO RTE PM CALC DATE
Jurisdiction: City of Ontario CHK DATE
Major Street: La Salle Street Critical Approach Speed (Major) 25 mph Minor Street: Driveway 7 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 782 vpd Minor Street Future ADT = 103 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 782 1 103 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 782 1 103 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
4% 5%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
OYC (2026) WP
MT 01/10/22
MT 01/10/22
6.4-3
5325
California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS
DIST CO RTE PM CALC DATE
Jurisdiction: City of Ontario CHK DATE
Major Street: La Salle Street Critical Approach Speed (Major) 25 mph Minor Street: Driveway 8 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 775 vpd Minor Street Future ADT = 163 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 775 1 163 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 775 1 163 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
7% 5%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
OYC (2026) WP
MT 01/10/22
MT 01/10/22
6.4-4
5326
California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS
DIST CO RTE PM CALC DATE
Jurisdiction: City of Ontario CHK DATE
Major Street: La Salle Street Critical Approach Speed (Major) 25 mph Minor Street: Driveway 9 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 1,484 vpd Minor Street Future ADT = 18 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 1,484 1 18 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 1,484 1 18 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
1% 2%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
OYC (2026) WP
MT 01/10/22
MT 01/10/22
6.4-5
5327
California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS
DIST CO RTE PM CALC DATE
Jurisdiction: City of Ontario CHK DATE
Major Street: Jurupa Avenue Critical Approach Speed (Major) 45 mph Minor Street: Driveway 10 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 3 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 16,633 vpd Minor Street Future ADT = 63 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... √ or
In built up area of isolated community of < 10,000 population …………….….….
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 16,633 1 63 9,600 6,720 * 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 16,633 1 63 14,400 10,080 * 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
4% 7%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume
RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
OYC (2026) WP
MT 01/10/22
MT 01/10/22
6.4-6
5328
California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS
DIST CO RTE PM CALC DATE
Jurisdiction: City of Ontario CHK DATE
Major Street: Jurupa Avenue Critical Approach Speed (Major) 45 mph Minor Street: Driveway 11 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 3 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 16,634 vpd Minor Street Future ADT = 72 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... √ or
In built up area of isolated community of < 10,000 population …………….….….
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 16,634 1 72 9,600 6,720 * 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 16,634 1 72 14,400 10,080 * 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
4% 8%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume
RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
OYC (2026) WP
MT 01/10/22
MT 01/10/22
6.4-7
5329
California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS
DIST CO RTE PM CALC DATE
Jurisdiction: City of Ontario CHK DATE
Major Street: Carnegie Avenue Critical Approach Speed (Major) 45 mph Minor Street: Driveway 12 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 3,235 vpd Minor Street Future ADT = 222 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... √ or
In built up area of isolated community of < 10,000 population …………….….….
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 3,235 1 222 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 3,235 1 222 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
13% 26%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume
RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
OYC (2026) WP
MT 01/10/22
MT 01/10/22
6.4-8
5330
California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS
DIST CO RTE PM CALC DATE
Jurisdiction: City of Ontario CHK DATE
Major Street: Carnegie Avenue Critical Approach Speed (Major) 45 mph Minor Street: Driveway 13 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 3,019 vpd Minor Street Future ADT = 69 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... √ or
In built up area of isolated community of < 10,000 population …………….….….
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 3,019 1 69 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 3,019 1 69 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
4% 8%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume
RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
OYC (2026) WP
MT 01/10/22
MT 01/10/22
6.4-9
5331
California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS
DIST CO RTE PM CALC DATE
Jurisdiction: City of Ontario CHK DATE
Major Street: Carnegie Avenue Critical Approach Speed (Major) 45 mph Minor Street: Driveway 14 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 2,971 vpd Minor Street Future ADT = 148 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... √ or
In built up area of isolated community of < 10,000 population …………….….….
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 2,971 1 148 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 2,971 1 148 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
9% 17%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume
RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
OYC (2026) WP
MT 01/10/22
MT 01/10/22
6.4-10
5332
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = Opening Year (2026) Conditions with Project - Weekday PM Peak Hour Major Street Name = Carnegie Avenue Total of Both Approaches (VPH) = 227 Number of Approach Lanes Major Street = 2
Minor Street Name = Driveway 15/Santa Ana St High Volume Approach (VPH) = 70 Number of Approach Lanes Minor Street = 2
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)
SIGNAL WARRANT NOT SATISFIED
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
6.4-11
5333
California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS
DIST CO RTE PM CALC DATE
Jurisdiction: City of Ontario CHK DATE
Major Street: Carnegie Avenue Critical Approach Speed (Major) 45 mph Minor Street: Driveway 16 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 2,741 vpd Minor Street Future ADT = 507 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... √ or
In built up area of isolated community of < 10,000 population …………….….….
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 2,741 1 507 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 2,741 1 507 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
30% 27%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume
RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
OYC (2026) WP
MT 01/10/22
MT 01/10/22
6.4-12
5334
California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS
DIST CO RTE PM CALC DATE
Jurisdiction: City of Ontario CHK DATE
Major Street: Carnegie Avenue Critical Approach Speed (Major) 25 mph Minor Street: Driveway 17 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 3,001 vpd Minor Street Future ADT = 176 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 3,001 1 176 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 3,001 1 176 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
7% 15%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
OYC (2026) WP
MT 01/10/22
MT 01/10/22
6.4-13
5335
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = Opening Year (2026) Conditions with Project - Weekday PM Peak Hour Major Street Name = Carnegie Avenue Total of Both Approaches (VPH) = 310 Number of Approach Lanes Major Street = 2
Minor Street Name = La Salle Street High Volume Approach (VPH) = 39 Number of Approach Lanes Minor Street = 2
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)
SIGNAL WARRANT NOT SATISFIED
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 310
39 0
100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
6.4-14
5336
California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS
DIST CO RTE PM CALC DATE
Jurisdiction: City of Ontario CHK DATE
Major Street: Carnegie Avenue Critical Approach Speed (Major) 25 mph Minor Street: Driveway 18 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 3,218 vpd Minor Street Future ADT = 97 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 3,218 1 97 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 3,218 1 97 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
4% 8%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
OYC (2026) WP
MT 01/10/22
MT 01/10/22
6.4-15
5337
California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS
DIST CO RTE PM CALC DATE
Jurisdiction: City of Ontario CHK DATE
Major Street: Santa Ana Street Critical Approach Speed (Major) 25 mph Minor Street: Driveway 19 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 1,187 vpd Minor Street Future ADT = 85 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 1,187 1 85 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 1,187 1 85 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
4% 7%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
OYC (2026) WP
MT 01/10/22
MT 01/10/22
6.4-16
5338
California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS
DIST CO RTE PM CALC DATE
Jurisdiction: City of Ontario CHK DATE
Major Street: Santa Ana Street Critical Approach Speed (Major) 25 mph Minor Street: Driveway 20 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 978 vpd Minor Street Future ADT = 224 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 978 1 224 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 978 1 224 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
9% 7%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
OYC (2026) WP
MT 01/10/22
MT 01/10/22
6.4-17
5339
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = Opening Year (2026) Conditions with Project - Weekday PM Peak Hour Major Street Name = Commerce Parkway Total of Both Approaches (VPH) = 890 Number of Approach Lanes Major Street = 2
Minor Street Name = Santa Ana Street High Volume Approach (VPH) = 196 Number of Approach Lanes Minor Street = 2
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)
WARRANTED FOR A SIGNAL
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 890 196
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
6.4-18
5340
California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS
DIST CO RTE PM CALC DATE
Jurisdiction: City of Ontario CHK DATE
Major Street: Santa Ana Street Critical Approach Speed (Major) 35 mph Minor Street: Driveway 27 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 2,733 vpd Minor Street Future ADT = 170 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 2,733 1 170 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 2,733 1 170 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
7% 14%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
OYC (2026) WP
MT 01/10/22
MT 01/10/22
6.4-19
5341
California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS
DIST CO RTE PM CALC DATE
Jurisdiction: City of Ontario CHK DATE
Major Street: Santa Ana Street Critical Approach Speed (Major) 35 mph Minor Street: Driveway 28 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 2,630 vpd Minor Street Future ADT = 129 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 2,630 1 129 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 2,630 1 129 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
5% 11%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
OYC (2026) WP
MT 01/10/22
MT 01/10/22
6.4-20
5342
California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS
DIST CO RTE PM CALC DATE
Jurisdiction: City of Ontario CHK DATE
Major Street: Double Day Avenue Critical Approach Speed (Major) 25 mph Minor Street: Driveway 29 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 309 vpd Minor Street Future ADT = 34 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 309 1 34 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 309 1 34 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
1% 2%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
OYC (2026) WP
MT 01/10/22
MT 01/10/22
6.4-21
5343
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Opening Year (2026) Conditions with Project - Weekday PM Peak Hour Major Street Name = Santa Ana Street Total of Both Approaches (VPH) = 264 Number of Approach Lanes on Major Street = 2
Minor Street Name = Double Day Avenue High Volume Approach (VPH) = 44 Number of Approach Lanes On Minor Street = 2
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
6.4-22
5344
California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS
DIST CO RTE PM CALC DATE
Jurisdiction: City of Ontario CHK DATE
Major Street: Double Day Avenue Critical Approach Speed (Major) 25 mph Minor Street: Driveway 30 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 1,160 vpd Minor Street Future ADT = 136 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 1,160 1 136 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 1,160 1 136 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
6% 8%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
OYC (2026) WP
MT 01/10/22
MT 01/10/22
6.4-23
5345
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Opening Year (2026) Conditions with Project - Weekday PM Peak Hour Major Street Name = Dupont Avenue Total of Both Approaches (VPH) = 237 Number of Approach Lanes on Major Street = 2
Minor Street Name = Santa Ana Street High Volume Approach (VPH) = 145 Number of Approach Lanes On Minor Street = 2
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
6.4-24
5346
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Opening Year (2026) Conditions with Project - Weekday PM Peak Hour Major Street Name = Dupont Avenue Total of Both Approaches (VPH) = 264 Number of Approach Lanes on Major Street = 2
Minor Street Name = Double Day Avenue High Volume Approach (VPH) = 73 Number of Approach Lanes On Minor Street = 2
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
6.4-25
5347
California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS
DIST CO RTE PM CALC DATE
Jurisdiction: City of Ontario CHK DATE
Major Street: Dupont Avenue Critical Approach Speed (Major) 25 mph Minor Street: Driveway 31 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 2,785 vpd Minor Street Future ADT = 114 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 2,785 1 114 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 2,785 1 114 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
5% 10%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
OYC (2026) WP
MT 01/10/22
MT 01/10/22
6.4-26
5348
California Logistics Center Traffic Analysis
14274-03 TA Report
APPENDIX 7.1:
HORIZON YEAR (2040) WITHOUT PROJECT CONDITIONS INTERSECTION OPERATIONS
ANALYSIS WORKSHEETS
5349
California Logistics Center Traffic Analysis
14274-03 TA Report
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5350