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
2040 NP: 483 2,072 366 55 1,808 155 112 130 326 131 142 21 5,801 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
2040 NP: 0 2,261 476 0 1,811 605 0 0 0 890 0 660 6,703
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
2040 NP: 0 1,718 430 0 2,204 497 1,020 0 696 0 0 0 6,565 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
2040 NP: 173 1,913 110 222 2,378 300 91 29 42 75 41 145 5,518 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
2040 NP: 506 1,678 238 240 1,722 205 239 322 509 79 249 263 6,250 6: Haven Av. & Driveway 1
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 2,422 2,310 4,732
7: Haven Av. & Driveway 2
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 2,422 2,310 4,732
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
2040 NP: 0 2,420 80 2,387 0000002 4,817
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
2040 NP: 133 1,804 214 110 1,417 860 547 280 173 263 398 77 6,277 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
2040 NP: 144 1,798 33 331 1,544 285 222 447 130 68 863 651 6,517 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
7.1-1
5351
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
2040 NP: 352 1,823 00 1,102 571 0 0 0 150 10 508 4,517
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
2040 NP: 0 1,285 354 413 839 0 890 7 218 0 0 0 4,006
13: Driveway 3 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 800 591 1,391
14: Driveway 4 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 800 591 1,391
15: Driveway 5 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 800 591 1,391
16: Driveway 6 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 8 2 10
17: Driveway 7 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 8 2 10
18: Driveway 8 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 8 2 10
19: Driveway 9 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 47 55 102
20: Driveway 10 & Jurupa Av.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 604 739 1,343
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
7.1-2
5352
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
2040 NP: 604 739 1,343
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
2040 NP: 68 39 0 62 45 177 164 348 7 5 333 45 1,293
23: Carnegie Av. & Driveway 12
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 107 57 164
24: Carnegie Av. & Driveway 13
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 107 57 164
25: Carnegie Av. & Driveway 14
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 107 57 164
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
2040 NP: 0 100 9 18 39 0 0 0 0 5 0 7 178
27: Carnegie Av. & Driveway 16
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 109 44 153
28: Carnegie Av. & Driveway 17
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 109 44 153
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
2040 NP: 41 74 00 29 15 35 0 12 0 0 0 205
30: Carnegie Av. & Driveway 18
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 115 41 156
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
7.1-3
5353
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
2040 NP: 9 0 3 6 0 34 117 682 4 7 767 43 1,671
32: Driveway 19 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 27 12 39
33: Driveway 20 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 27 12 39
34: Commerce Pkwy. & Driveway 21
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 433 419 852
35: Commerce Pkwy. & Driveway 22
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 433 419 852
36: Commerce Pkwy. & Driveway 23
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 433 419 852
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
2040 NP: 0 348 25 99 314 6 0 26 2 0 6 85 911
38: Commerce Pkwy. & Driveway 24
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 373 316 689
39: Commerce Pkwy. & Driveway 25
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 373 316 689
40: Commerce Pkwy. & Driveway 26
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 373 316 689
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
7.1-4
5354
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
2040 NP: 14 5 41 223 11 47 79 597 14 22 755 307 2,116
42: Driveway 27 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 150 91 241
43: Driveway 28 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 150 91 241
44: Double Day Av. & Driveway 29
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 56 40 96
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
2040 NP: 2 7294 27 39 69 42 8 61 10 281
46: Driveway 30 & Double Day Av.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 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
2040 NP: 33 67 8 3 32 16 14 43 13 15 51 14 309
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
2040 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
2040 NP: 184 30 214
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
2040 NP: 24 33 90 9 6 15 75 700 20 100 943 76 2,090
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
7.1-5
5355
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
2040 NP: 27 693 77 365 1,272 180 81 121 37 105 155 223 3,336 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
2040 NP: 463 862 194 268 801 70 225 870 378 294 678 106 5,209 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
2040 NP: 630 1,376 77 437 880 509 461 29 269 49 39 238 4,994 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
2040 NP: 0 0 0 540 4 1,163 0 829 333 474 698 0 4,041
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
2040 NP: 347 0 575 0 0 0 466 903 00 825 386 3,503
10/26/2021
10/26/2021
10/26/2021
10/26/2021
10/26/2021
7.1-6
5356
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
2040 NP: 432 2,421 581 44 1,956 72 223 414 413 371 249 43 7,219 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
2040 NP: 0 3,042 960 0 1,981 788 0 0 0 268 0 392 7,431
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
2040 NP: 0 3,176 786 0 1,861 388 826 0 626 0 0 0 7,663
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
2040 NP: 70 3,269 116 188 2,170 129 439 50 230 88 21 254 7,024 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
2040 NP: 626 2,488 19 296 1,736 347 385 576 661 28 707 522 8,390 6: Haven Av. & Driveway 1
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 3,133 2,424 5,558
7: Haven Av. & Driveway 2
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 3,133 2,424 5,558
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
2040 NP: 0 3,113 7 0 2,490 0 0 0 0 0 0 20 5,629
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
2040 NP: 119 2,279 561 282 1,756 452 612 751 114 316 442 228 7,912 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
2040 NP: 225 1,854 105 334 1,435 167 574 1,020 183 64 890 482 7,334 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
7.1-7
5357
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
2040 NP: 174 1,273 00 1,578 505 0 0 0 396 9 645 4,580
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
2040 NP: 0 1,072 230 672 1,302 0 375 8 170 0 0 0 3,830
13: Driveway 3 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 891 1,256 2,148
14: Driveway 4 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 891 1,256 2,148
15: Driveway 5 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 891 1,256 2,148
16: Driveway 6 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 7 20 26
17: Driveway 7 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 7 20 26
18: Driveway 8 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 7 20 26
19: Driveway 9 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 172 180 352
20: Driveway 10 & Jurupa Av.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 1,594 986 2,580
10/26/2021
10/26/2021
7.1-8
5358
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
2040 NP: 1,594 986 2,580
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
2040 NP: 185 221 146 68 238 505 438 320 13 11 440 229 2,814 23: Carnegie Av. & Driveway 12
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 552 262 814
24: Carnegie Av. & Driveway 13
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 552 262 814
25: Carnegie Av. & Driveway 14
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 552 262 814
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
2040 NP: 0 532 8 3 259 0 0 0 0 3 0 20 825
27: Carnegie Av. & Driveway 16
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 540 262 802
28: Carnegie Av. & Driveway 17
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 540 262 802
29: Carnegie Av. & La Salle St.
PHF: 0.944 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 71 374 00 153 109 166 0 6 0 0 0 879
30: Carnegie Av. & Driveway 18
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 445 159 605
10/26/2022
10/26/2021
10/26/2021
7.1-9
5359
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
2040 NP: 9 0 2 36 0 254 540 1,091 19 4 661 32 2,648
32: Driveway 19 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 11 23 34
33: Driveway 20 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 11 23 34
34: Commerce Pkwy. & Driveway 21
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 701 535 1,236
35: Commerce Pkwy. & Driveway 22
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 701 535 1,236
36: Commerce Pkwy. & Driveway 23
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 701 535 1,236
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
2040 NP: 3 523 18 84 434 17 3 8 0 26 3 175 1,294
38: Commerce Pkwy. & Driveway 24
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 544 460 1,004
39: Commerce Pkwy. & Driveway 25
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 544 460 1,004
40: Commerce Pkwy. & Driveway 26
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 544 460 1,004
10/26/2021
10/26/2021
7.1-10
5360
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
2040 NP: 15 45 60 407 18 39 113 1,002 14 12 642 368 2,736 42: Driveway 27 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 110 204 314
43: Driveway 28 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 NP: 110 204 314
44: Double Day Av. & Driveway 29
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 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
2040 NP: 19 1 15 2 0 4 7 93 10 7 180 7 346
46: Driveway 30 & Double Day Av.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 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
2040 NP: 46 88 33 15 50 15 14 62 14 17 108 29 491
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
2040 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
2040 NP: 153 150 303
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
2040 NP: 46 29 121 66 29 55 63 1,281 14 71 854 61 2,690 10/26/2021
10/26/2021
10/26/2021
10/26/2021
10/26/2021
7.1-11
5361
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
2040 NP: 57 1,198 77 179 1,003 194 478 496 56 95 310 357 4,500 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
2040 NP: 206 1,029 636 287 1,056 66 137 1,067 262 562 668 130 6,105 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
2040 NP: 706 1,010 71 314 1,447 591 889 5 313 105 52 401 5,904 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
2040 NP: 0 0 0 239 8 478 0 1,782 553 484 882 0 4,425
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
2040 NP: 199 1 466 0 0 0 732 1,289 00 1,167 542 4,396
10/26/2021
10/26/2021
10/26/2021
10/26/2021
10/26/2021
7.1-12
5362
Timings California Logistics Center (JN 14274)
1: Haven Av. & Inland Empire Bl. 01/07/2022
Horizon Year (2040) 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) 72 99 266 119 93 17 375 1784 332 41 1464 81 Future Volume (vph) 72 99 266 119 93 17 375 1784 332 41 1464 81 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: 93.4
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Splits and Phases: 1: Haven Av. & Inland Empire Bl.
7.1-13
5363
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 1: Haven Av. & Inland Empire Bl. 01/07/2022
Horizon Year (2040) 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) 72 99 266 119 93 17 375 1784 332 41 1464 81 Future Volume (veh/h) 72 99 266 119 93 17 375 1784 332 41 1464 81 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 1700 1900 1900 1600 1900 1900 1700 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 78 108 116 129 101 0 408 1939 0 45 1591 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 163 518 484 256 545 498 3226 125 2450
Arrive On Green 0.05 0.14 0.14 0.06 0.15 0.00 0.16 0.49 0.00 0.04 0.37 0.00 Sat Flow, veh/h 3141 3610 1597 4297 3610 1610 3141 6536 1610 3141 6536 1610 Grp Volume(v), veh/h 78 108 116 129 101 0 408 1939 0 45 1591 0 Grp Sat Flow(s),veh/h/ln 1570 1805 1597 1432 1805 1610 1570 1634 1610 1570 1634 1610 Q Serve(g_s), s 1.9 2.1 4.3 2.3 1.9 0.0 9.9 16.9 0.0 1.1 15.9 0.0 Cycle Q Clear(g_c), s 1.9 2.1 4.3 2.3 1.9 0.0 9.9 16.9 0.0 1.1 15.9 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 163 518 484 256 545 498 3226 125 2450 V/C Ratio(X) 0.48 0.21 0.24 0.50 0.19 0.82 0.60 0.36 0.65 Avail Cap(c_a), veh/h 267 1831 1065 370 1835 900 4756 199 3298 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 36.4 29.8 20.7 36.0 29.2 0.0 32.1 14.4 0.0 36.9 20.4 0.0 Incr Delay (d2), s/veh 0.8 0.2 0.3 0.6 0.2 0.0 1.3 0.2 0.0 0.7 0.3 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 0.7 0.9 1.5 0.8 0.8 0.0 3.6 5.2 0.0 0.4 5.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.2 30.0 21.0 36.5 29.4 0.0 33.4 14.6 0.0 37.5 20.7 0.0 LnGrp LOS DCCDC CB DC
Approach Vol, veh/h 302 230 A 2347 A 1636 A
Approach Delay, s/veh 28.4 33.4 17.8 21.1
Approach LOS C C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.7 44.7 9.3 17.1 17.1 35.4 8.7 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 3.1 18.9 4.3 6.3 11.9 17.9 3.9 3.9 Green Ext Time (p_c), s 0.0 20.0 0.0 1.0 0.6 11.5 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 20.5
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
7.1-14
5364
Timings California Logistics Center (JN 14274)
2: Haven Av. & I-10 WB Ramps 01/07/2022
Horizon Year (2040) 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) 486 585 1905 432 1334
Future Volume (vph) 486 585 1905 432 1334
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: 45
Control Type: Actuated-Coordinated
Splits and Phases: 2: Haven Av. & I-10 WB Ramps
7.1-15
5365
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 2: Haven Av. & I-10 WB Ramps 01/07/2022
Horizon Year (2040) 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) 486 585 1905 432 0 1334
Future Volume (veh/h) 486 585 1905 432 0 1334
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 1800 1900 1900 1900 0 1900
Adj Flow Rate, veh/h 675 343 2071 0 0 1450
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 000000
Cap, veh/h 834 392 4234 0 4234
Arrive On Green 0.24 0.24 1.00 0.00 0.00 0.65
Sat Flow, veh/h 3429 1610 6802 1610 0 7068
Grp Volume(v), veh/h 675 343 2071 0 0 1450
Grp Sat Flow(s),veh/h/ln 1714 1610 1634 1610 0 1634
Q Serve(g_s), s 18.6 20.5 0.0 0.0 0.0 10.0
Cycle Q Clear(g_c), s 18.6 20.5 0.0 0.0 0.0 10.0
Prop In Lane 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 834 392 4234 0 4234
V/C Ratio(X) 0.81 0.88 0.49 0.00 0.34
Avail Cap(c_a), veh/h 1471 691 4234 0 4234
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.77 0.00 0.00 0.74
Uniform Delay (d), s/veh 35.7 36.4 0.0 0.0 0.0 8.0
Incr Delay (d2), s/veh 0.7 2.5 0.3 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 7.4 7.9 0.1 0.0 0.0 3.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.4 38.9 0.3 0.0 0.0 8.1
LnGrp LOS D D A A A
Approach Vol, veh/h 1018 2071 A 1450
Approach Delay, s/veh 37.2 0.3 8.1
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 70.6 29.4 70.6
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 22.5 12.0
Green Ext Time (p_c), s 14.6 1.8 7.7
Intersection Summary
HCM 6th Ctrl Delay 11.1
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.
7.1-16
5366
Timings California Logistics Center (JN 14274)
3: Haven Av. & I-10 EB Ramps 01/07/2022
Horizon Year (2040) 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) 891 531 1446 1369 451
Future Volume (vph) 891 531 1446 1369 451
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: 45
Control Type: Actuated-Coordinated
Splits and Phases: 3: Haven Av. & I-10 EB Ramps
7.1-17
5367
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 3: Haven Av. & I-10 EB Ramps 01/07/2022
Horizon Year (2040) 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) 891 531 0 1446 1369 451
Future Volume (veh/h) 891 531 0 1446 1369 451
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 1800 1900 0 1900 1900 1900
Adj Flow Rate, veh/h 948 471 0 1538 1456 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 000000
Cap, veh/h 1192 560 0 3552 3552
Arrive On Green 0.35 0.35 0.00 0.54 1.00 0.00
Sat Flow, veh/h 3429 1610 0 7068 6802 1610
Grp Volume(v), veh/h 948 471 0 1538 1456 0
Grp Sat Flow(s),veh/h/ln 1714 1610 0 1634 1634 1610
Q Serve(g_s), s 24.9 27.0 0.0 14.0 0.0 0.0
Cycle Q Clear(g_c), s 24.9 27.0 0.0 14.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1192 560 0 3552 3552
V/C Ratio(X) 0.80 0.84 0.00 0.43 0.41
Avail Cap(c_a), veh/h 1814 852 0 3552 3552
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 0.00 0.79 0.84 0.00
Uniform Delay (d), s/veh 29.4 30.1 0.0 13.6 0.0 0.0
Incr Delay (d2), s/veh 1.5 4.8 0.0 0.3 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 9.8 10.5 0.0 4.7 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.9 34.9 0.0 13.9 0.3 0.0
LnGrp LOS C C A B A
Approach Vol, veh/h 1419 1538 1456 A
Approach Delay, s/veh 32.2 13.9 0.3
Approach LOS C B A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 60.1 39.9 60.1
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 16.0 29.0 2.0
Green Ext Time (p_c), s 7.2 5.8 7.7
Intersection Summary
HCM 6th Ctrl Delay 15.3
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.
7.1-18
5368
Timings California Logistics Center (JN 14274)
4: Haven Av. & Guasti Rd. 01/07/2022
Horizon Year (2040) 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) 82 26 35 57 37 131 157 1575 100 202 1427 272 Future Volume (vph) 82 26 35 57 37 131 157 1575 100 202 1427 272 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: 87
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Splits and Phases: 4: Haven Av. & Guasti Rd.
7.1-19
5369
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 4: Haven Av. & Guasti Rd. 01/07/2022
Horizon Year (2040) 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) 82 26 35 57 37 131 157 1575 100 202 1427 272 Future Volume (veh/h) 82 26 35 57 37 131 157 1575 100 202 1427 272 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 1700 1900 1900 1700 1900 1800 1700 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 84 27 19 58 38 68 160 1607 68 206 1456 174 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 175 314 262 148 297 420 237 2668 656 290 2777 675 Arrive On Green 0.06 0.17 0.17 0.05 0.16 0.16 0.08 0.41 0.41 0.09 0.42 0.42 Sat Flow, veh/h 3141 1900 1590 3141 1900 2685 3141 6536 1607 3141 6536 1589 Grp Volume(v), veh/h 84 27 19 58 38 68 160 1607 68 206 1456 174 Grp Sat Flow(s),veh/h/ln 1570 1900 1590 1570 1900 1342 1570 1634 1607 1570 1634 1589 Q Serve(g_s), s 1.9 0.9 0.7 1.3 1.3 1.6 3.7 14.2 1.9 4.7 12.2 5.2 Cycle Q Clear(g_c), s 1.9 0.9 0.7 1.3 1.3 1.6 3.7 14.2 1.9 4.7 12.2 5.2 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 175 314 262 148 297 420 237 2668 656 290 2777 675 V/C Ratio(X) 0.48 0.09 0.07 0.39 0.13 0.16 0.67 0.60 0.10 0.71 0.52 0.26 Avail Cap(c_a), veh/h 315 1081 905 272 1056 1491 528 4074 1001 613 4251 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.8 26.1 26.0 34.1 26.8 26.9 33.2 17.1 13.5 32.5 15.7 13.7 Incr Delay (d2), s/veh 0.8 0.1 0.1 0.6 0.2 0.2 1.2 0.2 0.1 1.2 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 0.7 0.4 0.3 0.5 0.5 0.5 1.3 4.6 0.6 1.7 3.9 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.6 26.2 26.1 34.8 27.0 27.1 34.5 17.4 13.6 33.8 15.9 13.9 LnGrp LOS CCCCCCCBBCBB
Approach Vol, veh/h 130 164 1835 1836
Approach Delay, s/veh 31.6 29.8 18.7 17.7
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.4 35.9 8.1 18.4 10.2 37.2 8.7 17.8 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 6.7 16.2 3.3 2.9 5.7 14.2 3.9 3.6 Green Ext Time (p_c), s 0.2 13.9 0.0 0.1 0.1 13.4 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 19.1
HCM 6th LOS B
7.1-20
5370
Timings California Logistics Center (JN 14274)
5: Haven Av. & E. Airport Dr. 01/07/2022
Horizon Year (2040) 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) 95 147 55 161 170 404 1341 203 168 1124 124 Future Volume (vph) 95 147 55 161 170 404 1341 203 168 1124 124 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: 88.5
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Splits and Phases: 5: Haven Av. & E. Airport Dr.
7.1-21
5371
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 5: Haven Av. & E. Airport Dr. 01/07/2022
Horizon Year (2040) 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) 95 147 218 55 161 170 404 1341 203 168 1124 124 Future Volume (veh/h) 95 147 218 55 161 170 404 1341 203 168 1124 124 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 1900 1900 1700 1900 1900 1700 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 104 162 148 60 177 107 444 1474 187 185 1235 101 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 195 288 245 155 517 230 547 2624 646 269 2045 503 Arrive On Green 0.06 0.16 0.16 0.05 0.14 0.14 0.17 0.40 0.40 0.09 0.31 0.31 Sat Flow, veh/h 3141 1848 1574 3141 3610 1610 3141 6536 1610 3141 6536 1609 Grp Volume(v), veh/h 104 158 152 60 177 107 444 1474 187 185 1235 101 Grp Sat Flow(s),veh/h/ln 1570 1805 1617 1570 1805 1610 1570 1634 1610 1570 1634 1609 Q Serve(g_s), s 2.2 5.7 6.1 1.3 3.1 4.3 9.5 12.2 5.5 4.0 11.2 3.2 Cycle Q Clear(g_c), s 2.2 5.7 6.1 1.3 3.1 4.3 9.5 12.2 5.5 4.0 11.2 3.2 Prop In Lane 1.00 0.97 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 195 281 252 155 517 230 547 2624 646 269 2045 503 V/C Ratio(X) 0.53 0.56 0.60 0.39 0.34 0.46 0.81 0.56 0.29 0.69 0.60 0.20 Avail Cap(c_a), veh/h 378 1064 953 247 1979 883 1142 4621 1138 557 3405 838 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 31.8 27.3 27.5 32.2 27.0 27.5 27.7 16.2 14.2 31.0 20.3 17.6 Incr Delay (d2), s/veh 0.8 1.8 2.3 0.6 0.4 1.5 1.1 0.2 0.2 1.2 0.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 2.4 2.3 0.5 1.2 1.6 3.2 3.7 1.7 1.4 3.6 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.6 29.0 29.8 32.8 27.4 28.9 28.9 16.3 14.4 32.2 20.6 17.8 LnGrp LOS CCCCCCCBBCCB
Approach Vol, veh/h 414 344 2105 1521
Approach Delay, s/veh 30.2 28.8 18.8 21.8
Approach LOS C C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.6 34.6 8.0 16.7 16.8 28.4 8.9 15.8 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 12.4 49.4 5.5 41.2 25.4 36.4 8.4 38.3 Max Q Clear Time (g_c+I1), s 6.0 14.2 3.3 8.1 11.5 13.2 4.2 6.3 Green Ext Time (p_c), s 0.2 13.0 0.0 1.7 0.7 8.6 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 21.7
HCM 6th LOS C
7.1-22
5372
HCM 6th TWSC California Logistics Center (JN 14274)
8: Haven Av. & La Salle St. 01/07/2022
Horizon Year (2040) 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 2 1460 7 0 1106
Future Vol, veh/h 0 2 1460 7 0 1106
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 2 1553 7 0 1177
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 780 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 0 294 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 294 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 17.3 0 0
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 294 -
HCM Lane V/C Ratio - - 0.007 -
HCM Control Delay (s) - - 17.3 -
HCM Lane LOS - - C -
HCM 95th %tile Q(veh) - - 0 -
7.1-23
5373
Timings California Logistics Center (JN 14274)
9: Haven Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 330 184 239 284 69 96 1555 194 77 974 424 Future Volume (vph) 330 184 239 284 69 96 1555 194 77 974 424 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: 97.7
Natural Cycle: 100
Control Type: Actuated-Uncoordinated
Splits and Phases: 9: Haven Av. & Jurupa St.
7.1-24
5374
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 9: Haven Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 330 184 112 239 284 69 96 1555 194 77 974 424 Future Volume (veh/h) 330 184 112 239 284 69 96 1555 194 77 974 424 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 1900 1900 1700 1900 1900 1800 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 347 194 93 252 299 47 101 1637 89 81 1025 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 436 572 248 335 468 209 128 2567 632 103 2471 Arrive On Green 0.14 0.16 0.16 0.11 0.13 0.13 0.07 0.39 0.39 0.06 0.38 0.00 Sat Flow, veh/h 3141 3538 1537 3141 3610 1610 1714 6536 1610 1714 6536 1610 Grp Volume(v), veh/h 347 189 98 252 299 47 101 1637 89 81 1025 0 Grp Sat Flow(s),veh/h/ln 1570 1729 1617 1570 1805 1610 1714 1634 1610 1714 1634 1610 Q Serve(g_s), s 8.3 3.7 4.2 6.0 6.1 2.0 4.5 15.7 2.7 3.6 8.9 0.0 Cycle Q Clear(g_c), s 8.3 3.7 4.2 6.0 6.1 2.0 4.5 15.7 2.7 3.6 8.9 0.0 Prop In Lane 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 436 559 261 335 468 209 128 2567 632 103 2471 V/C Ratio(X) 0.80 0.34 0.37 0.75 0.64 0.23 0.79 0.64 0.14 0.79 0.41 Avail Cap(c_a), veh/h 830 1658 775 627 1497 668 327 3701 912 275 3506 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 32.2 28.7 28.9 33.5 31.9 30.1 35.1 19.0 15.1 35.8 17.7 0.0 Incr Delay (d2), s/veh 1.3 0.4 0.9 1.3 1.5 0.5 4.0 0.3 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 3.0 1.5 1.6 2.2 2.6 0.8 1.8 5.0 0.9 1.5 2.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.4 29.0 29.8 34.8 33.3 30.7 39.1 19.2 15.2 40.7 17.8 0.0 LnGrp LOS CCCCCCDBBDB
Approach Vol, veh/h 634 598 1827 1106 A
Approach Delay, s/veh 31.6 33.7 20.1 19.5
Approach LOS C C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.2 36.8 12.8 18.3 10.4 35.7 15.3 15.8 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 12.4 43.7 15.4 37.0 14.7 41.4 20.4 32.0 Max Q Clear Time (g_c+I1), s 5.6 17.7 8.0 6.2 6.5 10.9 10.3 8.1 Green Ext Time (p_c), s 0.0 12.7 0.3 1.7 0.1 7.0 0.5 1.8 Intersection Summary
HCM 6th Ctrl Delay 23.7
HCM 6th LOS C
Notes
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
7.1-25
5375
Timings California Logistics Center (JN 14274)
10: Haven Av. & Mission Bl. 01/07/2022
Horizon Year (2040) 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) 202 245 118 54 586 590 97 1550 14 138 1242 Future Volume (vph) 202 245 118 54 586 590 97 1550 14 138 1242 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: 114.4
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Splits and Phases: 10: Haven Av. & Mission Bl.
7.1-26
5376
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 10: Haven Av. & Mission Bl. 01/07/2022
Horizon Year (2040) 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) 202 245 118 54 586 590 97 1550 14 138 1242 195 Future Volume (veh/h) 202 245 118 54 586 590 97 1550 14 138 1242 195 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 1700 1900 1900 1700 1900 1900 1800 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 215 261 103 57 623 463 103 1649 10 147 1321 191 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 269 1577 608 114 1322 574 127 1896 638 174 1798 260 Arrive On Green 0.09 0.30 0.30 0.04 0.25 0.25 0.07 0.37 0.37 0.10 0.39 0.39 Sat Flow, veh/h 3141 5187 1607 3141 5187 1610 1714 5187 1585 1714 4577 662 Grp Volume(v), veh/h 215 261 103 57 623 463 103 1649 10 147 998 514 Grp Sat Flow(s),veh/h/ln 1570 1729 1607 1570 1729 1610 1714 1729 1585 1714 1729 1781 Q Serve(g_s), s 7.7 4.3 4.9 2.1 11.7 29.4 6.8 34.1 0.4 9.7 28.4 28.4 Cycle Q Clear(g_c), s 7.7 4.3 4.9 2.1 11.7 29.4 6.8 34.1 0.4 9.7 28.4 28.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.37
Lane Grp Cap(c), veh/h 269 1577 608 114 1322 574 127 1896 638 174 1359 700 V/C Ratio(X) 0.80 0.17 0.17 0.50 0.47 0.81 0.81 0.87 0.02 0.84 0.73 0.73 Avail Cap(c_a), veh/h 370 1709 649 136 1322 574 220 2010 673 303 1499 772 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 51.8 29.4 23.8 54.5 36.4 33.5 52.6 34.0 20.8 50.9 29.9 29.9 Incr Delay (d2), s/veh 5.7 0.0 0.1 1.3 0.3 8.3 4.6 4.3 0.0 4.2 1.7 3.3 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 3.1 1.7 1.8 0.8 4.7 12.1 3.0 14.1 0.2 4.2 11.1 11.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.5 29.5 24.0 55.8 36.6 41.8 57.2 38.3 20.8 55.1 31.6 33.2 LnGrp LOS E C C E D D E D C E C C
Approach Vol, veh/h 579 1143 1762 1659
Approach Delay, s/veh 38.9 39.7 39.3 34.2
Approach LOS DDDC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.3 48.6 8.8 41.6 13.1 51.8 14.5 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 11.7 36.1 4.1 6.9 8.8 30.4 9.7 31.4 Green Ext Time (p_c), s 0.1 6.0 0.0 1.8 0.0 9.2 0.1 0.0 Intersection Summary
HCM 6th Ctrl Delay 37.7
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
7.1-27
5377
Timings California Logistics Center (JN 14274)
11: Haven Av. & SR-60 WB Ramps 01/07/2022
Horizon Year (2040) 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) 134 9 461 300 1454 760 518
Future Volume (vph) 134 9 461 300 1454 760 518
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: 62.5
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Splits and Phases: 11: Haven Av. & SR-60 WB Ramps
7.1-28
5378
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 11: Haven Av. & SR-60 WB Ramps 01/07/2022
Horizon Year (2040) 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 0 134 9 461 300 1454 0 0 760 518 Future Volume (veh/h) 0 0 0 134 9 461 300 1454 0 0 760 518 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 1800 1900 1900 1700 1900 0 0 1900 1900 Adj Flow Rate, veh/h 147 0 258 316 1531 0 0 800 380
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 737 0 346 446 2825 0 0 1659 515
Arrive On Green 0.21 0.00 0.21 0.14 0.54 0.00 0.00 0.32 0.32 Sat Flow, veh/h 3429 0 1610 3141 5358 0 0 5358 1610
Grp Volume(v), veh/h 147 0 258 316 1531 0 0 800 380
Grp Sat Flow(s),veh/h/ln 1714 0 1610 1570 1729 0 0 1729 1610 Q Serve(g_s), s 1.7 0.0 7.2 4.6 9.2 0.0 0.0 6.0 10.1
Cycle Q Clear(g_c), s 1.7 0.0 7.2 4.6 9.2 0.0 0.0 6.0 10.1 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 737 0 346 446 2825 0 0 1659 515
V/C Ratio(X) 0.20 0.00 0.75 0.71 0.54 0.00 0.00 0.48 0.74 Avail Cap(c_a), veh/h 1790 0 841 631 4116 0 0 2633 817
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 15.5 0.0 17.7 19.8 7.1 0.0 0.0 13.2 14.6 Incr Delay (d2), s/veh 0.1 0.0 3.2 2.1 0.1 0.0 0.0 0.1 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 2.4 1.5 1.7 0.0 0.0 1.7 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.7 0.0 20.9 21.8 7.2 0.0 0.0 13.3 15.4 LnGrp LOS B A C C AAABB
Approach Vol, veh/h 405 1847 1180
Approach Delay, s/veh 19.0 9.7 14.0
Approach LOS B A B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 32.1 10.9 21.2 16.2
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 11.2 6.6 12.1 9.2
Green Ext Time (p_c), s 7.5 0.3 3.3 1.2
Intersection Summary
HCM 6th Ctrl Delay 12.2
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.
7.1-29
5379
Timings California Logistics Center (JN 14274)
12: Haven Av. & SR-60 EB Ramps 01/07/2022
Horizon Year (2040) 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) 806 7 198 948 338 556
Future Volume (vph) 806 7 198 948 338 556
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: 69.7
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Splits and Phases: 12: Haven Av. & SR-60 EB Ramps
7.1-30
5380
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 12: Haven Av. & SR-60 EB Ramps 01/07/2022
Horizon Year (2040) 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) 806 7 198 0 0 0 0 948 266 338 556 0 Future Volume (veh/h) 806 7 198 0 0 0 0 948 266 338 556 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 1800 1900 1900 0 1900 1900 1700 1900 0 Adj Flow Rate, veh/h 853 0 67 0 998 216 356 585 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 1041 0 489 0 1274 275 459 2645 0
Arrive On Green 0.30 0.00 0.30 0.00 0.30 0.30 0.15 0.51 0.00 Sat Flow, veh/h 3429 0 1610 0 4430 920 3141 5358 0
Grp Volume(v), veh/h 853 0 67 0 810 404 356 585 0
Grp Sat Flow(s),veh/h/ln 1714 0 1610 0 1729 1720 1570 1729 0 Q Serve(g_s), s 14.2 0.0 1.9 0.0 13.2 13.3 6.7 3.8 0.0
Cycle Q Clear(g_c), s 14.2 0.0 1.9 0.0 13.2 13.3 6.7 3.8 0.0 Prop In Lane 1.00 1.00 0.00 0.53 1.00 0.00
Lane Grp Cap(c), veh/h 1041 0 489 0 1034 515 459 2645 0 V/C Ratio(X) 0.82 0.00 0.14 0.00 0.78 0.79 0.78 0.22 0.00 Avail Cap(c_a), veh/h 1401 0 658 0 1307 650 560 3222 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 19.9 0.0 15.6 0.0 19.8 19.8 25.4 8.3 0.0 Incr Delay (d2), s/veh 2.9 0.0 0.1 0.0 1.9 3.7 5.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 0.0 0.6 0.0 4.6 4.9 2.5 1.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.8 0.0 15.7 0.0 21.6 23.5 30.9 8.4 0.0 LnGrp LOS C A B A C C C A A
Approach Vol, veh/h 920 1214 941
Approach Delay, s/veh 22.3 22.3 16.9
Approach LOS C C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 13.0 24.1 24.5 37.1
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 8.7 15.3 16.2 5.8
Green Ext Time (p_c), s 0.3 3.2 2.5 2.3
Intersection Summary
HCM 6th Ctrl Delay 20.6
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.
7.1-31
5381
Timings California Logistics Center (JN 14274)
22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy. 01/07/2022 Horizon Year (2040) 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) 149 102 5 2 187 27 16 10 19 26 161 Future Volume (vph) 149 102 5 2 187 27 16 10 19 26 161
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: 48.9
Natural Cycle: 95
Control Type: Actuated-Uncoordinated
Splits and Phases: 22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy.
7.1-32
5382
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy. 01/07/2022 Horizon Year (2040) 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) 149 102 5 2 187 27 16 10 0 19 26 161 Future Volume (veh/h) 149 102 5 2 187 27 16 10 0 19 26 161 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 1800 1900 1900 1800 1900 1900 1800 1900 1900 1800 1900 1800 Adj Flow Rate, veh/h 180 123 5 2 225 21 19 12 0 23 31 135 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 230 1226 547 5 752 335 40 701 0 47 716 893
Arrive On Green 0.13 0.34 0.34 0.00 0.21 0.21 0.02 0.19 0.00 0.03 0.20 0.20 Sat Flow, veh/h 1714 3610 1610 1714 3610 1610 1714 3705 0 1714 3610 2685 Grp Volume(v), veh/h 180 123 5 2 225 21 19 12 0 23 31 135 Grp Sat Flow(s),veh/h/ln 1714 1805 1610 1714 1805 1610 1714 1805 0 1714 1805 1342 Q Serve(g_s), s 4.8 1.1 0.1 0.1 2.5 0.5 0.5 0.1 0.0 0.6 0.3 1.7 Cycle Q Clear(g_c), s 4.8 1.1 0.1 0.1 2.5 0.5 0.5 0.1 0.0 0.6 0.3 1.7 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 230 1226 547 5 752 335 40 701 0 47 716 893 V/C Ratio(X) 0.78 0.10 0.01 0.43 0.30 0.06 0.48 0.02 0.00 0.49 0.04 0.15 Avail Cap(c_a), veh/h 877 3950 1762 194 2512 1121 230 2588 0 266 2664 2341 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 20.0 10.8 10.4 23.7 15.9 15.2 23.0 15.5 0.0 22.9 15.5 11.2 Incr Delay (d2), s/veh 2.2 0.0 0.0 21.1 0.2 0.1 3.2 0.0 0.0 2.9 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.3 0.0 0.0 0.9 0.2 0.2 0.0 0.0 0.3 0.1 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.2 10.8 10.4 44.8 16.2 15.2 26.2 15.5 0.0 25.7 15.5 11.3 LnGrp LOS C B B D B B C B A C B B
Approach Vol, veh/h 308 248 31 189
Approach Delay, s/veh 17.5 16.3 22.1 13.7
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.9 15.1 4.7 22.0 5.7 15.3 11.0 15.7 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 7.4 34.2 5.4 52.2 6.4 35.2 24.4 33.2 Max Q Clear Time (g_c+I1), s 2.6 2.1 2.1 3.1 2.5 3.7 6.8 4.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.7 0.0 0.7 0.2 1.3 Intersection Summary
HCM 6th Ctrl Delay 16.4
HCM 6th LOS B
7.1-33
5383
HCM 6th AWSC California Logistics Center (JN 14274)
26: Carnegie Av. & Santa Ana St. 01/07/2022
Horizon Year (2040) 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 5 21 4 17 16
Future Vol, veh/h 2 5 21 4 17 16
Peak Hour Factor 0.64 0.64 0.64 0.64 0.64 0.64
Heavy Vehicles, % 0 00000
Mvmt Flow 3 8 33 6 27 25
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 6.5 7.3 7.3
HCM LOS A A A
Lane NBLn1 NBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3
Vol Left, % 0% 0% 100% 21% 0% 100% 0% 0%
Vol Thru, % 100% 64% 0% 0% 0% 0% 100% 100%
Vol Right, % 0% 36% 0% 79% 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 14 11 1 3 3 17 8 8
LT Vol 0 0 1 1 0 17 0 0
Through Vol 14 7000088
RT Vol 04023000
Lane Flow Rate 22 17 2 5 4 27 12 12
Geometry Grp 88777888
Degree of Util (X) 0.028 0.021 0.003 0.006 0.002 0.037 0.016 0.01 Departure Headway (Hd) 4.587 4.332 5.146 4.198 2.246 5.071 4.57 2.87 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 780 826 692 846 1563 707 783 1243
Service Time 2.316 2.062 2.903 1.956 0.003 2.797 2.297 0.597 HCM Lane V/C Ratio 0.028 0.021 0.003 0.006 0.003 0.038 0.015 0.01 HCM Control Delay 7.4 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 0
7.1-34
5384
HCM 6th AWSC California Logistics Center (JN 14274)
29: Carnegie Av. & La Salle St. 01/07/2022
Horizon Year (2040) 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 8 11 37 17 12 6
Future Vol, veh/h 8 11 37 17 12 6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 0 00000
Mvmt Flow 9 12 40 18 13 7
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% 40%
Vol Right, % 0% 0% 0% 0% 100% 0% 60%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 37 9 9 8 11 8 10
LT Vol 37 0 0 8 0 0 0
Through Vol 0990084
RT Vol 0 0 0 0 11 0 6
Lane Flow Rate 40 9 9 9 12 9 11
Geometry Grp 8888888
Degree of Util (X) 0.057 0.012 0.007 0.012 0.013 0.011 0.013 Departure Headway (Hd) 5.069 4.568 2.868 5.141 3.942 4.618 4.198 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 708 784 1246 692 900 771 848
Service Time 2.791 2.29 0.589 2.902 1.702 2.367 1.947
HCM Lane V/C Ratio 0.056 0.011 0.007 0.013 0.013 0.012 0.013 HCM Control Delay 8.1 7.3 5.6 8 6.8 7.4 7
HCM Lane LOS AAAAAAA
HCM 95th-tile Q 0.2 000000
7.1-35
5385
Timings California Logistics Center (JN 14274)
31: Carnegie Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 55 571 6 663 28 8 3 6 21
Future Volume (vph) 55 571 6 663 28 8 3 6 21
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: 25.8
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Splits and Phases: 31: Carnegie Av. & Jurupa St.
7.1-36
5386
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 31: Carnegie Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 55 571 3 6 663 28 8 0 3 6 0 21
Future Volume (veh/h) 55 571 3 6 663 28 8 0 3 6 0 21
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 1800 1900 1900 1800 1900 1900 1800 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 61 634 3 7 737 31 9 0 2 7 0 13
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 529 2548 12 608 1727 760 355 81 69 355 81 69 Arrive On Green 0.48 0.48 0.48 0.48 0.48 0.48 0.04 0.00 0.04 0.04 0.00 0.04 Sat Flow, veh/h 674 5328 25 761 3610 1590 1348 1900 1608 1352 1900 1610 Grp Volume(v), veh/h 61 411 226 7 737 31 9 0 2 7 0 13
Grp Sat Flow(s),veh/h/ln 674 1729 1895 761 1805 1590 1348 1900 1608 1352 1900 1610 Q Serve(g_s), s 1.6 1.7 1.7 0.1 3.2 0.3 0.2 0.0 0.0 0.1 0.0 0.2 Cycle Q Clear(g_c), s 4.8 1.7 1.7 1.8 3.2 0.3 0.2 0.0 0.0 0.1 0.0 0.2 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 529 1654 906 608 1727 760 355 81 69 355 81 69 V/C Ratio(X) 0.12 0.25 0.25 0.01 0.43 0.04 0.03 0.00 0.03 0.02 0.00 0.19 Avail Cap(c_a), veh/h 2299 10736 5883 2606 11208 4937 2212 2698 2283 2151 2604 2207 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 5.7 3.7 3.7 4.3 4.1 3.4 11.2 0.0 11.1 11.2 0.0 11.2 Incr Delay (d2), s/veh 0.1 0.1 0.1 0.0 0.2 0.0 0.0 0.0 0.2 0.0 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.8 3.8 3.9 4.3 4.3 3.4 11.2 0.0 11.3 11.2 0.0 12.5 LnGrp LOS AAAAAABABBAB
Approach Vol, veh/h 698 775 11 20
Approach Delay, s/veh 4.0 4.3 11.2 12.0
Approach LOS AABB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 6.8 17.4 6.8 17.4
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 6.8 2.2 5.2
Green Ext Time (p_c), s 0.0 4.7 0.0 5.5
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.
7.1-37
5387
HCM 6th AWSC California Logistics Center (JN 14274)
37: Commerce Pkwy. & Santa Ana St. 01/07/2022
Horizon Year (2040) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 12
Intersection
Intersection Delay, s/veh 8.4
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 20 1 0 4 30 0 187 23 47 66 3
Future Vol, veh/h 0 20 1 0 4 30 0 187 23 47 66 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 21 1 0 4 32 0 197 24 49 69 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 8.3 7.7 8.5 8.4
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% 87% 100% 100% 4% 0% 100% 88% Vol Right, % 0% 0% 27% 0% 0% 13% 0% 0% 96% 0% 0% 12%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 0 125 85 0 13 8 0 3 31 47 44 25
LT Vol 0 0 0 0 0 0 0 0 0 47 0 0
Through Vol 0 125 62 0 13 7 0 3 1 0 44 22
RT Vol 0 0 23 0 0 1 0 0 30 0 0 3
Lane Flow Rate 0 131 90 0 14 8 0 3 33 49 46 26
Geometry Grp 888888888888
Degree of Util (X) 0 0.179 0.118 0 0.021 0.012 0 0.004 0.044 0.077 0.065 0.037 Departure Headway (Hd) 4.912 4.912 4.723 5.46 5.46 5.368 5.438 5.438 4.766 5.586 5.085 5.001 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 0 732 760 0 656 667 0 658 751 643 705 717
Service Time 2.633 2.633 2.444 3.193 3.193 3.102 3.17 3.17 2.498 3.31 2.808 2.724 HCM Lane V/C Ratio 0 0.179 0.118 0 0.021 0.012 0 0.005 0.044 0.076 0.065 0.036 HCM Control Delay 7.6 8.7 8.1 8.2 8.3 8.2 8.2 8.2 7.7 8.8 8.2 7.9 HCM Lane LOS N A A N A A N A A A A A
HCM 95th-tile Q 0 0.6 0.4 0 0.1 0 0 0 0.1 0.2 0.2 0.1
7.1-38
5388
Timings California Logistics Center (JN 14274)
41: Commerce Pkwy. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 72 494 18 666 139 13 5 39 4 18
Future Volume (vph) 72 494 18 666 139 13 5 39 4 18
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: 56
Natural Cycle: 85
Control Type: Actuated-Uncoordinated
Splits and Phases: 41: Commerce Pkwy. & Jurupa St.
7.1-39
5389
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 41: Commerce Pkwy. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 72 494 13 18 666 139 13 5 31 39 4 18 Future Volume (veh/h) 72 494 13 18 666 139 13 5 31 39 4 18 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 1800 1900 1900 1800 1900 1900 1800 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 78 537 13 20 724 0 14 5 23 42 4 13 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 117 1903 46 42 1161 30 35 160 141 276 234
Arrive On Green 0.07 0.37 0.37 0.02 0.32 0.00 0.02 0.12 0.12 0.05 0.15 0.15 Sat Flow, veh/h 1714 5210 126 1714 3610 1610 1714 296 1360 3141 1900 1610 Grp Volume(v), veh/h 78 356 194 20 724 0 14 0 28 42 4 13 Grp Sat Flow(s),veh/h/ln 1714 1729 1877 1714 1805 1610 1714 0 1655 1570 1900 1610 Q Serve(g_s), s 2.1 3.4 3.4 0.5 7.9 0.0 0.4 0.0 0.7 0.6 0.1 0.3 Cycle Q Clear(g_c), s 2.1 3.4 3.4 0.5 7.9 0.0 0.4 0.0 0.7 0.6 0.1 0.3 Prop In Lane 1.00 0.07 1.00 1.00 1.00 0.82 1.00 1.00
Lane Grp Cap(c), veh/h 117 1263 686 42 1161 30 0 195 141 276 234 V/C Ratio(X) 0.67 0.28 0.28 0.48 0.62 0.46 0.00 0.14 0.30 0.01 0.06 Avail Cap(c_a), veh/h 605 3956 2148 310 3509 273 0 1118 500 1234 1046 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 21.1 10.4 10.4 22.4 13.4 0.0 22.6 0.0 18.4 21.5 17.0 17.1 Incr Delay (d2), s/veh 2.4 0.1 0.2 3.1 0.6 0.0 4.0 0.0 0.3 0.4 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.9 1.0 0.2 2.4 0.0 0.2 0.0 0.3 0.2 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.6 10.6 10.7 25.5 13.9 0.0 26.6 0.0 18.7 21.9 17.0 17.2 LnGrp LOS C B B C B C A B C B B
Approach Vol, veh/h 628 744 A 42 59
Approach Delay, s/veh 12.2 14.3 21.3 20.6
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.7 11.3 5.7 22.8 5.4 12.5 7.8 20.8 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 * 31 8.4 53.2 7.4 30.2 16.4 45.2 Max Q Clear Time (g_c+I1), s 2.6 2.7 2.5 5.4 2.4 2.3 4.1 9.9 Green Ext Time (p_c), s 0.0 0.1 0.0 3.4 0.0 0.0 0.1 5.0 Intersection Summary
HCM 6th Ctrl Delay 13.8
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.
7.1-40
5390
HCM 6th AWSC California Logistics Center (JN 14274)
45: Doubleday Av. & Santa Ana St. 01/07/2022
Horizon Year (2040) Without Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 15
Intersection
Intersection Delay, s/veh 7.5
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 23 41 25 7 23 9 1 6 2 8 4 10
Future Vol, veh/h 23 41 25 7 23 9 1 6 2 8 4 10
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 24 44 27 7 24 10 1 6 2 9 4 11
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 7.5 7.5 7.5 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% 50% 0% 100% 35% 0% 100% 46% 0% 100% 12% Vol Right, % 0% 0% 50% 0% 0% 65% 0% 0% 54% 0% 0% 88%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 1 4 4 23 27 39 7 15 17 8 3 11
LT Vol 1 0 0 23 0 0 7 0 0 8 0 0
Through Vol 0 4 2 0 27 14 0 15 8 0 3 1
RT Vol 0 0 2 0 0 25 0 0 9 0 0 10
Lane Flow Rate 1 4 4 24 29 41 7 16 18 9 3 12
Geometry Grp 888888888888
Degree of Util (X) 0.002 0.006 0.005 0.035 0.037 0.048 0.011 0.021 0.021 0.013 0.004 0.014 Departure Headway (Hd) 5.385 4.885 4.535 5.117 4.617 4.165 5.187 4.687 4.309 5.361 4.861 4.243 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 668 737 794 697 772 855 684 756 821 672 741 849
Service Time 3.087 2.587 2.237 2.867 2.367 1.914 2.963 2.463 2.085 3.061 2.561 1.943 HCM Lane V/C Ratio 0.001 0.005 0.005 0.034 0.038 0.048 0.01 0.021 0.022 0.013 0.004 0.014 HCM Control Delay 8.1 7.6 7.3 8.1 7.5 7.1 8 7.6 7.2 8.1 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
7.1-41
5391
HCM 6th AWSC California Logistics Center (JN 14274)
47: Dupont Av. & Santa Ana St. 01/07/2022
Horizon Year (2040) 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 7 30 6 10 20 10 22 61 7 3 26 8
Future Vol, veh/h 7 30 6 10 20 10 22 61 7 3 26 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 8 33 7 11 22 11 24 67 8 3 29 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 7.8 7.8 7.8 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% 62% 0% 100% 40% 0% 100% 52% Vol Right, % 0% 0% 26% 0% 0% 38% 0% 0% 60% 0% 0% 48%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 22 41 27 7 20 16 10 13 17 3 17 17
LT Vol 22 0 0 7 0 0 10 0 0 3 0 0
Through Vol 0 41 20 0 20 10 0 13 7 0 17 9
RT Vol 0 0 7 0 0 6 0 0 10 0 0 8
Lane Flow Rate 24 45 30 8 22 18 11 15 18 3 19 18
Geometry Grp 888888888888
Degree of Util (X) 0.036 0.06 0.039 0.012 0.03 0.023 0.017 0.02 0.023 0.005 0.026 0.023 Departure Headway (Hd) 5.328 4.828 4.648 5.448 4.948 4.686 5.454 4.954 4.534 5.429 4.929 4.593 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 676 746 775 660 726 767 659 725 792 661 729 782
Service Time 3.028 2.528 2.348 3.159 2.659 2.396 3.166 2.666 2.246 3.143 2.643 2.307 HCM Lane V/C Ratio 0.036 0.06 0.039 0.012 0.03 0.023 0.017 0.021 0.023 0.005 0.026 0.023 HCM Control Delay 8.2 7.8 7.5 8.2 7.8 7.5 8.3 7.8 7.4 8.2 7.8 7.4 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
7.1-42
5392
HCM 6th TWSC California Logistics Center (JN 14274)
48: Dupont Av. & Doubleday Av. 01/07/2022
Horizon Year (2040) 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 12 32 103 19 0
Future Vol, veh/h 1 12 32 103 19 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 14 38 123 23 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 161 12 23 0 - 0
Stage 1 23 -----
Stage 2 138 -----
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 820 1072 1605 - - -
Stage 1 1002 -----
Stage 2 880 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 800 1072 1605 - - -
Mov Cap-2 Maneuver 826 -----
Stage 1 978 -----
Stage 2 880 -----
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) 1605 - 826 1072 - -
HCM Lane V/C Ratio 0.024 - 0.001 0.013 - -
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 - -
7.1-43
5393
Timings California Logistics Center (JN 14274)
50: Dupont Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 52 465 91 775 22 30 7 5
Future Volume (vph) 52 465 91 775 22 30 7 5
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: 46.3
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Splits and Phases: 50: Dupont Av. & Jurupa St.
7.1-44
5394
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 50: Dupont Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 52 465 17 91 775 65 22 30 82 7 5 12 Future Volume (veh/h) 52 465 17 91 775 65 22 30 82 7 5 12 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 1800 1900 1900 1800 1900 1900 1800 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 53 474 16 93 791 65 22 31 60 7 5 6 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 96 1593 54 141 1636 134 449 354 316 396 354 316 Arrive On Green 0.06 0.31 0.31 0.08 0.33 0.33 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1714 5154 173 1714 4886 400 1351 1805 1610 1256 1805 1610 Grp Volume(v), veh/h 53 317 173 93 559 297 22 31 60 7 5 6 Grp Sat Flow(s),veh/h/ln 1714 1729 1869 1714 1729 1828 1351 1805 1610 1256 1805 1610 Q Serve(g_s), s 1.2 2.7 2.7 2.0 4.9 4.9 0.5 0.5 1.2 0.2 0.1 0.1 Cycle Q Clear(g_c), s 1.2 2.7 2.7 2.0 4.9 4.9 0.6 0.5 1.2 1.4 0.1 0.1 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 96 1069 578 141 1158 612 449 354 316 396 354 316 V/C Ratio(X) 0.55 0.30 0.30 0.66 0.48 0.49 0.05 0.09 0.19 0.02 0.01 0.02 Avail Cap(c_a), veh/h 824 3901 2108 1092 4443 2349 1475 1725 1539 1350 1725 1539 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 17.6 10.1 10.1 17.1 10.1 10.1 12.7 12.6 12.8 13.4 12.4 12.4 Incr Delay (d2), s/veh 1.8 0.2 0.3 2.0 0.3 0.6 0.0 0.1 0.3 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.7 0.8 0.7 1.2 1.3 0.1 0.2 0.4 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.4 10.2 10.4 19.0 10.4 10.7 12.7 12.7 13.1 13.4 12.4 12.4 LnGrp LOS BBBBBBBBBBBB
Approach Vol, veh/h 543 949 113 18
Approach Delay, s/veh 11.2 11.4 12.9 12.8
Approach LOS BBBB
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 12.9 7.7 17.6 12.9 6.8 18.6
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 3.2 4.0 4.7 3.4 3.2 6.9
Green Ext Time (p_c), s 0.5 0.1 3.0 0.0 0.0 5.8
Intersection Summary
HCM 6th Ctrl Delay 11.4
HCM 6th LOS B
7.1-45
5395
Timings California Logistics Center (JN 14274)
51: Milliken Av. & E. Airport Dr. 01/07/2022
Horizon Year (2040) 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) 66 101 21 76 130 21 594 331 792 130 Future Volume (vph) 66 101 21 76 130 21 594 331 792 130 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: 92.7
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Splits and Phases: 51: Milliken Av. & E. Airport Dr.
7.1-46
5396
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 51: Milliken Av. & E. Airport Dr. 01/07/2022
Horizon Year (2040) 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) 66 101 21 76 130 202 21 594 70 331 792 130 Future Volume (veh/h) 66 101 21 76 130 202 21 594 70 331 792 130 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 1900 1900 1800 1900 1900 1700 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 77 117 11 88 151 134 24 691 65 385 921 102 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 177 540 241 112 298 245 84 1070 100 433 2321 810 Arrive On Green 0.06 0.15 0.15 0.07 0.16 0.16 0.03 0.22 0.22 0.25 0.45 0.45 Sat Flow, veh/h 3141 3610 1610 1714 1877 1547 3141 4825 451 1714 5187 1608 Grp Volume(v), veh/h 77 117 11 88 145 140 24 494 262 385 921 102 Grp Sat Flow(s),veh/h/ln 1570 1805 1610 1714 1805 1618 1570 1729 1818 1714 1729 1608 Q Serve(g_s), s 1.6 1.9 0.4 3.4 5.0 5.4 0.5 8.8 8.9 14.8 8.1 2.3 Cycle Q Clear(g_c), s 1.6 1.9 0.4 3.4 5.0 5.4 0.5 8.8 8.9 14.8 8.1 2.3 Prop In Lane 1.00 1.00 1.00 0.96 1.00 0.25 1.00 1.00
Lane Grp Cap(c), veh/h 177 540 241 112 286 257 84 767 403 433 2321 810 V/C Ratio(X) 0.44 0.22 0.05 0.79 0.51 0.55 0.29 0.64 0.65 0.89 0.40 0.13 Avail Cap(c_a), veh/h 249 1890 843 319 1138 1020 230 1369 720 839 4213 1397 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 31.1 25.5 24.8 31.4 26.2 26.4 32.5 24.1 24.1 24.6 12.7 9.0 Incr Delay (d2), s/veh 0.6 0.2 0.1 4.5 1.4 1.8 0.7 0.9 1.8 2.5 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 0.8 0.1 1.5 2.1 2.0 0.2 3.2 3.5 5.5 2.5 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.8 25.7 24.9 35.9 27.6 28.2 33.2 25.0 25.9 27.1 12.8 9.0 LnGrp LOS CCCDCCCCCCBA
Approach Vol, veh/h 205 373 780 1408
Approach Delay, s/veh 27.9 29.8 25.6 16.4
Approach LOS C C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 21.8 21.3 9.1 16.0 6.4 36.7 8.4 16.6 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 16.8 10.9 5.4 3.9 2.5 10.1 3.6 7.4 Green Ext Time (p_c), s 0.5 3.9 0.0 0.7 0.0 7.1 0.0 1.6 Intersection Summary
HCM 6th Ctrl Delay 21.7
HCM 6th LOS C
7.1-47
5397
Timings California Logistics Center (JN 14274)
52: Milliken Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 203 667 281 100 478 419 742 104 128 370 62 Future Volume (vph) 203 667 281 100 478 419 742 104 128 370 62 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: 78.6
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Splits and Phases: 52: Milliken Av. & Jurupa St.
7.1-48
5398
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 52: Milliken Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 203 667 281 100 478 68 419 742 104 128 370 62 Future Volume (veh/h) 203 667 281 100 478 68 419 742 104 128 370 62 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 1900 1900 1700 1900 1900 1700 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 209 688 185 103 493 45 432 765 89 132 381 28 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 306 1233 664 214 1010 91 549 1386 430 232 863 425 Arrive On Green 0.10 0.24 0.24 0.07 0.21 0.21 0.17 0.27 0.27 0.07 0.17 0.17 Sat Flow, veh/h 3141 5187 1610 3141 4843 437 3141 5187 1610 3141 5187 1610 Grp Volume(v), veh/h 209 688 185 103 350 188 432 765 89 132 381 28 Grp Sat Flow(s),veh/h/ln 1570 1729 1610 1570 1729 1821 1570 1729 1610 1570 1729 1610 Q Serve(g_s), s 3.9 7.0 4.6 1.9 5.4 5.5 7.9 7.6 2.6 2.4 4.0 0.8 Cycle Q Clear(g_c), s 3.9 7.0 4.6 1.9 5.4 5.5 7.9 7.6 2.6 2.4 4.0 0.8 Prop In Lane 1.00 1.00 1.00 0.24 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 306 1233 664 214 721 380 549 1386 430 232 863 425 V/C Ratio(X) 0.68 0.56 0.28 0.48 0.49 0.49 0.79 0.55 0.21 0.57 0.44 0.07 Avail Cap(c_a), veh/h 596 3202 1275 381 1899 1000 1066 3935 1222 460 2934 1068 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 26.2 20.1 11.7 27.0 20.9 21.0 23.7 18.9 17.1 26.9 22.5 16.6 Incr Delay (d2), s/veh 1.0 0.4 0.2 0.6 0.5 1.0 1.0 0.3 0.2 0.8 0.4 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 1.3 2.5 1.3 0.7 1.9 2.1 2.6 2.6 0.8 0.8 1.4 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.2 20.5 11.9 27.6 21.5 22.0 24.7 19.3 17.3 27.7 22.9 16.6 LnGrp LOS C C B CCCCBBCCB
Approach Vol, veh/h 1082 641 1286 541
Approach Delay, s/veh 20.4 22.6 21.0 23.7
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.0 22.3 8.7 20.1 15.1 16.2 10.5 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 8.8 45.6 7.3 37.1 20.4 34.0 11.4 33.0 Max Q Clear Time (g_c+I1), s 4.4 9.6 3.9 9.0 9.9 6.0 5.9 7.5 Green Ext Time (p_c), s 0.1 5.5 0.0 5.3 0.6 2.4 0.2 3.1 Intersection Summary
HCM 6th Ctrl Delay 21.5
HCM 6th LOS C
7.1-49
5399
Timings California Logistics Center (JN 14274)
53: Milliken Av. & Mission Bl. 01/07/2022
Horizon Year (2040) 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) 202 2 19 16 216 296 1185 109 549 327 Future Volume (vph) 202 2 19 16 216 296 1185 109 549 327 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: 82.5
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Splits and Phases: 53: Milliken Av. & Mission Bl.
7.1-50
5400
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 53: Milliken Av. & Mission Bl. 01/07/2022
Horizon Year (2040) 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) 202 2 47 19 16 216 296 1185 14 109 549 327 Future Volume (veh/h) 202 2 47 19 16 216 296 1185 14 109 549 327 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 1900 1900 1800 1900 1900 1700 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 224 2 43 21 0 185 329 1317 15 121 610 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 315 16 339 41 0 459 429 1997 23 204 1588
Arrive On Green 0.10 0.22 0.22 0.02 0.00 0.14 0.14 0.38 0.38 0.06 0.31 0.00 Sat Flow, veh/h 3141 72 1549 1714 0 3220 3141 5287 60 3141 5187 1610 Grp Volume(v), veh/h 224 0 45 21 0 185 329 861 471 121 610 0 Grp Sat Flow(s),veh/h/ln 1570 0 1621 1714 0 1610 1570 1729 1889 1570 1729 1610 Q Serve(g_s), s 4.8 0.0 1.6 0.8 0.0 3.6 7.0 14.4 14.4 2.6 6.4 0.0 Cycle Q Clear(g_c), s 4.8 0.0 1.6 0.8 0.0 3.6 7.0 14.4 14.4 2.6 6.4 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 315 0 355 41 0 459 429 1306 713 204 1588 V/C Ratio(X) 0.71 0.00 0.13 0.51 0.00 0.40 0.77 0.66 0.66 0.59 0.38 Avail Cap(c_a), veh/h 740 0 617 182 0 810 1011 2624 1433 515 3116 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 30.3 0.0 21.8 33.6 0.0 27.1 29.0 17.9 17.9 31.6 19.0 0.0 Incr Delay (d2), s/veh 1.1 0.0 0.2 3.6 0.0 0.6 1.1 0.6 1.0 1.0 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 1.7 0.0 0.5 0.4 0.0 1.3 2.4 4.8 5.4 0.9 2.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.5 0.0 22.0 37.2 0.0 27.7 30.1 18.5 19.0 32.7 19.1 0.0 LnGrp LOS C A C D A C C B B C B
Approach Vol, veh/h 269 206 1661 731 A
Approach Delay, s/veh 29.9 28.7 20.9 21.4
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.1 32.5 6.3 21.7 14.1 27.5 11.6 16.4 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 4.6 16.4 2.8 3.6 9.0 8.4 6.8 5.6 Green Ext Time (p_c), s 0.1 9.9 0.0 0.1 0.5 4.0 0.3 0.5 Intersection Summary
HCM 6th Ctrl Delay 22.5
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.
7.1-51
5401
Timings California Logistics Center (JN 14274)
54: I-15 SB Ramps & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 627 159 403 585 490 3 900
Future Volume (vph) 627 159 403 585 490 3 900
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: 76.5
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Splits and Phases: 54: I-15 SB Ramps & Jurupa St.
7.1-52
5402
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 54: I-15 SB Ramps & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 0 627 159 403 585 0 0 0 0 490 3 900 Future Volume (veh/h) 0 627 159 403 585 0 0 0 0 490 3 900 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 1900 1900 1700 1900 0 1800 1900 1900 Adj Flow Rate, veh/h 0 689 123 443 643 0 360 0 997
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 1139 322 541 2334 0 648 0 1218
Arrive On Green 0.00 0.20 0.20 0.17 0.45 0.00 0.38 0.00 0.38 Sat Flow, veh/h 0 5700 1610 3141 5358 0 1714 0 3220
Grp Volume(v), veh/h 0 689 123 443 643 0 360 0 997
Grp Sat Flow(s),veh/h/ln 0 1900 1610 1570 1729 0 1714 0 1610 Q Serve(g_s), s 0.0 7.0 4.2 8.7 5.0 0.0 10.6 0.0 17.9
Cycle Q Clear(g_c), s 0.0 7.0 4.2 8.7 5.0 0.0 10.6 0.0 17.9 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1139 322 541 2334 0 648 0 1218 V/C Ratio(X) 0.00 0.60 0.38 0.82 0.28 0.00 0.56 0.00 0.82 Avail Cap(c_a), veh/h 0 2580 729 686 3887 0 830 0 1558
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 23.3 22.2 25.6 11.1 0.0 15.7 0.0 17.9 Incr Delay (d2), s/veh 0.0 0.4 0.6 4.9 0.0 0.0 0.7 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 0.0 2.8 1.5 3.3 1.5 0.0 3.6 0.0 5.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 23.7 22.8 30.5 11.1 0.0 16.4 0.0 20.7 LnGrp LOS A C C C B A B A C
Approach Vol, veh/h 812 1086 1357
Approach Delay, s/veh 23.6 19.0 19.6
Approach LOS C B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 16.0 18.8 29.2 34.8
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 10.7 9.0 19.9 7.0
Green Ext Time (p_c), s 0.3 3.8 4.4 3.6
Intersection Summary
HCM 6th Ctrl Delay 20.4
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.
7.1-53
5403
Timings California Logistics Center (JN 14274)
55: I-15 NB Ramps & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 358 759 739 350 249 0 521
Future Volume (vph) 358 759 739 350 249 0 521
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: 62.2
Natural Cycle: 50
Control Type: Actuated-Uncoordinated
Splits and Phases: 55: I-15 NB Ramps & Jurupa St.
7.1-54
5404
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 55: I-15 NB Ramps & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 358 759 0 0 739 350 249 0 521 0 0 0 Future Volume (veh/h) 358 759 0 0 739 350 249 0 521 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 1900 0 0 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 381 807 0 0 786 290 177 0 483
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 528 2905 0 0 1535 476 389 0 730
Arrive On Green 0.17 0.56 0.00 0.00 0.30 0.30 0.23 0.00 0.23 Sat Flow, veh/h 3141 5358 0 0 5358 1610 1714 0 3220
Grp Volume(v), veh/h 381 807 0 0 786 290 177 0 483
Grp Sat Flow(s),veh/h/ln 1570 1729 0 0 1729 1610 1714 0 1610 Q Serve(g_s), s 5.5 3.9 0.0 0.0 6.0 7.4 4.3 0.0 6.5
Cycle Q Clear(g_c), s 5.5 3.9 0.0 0.0 6.0 7.4 4.3 0.0 6.5 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 528 2905 0 0 1535 476 389 0 730
V/C Ratio(X) 0.72 0.28 0.00 0.00 0.51 0.61 0.46 0.00 0.66 Avail Cap(c_a), veh/h 1208 5626 0 0 3133 973 1000 0 1878 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 18.8 5.5 0.0 0.0 14.0 14.5 15.9 0.0 16.8 Incr Delay (d2), s/veh 0.7 0.0 0.0 0.0 0.2 0.9 0.8 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.7 0.0 0.0 1.8 2.2 1.4 0.0 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.6 5.5 0.0 0.0 14.2 15.4 16.8 0.0 17.9 LnGrp LOS BAAABBBAB
Approach Vol, veh/h 1188 1076 660
Approach Delay, s/veh 10.0 14.5 17.6
Approach LOS B B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 31.9 12.6 19.3 16.0
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 5.9 7.5 9.4 8.5
Green Ext Time (p_c), s 4.7 0.5 4.8 2.3
Intersection Summary
HCM 6th Ctrl Delay 13.4
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.
7.1-55
5405
Timings California Logistics Center (JN 14274)
1: Haven Av. & Inland Empire Bl. 01/07/2022
Horizon Year (2040) 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) 189 335 374 336 226 39 331 1843 427 39 1681 66 Future Volume (vph) 189 335 374 336 226 39 331 1843 427 39 1681 66 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: 104.7
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Splits and Phases: 1: Haven Av. & Inland Empire Bl.
7.1-56
5406
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 1: Haven Av. & Inland Empire Bl. 01/07/2022
Horizon Year (2040) 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) 189 335 374 336 226 39 331 1843 427 39 1681 66 Future Volume (veh/h) 189 335 374 336 226 39 331 1843 427 39 1681 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 1700 1900 1900 1700 1900 1900 1700 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 197 349 216 350 235 0 345 1920 0 41 1751 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 265 586 475 453 640 416 3097 111 2464
Arrive On Green 0.08 0.16 0.16 0.10 0.18 0.00 0.13 0.47 0.00 0.04 0.38 0.00 Sat Flow, veh/h 3141 3610 1610 4566 3610 1610 3141 6536 1610 3141 6536 1610 Grp Volume(v), veh/h 197 349 216 350 235 0 345 1920 0 41 1751 0 Grp Sat Flow(s),veh/h/ln 1570 1805 1610 1522 1805 1610 1570 1634 1610 1570 1634 1610 Q Serve(g_s), s 5.6 8.1 9.9 6.8 5.2 0.0 9.7 19.9 0.0 1.2 20.7 0.0 Cycle Q Clear(g_c), s 5.6 8.1 9.9 6.8 5.2 0.0 9.7 19.9 0.0 1.2 20.7 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 265 586 475 453 640 416 3097 111 2464 V/C Ratio(X) 0.74 0.60 0.46 0.77 0.37 0.83 0.62 0.37 0.71 Avail Cap(c_a), veh/h 436 1590 922 573 1543 567 3801 173 2980 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 40.6 35.3 26.1 39.9 32.9 0.0 38.4 17.8 0.0 42.8 24.1 0.0 Incr Delay (d2), s/veh 1.6 1.0 0.7 3.7 0.4 0.0 5.5 0.2 0.0 0.8 0.6 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 2.1 3.5 3.6 2.6 2.2 0.0 3.9 6.6 0.0 0.4 7.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.2 36.2 26.8 43.6 33.2 0.0 43.9 18.0 0.0 43.5 24.7 0.0 LnGrp LOS DDCDC DB DC
Approach Vol, veh/h 762 585 A 2265 A 1792 A
Approach Delay, s/veh 35.1 39.4 21.9 25.1
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.8 48.8 13.6 20.5 16.6 40.0 12.3 21.9 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 3.2 21.9 8.8 11.9 11.7 22.7 7.6 7.2 Green Ext Time (p_c), s 0.0 17.5 0.2 2.8 0.3 11.5 0.1 1.4 Intersection Summary
HCM 6th Ctrl Delay 26.7
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
7.1-57
5407
Timings California Logistics Center (JN 14274)
2: Haven Av. & I-10 WB Ramps 01/07/2022
Horizon Year (2040) 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) 219 319 2281 870 1703
Future Volume (vph) 219 319 2281 870 1703
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: 40
Control Type: Actuated-Coordinated
Splits and Phases: 2: Haven Av. & I-10 WB Ramps
7.1-58
5408
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 2: Haven Av. & I-10 WB Ramps 01/07/2022
Horizon Year (2040) 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) 219 319 2281 870 0 1703
Future Volume (veh/h) 219 319 2281 870 0 1703
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 1800 1900 1900 1900 0 1900
Adj Flow Rate, veh/h 308 157 2328 0 0 1738
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 000000
Cap, veh/h 419 197 5025 0 5025
Arrive On Green 0.12 0.12 1.00 0.00 0.00 0.77
Sat Flow, veh/h 3429 1610 6802 1610 0 7068
Grp Volume(v), veh/h 308 157 2328 0 0 1738
Grp Sat Flow(s),veh/h/ln 1714 1610 1634 1610 0 1634
Q Serve(g_s), s 8.7 9.5 0.0 0.0 0.0 8.4
Cycle Q Clear(g_c), s 8.7 9.5 0.0 0.0 0.0 8.4
Prop In Lane 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 419 197 5025 0 5025
V/C Ratio(X) 0.74 0.80 0.46 0.00 0.35
Avail Cap(c_a), veh/h 957 449 5025 0 5025
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.72 0.00 0.00 0.64
Uniform Delay (d), s/veh 42.3 42.7 0.0 0.0 0.0 3.6
Incr Delay (d2), s/veh 0.9 2.8 0.2 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 3.6 3.8 0.1 0.0 0.0 1.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.3 45.5 0.2 0.0 0.0 3.8
LnGrp LOS D D A A A
Approach Vol, veh/h 465 2328 A 1738
Approach Delay, s/veh 44.0 0.2 3.8
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 82.7 17.3 82.7
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 11.5 10.4
Green Ext Time (p_c), s 19.8 0.7 10.8
Intersection Summary
HCM 6th Ctrl Delay 6.1
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.
7.1-59
5409
Timings California Logistics Center (JN 14274)
3: Haven Av. & I-10 EB Ramps 01/07/2022
Horizon Year (2040) 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) 529 243 2622 1571 351
Future Volume (vph) 529 243 2622 1571 351
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: 50
Control Type: Actuated-Coordinated
Splits and Phases: 3: Haven Av. & I-10 EB Ramps
7.1-60
5410
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 3: Haven Av. & I-10 EB Ramps 01/07/2022
Horizon Year (2040) 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) 529 243 0 2622 1571 351
Future Volume (veh/h) 529 243 0 2622 1571 351
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 1800 1900 0 1900 1900 1900
Adj Flow Rate, veh/h 545 172 0 2703 1620 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 000000
Cap, veh/h 660 310 0 4565 4565
Arrive On Green 0.19 0.19 0.00 0.70 1.00 0.00
Sat Flow, veh/h 3429 1610 0 7068 6802 1610
Grp Volume(v), veh/h 545 172 0 2703 1620 0
Grp Sat Flow(s),veh/h/ln 1714 1610 0 1634 1634 1610
Q Serve(g_s), s 15.3 9.7 0.0 21.3 0.0 0.0
Cycle Q Clear(g_c), s 15.3 9.7 0.0 21.3 0.0 0.0
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 660 310 0 4565 4565
V/C Ratio(X) 0.83 0.55 0.00 0.59 0.35
Avail Cap(c_a), veh/h 957 449 0 4565 4565
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 0.00 0.40 0.91 0.00
Uniform Delay (d), s/veh 38.8 36.5 0.0 7.7 0.0 0.0
Incr Delay (d2), s/veh 4.0 1.6 0.0 0.2 0.2 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 6.5 3.8 0.0 5.6 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.8 38.1 0.0 8.0 0.2 0.0
LnGrp LOS D D A A A
Approach Vol, veh/h 717 2703 1620 A
Approach Delay, s/veh 41.6 8.0 0.2
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 75.7 24.3 75.7
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 23.3 17.3 2.0
Green Ext Time (p_c), s 22.3 2.0 9.6
Intersection Summary
HCM 6th Ctrl Delay 10.3
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.
7.1-61
5411
Timings California Logistics Center (JN 14274)
4: Haven Av. & Guasti Rd. 01/07/2022
Horizon Year (2040) 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) 383 45 208 80 19 223 63 2728 105 162 1541 110 Future Volume (vph) 383 45 208 80 19 223 63 2728 105 162 1541 110 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: 114.1
Natural Cycle: 125
Control Type: Actuated-Uncoordinated
Splits and Phases: 4: Haven Av. & Guasti Rd.
7.1-62
5412
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 4: Haven Av. & Guasti Rd. 01/07/2022
Horizon Year (2040) 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) 383 45 208 80 19 223 63 2728 105 162 1541 110 Future Volume (veh/h) 383 45 208 80 19 223 63 2728 105 162 1541 110 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 1900 1900 1700 1900 1800 1700 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 395 46 86 82 20 150 65 2812 72 167 1589 89 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 457 372 315 133 176 249 125 3276 807 201 3434 846 Arrive On Green 0.15 0.20 0.20 0.04 0.09 0.09 0.04 0.50 0.50 0.06 0.53 0.53 Sat Flow, veh/h 3141 1900 1610 3141 1900 2685 3141 6536 1610 3141 6536 1610 Grp Volume(v), veh/h 395 46 86 82 20 150 65 2812 72 167 1589 89 Grp Sat Flow(s),veh/h/ln 1570 1900 1610 1570 1900 1342 1570 1634 1610 1570 1634 1610 Q Serve(g_s), s 13.3 2.2 4.9 2.8 1.0 5.8 2.2 40.6 2.5 5.7 16.4 3.0 Cycle Q Clear(g_c), s 13.3 2.2 4.9 2.8 1.0 5.8 2.2 40.6 2.5 5.7 16.4 3.0 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 457 372 315 133 176 249 125 3276 807 201 3434 846 V/C Ratio(X) 0.86 0.12 0.27 0.62 0.11 0.60 0.52 0.86 0.09 0.83 0.46 0.11 Avail Cap(c_a), veh/h 635 740 627 146 444 627 166 3327 820 201 3434 846 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 45.0 35.7 36.8 50.8 44.9 47.0 50.8 23.5 14.0 49.9 16.0 12.9 Incr Delay (d2), s/veh 6.9 0.1 0.5 4.2 0.3 2.3 1.2 2.4 0.0 23.3 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 5.4 1.0 1.9 1.1 0.5 1.9 0.9 14.6 0.8 2.8 5.6 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.9 35.9 37.3 54.9 45.1 49.4 52.0 26.0 14.1 73.2 16.1 12.9 LnGrp LOS DDDDDDDC BEBB
Approach Vol, veh/h 527 252 2949 1845
Approach Delay, s/veh 48.1 50.8 26.3 21.1
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.5 59.9 9.2 27.3 8.9 62.5 20.3 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 7.7 42.6 4.8 6.9 4.2 18.4 15.3 7.8 Green Ext Time (p_c), s 0.0 11.4 0.0 0.5 0.0 15.2 0.4 0.5 Intersection Summary
HCM 6th Ctrl Delay 27.7
HCM 6th LOS C
7.1-63
5413
Timings California Logistics Center (JN 14274)
5: Haven Av. & E. Airport Dr. 01/07/2022
Horizon Year (2040) 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) 288 456 25 579 473 488 2123 18 183 1405 172 Future Volume (vph) 288 456 25 579 473 488 2123 18 183 1405 172 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: 123.6
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Splits and Phases: 5: Haven Av. & E. Airport Dr.
7.1-64
5414
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 5: Haven Av. & E. Airport Dr. 01/07/2022
Horizon Year (2040) 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) 288 456 599 25 579 473 488 2123 18 183 1405 172 Future Volume (veh/h) 288 456 599 25 579 473 488 2123 18 183 1405 172 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 1900 1900 1700 1900 1900 1700 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 294 465 466 26 591 403 498 2166 16 187 1434 135 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 340 640 570 74 974 435 542 2468 608 234 1827 450 Arrive On Green 0.11 0.35 0.35 0.02 0.27 0.27 0.17 0.38 0.38 0.07 0.28 0.28 Sat Flow, veh/h 3141 1805 1609 3141 3610 1610 3141 6536 1610 3141 6536 1610 Grp Volume(v), veh/h 294 465 466 26 591 403 498 2166 16 187 1434 135 Grp Sat Flow(s),veh/h/ln 1570 1805 1609 1570 1805 1610 1570 1634 1610 1570 1634 1610 Q Serve(g_s), s 11.7 28.3 33.3 1.0 18.1 30.8 19.7 39.0 0.8 7.4 25.6 8.3 Cycle Q Clear(g_c), s 11.7 28.3 33.3 1.0 18.1 30.8 19.7 39.0 0.8 7.4 25.6 8.3 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 340 640 570 74 974 435 542 2468 608 234 1827 450 V/C Ratio(X) 0.86 0.73 0.82 0.35 0.61 0.93 0.92 0.88 0.03 0.80 0.78 0.30 Avail Cap(c_a), veh/h 357 640 570 124 1010 450 556 2536 625 238 1875 462 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 55.5 35.5 37.1 60.8 40.3 45.0 51.5 36.7 24.8 57.6 42.1 35.9 Incr Delay (d2), s/veh 17.6 4.1 9.1 1.0 1.0 25.0 19.8 3.8 0.0 15.9 2.2 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.3 12.7 14.0 0.4 7.9 14.9 8.9 15.1 0.3 3.4 10.1 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.1 39.7 46.2 61.9 41.3 70.0 71.3 40.4 24.8 73.5 44.3 36.2 LnGrp LOS E D D E D E E D C E D D
Approach Vol, veh/h 1225 1020 2680 1756
Approach Delay, s/veh 50.2 53.2 46.1 46.8
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.0 54.3 7.6 50.7 26.4 41.9 18.3 40.0 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 9.6 49.1 5.0 44.8 22.4 36.3 14.4 35.4 Max Q Clear Time (g_c+I1), s 9.4 41.0 3.0 35.3 21.7 27.6 13.7 32.8 Green Ext Time (p_c), s 0.0 6.7 0.0 3.9 0.1 5.6 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 48.1
HCM 6th LOS D
7.1-65
5415
HCM 6th TWSC California Logistics Center (JN 14274)
8: Haven Av. & La Salle St. 01/07/2022
Horizon Year (2040) 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 9 1958 6 0 1530
Future Vol, veh/h 0 9 1958 6 0 1530
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 9 2019 6 0 1577
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1013 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 0 206 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 206 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 23.3 0 0
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 206 -
HCM Lane V/C Ratio - - 0.045 -
HCM Control Delay (s) - - 23.3 -
HCM Lane LOS - - C -
HCM 95th %tile Q(veh) - - 0.1 -
7.1-66
5416
Timings California Logistics Center (JN 14274)
9: Haven Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 452 328 245 266 205 66 1959 308 202 1511 328 Future Volume (vph) 452 328 245 266 205 66 1959 308 202 1511 328 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: 117.5
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Splits and Phases: 9: Haven Av. & Jurupa St.
7.1-67
5417
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 9: Haven Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 452 328 65 245 266 205 66 1959 308 202 1511 328 Future Volume (veh/h) 452 328 65 245 266 205 66 1959 308 202 1511 328 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 1900 1900 1700 1900 1900 1800 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 461 335 53 250 271 151 67 1999 220 206 1542 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 524 881 136 299 443 198 85 2463 605 234 3031 Arrive On Green 0.17 0.19 0.19 0.10 0.12 0.12 0.05 0.38 0.38 0.14 0.46 0.00 Sat Flow, veh/h 3141 4533 697 3141 3610 1610 1714 6536 1606 1714 6536 1610 Grp Volume(v), veh/h 461 253 135 250 271 151 67 1999 220 206 1542 0 Grp Sat Flow(s),veh/h/ln 1570 1729 1772 1570 1805 1610 1714 1634 1606 1714 1634 1610 Q Serve(g_s), s 15.6 7.0 7.2 8.5 7.8 9.9 4.2 30.0 10.8 12.9 18.1 0.0 Cycle Q Clear(g_c), s 15.6 7.0 7.2 8.5 7.8 9.9 4.2 30.0 10.8 12.9 18.1 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 524 672 344 299 443 198 85 2463 605 234 3031 V/C Ratio(X) 0.88 0.38 0.39 0.84 0.61 0.76 0.79 0.81 0.36 0.88 0.51 Avail Cap(c_a), veh/h 717 1172 601 299 744 332 162 2617 643 273 3042 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 44.4 38.2 38.3 48.5 45.4 46.3 51.3 30.5 24.6 46.2 20.5 0.0 Incr Delay (d2), s/veh 7.6 0.3 0.7 17.2 1.4 6.0 5.9 1.9 0.4 21.9 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 6.4 2.9 3.1 4.0 3.5 4.2 1.9 11.0 4.0 6.6 6.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.0 38.6 39.1 65.8 46.8 52.4 57.2 32.5 24.9 68.1 20.7 0.0 LnGrp LOS D D D E D D E C C E C
Approach Vol, veh/h 849 672 2286 1748 A
Approach Delay, s/veh 45.9 55.1 32.5 26.3
Approach LOS D E C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.5 47.6 15.0 27.0 10.0 57.1 22.8 19.2 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 17.4 43.7 10.4 37.0 10.3 50.8 24.9 22.5 Max Q Clear Time (g_c+I1), s 14.9 32.0 10.5 9.2 6.2 20.1 17.6 11.9 Green Ext Time (p_c), s 0.1 9.2 0.0 2.2 0.0 12.2 0.6 1.5 Intersection Summary
HCM 6th Ctrl Delay 35.3
HCM 6th LOS D
Notes
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
7.1-68
5418
Timings California Logistics Center (JN 14274)
10: Haven Av. & Mission Bl. 01/07/2022
Horizon Year (2040) 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) 519 655 109 37 449 422 101 1436 57 302 1259 Future Volume (vph) 519 655 109 37 449 422 101 1436 57 302 1259 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: 126.3
Natural Cycle: 125
Control Type: Actuated-Uncoordinated
Splits and Phases: 10: Haven Av. & Mission Bl.
7.1-69
5419
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 10: Haven Av. & Mission Bl. 01/07/2022
Horizon Year (2040) 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) 519 655 109 37 449 422 101 1436 57 302 1259 130 Future Volume (veh/h) 519 655 109 37 449 422 101 1436 57 302 1259 130 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 1700 1900 1900 1700 1900 1900 1800 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 541 682 69 39 468 326 105 1496 39 315 1311 124 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 579 1568 606 91 764 540 128 1605 545 322 2037 193 Arrive On Green 0.18 0.30 0.30 0.03 0.15 0.15 0.07 0.31 0.31 0.19 0.42 0.42 Sat Flow, veh/h 3141 5187 1609 3141 5187 1610 1714 5187 1609 1714 4814 455 Grp Volume(v), veh/h 541 682 69 39 468 326 105 1496 39 315 942 493 Grp Sat Flow(s),veh/h/ln 1570 1729 1609 1570 1729 1610 1714 1729 1609 1714 1729 1811 Q Serve(g_s), s 22.0 13.7 3.6 1.6 11.0 19.1 7.8 36.3 2.1 23.7 28.0 28.0 Cycle Q Clear(g_c), s 22.0 13.7 3.6 1.6 11.0 19.1 7.8 36.3 2.1 23.7 28.0 28.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.25
Lane Grp Cap(c), veh/h 579 1568 606 91 764 540 128 1605 545 322 1463 766 V/C Ratio(X) 0.94 0.43 0.11 0.43 0.61 0.60 0.82 0.93 0.07 0.98 0.64 0.64 Avail Cap(c_a), veh/h 579 1568 606 121 764 540 198 1627 551 322 1463 766 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 52.2 36.4 26.3 61.9 51.9 35.9 59.2 43.5 29.1 52.4 29.7 29.7 Incr Delay (d2), s/veh 22.4 0.2 0.1 1.2 1.5 1.9 8.1 10.1 0.1 43.6 1.0 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.1 5.6 1.3 0.6 4.7 8.4 3.6 16.3 0.8 13.6 11.1 11.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.5 36.6 26.4 63.1 53.3 37.9 67.3 53.6 29.1 96.0 30.6 31.5 LnGrp LOS E D C E D D E D C F C C
Approach Vol, veh/h 1292 833 1640 1750
Approach Delay, s/veh 51.9 47.7 53.9 42.7
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 29.0 46.7 8.4 45.7 14.3 61.4 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 25.7 38.3 3.6 15.7 9.8 30.0 24.0 21.1 Green Ext Time (p_c), s 0.0 1.8 0.0 4.3 0.0 8.6 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 48.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
7.1-70
5420
Timings California Logistics Center (JN 14274)
11: Haven Av. & SR-60 WB Ramps 01/07/2022
Horizon Year (2040) 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) 276 9 509 142 800 1199 457
Future Volume (vph) 276 9 509 142 800 1199 457
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: 74.6
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Splits and Phases: 11: Haven Av. & SR-60 WB Ramps
7.1-71
5421
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 11: Haven Av. & SR-60 WB Ramps 01/07/2022
Horizon Year (2040) 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 0 276 9 509 142 800 0 0 1199 457 Future Volume (veh/h) 0 0 0 276 9 509 142 800 0 0 1199 457 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 1800 1900 1900 1700 1900 0 0 1900 1900 Adj Flow Rate, veh/h 294 0 241 148 833 0 0 1249 309
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 745 0 350 283 2801 0 0 1900 582
Arrive On Green 0.22 0.00 0.22 0.09 0.54 0.00 0.00 0.37 0.37 Sat Flow, veh/h 3429 0 1610 3141 5358 0 0 5358 1590
Grp Volume(v), veh/h 294 0 241 148 833 0 0 1249 309
Grp Sat Flow(s),veh/h/ln 1714 0 1610 1570 1729 0 0 1729 1590 Q Serve(g_s), s 3.5 0.0 6.6 2.2 4.2 0.0 0.0 9.6 7.3
Cycle Q Clear(g_c), s 3.5 0.0 6.6 2.2 4.2 0.0 0.0 9.6 7.3 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 745 0 350 283 2801 0 0 1900 582
V/C Ratio(X) 0.39 0.00 0.69 0.52 0.30 0.00 0.00 0.66 0.53 Avail Cap(c_a), veh/h 2669 0 1254 394 4483 0 0 3387 1038 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 16.0 0.0 17.2 20.8 6.0 0.0 0.0 12.6 11.9 Incr Delay (d2), s/veh 0.3 0.0 2.4 1.5 0.0 0.0 0.0 0.1 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 2.2 0.7 0.8 0.0 0.0 2.6 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.3 0.0 19.6 22.3 6.0 0.0 0.0 12.8 12.2 LnGrp LOS B A B C AAABB
Approach Vol, veh/h 535 981 1558
Approach Delay, s/veh 17.8 8.5 12.7
Approach LOS B A B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 31.6 8.3 23.3 16.2
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 6.2 4.2 11.6 8.6
Green Ext Time (p_c), s 3.5 0.1 5.9 1.8
Intersection Summary
HCM 6th Ctrl Delay 12.2
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.
7.1-72
5422
Timings California Logistics Center (JN 14274)
12: Haven Av. & SR-60 EB Ramps 01/07/2022
Horizon Year (2040) 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) 340 7 154 602 609 866
Future Volume (vph) 340 7 154 602 609 866
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: 64.9
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Splits and Phases: 12: Haven Av. & SR-60 EB Ramps
7.1-73
5423
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 12: Haven Av. & SR-60 EB Ramps 01/07/2022
Horizon Year (2040) 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) 340 7 154 0 0 0 0 602 195 609 866 0 Future Volume (veh/h) 340 7 154 0 0 0 0 602 195 609 866 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 1800 1900 1900 0 1900 1900 1700 1900 0 Adj Flow Rate, veh/h 372 0 56 0 647 149 655 931 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 1007 228 865 3092 0
Arrive On Green 0.17 0.00 0.17 0.00 0.24 0.24 0.28 0.60 0.00 Sat Flow, veh/h 3429 0 1610 0 4398 959 3141 5358 0
Grp Volume(v), veh/h 372 0 56 0 527 269 655 931 0
Grp Sat Flow(s),veh/h/ln 1714 0 1610 0 1729 1727 1570 1729 0 Q Serve(g_s), s 4.9 0.0 1.5 0.0 6.7 6.8 9.3 4.3 0.0
Cycle Q Clear(g_c), s 4.9 0.0 1.5 0.0 6.7 6.8 9.3 4.3 0.0 Prop In Lane 1.00 1.00 0.00 0.55 1.00 0.00
Lane Grp Cap(c), veh/h 574 0 270 0 824 412 865 3092 0
V/C Ratio(X) 0.65 0.00 0.21 0.00 0.64 0.65 0.76 0.30 0.00 Avail Cap(c_a), veh/h 1494 0 702 0 1870 934 1744 6110 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 18.9 0.0 17.5 0.0 16.7 16.7 16.1 4.8 0.0 Incr Delay (d2), s/veh 1.2 0.0 0.4 0.0 0.3 0.7 1.4 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 1.7 0.0 0.5 0.0 2.1 2.1 2.6 0.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.1 0.0 17.8 0.0 17.0 17.4 17.5 4.9 0.0 LnGrp LOS C A B ABBBAA
Approach Vol, veh/h 428 796 1586
Approach Delay, s/veh 19.8 17.1 10.1
Approach LOS B B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 17.4 17.3 13.9 34.7
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 11.3 8.8 6.9 6.3
Green Ext Time (p_c), s 2.1 2.8 1.2 4.1
Intersection Summary
HCM 6th Ctrl Delay 13.6
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.
7.1-74
5424
Timings California Logistics Center (JN 14274)
22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy. 01/07/2022 Horizon Year (2040) 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) 248 289 2 1 385 78 37 17 49 29 457 Future Volume (vph) 248 289 2 1 385 78 37 17 49 29 457
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: 64.8
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Splits and Phases: 22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy.
7.1-75
5425
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy. 01/07/2022 Horizon Year (2040) 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) 248 289 2 1 385 78 37 17 18 49 29 457 Future Volume (veh/h) 248 289 2 1 385 78 37 17 18 49 29 457 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 1800 1900 1900 1800 1900 1900 1800 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 282 328 2 1 438 56 42 19 20 56 33 307 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 339 1417 632 3 709 316 74 324 289 89 682 1095 Arrive On Green 0.20 0.39 0.39 0.00 0.20 0.20 0.04 0.18 0.18 0.05 0.19 0.19 Sat Flow, veh/h 1714 3610 1610 1714 3610 1610 1714 1805 1610 1714 3610 2834 Grp Volume(v), veh/h 282 328 2 1 438 56 42 19 20 56 33 307 Grp Sat Flow(s),veh/h/ln 1714 1805 1610 1714 1805 1610 1714 1805 1610 1714 1805 1417 Q Serve(g_s), s 8.8 3.4 0.0 0.0 6.2 1.6 1.3 0.5 0.6 1.8 0.4 4.1 Cycle Q Clear(g_c), s 8.8 3.4 0.0 0.0 6.2 1.6 1.3 0.5 0.6 1.8 0.4 4.1 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 339 1417 632 3 709 316 74 324 289 89 682 1095 V/C Ratio(X) 0.83 0.23 0.00 0.32 0.62 0.18 0.57 0.06 0.07 0.63 0.05 0.28 Avail Cap(c_a), veh/h 876 3534 1576 154 2014 898 197 994 887 284 2170 2263 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 21.4 11.3 10.3 27.7 20.4 18.6 26.1 18.9 18.9 25.8 18.5 11.7 Incr Delay (d2), s/veh 2.1 0.1 0.0 21.0 0.9 0.3 2.6 0.1 0.1 2.7 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 1.1 0.0 0.0 2.3 0.5 0.5 0.2 0.2 0.7 0.2 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.5 11.4 10.3 48.7 21.3 18.9 28.7 19.0 19.0 28.5 18.5 11.9 LnGrp LOS C B B D C B C B B C B B
Approach Vol, veh/h 612 495 81 396
Approach Delay, s/veh 16.9 21.1 24.0 14.8
Approach LOS B C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.5 15.8 4.7 27.6 7.0 16.3 15.6 16.7 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 9.2 30.6 5.0 54.4 6.4 33.4 28.4 31.0 Max Q Clear Time (g_c+I1), s 3.8 2.6 2.0 5.4 3.3 6.1 10.8 8.2 Green Ext Time (p_c), s 0.0 0.1 0.0 2.1 0.0 1.4 0.3 2.8 Intersection Summary
HCM 6th Ctrl Delay 18.1
HCM 6th LOS B
7.1-76
5426
HCM 6th AWSC California Logistics Center (JN 14274)
26: Carnegie Av. & Santa Ana St. 01/07/2022
Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 8
Intersection
Intersection Delay, s/veh 7
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 3 18 54 5 2 30
Future Vol, veh/h 3 18 54 5 2 30
Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79
Heavy Vehicles, % 0 00000
Mvmt Flow 4 23 68 6 3 38
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 6.2 7.5 6.7
HCM LOS A A A
Lane NBLn1 NBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3
Vol Left, % 0% 0% 100% 10% 0% 100% 0% 0%
Vol Thru, % 100% 78% 0% 0% 0% 0% 100% 100%
Vol Right, % 0% 22% 0% 90% 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 36 23 2 10 9 2 15 15
LT Vol 00210200
Through Vol 36 18 0 0 0 0 15 15
RT Vol 05099000
Lane Flow Rate 46 29 3 13 11 3 19 19
Geometry Grp 88777888
Degree of Util (X) 0.058 0.036 0.004 0.014 0.007 0.004 0.025 0.016 Departure Headway (Hd) 4.602 4.45 5.187 4.107 2.287 5.15 4.649 2.948 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 780 806 685 863 1531 693 767 1203
Service Time 2.32 2.168 2.952 1.872 0.052 2.894 2.394 0.693 HCM Lane V/C Ratio 0.059 0.036 0.004 0.015 0.007 0.004 0.025 0.016 HCM Control Delay 7.6 7.3 8 6.9 5.1 7.9 7.5 5.7
HCM Lane LOS AAAAAAAA
HCM 95th-tile Q 0.2 0.1 0 0 0 0 0.1 0
7.1-77
5427
HCM 6th AWSC California Logistics Center (JN 14274)
29: Carnegie Av. & La Salle St. 01/07/2022
Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 9
Intersection
Intersection Delay, s/veh 7.6
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 18 6 65 41 19 14
Future Vol, veh/h 18 6 65 41 19 14
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles, % 0 00000
Mvmt Flow 19 6 69 44 20 15
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 7.9 7.7 7.3
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% 31%
Vol Right, % 0% 0% 0% 0% 100% 0% 69%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 65 21 21 18 6 13 20
LT Vol 65 0 0 18 0 0 0
Through Vol 0 21 21 0 0 13 6
RT Vol 0 0 0 0 6 0 14
Lane Flow Rate 69 22 22 19 6 13 22
Geometry Grp 8888888
Degree of Util (X) 0.098 0.028 0.018 0.029 0.007 0.018 0.025 Departure Headway (Hd) 5.097 4.597 2.896 5.372 4.172 4.696 4.213 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 701 776 1224 670 863 752 836
Service Time 2.843 2.343 0.641 3.072 1.872 2.49 2.007
HCM Lane V/C Ratio 0.098 0.028 0.018 0.028 0.007 0.017 0.026 HCM Control Delay 8.4 7.5 5.7 8.2 6.9 7.6 7.1
HCM Lane LOS AAAAAAA
HCM 95th-tile Q 0.3 0.1 0.1 0.1 0 0.1 0.1
7.1-78
5428
Timings California Logistics Center (JN 14274)
31: Carnegie Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 81 819 4 599 16 6 2 13 34
Future Volume (vph) 81 819 4 599 16 6 2 13 34
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: 28.3
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Splits and Phases: 31: Carnegie Av. & Jurupa St.
7.1-79
5429
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 31: Carnegie Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 81 819 18 4 599 16 6 0 2 13 0 34 Future Volume (veh/h) 81 819 18 4 599 16 6 0 2 13 0 34
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 1800 1900 1900 1800 1900 1900 1800 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 84 853 19 4 624 16 6 0 0 14 0 10
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 592 2696 60 535 1864 821 328 71 60 328 71 60 Arrive On Green 0.52 0.52 0.52 0.52 0.52 0.52 0.04 0.00 0.00 0.04 0.00 0.04 Sat Flow, veh/h 759 5221 116 611 3610 1590 1352 1900 1610 1364 1900 1610 Grp Volume(v), veh/h 84 565 307 4 624 16 6 0 0 14 0 10
Grp Sat Flow(s),veh/h/ln 759 1729 1879 611 1805 1590 1352 1900 1610 1364 1900 1610 Q Serve(g_s), s 1.9 2.5 2.5 0.1 2.6 0.1 0.1 0.0 0.0 0.3 0.0 0.2 Cycle Q Clear(g_c), s 4.5 2.5 2.5 2.6 2.6 0.1 0.1 0.0 0.0 0.3 0.0 0.2 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 592 1785 970 535 1864 821 328 71 60 328 71 60 V/C Ratio(X) 0.14 0.32 0.32 0.01 0.33 0.02 0.02 0.00 0.00 0.04 0.00 0.17 Avail Cap(c_a), veh/h 2338 9737 5291 1941 10165 4478 2170 2660 2255 2124 2573 2180 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 5.0 3.6 3.6 4.4 3.7 3.1 12.1 0.0 0.0 12.2 0.0 12.1 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 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 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 5.1 3.7 3.8 4.4 3.8 3.1 12.1 0.0 0.0 12.2 0.0 13.4 LnGrp LOS AAAAAABAABAB
Approach Vol, veh/h 956 644 6 24
Approach Delay, s/veh 3.9 3.8 12.1 12.7
Approach LOS AABB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 6.8 19.2 6.8 19.2
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 6.5 2.3 4.6
Green Ext Time (p_c), s 0.0 6.9 0.0 4.4
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.
7.1-80
5430
HCM 6th AWSC California Logistics Center (JN 14274)
37: Commerce Pkwy. & Santa Ana St. 01/07/2022
Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 12
Intersection
Intersection Delay, s/veh 11
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 5 0 20 3 131 3 348 11 44 272 15
Future Vol, veh/h 2 5 0 20 3 131 3 348 11 44 272 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 Heavy Vehicles, % 0 00000000000
Mvmt Flow 2 5 0 22 3 142 3 378 12 48 296 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 9.2 10.3 11.7 10.7
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% 86% Vol Right, % 0% 0% 9% 0% 0% 0% 0% 0% 99% 0% 0% 14%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 3 232 127 2 3 3 20 2 132 44 181 106 LT Vol 3 0 0 2 0 0 20 0 0 44 0 0
Through Vol 0 232 116 0 3 3 0 2 1 0 181 91
RT Vol 0 0 11 0 0 0 0 0 131 0 0 15
Lane Flow Rate 3 252 138 2 3 3 22 2 143 48 197 115
Geometry Grp 888888888888
Degree of Util (X) 0.006 0.409 0.222 0.004 0.005 0.004 0.043 0.004 0.233 0.085 0.323 0.185 Departure Headway (Hd) 6.337 5.837 5.777 7.411 6.911 5.211 7.041 6.541 5.846 6.403 5.903 5.804 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 566 618 623 483 518 685 509 547 614 561 609 619
Service Time 4.066 3.566 3.506 5.157 4.657 2.957 4.777 4.277 3.582 4.132 3.632 3.533 HCM Lane V/C Ratio 0.005 0.408 0.222 0.004 0.006 0.004 0.043 0.004 0.233 0.086 0.323 0.186 HCM Control Delay 9.1 12.6 10.2 10.2 9.7 8 10.1 9.3 10.4 9.7 11.4 9.9 HCM Lane LOS ABBBAABABABA
HCM 95th-tile Q 0 2 0.8 0 0 0 0.1 0 0.9 0.3 1.4 0.7
7.1-81
5431
Timings California Logistics Center (JN 14274)
41: Commerce Pkwy. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 88 733 11 569 229 14 41 239 17 35
Future Volume (vph) 88 733 11 569 229 14 41 239 17 35
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: 69.2
Natural Cycle: 85
Control Type: Actuated-Uncoordinated
Splits and Phases: 41: Commerce Pkwy. & Jurupa St.
7.1-82
5432
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 41: Commerce Pkwy. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 88 733 13 11 569 229 14 41 55 239 17 35 Future Volume (veh/h) 88 733 13 11 569 229 14 41 55 239 17 35 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 1800 1900 1900 1800 1900 1900 1800 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 92 764 12 11 593 0 15 43 38 249 18 21 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 121 1640 26 24 922 32 153 135 376 491 416
Arrive On Green 0.07 0.31 0.31 0.01 0.26 0.00 0.02 0.16 0.16 0.11 0.26 0.26 Sat Flow, veh/h 1714 5261 83 1714 3610 1610 1714 930 822 3326 1900 1610 Grp Volume(v), veh/h 92 502 274 11 593 0 15 0 81 249 18 21 Grp Sat Flow(s),veh/h/ln 1714 1729 1885 1714 1805 1610 1714 0 1752 1663 1900 1610 Q Serve(g_s), s 2.8 6.1 6.1 0.3 7.7 0.0 0.5 0.0 2.1 3.8 0.4 0.5 Cycle Q Clear(g_c), s 2.8 6.1 6.1 0.3 7.7 0.0 0.5 0.0 2.1 3.8 0.4 0.5 Prop In Lane 1.00 0.04 1.00 1.00 1.00 0.47 1.00 1.00
Lane Grp Cap(c), veh/h 121 1078 588 24 922 32 0 287 376 491 416 V/C Ratio(X) 0.76 0.47 0.47 0.45 0.64 0.47 0.00 0.28 0.66 0.04 0.05 Avail Cap(c_a), veh/h 504 2851 1554 209 2356 209 0 1117 1104 1566 1327 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 23.9 14.5 14.5 25.6 17.4 0.0 25.5 0.0 19.2 22.3 14.5 14.6 Incr Delay (d2), s/veh 3.7 0.3 0.6 4.9 0.8 0.0 3.9 0.0 0.5 0.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 1.9 2.2 0.2 2.7 0.0 0.2 0.0 0.9 1.3 0.1 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.6 14.8 15.1 30.5 18.1 0.0 29.3 0.0 19.7 23.0 14.6 14.6 LnGrp LOS C B B C B C A B C B B
Approach Vol, veh/h 868 604 A 96 288
Approach Delay, s/veh 16.3 18.4 21.2 21.9
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.5 14.4 5.3 22.1 5.6 19.3 8.3 19.2 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 5.8 4.1 2.3 8.1 2.5 2.5 4.8 9.7 Green Ext Time (p_c), s 0.3 0.4 0.0 5.0 0.0 0.1 0.1 3.7 Intersection Summary
HCM 6th Ctrl Delay 18.1
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.
7.1-83
5433
HCM 6th AWSC California Logistics Center (JN 14274)
45: Doubleday Av. & Santa Ana St. 01/07/2022
Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 15
Intersection
Intersection Delay, s/veh 8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 44 10 7 132 6 18 1 14 2 0 4
Future Vol, veh/h 6 44 10 7 132 6 18 1 14 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 8 55 13 9 165 8 23 1 18 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 8.1 8 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% 59% 0% 100% 88% 0% 100% 0% Vol Right, % 0% 0% 98% 0% 0% 41% 0% 0% 12% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 18 1 14 6 29 25 7 88 50 2 0 4
LT Vol 18 0 0 6 0 0 7 0 0 2 0 0
Through Vol 0 1 0 0 29 15 0 88 44 0 0 0
RT Vol 0 0 14 0 0 10 0 0 6 0 0 4
Lane Flow Rate 22 1 18 8 37 31 9 110 62 2 0 5
Geometry Grp 888888888888
Degree of Util (X) 0.035 0.001 0.022 0.011 0.051 0.04 0.013 0.146 0.082 0.004 0 0.006 Departure Headway (Hd) 5.653 5.154 4.471 5.477 4.977 4.693 5.291 4.79 4.706 5.726 5.226 4.526 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 635 697 803 656 722 766 681 754 766 627 0 792
Service Time 3.368 2.868 2.186 3.188 2.688 2.404 2.991 2.49 2.406 3.444 2.944 2.244 HCM Lane V/C Ratio 0.035 0.001 0.022 0.012 0.051 0.04 0.013 0.146 0.081 0.003 0 0.006 HCM Control Delay 8.6 7.9 7.3 8.2 8 7.6 8.1 8.3 7.8 8.5 7.9 7.3 HCM Lane LOS AAAAAAAAAANA
HCM 95th-tile Q 0.1 0 0.1 0 0.2 0.1 0 0.5 0.3 0 0 0
7.1-84
5434
HCM 6th AWSC California Logistics Center (JN 14274)
47: Dupont Av. & Santa Ana St. 01/07/2022
Horizon Year (2040) Without Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 16
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 10 34 10 15 90 26 38 80 24 10 44 12
Future Vol, veh/h 10 34 10 15 90 26 38 80 24 10 44 12
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 13 43 13 19 113 33 48 100 30 13 55 15
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 8.5 8.6 8.4
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% 54% 0% 100% 55% Vol Right, % 0% 0% 47% 0% 0% 47% 0% 0% 46% 0% 0% 45%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 38 53 51 10 23 21 15 60 56 10 29 27 LT Vol 38 0 0 10 0 0 15 0 0 10 0 0
Through Vol 0 53 27 0 23 11 0 60 30 0 29 15
RT Vol 0 0 24 0 0 10 0 0 26 0 0 12
Lane Flow Rate 48 67 63 12 28 27 19 75 70 12 37 33
Geometry Grp 888888888888
Degree of Util (X) 0.076 0.098 0.087 0.021 0.043 0.038 0.03 0.111 0.097 0.021 0.056 0.048 Departure Headway (Hd) 5.787 5.287 4.955 6.009 5.509 5.181 5.832 5.332 5.007 5.965 5.465 5.15 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 618 677 721 594 648 688 613 671 714 599 653 693
Service Time 3.529 3.029 2.697 3.762 3.262 2.934 3.576 3.076 2.751 3.713 3.213 2.898 HCM Lane V/C Ratio 0.078 0.099 0.087 0.02 0.043 0.039 0.031 0.112 0.098 0.02 0.057 0.048 HCM Control Delay 9 8.6 8.2 8.9 8.5 8.1 8.8 8.7 8.3 8.8 8.5 8.2 HCM Lane LOS AAAAAAAAAAAA
HCM 95th-tile Q 0.2 0.3 0.3 0.1 0.1 0.1 0.1 0.4 0.3 0.1 0.2 0.2
7.1-85
5435
HCM 6th TWSC California Logistics Center (JN 14274)
48: Dupont Av. & Doubleday Av. 01/07/2022
Horizon Year (2040) 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 6 28 21 102 91 10
Future Vol, veh/h 6 28 21 102 91 10
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 8 37 28 134 120 13
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 250 67 133 0 - 0
Stage 1 127 -----
Stage 2 123 -----
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 723 989 1464 - - -
Stage 1 891 -----
Stage 2 895 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 709 989 1464 - - -
Mov Cap-2 Maneuver 783 -----
Stage 1 874 -----
Stage 2 895 -----
Approach EB NB SB
HCM Control Delay, s 8.9 1.3 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1464 - 783 989 - -
HCM Lane V/C Ratio 0.019 - 0.01 0.037 - -
HCM Control Delay (s) 7.5 - 9.6 8.8 - -
HCM Lane LOS A - A A - -
HCM 95th %tile Q(veh) 0.1 - 0 0.1 - -
7.1-86
5436
Timings California Logistics Center (JN 14274)
50: Dupont Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 46 931 64 718 42 27 47 25
Future Volume (vph) 46 931 64 718 42 27 47 25
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: 48.8
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Splits and Phases: 50: Dupont Av. & Jurupa St.
7.1-87
5437
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 50: Dupont Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 46 931 13 64 718 54 42 27 110 47 25 37 Future Volume (veh/h) 46 931 13 64 718 54 42 27 110 47 25 37 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 1800 1900 1900 1800 1900 1900 1800 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 49 1001 13 69 772 52 45 29 89 51 27 16 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 88 1893 25 111 1846 124 435 393 350 374 491 266 Arrive On Green 0.05 0.36 0.36 0.06 0.37 0.37 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1714 5277 69 1714 4961 333 1312 1805 1610 1226 2259 1225 Grp Volume(v), veh/h 49 656 358 69 537 287 45 29 89 51 21 22 Grp Sat Flow(s),veh/h/ln 1714 1729 1888 1714 1729 1835 1312 1805 1610 1226 1805 1679 Q Serve(g_s), s 1.2 6.6 6.6 1.7 5.1 5.1 1.2 0.6 2.0 1.6 0.4 0.5 Cycle Q Clear(g_c), s 1.2 6.6 6.6 1.7 5.1 5.1 1.7 0.6 2.0 3.6 0.4 0.5 Prop In Lane 1.00 0.04 1.00 0.18 1.00 1.00 1.00 0.73
Lane Grp Cap(c), veh/h 88 1240 677 111 1287 683 435 393 350 374 393 365 V/C Ratio(X) 0.56 0.53 0.53 0.62 0.42 0.42 0.10 0.07 0.25 0.14 0.05 0.06 Avail Cap(c_a), veh/h 600 3867 2111 678 4024 2135 1271 1543 1376 1155 1543 1435 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 20.4 11.2 11.2 20.0 10.3 10.3 14.3 13.7 14.3 15.7 13.6 13.7 Incr Delay (d2), s/veh 2.1 0.4 0.6 2.1 0.2 0.4 0.1 0.1 0.4 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 0.5 1.8 2.0 0.6 1.4 1.5 0.3 0.2 0.6 0.4 0.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.4 11.5 11.8 22.2 10.5 10.7 14.4 13.8 14.6 15.9 13.7 13.7 LnGrp LOS C B B C BBBBBBBB
Approach Vol, veh/h 1063 893 163 94
Approach Delay, s/veh 12.1 11.4 14.4 14.9
Approach LOS BBBB
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 15.0 7.4 21.6 15.0 6.9 22.2
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 4.0 3.7 8.6 5.6 3.2 7.1
Green Ext Time (p_c), s 0.8 0.0 7.2 0.4 0.0 5.6
Intersection Summary
HCM 6th Ctrl Delay 12.1
HCM 6th LOS B
7.1-88
5438
Timings California Logistics Center (JN 14274)
51: Milliken Av. & E. Airport Dr. 01/07/2022
Horizon Year (2040) 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) 224 231 33 86 254 33 943 139 859 111 Future Volume (vph) 224 231 33 86 254 33 943 139 859 111 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: 90
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Splits and Phases: 51: Milliken Av. & E. Airport Dr.
7.1-89
5439
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 51: Milliken Av. & E. Airport Dr. 01/07/2022
Horizon Year (2040) 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) 224 231 33 86 254 323 33 943 60 139 859 111 Future Volume (veh/h) 224 231 33 86 254 323 33 943 60 139 859 111 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 1700 1900 1900 1800 1900 1900 1700 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 226 233 12 87 257 204 33 953 54 140 868 65 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 318 843 376 111 383 293 107 1433 81 177 1838 734 Arrive On Green 0.10 0.23 0.23 0.06 0.20 0.20 0.03 0.29 0.29 0.10 0.35 0.35 Sat Flow, veh/h 3141 3610 1610 1714 1947 1490 3141 5018 284 1714 5187 1610 Grp Volume(v), veh/h 226 233 12 87 238 223 33 656 351 140 868 65 Grp Sat Flow(s),veh/h/ln 1570 1805 1610 1714 1805 1632 1570 1729 1844 1714 1729 1610 Q Serve(g_s), s 4.7 3.6 0.4 3.4 8.2 8.6 0.7 11.3 11.4 5.4 8.8 1.5 Cycle Q Clear(g_c), s 4.7 3.6 0.4 3.4 8.2 8.6 0.7 11.3 11.4 5.4 8.8 1.5 Prop In Lane 1.00 1.00 1.00 0.91 1.00 0.15 1.00 1.00
Lane Grp Cap(c), veh/h 318 843 376 111 355 321 107 988 527 177 1838 734 V/C Ratio(X) 0.71 0.28 0.03 0.79 0.67 0.70 0.31 0.66 0.67 0.79 0.47 0.09 Avail Cap(c_a), veh/h 655 2369 1057 324 1150 1040 232 1707 910 461 3573 1272 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 29.4 21.2 20.0 31.2 25.1 25.3 31.9 21.3 21.3 29.6 16.9 10.4 Incr Delay (d2), s/veh 1.1 0.2 0.0 4.6 2.2 2.7 0.6 0.8 1.5 3.0 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 1.7 1.4 0.1 1.4 3.4 3.2 0.2 4.0 4.4 2.1 2.9 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.6 21.4 20.1 35.7 27.3 28.0 32.5 22.1 22.8 32.7 17.1 10.5 LnGrp LOS CCCDCCCCCCBB
Approach Vol, veh/h 471 548 1040 1073
Approach Delay, s/veh 25.8 28.9 22.6 18.7
Approach LOS C C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.6 25.5 9.0 21.6 6.9 30.2 11.4 19.1 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 18.2 33.4 12.8 44.4 5.0 46.6 14.1 43.1 Max Q Clear Time (g_c+I1), s 7.4 13.4 5.4 5.6 2.7 10.8 6.7 10.6 Green Ext Time (p_c), s 0.1 5.9 0.0 1.4 0.0 6.3 0.2 2.7 Intersection Summary
HCM 6th Ctrl Delay 22.9
HCM 6th LOS C
7.1-90
5440
Timings California Logistics Center (JN 14274)
52: Milliken Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 122 754 221 376 561 171 752 352 241 907 59 Future Volume (vph) 122 754 221 376 561 171 752 352 241 907 59 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: 95.5
Natural Cycle: 100
Control Type: Actuated-Uncoordinated
Splits and Phases: 52: Milliken Av. & Jurupa St.
7.1-91
5441
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 52: Milliken Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 122 754 221 376 561 97 171 752 352 241 907 59 Future Volume (veh/h) 122 754 221 376 561 97 171 752 352 241 907 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 1900 1900 1700 1900 1900 1700 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 127 785 137 392 584 84 178 783 248 251 945 29 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 194 1207 504 480 1487 211 253 1238 384 332 1369 524 Arrive On Green 0.06 0.23 0.23 0.15 0.32 0.32 0.08 0.24 0.24 0.11 0.26 0.26 Sat Flow, veh/h 3141 5187 1608 3141 4590 651 3141 5187 1610 3141 5187 1610 Grp Volume(v), veh/h 127 785 137 392 438 230 178 783 248 251 945 29 Grp Sat Flow(s),veh/h/ln 1570 1729 1608 1570 1729 1783 1570 1729 1610 1570 1729 1610 Q Serve(g_s), s 3.1 10.7 5.0 9.5 7.7 7.9 4.3 10.6 10.9 6.1 12.9 1.0 Cycle Q Clear(g_c), s 3.1 10.7 5.0 9.5 7.7 7.9 4.3 10.6 10.9 6.1 12.9 1.0 Prop In Lane 1.00 1.00 1.00 0.37 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 194 1207 504 480 1120 578 253 1238 384 332 1369 524 V/C Ratio(X) 0.66 0.65 0.27 0.82 0.39 0.40 0.70 0.63 0.65 0.76 0.69 0.06 Avail Cap(c_a), veh/h 344 2180 806 816 1973 1017 448 2061 640 568 2259 801 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 36.0 27.2 20.2 32.2 20.5 20.6 35.2 26.8 26.9 34.1 26.0 18.2 Incr Delay (d2), s/veh 1.4 0.6 0.3 1.3 0.2 0.4 1.3 0.5 1.8 1.3 0.6 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 1.2 4.1 1.7 3.4 2.8 3.0 1.6 4.0 4.0 2.2 4.8 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.4 27.8 20.5 33.5 20.8 21.0 36.5 27.3 28.7 35.5 26.6 18.2 LnGrp LOS DCCCCCDCCDCB
Approach Vol, veh/h 1049 1060 1209 1225
Approach Delay, s/veh 28.0 25.5 29.0 28.3
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.9 24.9 16.6 24.1 10.9 26.9 9.4 31.2 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 8.1 12.9 11.5 12.7 6.3 14.9 5.1 9.9 Green Ext Time (p_c), s 0.2 5.4 0.5 5.4 0.1 5.8 0.1 4.3 Intersection Summary
HCM 6th Ctrl Delay 27.8
HCM 6th LOS C
7.1-92
5442
Timings California Logistics Center (JN 14274)
53: Milliken Av. & Mission Bl. 01/07/2022
Horizon Year (2040) 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) 522 1 16 5 135 171 854 242 1246 390 Future Volume (vph) 522 1 16 5 135 171 854 242 1246 390 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: 100.8
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Splits and Phases: 53: Milliken Av. & Mission Bl.
7.1-93
5443
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 53: Milliken Av. & Mission Bl. 01/07/2022
Horizon Year (2040) 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) 522 1 81 16 5 135 171 854 20 242 1246 390 Future Volume (veh/h) 522 1 81 16 5 135 171 854 20 242 1246 390 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 1900 1900 1800 1900 1900 1700 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 549 1 78 17 0 108 180 899 21 255 1312 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 635 6 473 33 0 368 250 1701 40 330 1824
Arrive On Green 0.20 0.30 0.30 0.02 0.00 0.11 0.08 0.33 0.33 0.10 0.35 0.00 Sat Flow, veh/h 3141 20 1593 1714 0 3220 3141 5214 122 3141 5187 1610 Grp Volume(v), veh/h 549 0 79 17 0 108 180 596 324 255 1312 0 Grp Sat Flow(s),veh/h/ln 1570 0 1613 1714 0 1610 1570 1729 1878 1570 1729 1610 Q Serve(g_s), s 14.7 0.0 3.1 0.9 0.0 2.7 4.9 12.2 12.2 6.9 19.1 0.0 Cycle Q Clear(g_c), s 14.7 0.0 3.1 0.9 0.0 2.7 4.9 12.2 12.2 6.9 19.1 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 635 0 479 33 0 368 250 1128 613 330 1824 V/C Ratio(X) 0.86 0.00 0.16 0.51 0.00 0.29 0.72 0.53 0.53 0.77 0.72 Avail Cap(c_a), veh/h 1136 0 697 107 0 427 449 1705 926 593 2796 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 22.5 42.2 0.0 35.2 39.0 23.8 23.8 37.8 24.4 0.0 Incr Delay (d2), s/veh 1.4 0.0 0.2 4.5 0.0 0.4 1.5 0.4 0.7 1.5 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 5.2 0.0 1.1 0.4 0.0 1.0 1.8 4.5 5.0 2.5 7.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.9 0.0 22.7 46.6 0.0 35.7 40.5 24.2 24.5 39.3 25.0 0.0 LnGrp LOS C A C D A DDCCDC
Approach Vol, veh/h 628 125 1100 1567 A
Approach Delay, s/veh 33.4 37.2 27.0 27.3
Approach LOS CDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.7 34.5 6.3 32.3 11.5 36.7 22.1 16.4 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 8.9 14.2 2.9 5.1 6.9 21.1 16.7 4.7 Green Ext Time (p_c), s 0.3 5.8 0.0 0.4 0.1 9.5 0.9 0.1 Intersection Summary
HCM 6th Ctrl Delay 28.7
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.
7.1-94
5444
Timings California Logistics Center (JN 14274)
54: I-15 SB Ramps & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 1222 492 438 642 217 7 423
Future Volume (vph) 1222 492 438 642 217 7 423
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: 78.6
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Splits and Phases: 54: I-15 SB Ramps & Jurupa St.
7.1-95
5445
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 54: I-15 SB Ramps & Jurupa St. 01/07/2022
Horizon Year (2040) 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 1222 492 438 642 0 0 0 0 217 7 423 Future Volume (veh/h) 0 1222 492 438 642 0 0 0 0 217 7 423 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 1900 1900 1700 1900 0 1800 1900 1900 Adj Flow Rate, veh/h 0 1300 330 466 683 0 156 0 419
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 2093 591 581 3296 0 311 0 584
Arrive On Green 0.00 0.37 0.37 0.18 0.64 0.00 0.18 0.00 0.18 Sat Flow, veh/h 0 5700 1610 3141 5358 0 1714 0 3220
Grp Volume(v), veh/h 0 1300 330 466 683 0 156 0 419
Grp Sat Flow(s),veh/h/ln 0 1900 1610 1570 1729 0 1714 0 1610 Q Serve(g_s), s 0.0 11.2 9.8 8.5 3.3 0.0 4.9 0.0 7.4
Cycle Q Clear(g_c), s 0.0 11.2 9.8 8.5 3.3 0.0 4.9 0.0 7.4 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2093 591 581 3296 0 311 0 584
V/C Ratio(X) 0.00 0.62 0.56 0.80 0.21 0.00 0.50 0.00 0.72 Avail Cap(c_a), veh/h 0 3510 991 941 5179 0 542 0 1018
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 15.6 15.1 23.4 4.6 0.0 22.1 0.0 23.1 Incr Delay (d2), s/veh 0.0 0.2 0.6 1.0 0.0 0.0 1.3 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 %ile BackOfQ(50%),veh/ln 0.0 4.0 3.0 2.8 0.7 0.0 1.8 0.0 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 15.8 15.7 24.4 4.6 0.0 23.4 0.0 24.8 LnGrp LOS A B B C A A C A C
Approach Vol, veh/h 1630 1149 575
Approach Delay, s/veh 15.8 12.7 24.4
Approach LOS B B C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 16.1 28.1 15.9 44.2
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 10.5 13.2 9.4 5.3
Green Ext Time (p_c), s 0.6 8.8 1.5 3.9
Intersection Summary
HCM 6th Ctrl Delay 16.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.
7.1-96
5446
Timings California Logistics Center (JN 14274)
55: I-15 NB Ramps & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 548 891 976 491 104 1 320
Future Volume (vph) 548 891 976 491 104 1 320
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: 64.6
Natural Cycle: 50
Control Type: Actuated-Uncoordinated
Splits and Phases: 55: I-15 NB Ramps & Jurupa St.
7.1-97
5447
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 55: I-15 NB Ramps & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 548 891 0 0 976 491 104 1 320 0 0 0 Future Volume (veh/h) 548 891 0 0 976 491 104 1 320 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 1900 0 0 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 565 919 0 0 1006 375 72 0 251
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 709 3512 0 0 1882 584 217 0 408
Arrive On Green 0.23 0.68 0.00 0.00 0.36 0.36 0.13 0.00 0.13 Sat Flow, veh/h 3141 5358 0 0 5358 1610 1714 0 3220
Grp Volume(v), veh/h 565 919 0 0 1006 375 72 0 251
Grp Sat Flow(s),veh/h/ln 1570 1729 0 0 1729 1610 1714 0 1610 Q Serve(g_s), s 8.8 3.6 0.0 0.0 8.0 10.1 2.0 0.0 3.8
Cycle Q Clear(g_c), s 8.8 3.6 0.0 0.0 8.0 10.1 2.0 0.0 3.8 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 709 3512 0 0 1882 584 217 0 408
V/C Ratio(X) 0.80 0.26 0.00 0.00 0.53 0.64 0.33 0.00 0.62 Avail Cap(c_a), veh/h 1414 6375 0 0 3582 1112 524 0 985 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.0 3.3 0.0 0.0 13.1 13.8 20.7 0.0 21.5 Incr Delay (d2), s/veh 0.8 0.0 0.0 0.0 0.2 0.9 0.9 0.0 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.4 0.0 0.0 2.4 2.9 0.7 0.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.8 3.3 0.0 0.0 13.3 14.6 21.6 0.0 23.0 LnGrp LOS BAAABBCAC
Approach Vol, veh/h 1484 1381 323
Approach Delay, s/veh 9.6 13.6 22.7
Approach LOS A B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 40.3 16.3 24.0 11.7
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 5.6 10.8 12.1 5.8
Green Ext Time (p_c), s 5.6 0.9 6.8 0.8
Intersection Summary
HCM 6th Ctrl Delay 12.7
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.
7.1-98
5448
California Logistics Center Traffic Analysis
14274-03 TA Report
APPENDIX 7.2:
HORIZON YEAR (2040) WITH PROJECT CONDITIONS INTERSECTION OPERATIONS
ANALYSIS WORKSHEETS
5449
California Logistics Center Traffic Analysis
14274-03 TA Report
This Page Intentionally Left Blank
5450
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
2040 WP: 484 2,079 366 55 1,838 155 112 130 330 131 142 21 5,843 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
2040 WP: 0 2,269 535 0 1,845 605 0 0 0 938 0 660 6,852
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
2040 WP: 0 1,785 447 0 2,285 497 1,020 0 812 0 0 0 6,846 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
2040 WP: 173 1,997 110 222 2,575 300 91 29 42 75 41 145 5,799 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
2040 WP: 507 1,699 245 437 1,722 205 239 352 509 81 255 325 6,576 6: Haven Av. & Driveway 1
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 2,450 6 0 2,312 0000002 4,770
7: Haven Av. & Driveway 2
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 2,450 5 0 2,312 0000006 4,773
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
2040 WP: 0 2,438 27 0 2,389 0 0 0 0 0 0 17 4,871
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
2040 WP: 133 1,833 272 110 1,418 860 550 298 173 316 403 82 6,449 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
2040 WP: 144 1,885 33 331 1,597 285 222 447 130 68 863 651 6,657 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
7.2-1
5451
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
2040 WP: 352 1,910 0 0 1,102 624 0 0 0 150 10 508 4,657 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
2040 WP: 0 1,285 354 413 839 0 977 7 218 0 0 0 4,093
13: Driveway 3 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 4010000 1,026 7 13 657 0 1,708
14: Driveway 4 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0080000 1,014 14 0 670 0 1,706
15: Driveway 5 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 0 19 0 0 0 0 992 30 0 670 0 1,711
16: Driveway 6 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 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
2040 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
2040 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
2040 WP: 0 0 0 1 0 1 1 61 0 0 84 1 149
20: Driveway 10 & Jurupa Av.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 0 0 0 0 2 0 681 0 0 799 8 1,490
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
7.2-2
5452
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
2040 WP: 0 0 0 0 0 3 0 681 0 0 803 8 1,495
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
2040 WP: 123 45 0 70 69 183 166 451 113 5 351 47 1,623
23: Carnegie Av. & Driveway 12
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 5 162 1 3 160 23 6 0 1 0 0 1 362
24: Carnegie Av. & Driveway 13
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 165 1 7 155 0 0 0 0 0 0 2 330
25: Carnegie Av. & Driveway 14
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 14 163 0 0 150 5 3 0 1 0 0 0 336
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
2040 WP: 11 142 35 42 107 3 2 0 1 10 0 33 386
27: Carnegie Av. & Driveway 16
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 40 175 0 0 107 11 12 0 18 0 0 0 363
28: Carnegie Av. & Driveway 17
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 9 214 0 0 112 13 1 0 5 0 0 0 354
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
2040 WP: 43 178 0 0 75 42 44 0 17 0 0 0 398
30: Carnegie Av. & Driveway 18
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 221 12 0 92 0 0 0 0 2 0 1 328
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
7.2-3
5453
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
2040 WP: 9 0 3 22 0 72 163 713 4 7 801 115 1,908
32: Driveway 19 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 2 0 0 0 0 2 6 61 10 0 39 5 125
33: Driveway 20 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 3 0 11 0 0 9 10 33 18 4 32 8 128
34: Commerce Pkwy. & Driveway 21
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 452 0 0 521 8 0 0 2 0 0 0 983
35: Commerce Pkwy. & Driveway 22
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 452 0 0 520 4 0 0 7 0 0 0 983
36: Commerce Pkwy. & Driveway 23
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 451 6 0 526 0 0 0 0 0 0 2 985
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
2040 WP: 30 361 25 163 358 6 6 28 11 1 8 90 1,087
38: Commerce Pkwy. & Driveway 24
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 416 0 0 354 16 0 0 8 0 0 0 794
39: Commerce Pkwy. & Driveway 25
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 400 46 4 358 0 0 0 0 23 0 15 846
40: Commerce Pkwy. & Driveway 26
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 444 10 0 380 0 0 0 0 0 0 2 836
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
7.2-4
5454
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
2040 WP: 14 5 41 267 11 67 109 613 14 22 841 358 2,363
42: Driveway 27 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 3 0 2 1 0 1 6 190 19 3 95 2 322
43: Driveway 28 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 1 0 3 2 0 3 7 180 5 11 96 1 309
44: Double Day Av. & Driveway 29
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 2 57 0 0 46 1 2 0 1 0 0 0 109
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
2040 WP: 13 9 2 9 5 33 40 69 75 8 61 10 335
46: Driveway 30 & Double Day Av.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 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
2040 WP: 33 68 8 3 38 16 14 43 13 15 51 14 316
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
2040 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
2040 WP: 2 196 0 0 43 8 2 0 3 0 0 0 254
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
2040 WP: 24 33 90 18 6 21 75 761 20 100 1,074 90 2,311
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
7.2-5
5455
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
2040 WP: 27 693 77 365 1,272 210 88 125 37 105 172 223 3,394 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
2040 WP: 505 862 194 268 801 70 225 926 392 294 781 106 5,424 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
2040 WP: 630 1,399 77 444 888 509 461 29 269 49 39 257 5,051 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
2040 WP: 0 0 0 540 4 1,179 0 854 364 474 786 0 4,201
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
2040 WP: 417 0 575 0 0 0 485 908 0 0 843 386 3,615
10/26/2021
10/26/2021
10/26/2021
10/26/2021
10/26/2021
7.2-6
5456
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
2040 WP: 436 2,447 581 44 1,972 72 223 414 415 371 249 43 7,267 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
2040 WP: 0 3,072 1,055 0 1,999 788 0 0 0 295 0 392 7,601 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
2040 WP: 0 3,301 827 0 1,906 388 826 0 693 0 0 0 7,941
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
2040 WP: 70 3,435 116 188 2,282 129 439 50 230 88 21 254 7,302 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
2040 WP: 631 2,528 23 408 1,736 347 385 592 661 34 728 648 8,720 6: Haven Av. & Driveway 1
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 3,175 3 0 2,430 0000006 5,615
7: Haven Av. & Driveway 2
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 3,176 3 0 2,430 0000002 5,612
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
2040 WP: 0 3,127 18 0 2,496 0 0 0 0 0 0 52 5,692
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
2040 WP: 119 2,296 596 282 1,760 454 614 761 114 384 459 234 8,073 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
2040 WP: 225 1,906 105 334 1,505 167 574 1,020 183 64 890 482 7,456 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
7.2-7
5457
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
2040 WP: 174 1,325 0 0 1,578 575 0 0 0 396 9 645 4,702
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
2040 WP: 0 1,072 230 672 1,302 0 427 8 170 0 0 0 3,882
13: Driveway 3 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 14 0 4 0 0 0 0 1,019 4 7 1,395 0 2,444
14: Driveway 4 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 0 10 0 0 0 0 1,016 7 0 1,402 0 2,436
15: Driveway 5 & E. Airport Dr.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 0 24 0 0 0 0 1,009 17 0 1,402 0 2,453
16: Driveway 6 & La Salle St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 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
2040 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
2040 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
2040 WP: 0 0 0 0 0 0 0 185 0 0 204 0 389
20: Driveway 10 & Jurupa Av.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0000070 1,642 0 0 1,071 4 2,724
10/26/2021
10/26/2021
7.2-8
5458
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
2040 WP: 0000060 1,642 0 0 1,069 4 2,721
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
2040 WP: 278 242 146 72 251 508 442 391 79 11 490 236 3,146 23: Carnegie Av. & Driveway 12
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 3 643 0 2 327 13 20 0 4 1 0 3 1,016
24: Carnegie Av. & Driveway 13
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 639 1 4 328 0 0 0 0 1 0 6 979
25: Carnegie Av. & Driveway 14
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 8 628 0 0 326 2 12 0 4 0 0 0 980
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
2040 WP: 6 568 23 17 312 2 8 0 4 10 0 60 1,010
27: Carnegie Av. & Driveway 16
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 23 583 0 0 319 7 13 0 27 0 0 0 972
28: Carnegie Av. & Driveway 17
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 5 605 0 0 339 7 2 0 17 0 0 0 975
29: Carnegie Av. & La Salle St.
PHF: 0.944 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 73 436 0 0 224 132 173 0 12 0 0 0 1,050
30: Carnegie Av. & Driveway 18
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 506 7 0 236 0 0 0 0 8 0 3 761
10/26/2022
10/26/2021
10/26/2021
7.2-9
5459
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
2040 WP: 9 0 2 69 0 306 567 1,112 19 4 696 73 2,857
32: Driveway 19 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 7 0 2 1 0 8 3 32 5 0 55 3 116
33: Driveway 20 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 10 0 8 1 0 12 6 18 11 3 36 5 110
34: Commerce Pkwy. & Driveway 21
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 757 0 0 606 5 0 0 7 0 0 0 1,375
35: Commerce Pkwy. & Driveway 22
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 757 0 0 611 2 0 0 4 0 0 0 1,374
36: Commerce Pkwy. & Driveway 23
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 752 3 0 615 0 0 0 0 0 0 5 1,375
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
2040 WP: 20 551 18 120 478 17 11 9 8 31 6 193 1,462
38: Commerce Pkwy. & Driveway 24
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 589 0 0 507 10 0 0 14 0 0 0 1,120
39: Commerce Pkwy. & Driveway 25
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 568 29 3 518 0 0 0 0 17 0 22 1,157
40: Commerce Pkwy. & Driveway 26
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 0 588 6 0 535 0 0 0 0 0 0 9 1,138
10/26/2021
10/26/2021
7.2-10
5460
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
2040 WP: 15 45 60 462 18 59 131 1,038 14 12 698 400 2,953 42: Driveway 27 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 11 0 7 3 0 4 4 133 10 1 214 1 388
43: Driveway 28 & Santa Ana St.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 WP: 4 0 10 3 0 4 4 135 3 6 209 1 379
44: Double Day Av. & Driveway 29
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 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
2040 WP: 27 2 15 2 0 7 12 93 43 7 180 7 396
46: Driveway 30 & Double Day Av.
PHF: Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2040 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
2040 WP: 46 93 33 15 53 15 14 62 14 17 108 29 499
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
2040 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
2040 WP: 1 160 0 0 181 4 6 0 9 0 0 0 361
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
2040 WP: 46 29 121 95 29 66 63 1,372 14 71 930 69 2,905 10/26/2021
10/26/2021
10/26/2021
10/26/2021
10/26/2021
7.2-11
5461
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
2040 WP: 57 1,198 77 179 1,003 210 504 511 56 95 319 357 4,566 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
2040 WP: 230 1,029 636 287 1,056 66 137 1,151 298 562 728 130 6,309 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
2040 WP: 706 1,023 71 330 1,467 591 889 5 313 105 52 412 5,964 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
2040 WP: 0 0 0 239 8 489 0 1,808 611 484 932 0 4,570
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
2040 WP: 239 1 466 0 0 0 742 1,305 0 0 1,177 542 4,472
10/26/2021
10/26/2021
10/26/2021
10/26/2021
10/26/2021
7.2-12
5462
Timings California Logistics Center (JN 14274)
1: Haven Av. & Inland Empire Bl. 01/07/2022
Horizon Year (2040) 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) 112 130 330 131 142 21 484 2079 366 55 1838 155 Future Volume (vph) 112 130 330 131 142 21 484 2079 366 55 1838 155 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: 105.2
Natural Cycle: 125
Control Type: Actuated-Uncoordinated
Splits and Phases: 1: Haven Av. & Inland Empire Bl.
7.2-13
5463
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 1: Haven Av. & Inland Empire Bl. 01/07/2022
Horizon Year (2040) 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) 112 130 330 131 142 21 484 2079 366 55 1838 155 Future Volume (veh/h) 112 130 330 131 142 21 484 2079 366 55 1838 155 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 1700 1900 1900 1600 1900 1900 1700 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 122 141 186 142 154 0 526 2260 0 60 1998 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 180 507 531 227 491 598 3540 133 2572
Arrive On Green 0.06 0.14 0.14 0.05 0.14 0.00 0.19 0.54 0.00 0.04 0.39 0.00 Sat Flow, veh/h 3141 3610 1596 4297 3610 1610 3141 6536 1610 3141 6536 1610 Grp Volume(v), veh/h 122 141 186 142 154 0 526 2260 0 60 1998 0 Grp Sat Flow(s),veh/h/ln 1570 1805 1596 1432 1805 1610 1570 1634 1610 1570 1634 1610 Q Serve(g_s), s 3.6 3.3 8.2 3.0 3.6 0.0 15.2 22.6 0.0 1.7 24.9 0.0 Cycle Q Clear(g_c), s 3.6 3.3 8.2 3.0 3.6 0.0 15.2 22.6 0.0 1.7 24.9 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 180 507 531 227 491 598 3540 133 2572 V/C Ratio(X) 0.68 0.28 0.35 0.63 0.31 0.88 0.64 0.45 0.78 Avail Cap(c_a), veh/h 226 1547 991 313 1551 761 4020 168 2788 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 43.1 35.9 23.7 43.3 36.4 0.0 36.7 15.0 0.0 43.6 24.7 0.0 Incr Delay (d2), s/veh 3.2 0.3 0.4 1.1 0.4 0.0 8.2 0.3 0.0 0.9 1.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 1.4 3.0 1.0 1.5 0.0 6.2 7.2 0.0 0.7 9.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.4 36.2 24.1 44.3 36.7 0.0 45.0 15.3 0.0 44.5 26.1 0.0 LnGrp LOS DDCDD DB DC
Approach Vol, veh/h 449 296 A 2786 A 2058 A
Approach Delay, s/veh 33.9 40.4 20.9 26.6
Approach LOS CDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.5 56.3 9.5 18.9 22.4 42.5 9.9 18.5 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 5.0 57.4 6.8 40.0 22.6 39.8 6.7 40.1 Max Q Clear Time (g_c+I1), s 3.7 24.6 5.0 10.2 17.2 26.9 5.6 5.6 Green Ext Time (p_c), s 0.0 22.3 0.0 1.4 0.6 9.8 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 25.1
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
7.2-14
5464
Timings California Logistics Center (JN 14274)
2: Haven Av. & I-10 WB Ramps 01/07/2022
Horizon Year (2040) 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) 938 660 2269 535 1845
Future Volume (vph) 938 660 2269 535 1845
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: 65
Control Type: Actuated-Coordinated
Splits and Phases: 2: Haven Av. & I-10 WB Ramps
7.2-15
5465
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 2: Haven Av. & I-10 WB Ramps 01/07/2022
Horizon Year (2040) 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) 938 660 2269 535 0 1845
Future Volume (veh/h) 938 660 2269 535 0 1845
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 1800 1900 1900 1900 0 1900
Adj Flow Rate, veh/h 1064 534 2466 0 0 2005
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 000000
Cap, veh/h 1244 584 3453 0 3453
Arrive On Green 0.36 0.36 1.00 0.00 0.00 0.53
Sat Flow, veh/h 3429 1610 6802 1610 0 7068
Grp Volume(v), veh/h 1064 534 2466 0 0 2005
Grp Sat Flow(s),veh/h/ln 1714 1610 1634 1610 0 1634
Q Serve(g_s), s 28.7 31.6 0.0 0.0 0.0 20.9
Cycle Q Clear(g_c), s 28.7 31.6 0.0 0.0 0.0 20.9
Prop In Lane 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 1244 584 3453 0 3453
V/C Ratio(X) 0.86 0.91 0.71 0.00 0.58
Avail Cap(c_a), veh/h 1471 691 3453 0 3453
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.54 0.00 0.00 0.58
Uniform Delay (d), s/veh 29.4 30.4 0.0 0.0 0.0 16.0
Incr Delay (d2), s/veh 4.0 14.0 0.7 0.0 0.0 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 11.6 13.6 0.2 0.0 0.0 7.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.4 44.4 0.7 0.0 0.0 16.5
LnGrp LOS C D A A B
Approach Vol, veh/h 1598 2466 A 2005
Approach Delay, s/veh 37.1 0.7 16.5
Approach LOS D A B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 58.6 41.4 58.6
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 33.6 22.9
Green Ext Time (p_c), s 20.3 2.6 11.0
Intersection Summary
HCM 6th Ctrl Delay 15.5
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.
7.2-16
5466
Timings California Logistics Center (JN 14274)
3: Haven Av. & I-10 EB Ramps 01/07/2022
Horizon Year (2040) 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) 1020 812 1785 2285 497
Future Volume (vph) 1020 812 1785 2285 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: 75
Control Type: Actuated-Coordinated
Splits and Phases: 3: Haven Av. & I-10 EB Ramps
7.2-17
5467
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 3: Haven Av. & I-10 EB Ramps 01/07/2022
Horizon Year (2040) 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) 1020 812 0 1785 2285 497
Future Volume (veh/h) 1020 812 0 1785 2285 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 1800 1900 0 1900 1900 1900
Adj Flow Rate, veh/h 1227 618 0 1899 2431 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 000000
Cap, veh/h 1508 708 0 2948 2948
Arrive On Green 0.44 0.44 0.00 0.45 0.90 0.00
Sat Flow, veh/h 3429 1610 0 7068 6802 1610
Grp Volume(v), veh/h 1227 618 0 1899 2431 0
Grp Sat Flow(s),veh/h/ln 1714 1610 0 1634 1634 1610
Q Serve(g_s), s 31.2 34.9 0.0 22.5 14.2 0.0
Cycle Q Clear(g_c), s 31.2 34.9 0.0 22.5 14.2 0.0
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1508 708 0 2948 2948
V/C Ratio(X) 0.81 0.87 0.00 0.64 0.82
Avail Cap(c_a), veh/h 1814 852 0 2948 2948
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 0.00 0.75 0.61 0.00
Uniform Delay (d), s/veh 24.4 25.5 0.0 21.2 3.4 0.0
Incr Delay (d2), s/veh 2.5 8.6 0.0 0.8 1.7 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 12.0 13.7 0.0 8.0 1.7 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.9 34.1 0.0 22.1 5.1 0.0
LnGrp LOS C C A C A
Approach Vol, veh/h 1845 1899 2431 A
Approach Delay, s/veh 29.3 22.1 5.1
Approach LOS C C A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 50.9 49.1 50.9
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 24.5 36.9 16.2
Green Ext Time (p_c), s 6.9 7.1 12.9
Intersection Summary
HCM 6th Ctrl Delay 17.5
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.
7.2-18
5468
Timings California Logistics Center (JN 14274)
4: Haven Av. & Guasti Rd. 01/07/2022
Horizon Year (2040) 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 42 75 41 145 173 1997 110 222 2575 300 Future Volume (vph) 91 29 42 75 41 145 173 1997 110 222 2575 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: 99.9
Natural Cycle: 125
Control Type: Actuated-Uncoordinated
Splits and Phases: 4: Haven Av. & Guasti Rd.
7.2-19
5469
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 4: Haven Av. & Guasti Rd. 01/07/2022
Horizon Year (2040) 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 42 75 41 145 173 1997 110 222 2575 300 Future Volume (veh/h) 91 29 42 75 41 145 173 1997 110 222 2575 300 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 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 1700 1900 1900 1700 1900 1800 1700 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 93 30 26 77 42 82 177 2038 78 227 2628 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 155 264 221 147 260 367 243 3196 786 296 3305 804 Arrive On Green 0.05 0.14 0.14 0.05 0.14 0.14 0.08 0.49 0.49 0.09 0.51 0.51 Sat Flow, veh/h 3141 1900 1586 3141 1900 2685 3141 6536 1607 3141 6536 1589 Grp Volume(v), veh/h 93 30 26 77 42 82 177 2038 78 227 2628 202 Grp Sat Flow(s),veh/h/ln 1570 1900 1586 1570 1900 1342 1570 1634 1607 1570 1634 1589 Q Serve(g_s), s 2.7 1.3 1.3 2.2 1.8 2.5 5.1 21.3 2.4 6.5 30.5 6.6 Cycle Q Clear(g_c), s 2.7 1.3 1.3 2.2 1.8 2.5 5.1 21.3 2.4 6.5 30.5 6.6 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 155 264 221 147 260 367 243 3196 786 296 3305 804 V/C Ratio(X) 0.60 0.11 0.12 0.52 0.16 0.22 0.73 0.64 0.10 0.77 0.80 0.25 Avail Cap(c_a), veh/h 253 869 725 219 848 1199 424 3274 805 493 3417 831 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 42.8 34.6 34.6 42.8 35.0 35.3 41.4 17.4 12.6 40.6 18.8 12.9 Incr Delay (d2), s/veh 1.4 0.2 0.2 1.1 0.3 0.3 1.6 0.4 0.1 1.6 1.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.6 0.5 0.8 0.8 0.8 1.9 7.1 0.8 2.5 10.2 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.1 34.8 34.8 43.8 35.3 35.6 43.0 17.8 12.7 42.2 20.1 13.0 LnGrp LOS DCCDDDDBBDCB
Approach Vol, veh/h 149 201 2293 3057
Approach Delay, s/veh 40.6 38.7 19.6 21.3
Approach LOS D D B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.3 50.7 8.9 19.0 11.7 52.2 9.1 18.7 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 8.5 23.3 4.2 3.3 7.1 32.5 4.7 4.5 Green Ext Time (p_c), s 0.2 15.7 0.0 0.2 0.1 13.9 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 21.7
HCM 6th LOS C
7.2-20
5470
Timings California Logistics Center (JN 14274)
5: Haven Av. & E. Airport Dr. 01/07/2022
Horizon Year (2040) 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) 239 352 81 255 325 507 1699 245 437 1722 205 Future Volume (vph) 239 352 81 255 325 507 1699 245 437 1722 205 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: 116
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Splits and Phases: 5: Haven Av. & E. Airport Dr.
7.2-21
5471
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 5: Haven Av. & E. Airport Dr. 01/07/2022
Horizon Year (2040) 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) 239 352 509 81 255 325 507 1699 245 437 1722 205 Future Volume (veh/h) 239 352 509 81 255 325 507 1699 245 437 1722 205 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 1900 1900 1700 1900 1900 1700 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 263 387 467 89 280 277 557 1867 233 480 1892 190 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 210 592 502 132 1089 462 603 2866 607 310 2157 456 Arrive On Green 0.07 0.31 0.31 0.04 0.29 0.29 0.19 0.38 0.38 0.10 0.28 0.28 Sat Flow, veh/h 3141 1900 1610 3141 3800 1610 3141 7600 1610 3141 7600 1608 Grp Volume(v), veh/h 263 387 467 89 280 277 557 1867 233 480 1892 190 Grp Sat Flow(s),veh/h/ln 1570 1900 1610 1570 1900 1610 1570 1900 1610 1570 1900 1608 Q Serve(g_s), s 8.4 22.1 35.4 3.5 7.1 18.6 21.9 25.5 13.3 12.4 29.9 12.1 Cycle Q Clear(g_c), s 8.4 22.1 35.4 3.5 7.1 18.6 21.9 25.5 13.3 12.4 29.9 12.1 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 210 592 502 132 1089 462 603 2866 607 310 2157 456 V/C Ratio(X) 1.25 0.65 0.93 0.68 0.26 0.60 0.92 0.65 0.38 1.55 0.88 0.42 Avail Cap(c_a), veh/h 210 622 527 137 1157 490 634 2985 632 310 2200 466 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 58.7 37.4 42.0 59.4 34.5 38.7 49.9 32.4 28.5 56.7 43.0 36.6 Incr Delay (d2), s/veh 147.1 2.3 22.9 9.5 0.1 1.8 18.4 0.5 0.4 262.9 4.3 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 7.5 10.3 16.7 1.5 3.2 7.4 9.7 11.1 5.0 16.0 13.9 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 205.8 39.7 64.9 68.9 34.7 40.5 68.3 32.8 28.9 319.6 47.3 37.2 LnGrp LOS F D E E C D E C C F D D
Approach Vol, veh/h 1117 646 2657 2562
Approach Delay, s/veh 89.3 41.9 39.9 97.5
Approach LOS F D D F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.0 53.9 9.9 45.0 28.7 42.2 13.0 41.8 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 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 27.5 5.5 37.4 23.9 31.9 10.4 20.6 Green Ext Time (p_c), s 0.0 13.9 0.0 1.8 0.2 3.8 0.0 2.4 Intersection Summary
HCM 6th Ctrl Delay 69.2
HCM 6th LOS E
7.2-22
5472
HCM 6th TWSC California Logistics Center (JN 14274)
6: Haven Av. & Driveway 1 01/07/2022
Horizon Year (2040) 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 2450 6 0 2312
Future Vol, veh/h 0 2 2450 6 0 2312
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 2663 7 0 2513
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1335 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 0 125 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 125 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 34.3 0 0
HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 125 -
HCM Lane V/C Ratio - - 0.017 -
HCM Control Delay (s) - - 34.3 -
HCM Lane LOS - - D -
HCM 95th %tile Q(veh) - - 0.1 -
7.2-23
5473
HCM 6th TWSC California Logistics Center (JN 14274)
7: Haven Av. & Driveway 2 01/07/2022
Horizon Year (2040) 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 2450 5 0 2312
Future Vol, veh/h 0 6 2450 5 0 2312
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 2663 5 0 2513
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1334 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 0 126 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 126 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 35.1 0 0
HCM LOS E
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 126 -
HCM Lane V/C Ratio - - 0.052 -
HCM Control Delay (s) - - 35.1 -
HCM Lane LOS - - E -
HCM 95th %tile Q(veh) - - 0.2 -
7.2-24
5474
HCM 6th TWSC California Logistics Center (JN 14274)
8: Haven Av. & La Salle St. 01/07/2022
Horizon Year (2040) 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 17 2438 27 0 2389
Future Vol, veh/h 0 17 2438 27 0 2389
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 18 2594 29 0 2541
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1312 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 0 130 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 130 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 37.1 0 0
HCM LOS E
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 130 -
HCM Lane V/C Ratio - - 0.139 -
HCM Control Delay (s) - - 37.1 -
HCM Lane LOS - - E -
HCM 95th %tile Q(veh) - - 0.5 -
7.2-25
5475
Timings California Logistics Center (JN 14274)
9: Haven Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 550 298 316 403 82 133 1833 272 110 1418 860 Future Volume (vph) 550 298 316 403 82 133 1833 272 110 1418 860 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: 117
Natural Cycle: 130
Control Type: Actuated-Uncoordinated
Splits and Phases: 9: Haven Av. & Jurupa St.
7.2-26
5476
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 9: Haven Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 550 298 173 316 403 82 133 1833 272 110 1418 860 Future Volume (veh/h) 550 298 173 316 403 82 133 1833 272 110 1418 860 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 1900 1900 1700 1900 1900 1800 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 579 314 157 333 424 60 140 1929 171 116 1493 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 596 761 353 389 557 248 168 2439 601 142 2341 Arrive On Green 0.19 0.22 0.22 0.12 0.15 0.15 0.10 0.37 0.37 0.08 0.36 0.00 Sat Flow, veh/h 3141 3458 1606 3141 3610 1610 1714 6536 1610 1714 6536 1610 Grp Volume(v), veh/h 579 314 157 333 424 60 140 1929 171 116 1493 0 Grp Sat Flow(s),veh/h/ln 1570 1729 1606 1570 1805 1610 1714 1634 1610 1714 1634 1610 Q Serve(g_s), s 19.7 8.4 9.1 11.2 12.1 3.5 8.6 28.2 8.0 7.2 20.4 0.0 Cycle Q Clear(g_c), s 19.7 8.4 9.1 11.2 12.1 3.5 8.6 28.2 8.0 7.2 20.4 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 596 761 353 389 557 248 168 2439 601 142 2341 V/C Ratio(X) 0.97 0.41 0.44 0.86 0.76 0.24 0.83 0.79 0.28 0.82 0.64 Avail Cap(c_a), veh/h 596 1190 553 450 1075 479 234 2657 654 198 2517 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 43.3 36.0 36.2 46.1 43.6 39.9 47.6 30.0 23.6 48.5 28.7 0.0 Incr Delay (d2), s/veh 29.5 0.4 0.9 12.0 2.2 0.5 12.1 1.6 0.3 11.9 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 9.8 3.4 3.5 4.9 5.4 1.4 4.1 10.3 0.0 3.4 7.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.8 36.3 37.1 58.2 45.7 40.4 59.7 31.5 23.9 60.4 29.2 0.0 LnGrp LOS E D D E D D E C C E C
Approach Vol, veh/h 1050 817 2240 1609 A
Approach Delay, s/veh 56.6 50.4 32.7 31.4
Approach LOS E D C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.5 46.6 17.9 29.5 15.1 45.0 25.0 22.4 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 12.4 43.7 15.4 37.0 14.7 41.4 20.4 32.0 Max Q Clear Time (g_c+I1), s 9.2 30.2 13.2 11.1 10.6 22.4 21.7 14.1 Green Ext Time (p_c), s 0.0 9.9 0.2 2.8 0.1 9.3 0.0 2.5 Intersection Summary
HCM 6th Ctrl Delay 39.3
HCM 6th LOS D
Notes
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
7.2-27
5477
Timings California Logistics Center (JN 14274)
10: Haven Av. & Mission Bl. 01/07/2022
Horizon Year (2040) 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) 222 447 130 68 863 651 144 1885 33 331 1597 Future Volume (vph) 222 447 130 68 863 651 144 1885 33 331 1597 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: 127
Natural Cycle: 125
Control Type: Actuated-Uncoordinated
Splits and Phases: 10: Haven Av. & Mission Bl.
7.2-28
5478
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 10: Haven Av. & Mission Bl. 01/07/2022
Horizon Year (2040) 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) 222 447 130 68 863 651 144 1885 33 331 1597 285 Future Volume (veh/h) 222 447 130 68 863 651 144 1885 33 331 1597 285 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 1700 1900 1900 1700 1900 1900 1800 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 236 476 115 72 918 528 153 2005 30 352 1699 287 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 283 1470 622 113 1189 625 177 1808 610 273 1808 303 Arrive On Green 0.09 0.28 0.28 0.04 0.23 0.23 0.10 0.35 0.35 0.16 0.40 0.40 Sat Flow, veh/h 3141 5187 1607 3141 5187 1610 1714 5187 1584 1714 4473 750 Grp Volume(v), veh/h 236 476 115 72 918 528 153 2005 30 352 1311 675 Grp Sat Flow(s),veh/h/ln 1570 1729 1607 1570 1729 1610 1714 1729 1584 1714 1729 1765 Q Serve(g_s), s 9.5 9.3 6.1 2.9 21.3 29.4 11.3 44.7 1.5 20.4 46.6 47.3 Cycle Q Clear(g_c), s 9.5 9.3 6.1 2.9 21.3 29.4 11.3 44.7 1.5 20.4 46.6 47.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.43
Lane Grp Cap(c), veh/h 283 1470 622 113 1189 625 177 1808 610 273 1398 714 V/C Ratio(X) 0.83 0.32 0.19 0.64 0.77 0.84 0.86 1.11 0.05 1.29 0.94 0.95 Avail Cap(c_a), veh/h 333 1537 642 122 1189 625 198 1808 610 273 1398 714 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 57.4 36.3 26.0 61.0 46.3 35.7 56.6 41.8 24.8 53.9 36.7 36.9 Incr Delay (d2), s/veh 12.6 0.1 0.1 6.5 3.2 10.3 26.4 57.7 0.0 155.6 12.2 21.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 3.8 2.2 1.2 9.1 15.8 6.0 27.6 0.6 20.2 20.5 23.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.0 36.4 26.1 67.5 49.5 46.0 83.0 99.5 24.8 209.6 48.8 58.4 LnGrp LOS E D C E D D F F C F D E
Approach Vol, veh/h 827 1518 2188 2338
Approach Delay, s/veh 44.6 49.1 97.4 75.8
Approach LOS D D F E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 25.0 51.2 9.2 42.9 17.8 58.4 16.2 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 22.4 46.7 4.9 11.3 13.3 49.3 11.5 31.4 Green Ext Time (p_c), s 0.0 0.0 0.0 3.2 0.0 0.6 0.1 0.0 Intersection Summary
HCM 6th Ctrl Delay 73.0
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
7.2-29
5479
Timings California Logistics Center (JN 14274)
11: Haven Av. & SR-60 WB Ramps 01/07/2022
Horizon Year (2040) 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) 150 10 508 352 1910 1102 624
Future Volume (vph) 150 10 508 352 1910 1102 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: 70.9
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Splits and Phases: 11: Haven Av. & SR-60 WB Ramps
7.2-30
5480
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 11: Haven Av. & SR-60 WB Ramps 01/07/2022
Horizon Year (2040) 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 0 150 10 508 352 1910 0 0 1102 624 Future Volume (veh/h) 0 0 0 150 10 508 352 1910 0 0 1102 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 1800 1900 1900 1700 1900 0 0 1900 1900 Adj Flow Rate, veh/h 166 0 308 371 2011 0 0 1160 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 806 0 378 466 2983 0 0 1873 581
Arrive On Green 0.23 0.00 0.23 0.15 0.58 0.00 0.00 0.36 0.36 Sat Flow, veh/h 3429 0 1610 3141 5358 0 0 5358 1610
Grp Volume(v), veh/h 166 0 308 371 2011 0 0 1160 492
Grp Sat Flow(s),veh/h/ln 1714 0 1610 1570 1729 0 0 1729 1610 Q Serve(g_s), s 2.4 0.0 11.0 7.0 16.4 0.0 0.0 11.2 17.2 Cycle Q Clear(g_c), s 2.4 0.0 11.0 7.0 16.4 0.0 0.0 11.2 17.2 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 806 0 378 466 2983 0 0 1873 581
V/C Ratio(X) 0.21 0.00 0.81 0.80 0.67 0.00 0.00 0.62 0.85 Avail Cap(c_a), veh/h 1415 0 665 499 3254 0 0 2082 646
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 18.8 0.0 22.1 25.1 9.0 0.0 0.0 16.0 17.9 Incr Delay (d2), s/veh 0.1 0.0 4.3 8.3 0.4 0.0 0.0 0.3 8.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 4.0 2.8 3.8 0.0 0.0 3.6 6.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.9 0.0 26.4 33.4 9.4 0.0 0.0 16.3 26.4 LnGrp LOS B A C C AAABC
Approach Vol, veh/h 474 2382 1652
Approach Delay, s/veh 23.8 13.1 19.3
Approach LOS C B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 40.9 13.1 27.8 20.1
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 18.4 9.0 19.2 13.0
Green Ext Time (p_c), s 9.8 0.1 2.9 1.3
Intersection Summary
HCM 6th Ctrl Delay 16.5
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
7.2-31
5481
Timings California Logistics Center (JN 14274)
12: Haven Av. & SR-60 EB Ramps 01/07/2022
Horizon Year (2040) 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 1285 413 839
Future Volume (vph) 977 7 218 1285 413 839
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
7.2-32
5482
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 12: Haven Av. & SR-60 EB Ramps 01/07/2022
Horizon Year (2040) 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 1285 354 413 839 0 Future Volume (veh/h) 977 7 218 0000 1285 354 413 839 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 1800 1900 1900 0 1900 1900 1700 1900 0 Adj Flow Rate, veh/h 1033 0 88 0 1353 309 435 883 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 1126 0 529 0 1323 302 466 2679 0
Arrive On Green 0.33 0.00 0.33 0.00 0.31 0.31 0.15 0.52 0.00 Sat Flow, veh/h 3429 0 1610 0 4382 960 3141 5358 0
Grp Volume(v), veh/h 1033 0 88 0 1111 551 435 883 0
Grp Sat Flow(s),veh/h/ln 1714 0 1610 0 1729 1713 1570 1729 0 Q Serve(g_s), s 21.5 0.0 2.9 0.0 23.3 23.3 10.2 7.4 0.0 Cycle Q Clear(g_c), s 21.5 0.0 2.9 0.0 23.3 23.3 10.2 7.4 0.0 Prop In Lane 1.00 1.00 0.00 0.56 1.00 0.00
Lane Grp Cap(c), veh/h 1126 0 529 0 1087 538 466 2679 0 V/C Ratio(X) 0.92 0.00 0.17 0.00 1.02 1.02 0.93 0.33 0.00 Avail Cap(c_a), veh/h 1165 0 547 0 1087 538 466 2679 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 17.7 0.0 25.4 25.4 31.2 10.4 0.0 Incr Delay (d2), s/veh 11.2 0.0 0.1 0.0 33.1 45.1 26.0 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 %ile BackOfQ(50%),veh/ln 9.3 0.0 1.0 0.0 13.2 14.8 5.2 2.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.2 0.0 17.8 0.0 58.5 70.5 57.2 10.5 0.0 LnGrp LOS D A B A F F E B A
Approach Vol, veh/h 1121 1662 1318
Approach Delay, s/veh 33.8 62.5 25.9
Approach LOS C E C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 15.0 29.0 30.2 44.0
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 12.2 25.3 23.5 9.4
Green Ext Time (p_c), s 0.0 0.0 0.9 3.7
Intersection Summary
HCM 6th Ctrl Delay 42.9
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.
7.2-33
5483
HCM 6th TWSC California Logistics Center (JN 14274)
13: Driveway 3 & E. Airport Dr. 01/07/2022
Horizon Year (2040) 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 1026 7 13 657 0401000
Future Vol, veh/h 0 1026 7 13 657 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 1115 8 14 714 0401000
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 714 0 0 1123 0 0 1433 1861 562 1300 1865 357 Stage 1 - ----- 1119 1119 - 742 742 -
Stage 2 - - - - - - 314 742 - 558 1123 -
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 543 - - 629 - - 118 74 475 144 74 550 Stage 1 - - - - - - 219 285 - 312 425 -
Stage 2 - - - - - - 642 425 - 472 283 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 543 - - 629 - - 116 72 475 141 72 550 Mov Cap-2 Maneuver - - - - - - 116 72 - 141 72 -
Stage 1 - - - - - - 219 285 - 312 416 -
Stage 2 - - - - - - 628 416 - 471 283 -
Approach EB WB NB SB
HCM Control Delay, s 0 0.2 32.4 0
HCM LOS D A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 137 543 - - 629 - - -
HCM Lane V/C Ratio 0.04 - - - 0.022 - - -
HCM Control Delay (s) 32.4 0 - - 10.9 - - 0
HCM Lane LOS D A - - B - - A
HCM 95th %tile Q(veh) 0.1 0 - - 0.1 - - -
7.2-34
5484
HCM 6th TWSC California Logistics Center (JN 14274)
14: Driveway 4 & E. Airport Dr. 01/07/2022
Horizon Year (2040) 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 1014 14 0 670 0 8
Future Vol, veh/h 1014 14 0 670 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 1102 15 0 728 0 9
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 559
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 - 0 478
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 478
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0 12.7
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 478 - - -
HCM Lane V/C Ratio 0.018 - - -
HCM Control Delay (s) 12.7 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0.1 - - -
7.2-35
5485
HCM 6th TWSC California Logistics Center (JN 14274)
15: Driveway 5 & E. Airport Dr. 01/07/2022
Horizon Year (2040) With Project Conditions - AM 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 992 30 0 670 0 19
Future Vol, veh/h 992 30 0 670 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 1078 33 0 728 0 21
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 556
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 - 0 480
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 480
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0 12.8
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 480 - - -
HCM Lane V/C Ratio 0.043 - - -
HCM Control Delay (s) 12.8 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0.1 - - -
7.2-36
5486
HCM 6th TWSC California Logistics Center (JN 14274)
16: Driveway 6 & La Salle St. 01/07/2022
Horizon Year (2040) 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 -
7.2-37
5487
HCM 6th TWSC California Logistics Center (JN 14274)
17: Driveway 7 & La Salle St. 01/07/2022
Horizon Year (2040) 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 -
7.2-38
5488
HCM 6th TWSC California Logistics Center (JN 14274)
18: La Salle St. & Driveway 8 01/07/2022
Horizon Year (2040) 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
7.2-39
5489
HCM 6th TWSC California Logistics Center (JN 14274)
19: La Salle St. & Driveway 9 01/07/2022
Horizon Year (2040) 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 61 84 1 1 1
Future Vol, veh/h 1 61 84 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 66 91 1 1 1
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 92 0 - 0 127 46
Stage 1 - - - - 92 -
Stage 2 - - - - 35 -
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 1515 - - - 860 1020
Stage 1 - - - - 927 -
Stage 2 - - - - 989 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1515 - - - 859 1020
Mov Cap-2 Maneuver - - - - 869 -
Stage 1 - - - - 926 -
Stage 2 - - - - 989 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 8.8
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1515 - - - 938
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
7.2-40
5490
HCM 6th TWSC California Logistics Center (JN 14274)
20: Jurupa St. & Driveway 10 01/07/2022
Horizon Year (2040) 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 0 681 799 8 0 2
Future Vol, veh/h 0 681 799 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 0 740 868 9 0 2
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 439
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 - - - 0 571
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 571
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB SB
HCM Control Delay, s 0 0 11.3
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 571
HCM Lane V/C Ratio - - - 0.004
HCM Control Delay (s) - - - 11.3
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0
7.2-41
5491
HCM 6th TWSC California Logistics Center (JN 14274)
21: Jurupa St. & Driveway 11 01/07/2022
Horizon Year (2040) 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 0 681 803 8 0 3
Future Vol, veh/h 0 681 803 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 0 740 873 9 0 3
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 441
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 - - - 0 570
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 570
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB SB
HCM Control Delay, s 0 0 11.4
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 570
HCM Lane V/C Ratio - - - 0.006
HCM Control Delay (s) - - - 11.4
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0
7.2-42
5492
Timings California Logistics Center (JN 14274)
22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy. 01/07/2022 Horizon Year (2040) 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) 166 451 113 5 351 47 123 45 70 69 183 Future Volume (vph) 166 451 113 5 351 47 123 45 70 69 183 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: 68.9
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Splits and Phases: 22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy.
7.2-43
5493
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy. 01/07/2022 Horizon Year (2040) 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) 166 451 113 5 351 47 123 45 0 70 69 183 Future Volume (veh/h) 166 451 113 5 351 47 123 45 0 70 69 183 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 1800 1900 1900 1800 1900 1900 1800 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 200 543 135 6 423 45 148 54 0 84 83 161 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 250 1189 530 14 692 309 185 803 0 112 649 922 Arrive On Green 0.15 0.33 0.33 0.01 0.19 0.19 0.11 0.22 0.00 0.07 0.18 0.18 Sat Flow, veh/h 1714 3610 1610 1714 3610 1610 1714 3705 0 1714 3610 2834 Grp Volume(v), veh/h 200 543 135 6 423 45 148 54 0 84 83 161 Grp Sat Flow(s),veh/h/ln 1714 1805 1610 1714 1805 1610 1714 1805 0 1714 1805 1417 Q Serve(g_s), s 6.3 6.6 3.4 0.2 6.0 1.3 4.7 0.7 0.0 2.7 1.1 2.3 Cycle Q Clear(g_c), s 6.3 6.6 3.4 0.2 6.0 1.3 4.7 0.7 0.0 2.7 1.1 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 250 1189 530 14 692 309 185 803 0 112 649 922 V/C Ratio(X) 0.80 0.46 0.25 0.44 0.61 0.15 0.80 0.07 0.00 0.75 0.13 0.17 Avail Cap(c_a), veh/h 754 3396 1515 167 2160 963 198 2225 0 229 2290 2211 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 22.9 14.7 13.6 27.4 20.5 18.7 24.2 17.0 0.0 25.5 19.1 13.4 Incr Delay (d2), s/veh 2.3 0.3 0.3 8.1 0.9 0.2 17.4 0.0 0.0 3.7 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 2.3 2.2 1.0 0.1 2.2 0.4 2.5 0.2 0.0 1.1 0.4 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.2 15.0 13.9 35.5 21.4 18.9 41.6 17.1 0.0 29.2 19.2 13.5 LnGrp LOS C B B D C B D B A C B B
Approach Vol, veh/h 878 474 202 328
Approach Delay, s/veh 17.1 21.4 35.0 18.9
Approach LOS B C D B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.2 18.1 5.0 24.1 10.6 15.8 12.7 16.4 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 34.2 5.4 52.2 6.4 35.2 24.4 33.2 Max Q Clear Time (g_c+I1), s 4.7 2.7 2.2 8.6 6.7 4.3 8.3 8.0 Green Ext Time (p_c), s 0.0 0.2 0.0 4.1 0.0 1.1 0.2 2.7 Intersection Summary
HCM 6th Ctrl Delay 20.4
HCM 6th LOS C
7.2-44
5494
HCM 6th TWSC California Logistics Center (JN 14274)
23: Carnegie Av. & Driveway 12 01/07/2022
Horizon Year (2040) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 19
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 6 0 1 0 0 1 5 162 1 3 160 23
Future Vol, veh/h 6 0 1 0 0 1 5 162 1 3 160 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 5 176 1 3 174 25
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 291 380 100 280 392 89 199 0 0 177 0 0 Stage 1 193 193 - 187 187 -------
Stage 2 98 187 - 93 205 -------
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 644 556 943 656 547 958 1385 - - 1411 - - Stage 1 796 745 - 803 749 -------
Stage 2 903 749 - 909 736 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 641 553 943 652 544 958 1385 - - 1411 - - Mov Cap-2 Maneuver 726 645 - 734 639 -------
Stage 1 793 744 - 800 746 -------
Stage 2 899 746 - 906 735 -------
Approach EB WB NB SB
HCM Control Delay, s 9.8 8.8 0.2 0.1
HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1385 - - 751 958 1411 - -
HCM Lane V/C Ratio 0.004 - - 0.01 0.001 0.002 - -
HCM Control Delay (s) 7.6 - - 9.8 8.8 7.6 - -
HCM Lane LOS A - - A A A - -
HCM 95th %tile Q(veh) 0 - - 0 0 0 - -
7.2-45
5495
HCM 6th TWSC California Logistics Center (JN 14274)
24: Carnegie Av. & Driveway 13 01/07/2022
Horizon Year (2040) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 20
Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 2 165 1 7 155
Future Vol, veh/h 0 2 165 1 7 155
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 2 179 1 8 168
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 280 90 0 0 180 0
Stage 1 180 -----
Stage 2 100 -----
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 692 956 - - 1408 -
Stage 1 839 -----
Stage 2 919 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 688 956 - - 1408 -
Mov Cap-2 Maneuver 766 -----
Stage 1 839 -----
Stage 2 913 -----
Approach WB NB SB
HCM Control Delay, s 8.8 0 0.3
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 956 1408 -
HCM Lane V/C Ratio - - 0.002 0.005 -
HCM Control Delay (s) - - 8.8 7.6 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0 0 -
7.2-46
5496
HCM 6th TWSC California Logistics Center (JN 14274)
25: Carnegie Av. & Driveway 14 01/07/2022
Horizon Year (2040) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 21
Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 1 14 163 150 5
Future Vol, veh/h 3 1 14 163 150 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 15 177 163 5
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 285 84 168 0 - 0
Stage 1 166 -----
Stage 2 119 -----
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 687 965 1422 - - -
Stage 1 852 -----
Stage 2 899 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 679 965 1422 - - -
Mov Cap-2 Maneuver 763 -----
Stage 1 843 -----
Stage 2 899 -----
Approach EB NB SB
HCM Control Delay, s 9.5 0.6 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1422 - 805 - -
HCM Lane V/C Ratio 0.011 - 0.005 - -
HCM Control Delay (s) 7.6 - 9.5 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - 0 - -
7.2-47
5497
HCM 6th AWSC California Logistics Center (JN 14274)
26: Carnegie Av. & Driveway 15/Santa Ana St. 01/07/2022 Horizon Year (2040) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 22
Intersection
Intersection Delay, s/veh 8.9
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 10 0 33 11 142 35 42 107 3
Future Vol, veh/h 2 0 1 10 0 33 11 142 35 42 107 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 16 0 52 12 222 55 66 167 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 8.8 8.2 9 8.9
HCM LOS AAAA
Lane NBLn1 NBLn2 NBLn3 EBLn1 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 67% 100% 6% 0% 100% 0% 0%
Vol Thru, % 0% 100% 57% 0% 0% 0% 0% 0% 100% 92%
Vol Right, % 0% 0% 43% 33% 0% 94% 100% 0% 0% 8%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 11 95 82 3 9 17 17 42 71 39
LT Vol 11 0 0 2 9 1 0 42 0 0
Through Vol 0 95 47 0 0 0 0 0 71 36
RT Vol 0 0 35 1 0 16 17 0 0 3
Lane Flow Rate 12 148 129 3 14 26 27 66 111 59
Geometry Grp 8888777888
Degree of Util (X) 0.019 0.213 0.174 0.005 0.024 0.037 0.037 0.105 0.162 0.085 Departure Headway (Hd) 5.676 5.175 4.877 6.029 6.162 5.035 4.964 5.748 5.247 5.193 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 630 694 735 591 580 708 718 623 682 689
Service Time 3.412 2.911 2.613 3.793 3.911 2.785 2.714 3.488 2.987 2.933 HCM Lane V/C Ratio 0.019 0.213 0.176 0.005 0.024 0.037 0.038 0.106 0.163 0.086 HCM Control Delay 8.5 9.3 8.6 8.8 9.1 8 7.9 9.2 9 8.4
HCM Lane LOS AAAAAAAAAA
HCM 95th-tile Q 0.1 0.8 0.6 0 0.1 0.1 0.1 0.4 0.6 0.3
7.2-48
5498
HCM 6th TWSC California Logistics Center (JN 14274)
27: Carnegie Av. & Driveway 16 01/07/2022
Horizon Year (2040) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 23
Intersection
Int Delay, s/veh 1.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 12 18 40 175 107 11
Future Vol, veh/h 12 18 40 175 107 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 43 190 116 12
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 303 64 128 0 - 0
Stage 1 122 -----
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 670 994 1470 - - -
Stage 1 896 -----
Stage 2 838 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 651 994 1470 - - -
Mov Cap-2 Maneuver 745 -----
Stage 1 870 -----
Stage 2 838 -----
Approach EB NB SB
HCM Control Delay, s 9.3 1.4 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1470 - 877 - -
HCM Lane V/C Ratio 0.03 - 0.037 - -
HCM Control Delay (s) 7.5 - 9.3 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0.1 - 0.1 - -
7.2-49
5499
HCM 6th TWSC California Logistics Center (JN 14274)
28: Carnegie Av. & Driveway 17 01/07/2022
Horizon Year (2040) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 24
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 5 9 214 112 13
Future Vol, veh/h 1 5 9 214 112 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 10 233 122 14
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 266 68 136 0 - 0
Stage 1 129 -----
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 706 988 1461 - - -
Stage 1 889 -----
Stage 2 881 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 701 988 1461 - - -
Mov Cap-2 Maneuver 780 -----
Stage 1 883 -----
Stage 2 881 -----
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) 1461 - 946 - -
HCM Lane V/C Ratio 0.007 - 0.007 - -
HCM Control Delay (s) 7.5 - 8.8 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - 0 - -
7.2-50
5500
HCM 6th AWSC California Logistics Center (JN 14274)
29: Carnegie Av. & La Salle St. 01/07/2022
Horizon Year (2040) With Project Conditions - AM 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 44 17 43 178 75 42
Future Vol, veh/h 44 17 43 178 75 42
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 000000
Mvmt Flow 48 18 47 193 82 46
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 7.6 8.1
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 89 89 44 17 50 67
LT Vol 43 0 0 44 0 0 0
Through Vol 0 89 89 0 0 50 25
RT Vol 0 0 0 0 17 0 42
Lane Flow Rate 47 97 97 48 18 54 73
Geometry Grp 8888888
Degree of Util (X) 0.071 0.133 0.087 0.078 0.024 0.077 0.095 Departure Headway (Hd) 5.46 4.959 3.254 5.854 4.654 5.115 4.675 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 658 725 1102 613 769 702 768
Service Time 3.177 2.676 0.971 3.583 2.382 2.838 2.398
HCM Lane V/C Ratio 0.071 0.134 0.088 0.078 0.023 0.077 0.095 HCM Control Delay 8.6 8.4 6.3 9.1 7.5 8.3 7.9
HCM Lane LOS AAAAAAA
HCM 95th-tile Q 0.2 0.5 0.3 0.3 0.1 0.2 0.3
7.2-51
5501
HCM 6th TWSC California Logistics Center (JN 14274)
30: Carnegie Av. & Driveway 18 01/07/2022
Horizon Year (2040) 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 1 221 12 0 92
Future Vol, veh/h 2 1 221 12 0 92
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 1 240 13 0 100
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 297 127 0 0 253 0
Stage 1 247 -----
Stage 2 50 -----
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 676 906 - - 1324 -
Stage 1 777 -----
Stage 2 972 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 676 906 - - 1324 -
Mov Cap-2 Maneuver 730 -----
Stage 1 777 -----
Stage 2 972 -----
Approach WB NB SB
HCM Control Delay, s 9.6 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 781 1324 -
HCM Lane V/C Ratio - - 0.004 - -
HCM Control Delay (s) - - 9.6 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0 0 -
7.2-52
5502
Timings California Logistics Center (JN 14274)
31: Carnegie Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 163 713 7 801 115 9 3 22 72
Future Volume (vph) 163 713 7 801 115 9 3 22 72
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: 44.8
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Splits and Phases: 31: Carnegie Av. & Jurupa St.
7.2-53
5503
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 31: Carnegie Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 163 713 4 7 801 115 9 0 3 22 0 72 Future Volume (veh/h) 163 713 4 7 801 115 9 0 3 22 0 72 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 1800 1900 1900 1800 1900 1900 1800 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 181 792 4 8 890 128 10 0 2 24 0 70 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 446 3355 17 546 2274 1002 288 169 143 295 169 143 Arrive On Green 0.63 0.63 0.63 0.63 0.63 0.63 0.09 0.00 0.09 0.09 0.00 0.09 Sat Flow, veh/h 533 5326 27 656 3610 1590 1281 1900 1606 1357 1900 1610 Grp Volume(v), veh/h 181 514 282 8 890 128 10 0 2 24 0 70 Grp Sat Flow(s),veh/h/ln 533 1729 1894 656 1805 1590 1281 1900 1606 1357 1900 1610 Q Serve(g_s), s 10.4 2.7 2.7 0.2 5.0 1.3 0.3 0.0 0.0 0.7 0.0 1.7 Cycle Q Clear(g_c), s 15.4 2.7 2.7 2.9 5.0 1.3 0.3 0.0 0.0 0.7 0.0 1.7 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 446 2179 1194 546 2274 1002 288 169 143 295 169 143 V/C Ratio(X) 0.41 0.24 0.24 0.01 0.39 0.13 0.03 0.00 0.01 0.08 0.00 0.49 Avail Cap(c_a), veh/h 1081 6303 3453 1328 6580 2899 1242 1584 1339 1267 1529 1296 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 7.5 3.3 3.3 3.9 3.7 3.1 17.3 0.0 17.1 17.4 0.0 17.9 Incr Delay (d2), s/veh 0.6 0.1 0.1 0.0 0.1 0.1 0.0 0.0 0.0 0.1 0.0 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.2 0.3 0.0 0.4 0.1 0.1 0.0 0.0 0.2 0.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.1 3.4 3.4 4.0 3.9 3.1 17.3 0.0 17.2 17.6 0.0 20.5 LnGrp LOS AAAAAABABBAC
Approach Vol, veh/h 977 1026 12 94
Approach Delay, s/veh 4.3 3.8 17.3 19.7
Approach LOS AABB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 9.5 31.8 9.5 31.8
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 2.3 17.4 3.7 7.0
Green Ext Time (p_c), s 0.0 8.6 0.2 7.6
Intersection Summary
HCM 6th Ctrl Delay 4.8
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
7.2-54
5504
HCM 6th TWSC California Logistics Center (JN 14274)
32: Driveway 19 & Santa Ana St. 01/07/2022
Horizon Year (2040) 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 61 10 0 39 5200002
Future Vol, veh/h 6 61 10 0 39 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 66 11 0 42 5200002
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 47 0 0 77 0 0 107 133 39 92 136 24 Stage 1 - - - - - - 86 86 - 45 45 -
Stage 2 - - - - - - 21 47 - 47 91 -
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 1573 - - 1535 - - 867 761 1031 888 759 1053 Stage 1 - - - - - - 918 827 - 969 861 -
Stage 2 - ----- 1000 860 - 967 823 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1573 - - 1535 - - 863 758 1031 885 756 1053 Mov Cap-2 Maneuver - - - - - - 863 768 - 890 767 -
Stage 1 - - - - - - 914 824 - 965 861 -
Stage 2 - - - - - - 998 860 - 963 820 -
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) 863 1573 - - 1535 - - 1053
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
7.2-55
5505
HCM 6th TWSC California Logistics Center (JN 14274)
33: Driveway 20 & Santa Ana St. 01/07/2022
Horizon Year (2040) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 30
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 33 18 4 32 8 3 0 11 0 0 9
Future Vol, veh/h 10 33 18 4 32 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 36 20 4 35 9 3 0 12 0 0 10
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 44 0 0 56 0 0 94 120 28 88 126 22
Stage 1 - - - - - - 68 68 - 48 48 -
Stage 2 - - - - - - 26 52 - 40 78 -
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 - - 1562 - - 885 774 1047 893 768 1056 Stage 1 - - - - - - 940 842 - 965 859 -
Stage 2 - - - - - - 994 856 - 976 834 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1577 - - 1562 - - 871 766 1047 876 760 1056 Mov Cap-2 Maneuver - - - - - - 874 773 - 882 769 -
Stage 1 - - - - - - 933 836 - 958 856 -
Stage 2 - - - - - - 982 853 - 958 828 -
Approach EB WB NB SB
HCM Control Delay, s 1.2 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) 1004 1577 - - 1562 - - 1056
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
7.2-56
5506
HCM 6th TWSC California Logistics Center (JN 14274)
34: Commerce Pkwy. & Driveway 21 01/07/2022
Horizon Year (2040) 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 0 452 521 8
Future Vol, veh/h 0 2 0 452 521 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 0 491 566 9
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 288 - 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 0 609 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 609 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 10.9 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 609 - -
HCM Lane V/C Ratio - 0.004 - -
HCM Control Delay (s) - 10.9 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 0 - -
7.2-57
5507
HCM 6th TWSC California Logistics Center (JN 14274)
35: Commerce Pkwy. & Driveway 22 01/07/2022
Horizon Year (2040) 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 0 452 520 4
Future Vol, veh/h 0 7 0 452 520 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 0 491 565 4
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 285 - 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 0 612 0 - - -
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 NB SB
HCM Control Delay, s 11 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 612 - -
HCM Lane V/C Ratio - 0.012 - -
HCM Control Delay (s) - 11 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 0 - -
7.2-58
5508
HCM 6th TWSC California Logistics Center (JN 14274)
36: Commerce Pkwy. & Driveway 23 01/07/2022
Horizon Year (2040) 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 2 451 6 0 526
Future Vol, veh/h 0 2 451 6 0 526
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 2 490 7 0 572
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 249 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 0 644 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 644 ----
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) - - 644 -
HCM Lane V/C Ratio - - 0.003 -
HCM Control Delay (s) - - 10.6 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0 -
7.2-59
5509
HCM 6th AWSC California Logistics Center (JN 14274)
37: Commerce Pkwy. & Santa Ana St. 01/07/2022
Horizon Year (2040) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 34
Intersection
Intersection Delay, s/veh 12.1
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 28 11 1 8 90 30 361 25 163 358 6
Future Vol, veh/h 6 28 11 1 8 90 30 361 25 163 358 6
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 29 12 1 8 95 32 380 26 172 377 6
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 10.3 10.7 12.5 12.1
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% 83% 0% 100% 46% 0% 100% 3% 0% 100%
Vol Right, % 0% 0% 17% 0% 0% 54% 0% 0% 97% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 30 241 145 6 19 20 1 5 93 163 239
LT Vol 30 0 0 6 0 0 1 0 0 163 0
Through Vol 0 241 120 0 19 9 0 5 3 0 239
RT Vol 0 0 25 0 0 11 0 0 90 0 0
Lane Flow Rate 32 253 153 6 20 21 1 6 98 172 251
Geometry Grp 88888888888
Degree of Util (X) 0.059 0.437 0.259 0.014 0.04 0.041 0.002 0.011 0.177 0.31 0.419 Departure Headway (Hd) 6.709 6.209 6.089 7.852 7.352 6.974 7.715 7.215 6.535 6.511 6.011 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 534 580 589 455 486 512 463 495 547 552 598
Service Time 4.45 3.95 3.83 5.614 5.114 4.735 5.471 4.971 4.291 4.251 3.751 HCM Lane V/C Ratio 0.06 0.436 0.26 0.013 0.041 0.041 0.002 0.012 0.179 0.312 0.42 HCM Control Delay 9.9 13.7 11 10.7 10.4 10 10.5 10.1 10.7 12.2 13 HCM Lane LOS ABBBBABBBBB
HCM 95th-tile Q 0.2 2.2 1 0 0.1 0.1 0 0 0.6 1.3 2.1
7.2-60
5510
HCM 6th TWSC California Logistics Center (JN 14274)
38: Commerce Pkwy. & Driveway 24 01/07/2022
Horizon Year (2040) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 35
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 8 0 416 354 16
Future Vol, veh/h 0 8 0 416 354 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 0 452 385 17
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 201 - 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 0 813 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 813 ----
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) - 813 - -
HCM Lane V/C Ratio - 0.011 - -
HCM Control Delay (s) - 9.5 - -
HCM Lane LOS - A - -
HCM 95th %tile Q(veh) - 0 - -
7.2-61
5511
HCM 6th TWSC California Logistics Center (JN 14274)
39: Commerce Pkwy. & Driveway 25 01/07/2022
Horizon Year (2040) With Project Conditions - AM 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 23 15 400 46 4 358
Future Vol, veh/h 23 15 400 46 4 358
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 16 435 50 4 389
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 663 243 0 0 485 0
Stage 1 460 -----
Stage 2 203 -----
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 428 650 - - 696 -
Stage 1 531 -----
Stage 2 787 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 425 650 - - 696 -
Mov Cap-2 Maneuver 425 -----
Stage 1 531 -----
Stage 2 782 -----
Approach WB NB SB
HCM Control Delay, s 13 0 0.1
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 492 696 -
HCM Lane V/C Ratio - - 0.084 0.006 -
HCM Control Delay (s) - - 13 10.2 -
HCM Lane LOS - - B B -
HCM 95th %tile Q(veh) - - 0.3 0 -
7.2-62
5512
HCM 6th TWSC California Logistics Center (JN 14274)
40: Commerce Pkwy. & Driveway 26 01/07/2022
Horizon Year (2040) 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 2 444 10 0 380
Future Vol, veh/h 0 2 444 10 0 380
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 2 483 11 0 413
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 247 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 0 646 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 646 ----
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) - - 646 -
HCM Lane V/C Ratio - - 0.003 -
HCM Control Delay (s) - - 10.6 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0 -
7.2-63
5513
Timings California Logistics Center (JN 14274)
41: Commerce Pkwy. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 109 613 22 841 358 14 5 267 11 67
Future Volume (vph) 109 613 22 841 358 14 5 267 11 67
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: 74.7
Natural Cycle: 85
Control Type: Actuated-Uncoordinated
Splits and Phases: 41: Commerce Pkwy. & Jurupa St.
7.2-64
5514
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 41: Commerce Pkwy. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 109 613 14 22 841 358 14 5 41 267 11 67 Future Volume (veh/h) 109 613 14 22 841 358 14 5 41 267 11 67 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 1800 1900 1900 1800 1900 1900 1800 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 118 666 14 24 914 0 15 5 34 290 12 66 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 2143 45 46 1261 31 29 197 351 439 372
Arrive On Green 0.09 0.41 0.41 0.03 0.35 0.00 0.02 0.14 0.14 0.11 0.23 0.23 Sat Flow, veh/h 1714 5229 110 1714 3610 1610 1714 211 1432 3141 1900 1610 Grp Volume(v), veh/h 118 440 240 24 914 0 15 0 39 290 12 66 Grp Sat Flow(s),veh/h/ln 1714 1729 1880 1714 1805 1610 1714 0 1642 1570 1900 1610 Q Serve(g_s), s 4.5 5.7 5.7 0.9 14.6 0.0 0.6 0.0 1.4 6.0 0.3 2.2 Cycle Q Clear(g_c), s 4.5 5.7 5.7 0.9 14.6 0.0 0.6 0.0 1.4 6.0 0.3 2.2 Prop In Lane 1.00 0.06 1.00 1.00 1.00 0.87 1.00 1.00
Lane Grp Cap(c), veh/h 150 1418 771 46 1261 31 0 226 351 439 372 V/C Ratio(X) 0.79 0.31 0.31 0.52 0.72 0.48 0.00 0.17 0.83 0.03 0.18 Avail Cap(c_a), veh/h 424 2776 1509 217 2462 191 0 778 351 866 734 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 29.6 13.2 13.2 31.8 18.8 0.0 32.2 0.0 25.2 28.8 19.7 20.4 Incr Delay (d2), s/veh 3.4 0.1 0.2 3.3 0.8 0.0 4.2 0.0 0.4 14.1 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 1.8 1.9 2.1 0.4 5.3 0.0 0.3 0.0 0.6 2.7 0.1 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.0 13.3 13.5 35.2 19.6 0.0 36.4 0.0 25.6 43.0 19.7 20.7 LnGrp LOS C B B D B D A C D B C
Approach Vol, veh/h 798 938 A 54 368
Approach Delay, s/veh 16.3 20.0 28.6 38.2
Approach LOS B B C D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 14.9 6.4 33.0 5.8 21.1 10.4 28.9 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 7.4 * 31 8.4 53.2 7.4 30.2 16.4 45.2 Max Q Clear Time (g_c+I1), s 8.0 3.4 2.9 7.7 2.6 4.2 6.5 16.6 Green Ext Time (p_c), s 0.0 0.2 0.0 4.4 0.0 0.2 0.1 6.5 Intersection Summary
HCM 6th Ctrl Delay 21.9
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.
7.2-65
5515
HCM 6th TWSC California Logistics Center (JN 14274)
42: Driveway 27 & Santa Ana St. 01/07/2022
Horizon Year (2040) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 40
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 6 190 19 3 95 2302101
Future Vol, veh/h 6 190 19 3 95 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 7 207 21 3 103 2302101
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 105 0 0 228 0 0 290 343 114 228 352 53 Stage 1 - - - - - - 232 232 - 110 110 -
Stage 2 - - - - - - 58 111 - 118 242 -
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 1499 - - 1352 - - 645 583 923 713 576 1010 Stage 1 - - - - - - 756 716 - 889 808 -
Stage 2 - - - - - - 953 807 - 880 709 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1499 - - 1352 - - 641 579 923 707 572 1010 Mov Cap-2 Maneuver - - - - - - 641 579 - 707 572 -
Stage 1 - - - - - - 752 712 - 885 806 -
Stage 2 - - - - - - 950 805 - 874 705 -
Approach EB WB NB SB
HCM Control Delay, s 0.2 0.2 10 9.3
HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 730 1499 - - 1352 - - 832
HCM Lane V/C Ratio 0.007 0.004 - - 0.002 - - 0.003
HCM Control Delay (s) 10 7.4 - - 7.7 - - 9.3
HCM Lane LOS B A - - A - - A
HCM 95th %tile Q(veh) 0 0 - - 0 - - 0
7.2-66
5516
HCM 6th TWSC California Logistics Center (JN 14274)
43: Driveway 28 & Santa Ana St. 01/07/2022
Horizon Year (2040) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 41
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 7 180 5 11 96 1103203
Future Vol, veh/h 7 180 5 11 96 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 8 196 5 12 104 1103203
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 105 0 0 201 0 0 291 344 101 243 346 53 Stage 1 - - - - - - 215 215 - 129 129 -
Stage 2 - - - - - - 76 129 - 114 217 -
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 1499 - - 1383 - - 644 582 941 696 580 1010 Stage 1 - - - - - - 773 729 - 867 793 -
Stage 2 - - - - - - 930 793 - 884 727 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1499 - - 1383 - - 635 574 941 686 572 1010 Mov Cap-2 Maneuver - - - - - - 635 574 - 686 572 -
Stage 1 - - - - - - 769 725 - 863 786 -
Stage 2 - - - - - - 919 786 - 876 723 -
Approach EB WB NB SB
HCM Control Delay, s 0.3 0.8 9.3 9.3
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 840 1499 - - 1383 - - 850
HCM Lane V/C Ratio 0.005 0.005 - - 0.009 - - 0.006
HCM Control Delay (s) 9.3 7.4 - - 7.6 - - 9.3
HCM Lane LOS A A - - A - - A
HCM 95th %tile Q(veh) 0 0 - - 0 - - 0
7.2-67
5517
HCM 6th TWSC California Logistics Center (JN 14274)
44: Doubleday Av. & Driveway 29 01/07/2022
Horizon Year (2040) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 42
Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 1 2 57 46 1
Future Vol, veh/h 2 1 2 57 46 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 62 50 1
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 86 26 51 0 - 0
Stage 1 51 -----
Stage 2 35 -----
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 911 1050 1568 - - -
Stage 1 971 -----
Stage 2 989 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 910 1050 1568 - - -
Mov Cap-2 Maneuver 907 -----
Stage 1 970 -----
Stage 2 989 -----
Approach EB NB SB
HCM Control Delay, s 8.8 0.2 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1568 - 950 - -
HCM Lane V/C Ratio 0.001 - 0.003 - -
HCM Control Delay (s) 7.3 - 8.8 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - 0 - -
7.2-68
5518
HCM 6th AWSC California Logistics Center (JN 14274)
45: Doubleday Av. & Santa Ana St. 01/07/2022
Horizon Year (2040) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 43
Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 40 69 75 8 61 10 13 9 2 9 5 33
Future Vol, veh/h 40 69 75 8 61 10 13 9 2 9 5 33
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 43 73 80 9 65 11 14 10 2 10 5 35
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 8 8.3 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% 60% 0% 100% 23% 0% 100% 67% 0% 100% Vol Right, % 0% 0% 40% 0% 0% 77% 0% 0% 33% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 13 6 5 40 46 98 8 41 30 9 3
LT Vol 13 0 0 40 0 0 8 0 0 9 0
Through Vol 0 6 3 0 46 23 0 41 20 0 3
RT Vol 0 0 2 0 0 75 0 0 10 0 0
Lane Flow Rate 14 6 5 43 49 104 9 43 32 10 4
Geometry Grp 88888888888
Degree of Util (X) 0.022 0.009 0.007 0.063 0.066 0.126 0.013 0.061 0.043 0.015 0.005 Departure Headway (Hd) 5.785 5.285 5.005 5.369 4.869 4.334 5.557 5.057 4.826 5.746 5.246 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 620 679 717 670 738 830 646 710 744 625 684
Service Time 3.504 3.004 2.724 3.08 2.58 2.044 3.271 2.771 2.54 3.463 2.963 HCM Lane V/C Ratio 0.023 0.009 0.007 0.064 0.066 0.125 0.014 0.061 0.043 0.016 0.006 HCM Control Delay 8.6 8.1 7.8 8.4 7.9 7.7 8.3 8.1 7.8 8.6 8 HCM Lane LOS AAAAAAAAAAA
HCM 95th-tile Q 0.1 0 0 0.2 0.2 0.4 0 0.2 0.1 0 0
7.2-69
5519
HCM 6th TWSC California Logistics Center (JN 14274)
46: Driveway 30 & Doubleday Av. 01/07/2022
Horizon Year (2040) 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 -
7.2-70
5520
HCM 6th AWSC California Logistics Center (JN 14274)
47: Dupont Av. & Santa Ana St. 01/07/2022
Horizon Year (2040) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 45
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 14 43 13 15 51 14 33 68 8 3 38 16
Future Vol, veh/h 14 43 13 15 51 14 33 68 8 3 38 16
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 15 47 14 16 56 15 36 75 9 3 42 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 8 8.1 8.2 7.9
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% 52% 0% 100% 55% 0% 100% Vol Right, % 0% 0% 26% 0% 0% 48% 0% 0% 45% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 33 45 31 14 29 27 15 34 31 3 25
LT Vol 33 0 0 14 0 0 15 0 0 3 0
Through Vol 0 45 23 0 29 14 0 34 17 0 25
RT Vol 0 0 8 0 0 13 0 0 14 0 0
Lane Flow Rate 36 50 34 15 32 30 16 37 34 3 28
Geometry Grp 88888888888
Degree of Util (X) 0.056 0.07 0.046 0.024 0.045 0.04 0.026 0.053 0.046 0.005 0.04 Departure Headway (Hd) 5.558 5.058 4.875 5.654 5.154 4.821 5.631 5.131 4.815 5.672 5.172 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 645 709 735 634 695 743 636 698 744 632 693
Service Time 3.282 2.782 2.599 3.381 2.881 2.548 3.359 2.859 2.543 3.4 2.9 HCM Lane V/C Ratio 0.056 0.071 0.046 0.024 0.046 0.04 0.025 0.053 0.046 0.005 0.04 HCM Control Delay 8.6 8.2 7.8 8.5 8.1 7.7 8.5 8.1 7.8 8.4 8.1 HCM Lane LOS AAAAAAAAAAA
HCM 95th-tile Q 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.2 0.1 0 0.1
7.2-71
5521
HCM 6th TWSC California Logistics Center (JN 14274)
48: Dupont Av. & Doubleday Av. 01/07/2022
Horizon Year (2040) 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 - -
7.2-72
5522
HCM 6th TWSC California Logistics Center (JN 14274)
49: Dupont Av. & Driveway 31 01/07/2022
Horizon Year (2040) 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 2 196 43 8
Future Vol, veh/h 2 3 2 196 43 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 2 213 47 9
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 163 28 56 0 - 0
Stage 1 52 -----
Stage 2 111 -----
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 817 1047 1562 - - -
Stage 1 970 -----
Stage 2 907 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 816 1047 1562 - - -
Mov Cap-2 Maneuver 845 -----
Stage 1 969 -----
Stage 2 907 -----
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) 1562 - 956 - -
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 - -
7.2-73
5523
Timings California Logistics Center (JN 14274)
50: Dupont Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 75 761 100 1074 24 33 18 6
Future Volume (vph) 75 761 100 1074 24 33 18 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: 55
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Splits and Phases: 50: Dupont Av. & Jurupa St.
7.2-74
5524
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 50: Dupont Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 75 761 20 100 1074 90 24 33 90 18 6 21 Future Volume (veh/h) 75 761 20 100 1074 90 24 33 90 18 6 21 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 1800 1900 1900 1800 1900 1900 1800 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 77 777 19 102 1096 91 24 34 68 18 6 15 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 116 2061 50 134 1985 165 396 340 304 344 340 304 Arrive On Green 0.07 0.40 0.40 0.08 0.41 0.41 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1714 5208 127 1714 4880 405 1339 1805 1610 1244 1805 1610 Grp Volume(v), veh/h 77 515 281 102 776 411 24 34 68 18 6 15 Grp Sat Flow(s),veh/h/ln 1714 1729 1877 1714 1729 1827 1339 1805 1610 1244 1805 1610 Q Serve(g_s), s 2.1 5.0 5.0 2.7 8.0 8.1 0.7 0.7 1.7 0.6 0.1 0.4 Cycle Q Clear(g_c), s 2.1 5.0 5.0 2.7 8.0 8.1 1.1 0.7 1.7 2.3 0.1 0.4 Prop In Lane 1.00 0.07 1.00 0.22 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 116 1369 743 134 1406 743 396 340 304 344 340 304 V/C Ratio(X) 0.67 0.38 0.38 0.76 0.55 0.55 0.06 0.10 0.22 0.05 0.02 0.05 Avail Cap(c_a), veh/h 673 3188 1731 893 3631 1919 1189 1410 1258 1081 1410 1258 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 21.3 10.0 10.1 21.2 10.6 10.6 16.0 15.7 16.1 17.1 15.5 15.6 Incr Delay (d2), s/veh 2.4 0.2 0.3 3.3 0.3 0.6 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 0.8 1.3 1.5 1.0 2.1 2.3 0.2 0.3 0.5 0.1 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.8 10.2 10.4 24.4 11.0 11.3 16.1 15.8 16.5 17.1 15.5 15.6 LnGrp LOS C B B C BBBBBBBB
Approach Vol, veh/h 873 1289 126 39
Approach Delay, s/veh 11.5 12.1 16.2 16.3
Approach LOS BBBB
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 14.2 8.3 24.3 14.2 7.8 24.9
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 4.7 7.0 4.3 4.1 10.1
Green Ext Time (p_c), s 0.6 0.1 5.2 0.1 0.1 9.0
Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B
7.2-75
5525
Timings California Logistics Center (JN 14274)
51: Milliken Av. & E. Airport Dr. 01/07/2022
Horizon Year (2040) 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) 88 125 37 105 172 27 693 365 1272 210 Future Volume (vph) 88 125 37 105 172 27 693 365 1272 210 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: 102.6
Natural Cycle: 125
Control Type: Actuated-Uncoordinated
Splits and Phases: 51: Milliken Av. & E. Airport Dr.
7.2-76
5526
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 51: Milliken Av. & E. Airport Dr. 01/07/2022
Horizon Year (2040) 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) 88 125 37 105 172 223 27 693 77 365 1272 210 Future Volume (veh/h) 88 125 37 105 172 223 27 693 77 365 1272 210 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 1900 1900 1800 1900 1900 1700 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 102 145 30 122 200 158 31 806 74 424 1479 195 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 179 474 211 153 321 241 99 1141 104 465 2469 857 Arrive On Green 0.06 0.13 0.13 0.09 0.16 0.16 0.03 0.24 0.24 0.27 0.48 0.48 Sat Flow, veh/h 3141 3610 1610 1714 1965 1472 3141 4836 442 1714 5187 1608 Grp Volume(v), veh/h 102 145 30 122 183 175 31 575 305 424 1479 195 Grp Sat Flow(s),veh/h/ln 1570 1805 1610 1714 1805 1632 1570 1729 1820 1714 1729 1608 Q Serve(g_s), s 2.5 2.8 1.3 5.4 7.3 7.8 0.8 11.9 12.0 18.7 16.3 5.0 Cycle Q Clear(g_c), s 2.5 2.8 1.3 5.4 7.3 7.8 0.8 11.9 12.0 18.7 16.3 5.0 Prop In Lane 1.00 1.00 1.00 0.90 1.00 0.24 1.00 1.00
Lane Grp Cap(c), veh/h 179 474 211 153 295 267 99 816 429 465 2469 857 V/C Ratio(X) 0.57 0.31 0.14 0.80 0.62 0.66 0.31 0.71 0.71 0.91 0.60 0.23 Avail Cap(c_a), veh/h 218 1654 738 279 996 901 202 1198 631 735 3688 1235 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 35.8 30.6 30.0 34.8 30.3 30.5 36.9 27.3 27.3 27.5 15.0 9.7 Incr Delay (d2), s/veh 1.1 0.4 0.3 3.6 2.1 2.7 0.7 1.1 2.2 7.4 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 0.9 1.2 0.5 2.3 3.1 3.1 0.3 4.5 4.9 7.7 5.3 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.9 31.0 30.3 38.3 32.5 33.3 37.6 28.4 29.5 34.9 15.2 9.8 LnGrp LOS DCCDCCDCCCBA
Approach Vol, veh/h 277 480 911 2098
Approach Delay, s/veh 33.1 34.3 29.1 18.7
Approach LOS C C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 25.8 24.6 11.6 16.0 7.0 43.3 9.1 18.5 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 33.4 27.0 12.7 35.7 5.0 55.4 5.4 43.0 Max Q Clear Time (g_c+I1), s 20.7 14.0 7.4 4.8 2.8 18.3 4.5 9.8 Green Ext Time (p_c), s 0.5 4.2 0.1 0.9 0.0 13.8 0.0 2.0 Intersection Summary
HCM 6th Ctrl Delay 24.2
HCM 6th LOS C
7.2-77
5527
Timings California Logistics Center (JN 14274)
52: Milliken Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 225 926 392 294 781 505 862 194 268 801 70 Future Volume (vph) 225 926 392 294 781 505 862 194 268 801 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: 100.6
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Splits and Phases: 52: Milliken Av. & Jurupa St.
7.2-78
5528
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 52: Milliken Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 225 926 392 294 781 106 505 862 194 268 801 70 Future Volume (veh/h) 225 926 392 294 781 106 505 862 194 268 801 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 1900 1900 1700 1900 1900 1700 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 232 955 299 303 805 84 521 889 182 276 826 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 300 1392 736 256 1214 126 593 1636 508 308 1167 516 Arrive On Green 0.10 0.27 0.27 0.08 0.25 0.25 0.19 0.32 0.32 0.10 0.22 0.22 Sat Flow, veh/h 3141 5187 1610 3141 4773 495 3141 5187 1610 3141 5187 1610 Grp Volume(v), veh/h 232 955 299 303 582 307 521 889 182 276 826 36 Grp Sat Flow(s),veh/h/ln 1570 1729 1610 1570 1729 1811 1570 1729 1610 1570 1729 1610 Q Serve(g_s), s 6.5 14.8 11.1 7.3 13.5 13.6 14.5 12.7 7.8 7.8 13.2 1.4 Cycle Q Clear(g_c), s 6.5 14.8 11.1 7.3 13.5 13.6 14.5 12.7 7.8 7.8 13.2 1.4 Prop In Lane 1.00 1.00 1.00 0.27 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 300 1392 736 256 879 461 593 1636 508 308 1167 516 V/C Ratio(X) 0.77 0.69 0.41 1.18 0.66 0.67 0.88 0.54 0.36 0.89 0.71 0.07 Avail Cap(c_a), veh/h 400 2147 970 256 1273 667 715 2639 819 308 1968 765 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 39.6 29.4 16.2 41.2 30.0 30.0 35.4 25.3 23.7 40.0 32.0 21.2 Incr Delay (d2), s/veh 4.5 0.6 0.4 115.4 0.9 1.7 9.4 0.3 0.4 25.9 0.8 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 2.6 5.8 3.7 6.8 5.4 5.8 5.9 4.8 2.8 3.9 5.2 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.1 30.0 16.6 156.6 30.8 31.7 44.8 25.6 24.1 65.9 32.8 21.2 LnGrp LOS D C B F CCDCCECC
Approach Vol, veh/h 1486 1192 1592 1138
Approach Delay, s/veh 29.5 63.0 31.7 40.5
Approach LOS C E C D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.4 34.5 11.9 29.9 21.5 26.4 13.2 28.6 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 9.8 14.7 9.3 16.8 16.5 15.2 8.5 15.6 Green Ext Time (p_c), s 0.0 6.9 0.0 7.3 0.5 5.0 0.1 5.0 Intersection Summary
HCM 6th Ctrl Delay 39.8
HCM 6th LOS D
7.2-79
5529
Timings California Logistics Center (JN 14274)
53: Milliken Av. & Mission Bl. 01/07/2022
Horizon Year (2040) 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) 461 29 49 39 257 630 1399 444 888 509 Future Volume (vph) 461 29 49 39 257 630 1399 444 888 509 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: 105.8
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Splits and Phases: 53: Milliken Av. & Mission Bl.
7.2-80
5530
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 53: Milliken Av. & Mission Bl. 01/07/2022
Horizon Year (2040) 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) 461 29 269 49 39 257 630 1399 77 444 888 509 Future Volume (veh/h) 461 29 269 49 39 257 630 1399 77 444 888 509 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 1900 1900 1800 1900 1900 1700 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 512 32 290 54 0 248 700 1554 85 493 987 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 516 37 331 68 0 323 704 2024 111 358 1514
Arrive On Green 0.16 0.22 0.22 0.04 0.00 0.10 0.22 0.40 0.40 0.11 0.29 0.00 Sat Flow, veh/h 3141 162 1472 1714 0 3220 3141 5033 275 3141 5187 1610 Grp Volume(v), veh/h 512 0 322 54 0 248 700 1068 571 493 987 0 Grp Sat Flow(s),veh/h/ln 1570 0 1635 1714 0 1610 1570 1729 1850 1570 1729 1610 Q Serve(g_s), s 16.3 0.0 19.0 3.1 0.0 7.5 22.2 26.7 26.7 11.4 16.6 0.0 Cycle Q Clear(g_c), s 16.3 0.0 19.0 3.1 0.0 7.5 22.2 26.7 26.7 11.4 16.6 0.0 Prop In Lane 1.00 0.90 1.00 1.00 1.00 0.15 1.00 1.00
Lane Grp Cap(c), veh/h 516 0 367 68 0 323 704 1390 744 358 1514 V/C Ratio(X) 0.99 0.00 0.88 0.79 0.00 0.77 0.99 0.77 0.77 1.38 0.65 Avail Cap(c_a), veh/h 516 0 434 127 0 564 704 1828 978 358 2170 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 41.7 0.0 37.4 47.5 0.0 43.8 38.7 25.8 25.8 44.2 30.9 0.0 Incr Delay (d2), s/veh 37.7 0.0 16.1 7.4 0.0 3.8 32.3 1.5 2.7 185.7 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 8.6 0.0 8.7 1.4 0.0 3.0 11.1 10.2 11.2 13.4 6.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.4 0.0 53.5 54.9 0.0 47.6 71.0 27.3 28.6 229.9 31.4 0.0 LnGrp LOS E A D D A D E C C F C
Approach Vol, veh/h 834 302 2339 1480 A
Approach Delay, s/veh 69.4 48.9 40.7 97.5
Approach LOS E D D F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 46.4 8.6 28.9 27.0 35.4 21.0 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 13.4 28.7 5.1 21.0 24.2 18.6 18.3 9.5 Green Ext Time (p_c), s 0.0 11.5 0.0 0.8 0.0 6.4 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 63.0
HCM 6th LOS E
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.
7.2-81
5531
Timings California Logistics Center (JN 14274)
54: I-15 SB Ramps & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 854 364 474 786 540 4 1179
Future Volume (vph) 854 364 474 786 540 4 1179
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: 86.1
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Splits and Phases: 54: I-15 SB Ramps & Jurupa St.
7.2-82
5532
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 54: I-15 SB Ramps & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 0 854 364 474 786 0 0 0 0 540 4 1179 Future Volume (veh/h) 0 854 364 474 786 0 0 0 0 540 4 1179 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 1900 1900 1700 1900 0 1800 1900 1900 Adj Flow Rate, veh/h 0 978 322 521 864 0 397 0 1324
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 1513 427 530 2564 0 640 0 1202
Arrive On Green 0.00 0.27 0.27 0.17 0.49 0.00 0.37 0.00 0.37 Sat Flow, veh/h 0 5700 1610 3141 5358 0 1714 0 3220
Grp Volume(v), veh/h 0 978 322 521 864 0 397 0 1324
Grp Sat Flow(s),veh/h/ln 0 1900 1610 1570 1729 0 1714 0 1610 Q Serve(g_s), s 0.0 12.6 15.2 13.7 8.4 0.0 15.7 0.0 31.0 Cycle Q Clear(g_c), s 0.0 12.6 15.2 13.7 8.4 0.0 15.7 0.0 31.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1513 427 530 2564 0 640 0 1202 V/C Ratio(X) 0.00 0.65 0.75 0.98 0.34 0.00 0.62 0.00 1.10 Avail Cap(c_a), veh/h 0 1990 562 530 2998 0 640 0 1202
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 27.0 28.0 34.4 12.7 0.0 21.2 0.0 26.0 Incr Delay (d2), s/veh 0.0 0.3 3.5 34.8 0.1 0.0 1.8 0.0 58.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 5.3 5.8 7.4 2.8 0.0 6.0 0.0 20.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 27.4 31.5 69.2 12.8 0.0 23.1 0.0 84.4 LnGrp LOS A C C E B A C A F
Approach Vol, veh/h 1300 1385 1721
Approach Delay, s/veh 28.4 34.0 70.2
Approach LOS C C E
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 19.0 28.0 36.0 47.0
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 15.7 17.2 33.0 10.4
Green Ext Time (p_c), s 0.0 4.8 0.0 5.0
Intersection Summary
HCM 6th Ctrl Delay 46.5
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.
7.2-83
5533
Timings California Logistics Center (JN 14274)
55: I-15 NB Ramps & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 485 908 843 386 417 0 575
Future Volume (vph) 485 908 843 386 417 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: 75.5
Natural Cycle: 55
Control Type: Actuated-Uncoordinated
Splits and Phases: 55: I-15 NB Ramps & Jurupa St.
7.2-84
5534
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 55: I-15 NB Ramps & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 485 908 0 0 843 386 417 0 575 0 0 0 Future Volume (veh/h) 485 908 0 0 843 386 417 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 1900 0 0 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 516 966 0 0 897 329 583 0 297
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 632 2999 0 0 1556 483 861 0 404
Arrive On Green 0.20 0.58 0.00 0.00 0.30 0.30 0.25 0.00 0.25 Sat Flow, veh/h 3141 5358 0 0 5358 1610 3429 0 1610
Grp Volume(v), veh/h 516 966 0 0 897 329 583 0 297
Grp Sat Flow(s),veh/h/ln 1570 1729 0 0 1729 1610 1714 0 1610 Q Serve(g_s), s 9.4 5.8 0.0 0.0 8.7 10.7 9.2 0.0 10.1
Cycle Q Clear(g_c), s 9.4 5.8 0.0 0.0 8.7 10.7 9.2 0.0 10.1 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 632 2999 0 0 1556 483 861 0 404
V/C Ratio(X) 0.82 0.32 0.00 0.00 0.58 0.68 0.68 0.00 0.73 Avail Cap(c_a), veh/h 967 4505 0 0 2509 779 1601 0 752
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 6.5 0.0 0.0 17.7 18.4 20.2 0.0 20.5 Incr Delay (d2), s/veh 1.8 0.0 0.0 0.0 0.3 1.3 0.9 0.0 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 1.4 0.0 0.0 2.9 3.5 3.2 0.0 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.6 6.6 0.0 0.0 18.0 19.7 21.1 0.0 23.2 LnGrp LOS C AAABBCAC
Approach Vol, veh/h 1482 1226 880
Approach Delay, s/veh 12.8 18.4 21.8
Approach LOS B B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 39.7 16.6 23.0 20.1
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 7.8 11.4 12.7 12.1
Green Ext Time (p_c), s 5.9 0.6 5.2 2.9
Intersection Summary
HCM 6th Ctrl Delay 16.9
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.
7.2-85
5535
Timings California Logistics Center (JN 14274)
1: Haven Av. & Inland Empire Bl. 01/07/2022
Horizon Year (2040) 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) 223 414 415 371 249 43 436 2447 581 44 1972 72 Future Volume (vph) 223 414 415 371 249 43 436 2447 581 44 1972 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: 111.5
Natural Cycle: 125
Control Type: Actuated-Uncoordinated
Splits and Phases: 1: Haven Av. & Inland Empire Bl.
7.2-86
5536
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 1: Haven Av. & Inland Empire Bl. 01/07/2022
Horizon Year (2040) 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) 223 414 415 371 249 43 436 2447 581 44 1972 72 Future Volume (veh/h) 223 414 415 371 249 43 436 2447 581 44 1972 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 1700 1900 1900 1700 1900 1900 1700 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 232 431 258 386 259 0 454 2549 0 46 2054 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 289 645 534 466 681 481 3205 109 2432
Arrive On Green 0.09 0.18 0.18 0.10 0.19 0.00 0.15 0.49 0.00 0.03 0.37 0.00 Sat Flow, veh/h 3141 3610 1610 4566 3610 1610 3141 6536 1610 3141 6536 1610 Grp Volume(v), veh/h 232 431 258 386 259 0 454 2549 0 46 2054 0 Grp Sat Flow(s),veh/h/ln 1570 1805 1610 1522 1805 1610 1570 1634 1610 1570 1634 1610 Q Serve(g_s), s 7.8 11.9 13.7 8.9 6.7 0.0 15.3 34.9 0.0 1.5 30.8 0.0 Cycle Q Clear(g_c), s 7.8 11.9 13.7 8.9 6.7 0.0 15.3 34.9 0.0 1.5 30.8 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 289 645 534 466 681 481 3205 109 2432 V/C Ratio(X) 0.80 0.67 0.48 0.83 0.38 0.94 0.80 0.42 0.84 Avail Cap(c_a), veh/h 369 1347 847 486 1307 481 3220 147 2525 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 47.7 41.1 28.5 47.2 38.0 0.0 44.9 22.8 0.0 50.7 30.8 0.0 Incr Delay (d2), s/veh 7.4 1.2 0.7 10.2 0.3 0.0 27.3 1.4 0.0 1.0 2.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 5.2 5.1 3.7 2.9 0.0 7.6 12.5 0.0 0.6 11.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.1 42.3 29.2 57.4 38.4 0.0 72.3 24.3 0.0 51.6 33.5 0.0 LnGrp LOS E D C E D E C D C
Approach Vol, veh/h 921 645 A 3003 A 2100 A
Approach Delay, s/veh 41.8 49.8 31.5 33.9
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.3 58.4 15.5 24.9 21.0 45.7 14.5 26.0 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 3.5 36.9 10.9 15.7 17.3 32.8 9.8 8.7 Green Ext Time (p_c), s 0.0 13.8 0.1 3.5 0.0 7.0 0.1 1.5 Intersection Summary
HCM 6th Ctrl Delay 35.5
HCM 6th LOS D
Notes
Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
7.2-87
5537
Timings California Logistics Center (JN 14274)
2: Haven Av. & I-10 WB Ramps 01/07/2022
Horizon Year (2040) 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) 295 392 3072 1055 1999
Future Volume (vph) 295 392 3072 1055 1999
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: 55
Control Type: Actuated-Coordinated
Splits and Phases: 2: Haven Av. & I-10 WB Ramps
7.2-88
5538
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 2: Haven Av. & I-10 WB Ramps 01/07/2022
Horizon Year (2040) 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) 295 392 3072 1055 0 1999
Future Volume (veh/h) 295 392 3072 1055 0 1999
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 1800 1900 1900 1900 0 1900
Adj Flow Rate, veh/h 407 207 3135 0 0 2040
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 000000
Cap, veh/h 529 249 4814 0 4814
Arrive On Green 0.15 0.15 1.00 0.00 0.00 0.74
Sat Flow, veh/h 3429 1610 6802 1610 0 7068
Grp Volume(v), veh/h 407 207 3135 0 0 2040
Grp Sat Flow(s),veh/h/ln 1714 1610 1634 1610 0 1634
Q Serve(g_s), s 11.4 12.5 0.0 0.0 0.0 12.0
Cycle Q Clear(g_c), s 11.4 12.5 0.0 0.0 0.0 12.0
Prop In Lane 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 529 249 4814 0 4814
V/C Ratio(X) 0.77 0.83 0.65 0.00 0.42
Avail Cap(c_a), veh/h 957 449 4814 0 4814
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.26 0.00 0.00 0.48
Uniform Delay (d), s/veh 40.6 41.0 0.0 0.0 0.0 5.0
Incr Delay (d2), s/veh 0.9 2.8 0.2 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 4.7 4.9 0.1 0.0 0.0 2.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.5 43.8 0.2 0.0 0.0 5.2
LnGrp LOS D D A A A
Approach Vol, veh/h 614 3135 A 2040
Approach Delay, s/veh 42.3 0.2 5.2
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 79.5 20.5 79.5
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 14.5 14.0
Green Ext Time (p_c), s 37.9 1.0 14.4
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.
7.2-89
5539
Timings California Logistics Center (JN 14274)
3: Haven Av. & I-10 EB Ramps 01/07/2022
Horizon Year (2040) 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) 826 693 3301 1906 388
Future Volume (vph) 826 693 3301 1906 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: 90
Control Type: Actuated-Coordinated
Splits and Phases: 3: Haven Av. & I-10 EB Ramps
7.2-90
5540
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 3: Haven Av. & I-10 EB Ramps 01/07/2022
Horizon Year (2040) 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) 826 693 0 3301 1906 388
Future Volume (veh/h) 826 693 0 3301 1906 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 1800 1900 0 1900 1900 1900
Adj Flow Rate, veh/h 982 496 0 3403 1965 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 000000
Cap, veh/h 957 449 0 4000 4000
Arrive On Green 0.28 0.28 0.00 0.61 1.00 0.00
Sat Flow, veh/h 3429 1610 0 7068 6802 1610
Grp Volume(v), veh/h 982 496 0 3403 1965 0
Grp Sat Flow(s),veh/h/ln 1714 1610 0 1634 1634 1610
Q Serve(g_s), s 27.9 27.9 0.0 42.1 0.0 0.0
Cycle Q Clear(g_c), s 27.9 27.9 0.0 42.1 0.0 0.0
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 957 449 0 4000 4000
V/C Ratio(X) 1.03 1.10 0.00 0.85 0.49
Avail Cap(c_a), veh/h 957 449 0 4000 4000
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 0.85 0.00
Uniform Delay (d), s/veh 36.0 36.0 0.0 15.7 0.0 0.0
Incr Delay (d2), s/veh 36.1 73.8 0.0 0.2 0.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 15.7 19.5 0.0 12.9 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.1 109.9 0.0 15.9 0.4 0.0
LnGrp LOS F F A B A
Approach Vol, veh/h 1478 3403 1965 A
Approach Delay, s/veh 84.8 15.9 0.4
Approach LOS F B A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 67.0 33.0 67.0
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 44.1 29.9 2.0
Green Ext Time (p_c), s 15.4 0.0 13.8
Intersection Summary
HCM 6th Ctrl Delay 26.3
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.
7.2-91
5541
Timings California Logistics Center (JN 14274)
4: Haven Av. & Guasti Rd. 01/07/2022
Horizon Year (2040) 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) 439 50 230 88 21 254 70 3435 116 188 2282 129 Future Volume (vph) 439 50 230 88 21 254 70 3435 116 188 2282 129 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: 116.6
Natural Cycle: 125
Control Type: Actuated-Uncoordinated
Splits and Phases: 4: Haven Av. & Guasti Rd.
7.2-92
5542
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 4: Haven Av. & Guasti Rd. 01/07/2022
Horizon Year (2040) 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) 439 50 230 88 21 254 70 3435 116 188 2282 129 Future Volume (veh/h) 439 50 230 88 21 254 70 3435 116 188 2282 129 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 1900 1900 1700 1900 1800 1700 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 453 52 109 91 22 182 72 3541 84 194 2353 109 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 511 397 336 137 171 242 126 3231 796 195 3375 831 Arrive On Green 0.16 0.21 0.21 0.04 0.09 0.09 0.04 0.49 0.49 0.06 0.52 0.52 Sat Flow, veh/h 3141 1900 1610 3141 1900 2685 3141 6536 1610 3141 6536 1610 Grp Volume(v), veh/h 453 52 109 91 22 182 72 3541 84 194 2353 109 Grp Sat Flow(s),veh/h/ln 1570 1900 1610 1570 1900 1342 1570 1634 1610 1570 1634 1610 Q Serve(g_s), s 15.7 2.5 6.4 3.2 1.2 7.3 2.5 54.9 3.1 6.9 30.2 3.9 Cycle Q Clear(g_c), s 15.7 2.5 6.4 3.2 1.2 7.3 2.5 54.9 3.1 6.9 30.2 3.9 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 511 397 336 137 171 242 126 3231 796 195 3375 831 V/C Ratio(X) 0.89 0.13 0.32 0.66 0.13 0.75 0.57 1.10 0.11 0.99 0.70 0.13 Avail Cap(c_a), veh/h 617 719 609 141 431 609 161 3231 796 195 3375 831 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 35.7 37.3 52.3 46.5 49.3 52.4 28.1 15.0 52.1 20.3 13.9 Incr Delay (d2), s/veh 11.5 0.1 0.6 8.4 0.3 4.7 1.5 48.8 0.1 62.6 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 6.6 1.1 2.5 1.4 0.6 2.5 1.0 30.2 1.1 4.3 10.6 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.0 35.9 37.8 60.7 46.9 54.0 53.9 76.9 15.0 114.7 20.9 14.0 LnGrp LOS E D D E D D D F B F C B
Approach Vol, veh/h 614 295 3697 2656
Approach Delay, s/veh 51.8 55.5 75.1 27.5
Approach LOS D E E C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.5 60.7 9.5 29.4 9.1 63.1 22.7 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 5.2 8.4 4.5 32.2 17.7 9.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.6 0.0 18.7 0.4 0.6 Intersection Summary
HCM 6th Ctrl Delay 54.9
HCM 6th LOS D
7.2-93
5543
Timings California Logistics Center (JN 14274)
5: Haven Av. & E. Airport Dr. 01/07/2022
Horizon Year (2040) 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) 385 592 34 728 648 631 2528 23 408 1736 347 Future Volume (vph) 385 592 34 728 648 631 2528 23 408 1736 347 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) 20.0 46.8 9.6 36.4 36.4 30.2 52.6 52.6 21.0 43.4 43.4 Total Split (%) 15.4% 36.0% 7.4% 28.0% 28.0% 23.2% 40.5% 40.5% 16.2% 33.4% 33.4% 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.
7.2-94
5544
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 5: Haven Av. & E. Airport Dr. 01/07/2022
Horizon Year (2040) 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) 385 592 661 34 728 648 631 2528 23 408 1736 347 Future Volume (veh/h) 385 592 661 34 728 648 631 2528 23 408 1736 347 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 1900 1900 1700 1900 1900 1700 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 393 604 529 35 743 330 644 2580 21 416 1771 313 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 376 607 514 87 865 366 625 2720 576 401 2177 461 Arrive On Green 0.12 0.32 0.32 0.03 0.23 0.23 0.20 0.36 0.36 0.13 0.29 0.29 Sat Flow, veh/h 3141 1900 1609 3141 3800 1610 3141 7600 1610 3141 7600 1610 Grp Volume(v), veh/h 393 604 529 35 743 330 644 2580 21 416 1771 313 Grp Sat Flow(s),veh/h/ln 1570 1900 1609 1570 1900 1610 1570 1900 1610 1570 1900 1610 Q Serve(g_s), s 15.4 40.8 41.1 1.4 24.1 25.6 25.6 42.4 1.1 16.4 27.9 22.1 Cycle Q Clear(g_c), s 15.4 40.8 41.1 1.4 24.1 25.6 25.6 42.4 1.1 16.4 27.9 22.1 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 376 607 514 87 865 366 625 2720 576 401 2177 461 V/C Ratio(X) 1.04 0.99 1.03 0.40 0.86 0.90 1.03 0.95 0.04 1.04 0.81 0.68 Avail Cap(c_a), veh/h 376 607 514 122 904 383 625 2725 577 401 2181 462 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 56.6 43.6 43.7 61.5 47.7 48.3 51.5 40.1 26.9 56.1 42.7 40.6 Incr Delay (d2), s/veh 58.5 35.1 47.3 1.1 8.1 23.0 43.8 8.2 0.0 55.3 2.5 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.0 24.3 22.4 0.6 12.1 12.3 13.4 20.0 0.4 9.3 12.8 9.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 115.1 78.8 91.1 62.6 55.8 71.3 95.3 48.4 26.9 111.4 45.2 44.6 LnGrp LOS F E F E E E F D C F D D
Approach Vol, veh/h 1526 1108 3245 2500
Approach Delay, s/veh 92.4 60.6 57.5 56.1
Approach LOS F E E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 21.0 52.5 8.2 46.9 30.2 43.3 20.0 35.1 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 16.4 46.1 5.0 41.0 25.6 36.9 15.4 30.6 Max Q Clear Time (g_c+I1), s 18.4 44.4 3.4 43.1 27.6 29.9 17.4 27.6 Green Ext Time (p_c), s 0.0 1.6 0.0 0.0 0.0 5.6 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 63.9
HCM 6th LOS E
7.2-95
5545
HCM 6th TWSC California Logistics Center (JN 14274)
6: Haven Av. & Driveway 1 01/07/2022
Horizon Year (2040) 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 2381 3 0 1823
Future Vol, veh/h 0 6 2381 3 0 1823
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 2588 3 0 1982
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1296 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 0 133 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 133 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 33.5 0 0
HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 133 -
HCM Lane V/C Ratio - - 0.049 -
HCM Control Delay (s) - - 33.5 -
HCM Lane LOS - - D -
HCM 95th %tile Q(veh) - - 0.2 -
7.2-96
5546
HCM 6th TWSC California Logistics Center (JN 14274)
7: Haven Av. & Driveway 2 01/07/2022
Horizon Year (2040) 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 2381 3 0 1823
Future Vol, veh/h 0 2 2381 3 0 1823
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 2588 3 0 1982
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1296 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 0 133 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 133 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 32.5 0 0
HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 133 -
HCM Lane V/C Ratio - - 0.016 -
HCM Control Delay (s) - - 32.5 -
HCM Lane LOS - - D -
HCM 95th %tile Q(veh) - - 0.1 -
7.2-97
5547
HCM 6th TWSC California Logistics Center (JN 14274)
8: Haven Av. & La Salle St. 01/07/2022
Horizon Year (2040) 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 2345 18 0 1872
Future Vol, veh/h 0 26 2345 18 0 1872
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 2418 19 0 1930
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1219 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 0 150 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 150 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 34.2 0 0
HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 150 -
HCM Lane V/C Ratio - - 0.179 -
HCM Control Delay (s) - - 34.2 -
HCM Lane LOS - - D -
HCM 95th %tile Q(veh) - - 0.6 -
7.2-98
5548
Timings California Logistics Center (JN 14274)
9: Haven Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 614 761 384 459 234 119 2296 596 282 1760 454 Future Volume (vph) 614 761 384 459 234 119 2296 596 282 1760 454 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: 128.3
Natural Cycle: 130
Control Type: Actuated-Uncoordinated
Splits and Phases: 9: Haven Av. & Jurupa St.
7.2-99
5549
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 9: Haven Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 614 761 114 384 459 234 119 2296 596 282 1760 454 Future Volume (veh/h) 614 761 114 384 459 234 119 2296 596 282 1760 454 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 1900 1900 1700 1900 1900 1800 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 627 777 103 392 468 181 121 2343 514 288 1796 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 616 1239 163 257 553 247 139 2250 553 235 2616 Arrive On Green 0.20 0.27 0.27 0.08 0.15 0.15 0.08 0.34 0.34 0.14 0.40 0.00 Sat Flow, veh/h 3141 4636 610 3141 3610 1610 1714 6536 1606 1714 6536 1610 Grp Volume(v), veh/h 627 578 302 392 468 181 121 2343 514 288 1796 0 Grp Sat Flow(s),veh/h/ln 1570 1729 1789 1570 1805 1610 1714 1634 1606 1714 1634 1610 Q Serve(g_s), s 24.9 18.7 18.9 10.4 16.0 13.6 8.9 43.7 39.2 17.4 28.8 0.0 Cycle Q Clear(g_c), s 24.9 18.7 18.9 10.4 16.0 13.6 8.9 43.7 39.2 17.4 28.8 0.0 Prop In Lane 1.00 0.34 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 616 925 478 257 553 247 139 2250 553 235 2616 V/C Ratio(X) 1.02 0.63 0.63 1.52 0.85 0.73 0.87 1.04 0.93 1.23 0.69 Avail Cap(c_a), veh/h 616 1008 521 257 640 285 139 2250 553 235 2616 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 51.0 40.9 41.0 58.3 52.3 51.3 57.7 41.6 40.1 54.8 31.5 0.0 Incr Delay (d2), s/veh 40.8 1.1 2.2 254.3 9.2 8.1 39.4 30.8 22.4 133.2 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 13.0 7.9 8.4 13.1 7.8 5.9 5.2 21.2 18.2 15.9 10.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 91.8 42.0 43.1 312.6 61.5 59.3 97.0 72.4 62.6 188.0 32.2 0.0 LnGrp LOS F D D F E E F F E F C
Approach Vol, veh/h 1507 1041 2978 2084 A
Approach Delay, s/veh 62.9 155.7 71.7 53.8
Approach LOS E F E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 22.0 50.2 15.0 39.7 14.9 57.3 29.5 25.2 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 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 20.9 10.9 30.8 26.9 18.0 Green Ext Time (p_c), s 0.0 0.0 0.0 4.8 0.0 11.8 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 76.5
HCM 6th LOS E
Notes
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
7.2-100
5550
Timings California Logistics Center (JN 14274)
10: Haven Av. & Mission Bl. 01/07/2022
Horizon Year (2040) 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 1020 183 64 890 482 225 1906 105 334 1505 Future Volume (vph) 574 1020 183 64 890 482 225 1906 105 334 1505 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) 26.2 44.5 22.5 9.6 27.9 27.0 22.5 48.9 9.6 27.0 53.4 Total Split (%) 20.2% 34.2% 17.3% 7.4% 21.5% 20.8% 17.3% 37.6% 7.4% 20.8% 41.1% 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: 130
Natural Cycle: 125
Control Type: Actuated-Uncoordinated
Splits and Phases: 10: Haven Av. & Mission Bl.
7.2-101
5551
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 10: Haven Av. & Mission Bl. 01/07/2022
Horizon Year (2040) 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 1020 183 64 890 482 225 1906 105 334 1505 167 Future Volume (veh/h) 574 1020 183 64 890 482 225 1906 105 334 1505 167 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 1700 1900 1900 1700 1900 1900 1800 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 598 1062 146 67 927 388 234 1985 89 348 1568 163 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 537 1682 696 113 936 541 236 1868 583 295 1837 191 Arrive On Green 0.17 0.30 0.30 0.03 0.16 0.16 0.14 0.33 0.33 0.17 0.36 0.36 Sat Flow, veh/h 3238 5700 1609 3238 5700 1610 1714 5700 1609 1714 5071 526 Grp Volume(v), veh/h 598 1062 146 67 927 388 234 1985 89 348 1174 557 Grp Sat Flow(s),veh/h/ln 1619 1900 1609 1619 1900 1610 1714 1900 1609 1714 1900 1797 Q Serve(g_s), s 21.6 21.0 7.4 2.7 21.2 21.4 17.8 42.7 4.9 22.4 37.2 37.3 Cycle Q Clear(g_c), s 21.6 21.0 7.4 2.7 21.2 21.4 17.8 42.7 4.9 22.4 37.2 37.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.29
Lane Grp Cap(c), veh/h 537 1682 696 113 936 541 236 1868 583 295 1377 651 V/C Ratio(X) 1.11 0.63 0.21 0.59 0.99 0.72 0.99 1.06 0.15 1.18 0.85 0.85 Avail Cap(c_a), veh/h 537 1682 696 124 936 541 236 1868 583 295 1377 651 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 39.8 23.1 62.0 54.3 37.8 56.1 43.8 28.0 53.9 38.4 38.4 Incr Delay (d2), s/veh 74.0 0.8 0.1 3.4 26.9 4.5 56.7 39.8 0.1 110.7 5.4 10.8 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 13.9 9.5 2.7 1.1 12.0 10.9 11.1 25.9 1.8 18.3 17.2 17.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 128.4 40.6 23.2 65.4 81.3 42.3 112.8 83.6 28.1 164.6 43.8 49.2 LnGrp LOS F D C E F D F F C F D D
Approach Vol, veh/h 1806 1382 2308 2079
Approach Delay, s/veh 68.2 69.6 84.4 65.4
Approach LOS E E F E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 27.0 49.2 9.2 44.9 22.5 53.7 26.2 27.9 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 22.4 * 43 5.0 38.0 17.9 46.9 21.6 21.4 Max Q Clear Time (g_c+I1), s 24.4 44.7 4.7 23.0 19.8 39.3 23.6 23.4 Green Ext Time (p_c), s 0.0 0.0 0.0 6.1 0.0 5.4 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 72.6
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
7.2-102
5552
Timings California Logistics Center (JN 14274)
11: Haven Av. & SR-60 WB Ramps 01/07/2022
Horizon Year (2040) 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) 396 9 645 174 1325 1578 575
Future Volume (vph) 396 9 645 174 1325 1578 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: 88.4
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Splits and Phases: 11: Haven Av. & SR-60 WB Ramps
7.2-103
5553
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 11: Haven Av. & SR-60 WB Ramps 01/07/2022
Horizon Year (2040) 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 0 396 9 645 174 1325 0 0 1578 575 Future Volume (veh/h) 0 0 0 396 9 645 174 1325 0 0 1578 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 1800 1900 1900 1700 1900 0 0 1900 1900 Adj Flow Rate, veh/h 418 0 383 181 1380 0 0 1644 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 998 0 469 260 2790 0 0 2055 630
Arrive On Green 0.29 0.00 0.29 0.08 0.54 0.00 0.00 0.40 0.40 Sat Flow, veh/h 3429 0 1610 3141 5358 0 0 5358 1590
Grp Volume(v), veh/h 418 0 383 181 1380 0 0 1644 432
Grp Sat Flow(s),veh/h/ln 1714 0 1610 1570 1729 0 0 1729 1590 Q Serve(g_s), s 6.7 0.0 15.0 3.8 11.4 0.0 0.0 19.0 15.3 Cycle Q Clear(g_c), s 6.7 0.0 15.0 3.8 11.4 0.0 0.0 19.0 15.3 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 998 0 469 260 2790 0 0 2055 630
V/C Ratio(X) 0.42 0.00 0.82 0.70 0.49 0.00 0.00 0.80 0.69 Avail Cap(c_a), veh/h 1879 0 882 278 3156 0 0 2384 731
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 19.4 0.0 22.4 30.3 9.9 0.0 0.0 18.1 17.0 Incr Delay (d2), s/veh 0.3 0.0 3.6 6.8 0.1 0.0 0.0 1.5 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 0.0 5.4 1.5 3.1 0.0 0.0 6.4 4.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.7 0.0 25.9 37.1 9.9 0.0 0.0 19.6 18.5 LnGrp LOS B A C D AAABB
Approach Vol, veh/h 801 1561 2076
Approach Delay, s/veh 22.7 13.1 19.4
Approach LOS C B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 42.3 9.6 32.7 25.6
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 13.4 5.8 21.0 17.0
Green Ext Time (p_c), s 6.6 0.0 5.9 2.7
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.
7.2-104
5554
Timings California Logistics Center (JN 14274)
12: Haven Av. & SR-60 EB Ramps 01/07/2022
Horizon Year (2040) 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 1072 672 1302
Future Volume (vph) 427 8 170 1072 672 1302
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: 80.4
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Splits and Phases: 12: Haven Av. & SR-60 EB Ramps
7.2-105
5555
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 12: Haven Av. & SR-60 EB Ramps 01/07/2022
Horizon Year (2040) 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 0000 1072 230 672 1302 0 Future Volume (veh/h) 427 8 170 0000 1072 230 672 1302 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 1800 1900 1900 0 1900 1900 1700 1900 0 Adj Flow Rate, veh/h 465 0 73 0 1153 186 723 1400 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 615 0 289 0 1427 230 866 3380 0
Arrive On Green 0.18 0.00 0.18 0.00 0.32 0.32 0.28 0.65 0.00 Sat Flow, veh/h 3429 0 1610 0 4672 726 3141 5358 0
Grp Volume(v), veh/h 465 0 73 0 886 453 723 1400 0
Grp Sat Flow(s),veh/h/ln 1714 0 1610 0 1729 1769 1570 1729 0 Q Serve(g_s), s 8.8 0.0 2.7 0.0 16.0 16.0 14.7 8.8 0.0
Cycle Q Clear(g_c), s 8.8 0.0 2.7 0.0 16.0 16.0 14.7 8.8 0.0 Prop In Lane 1.00 1.00 0.00 0.41 1.00 0.00
Lane Grp Cap(c), veh/h 615 0 289 0 1096 561 866 3380 0
V/C Ratio(X) 0.76 0.00 0.25 0.00 0.81 0.81 0.83 0.41 0.00 Avail Cap(c_a), veh/h 1069 0 502 0 1338 684 1247 4371 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 26.5 0.0 24.0 0.0 21.3 21.3 23.2 5.7 0.0 Incr Delay (d2), s/veh 1.9 0.0 0.5 0.0 2.5 4.9 3.4 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 3.4 0.0 1.0 0.0 5.8 6.3 5.1 1.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.4 0.0 24.4 0.0 23.9 26.2 26.6 5.7 0.0 LnGrp LOS C A C A C C C A A
Approach Vol, veh/h 538 1339 2123
Approach Delay, s/veh 27.9 24.6 12.8
Approach LOS C C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 22.8 27.3 18.0 50.0
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 16.7 18.0 10.8 10.8
Green Ext Time (p_c), s 2.0 3.6 1.4 7.1
Intersection Summary
HCM 6th Ctrl Delay 18.8
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.
7.2-106
5556
HCM 6th TWSC California Logistics Center (JN 14274)
13: Driveway 3 & E. Airport Dr. 01/07/2022
Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 8
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 0 1019 4 7 1395 0 14 04000
Future Vol, veh/h 0 1019 4 7 1395 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 1108 4 8 1516 0 15 04000
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1516 0 0 1112 0 0 1732 2642 556 2086 2644 758 Stage 1 - ----- 1110 1110 - 1532 1532 -
Stage 2 - - - - - - 622 1532 - 554 1112 -
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 223 - - 635 - - 74 24 480 42 24 304
Stage 1 - - - - - - 221 287 - 87 180 -
Stage 2 - - - - - - 418 180 - 474 287 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 223 - - 635 - - 73 24 480 41 24 304
Mov Cap-2 Maneuver - - - - - - 73 24 - 41 24 -
Stage 1 - - - - - - 221 287 - 87 178 -
Stage 2 - - - - - - 413 178 - 470 287 -
Approach EB WB NB SB
HCM Control Delay, s 0 0.1 55.8 0
HCM LOS F A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 90 223 - - 635 - - -
HCM Lane V/C Ratio 0.217 - - - 0.012 - - -
HCM Control Delay (s) 55.8 0 - - 10.7 - - 0
HCM Lane LOS F A - - B - - A
HCM 95th %tile Q(veh) 0.8 0 - - 0 - - -
7.2-107
5557
HCM 6th TWSC California Logistics Center (JN 14274)
14: Driveway 4 & E. Airport Dr. 01/07/2022
Horizon Year (2040) 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 1016 7 0 1402 0 10
Future Vol, veh/h 1016 7 0 1402 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 1104 8 0 1524 0 11
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 556
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 - 0 480
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 480
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0 12.7
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 480 - - -
HCM Lane V/C Ratio 0.023 - - -
HCM Control Delay (s) 12.7 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0.1 - - -
7.2-108
5558
HCM 6th TWSC California Logistics Center (JN 14274)
15: Driveway 5 & E. Airport Dr. 01/07/2022
Horizon Year (2040) 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 1009 17 0 1402 0 24
Future Vol, veh/h 1009 17 0 1402 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 1097 18 0 1524 0 26
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 558
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 - 0 478
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 478
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0 13
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 478 - - -
HCM Lane V/C Ratio 0.055 - - -
HCM Control Delay (s) 13 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0.2 - - -
7.2-109
5559
HCM 6th TWSC California Logistics Center (JN 14274)
16: Driveway 6 & La Salle St. 01/07/2022
Horizon Year (2040) 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 -
7.2-110
5560
HCM 6th TWSC California Logistics Center (JN 14274)
17: Driveway 7 & La Salle St. 01/07/2022
Horizon Year (2040) 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 -
7.2-111
5561
HCM 6th TWSC California Logistics Center (JN 14274)
18: La Salle St. & Driveway 8 01/07/2022
Horizon Year (2040) 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
7.2-112
5562
HCM 6th TWSC California Logistics Center (JN 14274)
19: La Salle St. & Driveway 9 01/07/2022
Horizon Year (2040) 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 0 185 204 0 0 0
Future Vol, veh/h 0 185 204 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 0 201 222 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 222 0 - 0 323 111
Stage 1 - - - - 222 -
Stage 2 - - - - 101 -
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 1359 - - - 651 927
Stage 1 - - - - 800 -
Stage 2 - - - - 918 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1359 - - - 651 927
Mov Cap-2 Maneuver - - - - 736 -
Stage 1 - - - - 800 -
Stage 2 - - - - 918 -
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) 1359 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 ----
7.2-113
5563
HCM 6th TWSC California Logistics Center (JN 14274)
20: Jurupa St. & Driveway 10 01/07/2022
Horizon Year (2040) 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 1642 1071 4 0 7
Future Vol, veh/h 0 1642 1071 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 1785 1164 4 0 8
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 584
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 - - - 0 460
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 460
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB SB
HCM Control Delay, s 0 0 13
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 460
HCM Lane V/C Ratio - - - 0.017
HCM Control Delay (s) - - - 13
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.1
7.2-114
5564
HCM 6th TWSC California Logistics Center (JN 14274)
21: Jurupa St. & Driveway 11 01/07/2022
Horizon Year (2040) 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 1642 1069 4 0 6
Future Vol, veh/h 0 1642 1069 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 1785 1162 4 0 7
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 583
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 - - - 0 461
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 461
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB SB
HCM Control Delay, s 0 0 12.9
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 461
HCM Lane V/C Ratio - - - 0.014
HCM Control Delay (s) - - - 12.9
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0
7.2-115
5565
Timings California Logistics Center (JN 14274)
22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy. 01/07/2022 Horizon Year (2040) 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) 442 391 79 11 490 236 278 242 72 251 508 Future Volume (vph) 442 391 79 11 490 236 278 242 72 251 508 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) 25.0 52.2 52.2 9.6 36.8 36.8 18.0 41.1 17.1 40.2 25.0 Total Split (%) 20.8% 43.5% 43.5% 8.0% 30.7% 30.7% 15.0% 34.3% 14.3% 33.5% 20.8% 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: 91.8
Natural Cycle: 125
Control Type: Actuated-Uncoordinated
Splits and Phases: 22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy.
7.2-116
5566
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 22: Carnegie Av. & E. Airport Dr. & Commerce Pkwy. 01/07/2022 Horizon Year (2040) 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) 442 391 79 11 490 236 278 242 146 72 251 508 Future Volume (veh/h) 442 391 79 11 490 236 278 242 146 72 251 508 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 1800 1900 1900 1800 1900 1900 1800 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 502 444 90 12 557 235 316 275 166 82 285 365 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 408 1573 702 25 765 341 268 539 316 104 543 1101 Arrive On Green 0.24 0.44 0.44 0.01 0.21 0.21 0.16 0.25 0.25 0.06 0.15 0.15 Sat Flow, veh/h 1714 3610 1610 1714 3610 1610 1714 2191 1283 1714 3610 2834 Grp Volume(v), veh/h 502 444 90 12 557 235 316 225 216 82 285 365 Grp Sat Flow(s),veh/h/ln 1714 1805 1610 1714 1805 1610 1714 1805 1669 1714 1805 1417 Q Serve(g_s), s 20.4 6.8 2.9 0.6 12.3 11.5 13.4 9.2 9.6 4.0 6.2 7.7 Cycle Q Clear(g_c), s 20.4 6.8 2.9 0.6 12.3 11.5 13.4 9.2 9.6 4.0 6.2 7.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.77 1.00 1.00
Lane Grp Cap(c), veh/h 408 1573 702 25 765 341 268 444 411 104 543 1101 V/C Ratio(X) 1.23 0.28 0.13 0.48 0.73 0.69 1.18 0.51 0.53 0.79 0.52 0.33 Avail Cap(c_a), veh/h 408 1956 872 100 1307 583 268 744 688 250 1450 1813 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 32.6 15.5 14.4 41.9 31.4 31.1 36.1 27.8 28.0 39.7 33.6 18.4 Incr Delay (d2), s/veh 123.0 0.1 0.1 5.3 1.3 2.5 111.9 0.9 1.0 4.8 0.8 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 21.8 2.5 1.0 0.3 5.1 4.4 13.6 3.8 3.7 1.8 2.6 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 155.6 15.6 14.5 47.2 32.8 33.6 148.0 28.7 29.0 44.5 34.3 18.5 LnGrp LOS F B B D C C F CCDCB
Approach Vol, veh/h 1036 804 757 732
Approach Delay, s/veh 83.4 33.2 78.6 27.6
Approach LOS F C E C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.8 26.9 5.8 43.1 18.0 18.7 25.0 24.0 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 12.5 35.3 5.0 46.4 13.4 34.4 20.4 31.0 Max Q Clear Time (g_c+I1), s 6.0 11.6 2.6 8.8 15.4 9.7 22.4 14.3 Green Ext Time (p_c), s 0.0 2.4 0.0 3.1 0.0 3.1 0.0 3.8 Intersection Summary
HCM 6th Ctrl Delay 57.9
HCM 6th LOS E
7.2-117
5567
HCM 6th TWSC California Logistics Center (JN 14274)
23: Carnegie Av. & Driveway 12 01/07/2022
Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 19
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 20 0 4 1 0 3 3 643 0 2 327 13
Future Vol, veh/h 20 0 4 1 0 3 3 643 0 2 327 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 3 699 0 2 355 14
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 722 1071 185 887 1078 350 369 0 0 699 0 0 Stage 1 366 366 - 705 705 -------
Stage 2 356 705 - 182 373 -------
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 318 223 832 242 220 652 1201 - - 907 - - Stage 1 631 626 - 398 442 -------
Stage 2 640 442 - 808 622 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 315 222 832 240 219 652 1201 - - 907 - - Mov Cap-2 Maneuver 499 384 - 368 384 -------
Stage 1 630 625 - 397 441 -------
Stage 2 635 441 - 802 621 -------
Approach EB WB NB SB
HCM Control Delay, s 12.1 11.6 0 0.1
HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1201 - - 535 547 907 - -
HCM Lane V/C Ratio 0.003 - - 0.049 0.008 0.002 - -
HCM Control Delay (s) 8 - - 12.1 11.6 9 - -
HCM Lane LOS A - - B B A - -
HCM 95th %tile Q(veh) 0 - - 0.2 0 0 - -
7.2-118
5568
HCM 6th TWSC California Logistics Center (JN 14274)
24: Carnegie Av. & Driveway 13 01/07/2022
Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 20
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 1 6 639 1 4 328
Future Vol, veh/h 1 6 639 1 4 328
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 7 695 1 4 357
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 883 348 0 0 696 0
Stage 1 696 -----
Stage 2 187 -----
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 289 654 - - 909 -
Stage 1 461 -----
Stage 2 832 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 288 654 - - 909 -
Mov Cap-2 Maneuver 426 -----
Stage 1 461 -----
Stage 2 829 -----
Approach WB NB SB
HCM Control Delay, s 11 0 0.1
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 608 909 -
HCM Lane V/C Ratio - - 0.013 0.005 -
HCM Control Delay (s) - - 11 9 -
HCM Lane LOS - - B A -
HCM 95th %tile Q(veh) - - 0 0 -
7.2-119
5569
HCM 6th TWSC California Logistics Center (JN 14274)
25: Carnegie Av. & Driveway 14 01/07/2022
Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 21
Intersection
Int Delay, s/veh 0.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 12 4 8 628 326 2
Future Vol, veh/h 12 4 8 628 326 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 9 683 354 2
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 715 178 356 0 - 0
Stage 1 355 -----
Stage 2 360 -----
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 370 841 1214 - - -
Stage 1 686 -----
Stage 2 683 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 367 841 1214 - - -
Mov Cap-2 Maneuver 548 -----
Stage 1 681 -----
Stage 2 683 -----
Approach EB NB SB
HCM Control Delay, s 11.2 0.1 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1214 - 600 - -
HCM Lane V/C Ratio 0.007 - 0.029 - -
HCM Control Delay (s) 8 - 11.2 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
7.2-120
5570
HCM 6th AWSC California Logistics Center (JN 14274)
26: Carnegie Av. & Driveway 15/Santa Ana St. 01/07/2022 Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 22
Intersection
Intersection Delay, s/veh 17.9
Intersection LOS C
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 6 568 23 17 312 2
Future Vol, veh/h 8 0 4 10 0 60 6 568 23 17 312 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 7 719 29 22 395 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 10.8 9.8 21.5 13.4
HCM LOS B A C B
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% 89% 0% 0% 0% 0% 0% 100% 98%
Vol Right, % 0% 0% 11% 33% 0% 97% 100% 0% 0% 2%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 6 379 212 12 9 30 31 17 208 106
LT Vol 6 0 0 8 9 1 0 17 0 0
Through Vol 0 379 189 0 0 0 0 0 208 104
RT Vol 0 0 23 4 0 29 31 0 0 2
Lane Flow Rate 7 479 269 13 11 38 39 22 263 134
Geometry Grp 8888777888
Degree of Util (X) 0.012 0.782 0.433 0.028 0.024 0.069 0.069 0.041 0.47 0.238 Departure Headway (Hd) 6.378 5.876 5.8 7.769 7.649 6.482 6.442 6.928 6.425 6.412 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 562 618 621 460 468 552 555 517 561 559
Service Time 4.112 3.61 3.534 5.532 5.399 4.231 4.191 4.671 4.169 4.156 HCM Lane V/C Ratio 0.012 0.775 0.433 0.028 0.024 0.069 0.07 0.043 0.469 0.24 HCM Control Delay 9.2 26.5 12.9 10.8 10.6 9.7 9.7 10 14.8 11.2 HCM Lane LOS A D BBBAAABB
HCM 95th-tile Q 0 7.4 2.2 0.1 0.1 0.2 0.2 0.1 2.5 0.9
7.2-121
5571
HCM 6th TWSC California Logistics Center (JN 14274)
27: Carnegie Av. & Driveway 16 01/07/2022
Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 23
Intersection
Int Delay, s/veh 0.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 13 27 23 583 319 7
Future Vol, veh/h 13 27 23 583 319 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 25 634 347 8
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 718 178 355 0 - 0
Stage 1 351 -----
Stage 2 367 -----
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 368 841 1215 - - -
Stage 1 690 -----
Stage 2 677 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 360 841 1215 - - -
Mov Cap-2 Maneuver 542 -----
Stage 1 676 -----
Stage 2 677 -----
Approach EB NB SB
HCM Control Delay, s 10.4 0.3 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1215 - 713 - -
HCM Lane V/C Ratio 0.021 - 0.061 - -
HCM Control Delay (s) 8 - 10.4 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -
7.2-122
5572
HCM 6th TWSC California Logistics Center (JN 14274)
28: Carnegie Av. & Driveway 17 01/07/2022
Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 24
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 17 5 605 339 7
Future Vol, veh/h 2 17 5 605 339 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 5 658 368 8
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 711 188 376 0 - 0
Stage 1 372 -----
Stage 2 339 -----
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 372 828 1194 - - -
Stage 1 673 -----
Stage 2 699 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 371 828 1194 - - -
Mov Cap-2 Maneuver 550 -----
Stage 1 670 -----
Stage 2 699 -----
Approach EB NB SB
HCM Control Delay, s 9.7 0.1 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1194 - 786 - -
HCM Lane V/C Ratio 0.005 - 0.026 - -
HCM Control Delay (s) 8 - 9.7 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
7.2-123
5573
HCM 6th AWSC California Logistics Center (JN 14274)
29: Carnegie Av. & La Salle St. 01/07/2022
Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 25
Intersection
Intersection Delay, s/veh 11.9
Intersection LOS B
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 173 12 73 436 224 132
Future Vol, veh/h 173 12 73 436 224 132
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles, % 000000
Mvmt Flow 184 13 78 464 238 140
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 14.3 11 12
HCM LOS B B B
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% 36%
Vol Right, % 0% 0% 0% 0% 100% 0% 64%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 73 218 218 173 12 149 207
LT Vol 73 0 0 173 0 0 0
Through Vol 0 218 218 0 0 149 75
RT Vol 0 0 0 0 12 0 132
Lane Flow Rate 78 232 232 184 13 159 220
Geometry Grp 8888888
Degree of Util (X) 0.145 0.401 0.29 0.38 0.022 0.284 0.365 Departure Headway (Hd) 6.73 6.224 4.503 7.426 6.216 6.43 5.976 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 531 577 793 484 573 558 600
Service Time 4.488 3.981 2.259 5.191 3.98 4.19 3.737
HCM Lane V/C Ratio 0.147 0.402 0.293 0.38 0.023 0.285 0.367 HCM Control Delay 10.6 13.1 9.1 14.7 9.1 11.7 12.2
HCM Lane LOS BBABABB
HCM 95th-tile Q 0.5 1.9 1.2 1.8 0.1 1.2 1.7
7.2-124
5574
HCM 6th TWSC California Logistics Center (JN 14274)
30: Carnegie Av. & Driveway 18 01/07/2022
Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 26
Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 8 3 506 7 0 236
Future Vol, veh/h 8 3 506 7 0 236
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 3 550 8 0 257
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 683 279 0 0 558 0
Stage 1 554 -----
Stage 2 129 -----
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 387 724 - - 1023 -
Stage 1 545 -----
Stage 2 889 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 387 724 - - 1023 -
Mov Cap-2 Maneuver 463 -----
Stage 1 545 -----
Stage 2 889 -----
Approach WB NB SB
HCM Control Delay, s 12.2 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 513 1023 -
HCM Lane V/C Ratio - - 0.023 - -
HCM Control Delay (s) - - 12.2 0 -
HCM Lane LOS - - B A -
HCM 95th %tile Q(veh) - - 0.1 0 -
7.2-125
5575
Timings California Logistics Center (JN 14274)
31: Carnegie Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 567 1112 4 696 73 9 2 69 306
Future Volume (vph) 567 1112 4 696 73 9 2 69 306
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: 98.9
Natural Cycle: 130
Control Type: Actuated-Uncoordinated
Splits and Phases: 31: Carnegie Av. & Jurupa St.
7.2-126
5576
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 31: Carnegie Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 567 1112 19 4 696 73 9 0 2 69 0 306 Future Volume (veh/h) 567 1112 19 4 696 73 9 0 2 69 0 306 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 1800 1900 1900 1800 1900 1900 1800 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 591 1158 20 4 725 75 9 0 0 72 0 294 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 464 3601 62 341 2476 1091 282 391 331 348 391 331 Arrive On Green 0.69 0.69 0.69 0.69 0.69 0.69 0.21 0.00 0.00 0.21 0.00 0.21 Sat Flow, veh/h 654 5251 91 458 3610 1590 1044 1900 1610 1364 1900 1610 Grp Volume(v), veh/h 591 763 415 4 725 75 9 0 0 72 0 294 Grp Sat Flow(s),veh/h/ln 654 1729 1884 458 1805 1590 1044 1900 1610 1364 1900 1610 Q Serve(g_s), s 64.8 9.5 9.5 0.4 8.4 1.7 0.7 0.0 0.0 4.7 0.0 18.9 Cycle Q Clear(g_c), s 73.2 9.5 9.5 9.9 8.4 1.7 0.7 0.0 0.0 4.7 0.0 18.9 Prop In Lane 1.00 0.05 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 464 2371 1292 341 2476 1091 282 391 331 348 391 331 V/C Ratio(X) 1.27 0.32 0.32 0.01 0.29 0.07 0.03 0.00 0.00 0.21 0.00 0.89 Avail Cap(c_a), veh/h 464 2371 1292 341 2476 1091 424 648 549 517 627 531 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.7 6.8 6.8 8.8 6.6 5.5 34.0 0.0 0.0 35.6 0.0 41.2 Incr Delay (d2), s/veh 138.7 0.1 0.1 0.0 0.1 0.0 0.0 0.0 0.0 0.3 0.0 10.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 30.0 2.8 3.1 0.0 2.6 0.5 0.2 0.0 0.0 1.5 0.0 8.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 164.4 6.8 6.9 8.8 6.7 5.6 34.0 0.0 0.0 35.9 0.0 51.9 LnGrp LOS F AAAAACAADAD
Approach Vol, veh/h 1769 804 9 366
Approach Delay, s/veh 59.5 6.6 34.0 48.8
Approach LOS E A C D
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 27.7 79.0 27.7 79.0
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 2.7 75.2 20.9 11.9
Green Ext Time (p_c), s 0.0 0.0 1.0 5.6
Intersection Summary
HCM 6th Ctrl Delay 43.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
7.2-127
5577
HCM 6th TWSC California Logistics Center (JN 14274)
32: Driveway 19 & Santa Ana St. 01/07/2022
Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 29
Intersection
Int Delay, s/veh 1.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 32 5 0 55 3702108
Future Vol, veh/h 3 32 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 35 5 0 60 3802109
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 63 0 0 40 0 0 74 107 20 86 108 32
Stage 1 - - - - - - 44 44 - 62 62 -
Stage 2 - - - - - - 30 63 - 24 46 -
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 - - 1583 - - 914 787 1060 896 786 1041 Stage 1 - - - - - - 970 862 - 948 847 -
Stage 2 - - - - - - 989 846 - 996 861 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1553 - - 1583 - - 905 785 1060 892 784 1041 Mov Cap-2 Maneuver - - - - - - 902 786 - 890 787 -
Stage 1 - - - - - - 968 860 - 946 847 -
Stage 2 - - - - - - 981 846 - 992 859 -
Approach EB WB NB SB
HCM Control Delay, s 0.5 0 8.9 8.6
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 933 1553 - - 1583 - - 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
7.2-128
5578
HCM 6th TWSC California Logistics Center (JN 14274)
33: Driveway 20 & Santa Ana St. 01/07/2022
Horizon Year (2040) 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 18 11 3 36 5 10 0 8 1 0 12
Future Vol, veh/h 6 18 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 20 12 3 39 5 11 0 9 1 0 13
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 44 0 0 32 0 0 66 90 16 72 94 22
Stage 1 - - - - - - 40 40 - 48 48 -
Stage 2 - - - - - - 26 50 - 24 46 -
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 - - 1593 - - 926 804 1066 917 800 1056 Stage 1 - - - - - - 976 866 - 965 859 -
Stage 2 - - - - - - 994 857 - 996 861 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1577 - - 1593 - - 910 799 1066 905 795 1056 Mov Cap-2 Maneuver - - - - - - 910 799 - 905 795 -
Stage 1 - - - - - - 972 863 - 961 857 -
Stage 2 - - - - - - 980 855 - 983 858 -
Approach EB WB NB SB
HCM Control Delay, s 1.3 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) 973 1577 - - 1593 - - 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
7.2-129
5579
HCM 6th TWSC California Logistics Center (JN 14274)
34: Commerce Pkwy. & Driveway 21 01/07/2022
Horizon Year (2040) 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 0 757 606 5
Future Vol, veh/h 0 7 0 757 606 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 0 823 659 5
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 332 - 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 0 571 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 571 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 11.4 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 571 - -
HCM Lane V/C Ratio - 0.013 - -
HCM Control Delay (s) - 11.4 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 0 - -
7.2-130
5580
HCM 6th TWSC California Logistics Center (JN 14274)
35: Commerce Pkwy. & Driveway 22 01/07/2022
Horizon Year (2040) 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 0 757 611 2
Future Vol, veh/h 0 4 0 757 611 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 0 823 664 2
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 333 - 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 0 570 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 570 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 11.4 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 570 - -
HCM Lane V/C Ratio - 0.008 - -
HCM Control Delay (s) - 11.4 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 0 - -
7.2-131
5581
HCM 6th TWSC California Logistics Center (JN 14274)
36: Commerce Pkwy. & Driveway 23 01/07/2022
Horizon Year (2040) With Project Conditions - PM 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 5 752 3 0 615
Future Vol, veh/h 0 5 752 3 0 615
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 5 817 3 0 668
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 410 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 0 509 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 509 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 12.1 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 509 -
HCM Lane V/C Ratio - - 0.011 -
HCM Control Delay (s) - - 12.1 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0 -
7.2-132
5582
HCM 6th AWSC California Logistics Center (JN 14274)
37: Commerce Pkwy. & Santa Ana St. 01/07/2022
Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 34
Intersection
Intersection Delay, s/veh 21.3
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 9 8 31 6 193 20 551 18 120 478 17 Future Vol, veh/h 11 9 8 31 6 193 20 551 18 120 478 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 12 10 9 34 7 210 22 599 20 130 520 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 12 15.7 26.1 19.3
HCM LOS B C D C
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% 91% 0% 100% 27% 0% 100% 1% 0% 100%
Vol Right, % 0% 0% 9% 0% 0% 73% 0% 0% 99% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 20 367 202 11 6 11 31 4 195 120 319 LT Vol 20 0 0 11 0 0 31 0 0 120 0
Through Vol 0 367 184 0 6 3 0 4 2 0 319
RT Vol 0 0 18 0 0 8 0 0 193 0 0
Lane Flow Rate 22 399 219 12 7 12 34 4 212 130 346
Geometry Grp 88888888888
Degree of Util (X) 0.046 0.798 0.434 0.031 0.016 0.028 0.082 0.01 0.446 0.278 0.689 Departure Headway (Hd) 7.693 7.193 7.13 9.464 8.964 8.454 8.761 8.261 7.568 7.662 7.162 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 466 503 506 378 399 423 409 433 475 470 506
Service Time 5.434 4.934 4.871 7.227 6.727 6.218 6.51 6.01 5.317 5.401 4.901 HCM Lane V/C Ratio 0.047 0.793 0.433 0.032 0.018 0.028 0.083 0.009 0.446 0.277 0.684 HCM Control Delay 10.8 32.8 15.3 12.5 11.9 11.5 12.3 11.1 16.3 13.3 24.4 HCM Lane LOS B D C BBBBBCBC
HCM 95th-tile Q 0.1 7.4 2.2 0.1 0 0.1 0.3 0 2.3 1.1 5.2
7.2-133
5583
HCM 6th TWSC California Logistics Center (JN 14274)
38: Commerce Pkwy. & Driveway 24 01/07/2022
Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 35
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 14 0 589 507 10
Future Vol, veh/h 0 14 0 589 507 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 0 640 551 11
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 281 - 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 0 722 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 722 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 10.1 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 722 - -
HCM Lane V/C Ratio - 0.021 - -
HCM Control Delay (s) - 10.1 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 0.1 - -
7.2-134
5584
HCM 6th TWSC California Logistics Center (JN 14274)
39: Commerce Pkwy. & Driveway 25 01/07/2022
Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 36
Intersection
Int Delay, s/veh 0.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 17 22 568 29 3 518
Future Vol, veh/h 17 22 568 29 3 518
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 24 617 32 3 563
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 921 325 0 0 649 0
Stage 1 633 -----
Stage 2 288 -----
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 307 577 - - 583 -
Stage 1 419 -----
Stage 2 715 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 305 577 - - 583 -
Mov Cap-2 Maneuver 305 -----
Stage 1 419 -----
Stage 2 711 -----
Approach WB NB SB
HCM Control Delay, s 14.7 0 0.1
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 415 583 -
HCM Lane V/C Ratio - - 0.102 0.006 -
HCM Control Delay (s) - - 14.7 11.2 -
HCM Lane LOS - - B B -
HCM 95th %tile Q(veh) - - 0.3 0 -
7.2-135
5585
HCM 6th TWSC California Logistics Center (JN 14274)
40: Commerce Pkwy. & Driveway 26 01/07/2022
Horizon Year (2040) 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 9 588 6 0 535
Future Vol, veh/h 0 9 588 6 0 535
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 10 639 7 0 582
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 323 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 0 579 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 579 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 11.3 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 579 -
HCM Lane V/C Ratio - - 0.017 -
HCM Control Delay (s) - - 11.3 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0.1 -
7.2-136
5586
Timings California Logistics Center (JN 14274)
41: Commerce Pkwy. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 131 1038 12 698 400 15 45 462 18 59 Future Volume (vph) 131 1038 12 698 400 15 45 462 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: 87.8
Natural Cycle: 95
Control Type: Actuated-Uncoordinated
Splits and Phases: 41: Commerce Pkwy. & Jurupa St.
7.2-137
5587
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 41: Commerce Pkwy. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 131 1038 14 12 698 400 15 45 60 462 18 59 Future Volume (veh/h) 131 1038 14 12 698 400 15 45 60 462 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 1800 1900 1900 1800 1900 1900 1800 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 136 1081 13 12 727 0 16 47 43 481 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 171 1905 23 26 995 33 127 117 577 578 490
Arrive On Green 0.10 0.36 0.36 0.01 0.28 0.00 0.02 0.14 0.14 0.18 0.30 0.30 Sat Flow, veh/h 1714 5283 64 1714 3610 1610 1714 914 836 3141 1900 1610 Grp Volume(v), veh/h 136 707 387 12 727 0 16 0 90 481 19 46 Grp Sat Flow(s),veh/h/ln 1714 1729 1889 1714 1805 1610 1714 0 1750 1570 1900 1610 Q Serve(g_s), s 5.4 11.4 11.4 0.5 12.6 0.0 0.6 0.0 3.2 10.2 0.5 1.4 Cycle Q Clear(g_c), s 5.4 11.4 11.4 0.5 12.6 0.0 0.6 0.0 3.2 10.2 0.5 1.4 Prop In Lane 1.00 0.03 1.00 1.00 1.00 0.48 1.00 1.00
Lane Grp Cap(c), veh/h 171 1247 681 26 995 33 0 244 577 578 490 V/C Ratio(X) 0.79 0.57 0.57 0.47 0.73 0.49 0.00 0.37 0.83 0.03 0.09 Avail Cap(c_a), veh/h 382 2164 1182 159 1788 159 0 846 792 1189 1007 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 30.4 17.7 17.7 33.7 22.7 0.0 33.5 0.0 27.0 27.2 16.9 17.2 Incr Delay (d2), s/veh 3.1 0.4 0.7 4.9 1.1 0.0 4.1 0.0 0.9 4.1 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 2.2 3.9 4.4 0.2 4.9 0.0 0.3 0.0 1.4 3.8 0.2 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.5 18.1 18.5 38.7 23.7 0.0 37.6 0.0 27.9 31.3 16.9 17.3 LnGrp LOS C B B D C D A C C B B
Approach Vol, veh/h 1230 739 A 106 546
Approach Delay, s/veh 20.0 24.0 29.4 29.6
Approach LOS B C C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.3 15.4 5.6 30.7 5.9 26.8 11.5 24.8 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 12.2 5.2 2.5 13.4 2.6 3.4 7.4 14.6 Green Ext Time (p_c), s 0.5 0.5 0.0 7.5 0.0 0.2 0.1 4.4 Intersection Summary
HCM 6th Ctrl Delay 23.5
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.
7.2-138
5588
HCM 6th TWSC California Logistics Center (JN 14274)
42: Driveway 27 & Santa Ana St. 01/07/2022
Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 40
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 4 133 10 1 214 1 11 07304
Future Vol, veh/h 4 133 10 1 214 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 4 145 11 1 233 1 12 08304
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 234 0 0 156 0 0 278 395 78 317 400 117 Stage 1 - - - - - - 159 159 - 236 236 -
Stage 2 - - - - - - 119 236 - 81 164 -
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 1345 - - 1436 - - 658 545 973 617 541 919 Stage 1 - - - - - - 833 770 - 752 713 -
Stage 2 - - - - - - 879 713 - 924 766 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1345 - - 1436 - - 653 543 973 610 539 919 Mov Cap-2 Maneuver - - - - - - 743 635 - 695 634 -
Stage 1 - - - - - - 831 768 - 750 712 -
Stage 2 - - - - - - 874 712 - 914 764 -
Approach EB WB NB SB
HCM Control Delay, s 0.2 0 9.5 9.5
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 818 1345 - - 1436 - - 807
HCM Lane V/C Ratio 0.024 0.003 - - 0.001 - - 0.009
HCM Control Delay (s) 9.5 7.7 - - 7.5 - - 9.5
HCM Lane LOS A A - - A - - A
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0
7.2-139
5589
HCM 6th TWSC California Logistics Center (JN 14274)
43: Driveway 28 & Santa Ana St. 01/07/2022
Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 41
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 4 135 3 6 209 1 4 0 10 3 0 4
Future Vol, veh/h 4 135 3 6 209 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 4 147 3 7 227 1 4 0 11 3 0 4
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 228 0 0 150 0 0 285 399 75 324 400 114 Stage 1 - - - - - - 157 157 - 242 242 -
Stage 2 - - - - - - 128 242 - 82 158 -
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 1352 - - 1444 - - 650 542 978 611 541 923 Stage 1 - - - - - - 835 772 - 746 709 -
Stage 2 - - - - - - 868 709 - 923 771 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1352 - - 1444 - - 643 538 978 601 537 923 Mov Cap-2 Maneuver - - - - - - 737 631 - 688 631 -
Stage 1 - - - - - - 832 770 - 744 705 -
Stage 2 - - - - - - 860 705 - 910 769 -
Approach EB WB NB SB
HCM Control Delay, s 0.2 0.2 9.1 9.5
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 894 1352 - - 1444 - - 805
HCM Lane V/C Ratio 0.017 0.003 - - 0.005 - - 0.009
HCM Control Delay (s) 9.1 7.7 - - 7.5 - - 9.5
HCM Lane LOS A A - - A - - A
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0
7.2-140
5590
HCM 6th TWSC California Logistics Center (JN 14274)
44: Doubleday Av. & Driveway 29 01/07/2022
Horizon Year (2040) 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 -
7.2-141
5591
HCM 6th AWSC California Logistics Center (JN 14274)
45: Doubleday Av. & Santa Ana St. 01/07/2022
Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 43
Intersection
Intersection Delay, s/veh 8.6
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 12 93 43 7 180 7 27 2 15 2 0 7
Future Vol, veh/h 12 93 43 7 180 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 15 116 54 9 225 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 8.4 8.8 8.7 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% 42% 0% 100% 90% 0% 100%
Vol Right, % 0% 0% 96% 0% 0% 58% 0% 0% 10% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 27 1 16 12 62 74 7 120 67 2 0
LT Vol 27 0 0 12 0 0 7 0 0 2 0
Through Vol 0 1 1 0 62 31 0 120 60 0 0
RT Vol 0 0 15 0 0 43 0 0 7 0 0
Lane Flow Rate 34 2 20 15 78 92 9 150 84 2 0
Geometry Grp 88888888888
Degree of Util (X) 0.057 0.003 0.027 0.024 0.111 0.122 0.013 0.21 0.116 0.004 0 Departure Headway (Hd) 6.076 5.577 4.907 5.664 5.163 4.756 5.55 5.05 4.976 6.173 5.673 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 589 640 727 632 694 753 645 711 720 578 0
Service Time 3.82 3.321 2.651 3.396 2.895 2.488 3.281 2.78 2.707 3.924 3.424 HCM Lane V/C Ratio 0.058 0.003 0.028 0.024 0.112 0.122 0.014 0.211 0.117 0.003 0 HCM Control Delay 9.2 8.3 7.8 8.5 8.5 8.2 8.4 9.1 8.4 8.9 8.4 HCM Lane LOS AAAAAAAAAAN
HCM 95th-tile Q 0.2 0 0.1 0.1 0.4 0.4 0 0.8 0.4 0 0
7.2-142
5592
HCM 6th TWSC California Logistics Center (JN 14274)
46: Driveway 30 & Doubleday Av. 01/07/2022
Horizon Year (2040) 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 -
7.2-143
5593
HCM 6th AWSC California Logistics Center (JN 14274)
47: Dupont Av. & Santa Ana St. 01/07/2022
Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 45
Intersection
Intersection Delay, s/veh 9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 62 14 17 108 29 46 93 33 15 53 15 Future Vol, veh/h 14 62 14 17 108 29 46 93 33 15 53 15
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 18 78 18 21 135 36 58 116 41 19 66 19
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 8.9 9.1 9 8.9
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% 48% 0% 100% 60% 0% 100% 55% 0% 100% Vol Right, % 0% 0% 52% 0% 0% 40% 0% 0% 45% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 46 62 64 14 41 35 17 72 65 15 35
LT Vol 46 0 0 14 0 0 17 0 0 15 0
Through Vol 0 62 31 0 41 21 0 72 36 0 35
RT Vol 0 0 33 0 0 14 0 0 29 0 0
Lane Flow Rate 58 78 80 18 52 43 21 90 81 19 44
Geometry Grp 88888888888
Degree of Util (X) 0.096 0.119 0.115 0.03 0.082 0.066 0.036 0.14 0.119 0.033 0.07 Departure Headway (Hd) 6.037 5.537 5.176 6.235 5.735 5.453 6.087 5.587 5.275 6.246 5.746 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 589 642 686 569 619 650 584 636 674 569 617
Service Time 3.817 3.317 2.956 4.024 3.524 3.241 3.867 3.367 3.055 4.035 3.535 HCM Lane V/C Ratio 0.098 0.121 0.117 0.032 0.084 0.066 0.036 0.142 0.12 0.033 0.071 HCM Control Delay 9.5 9.1 8.6 9.2 9 8.6 9.1 9.3 8.8 9.3 9 HCM Lane LOS AAAAAAAAAAA
HCM 95th-tile Q 0.3 0.4 0.4 0.1 0.3 0.2 0.1 0.5 0.4 0.1 0.2
7.2-144
5594
HCM 6th TWSC California Logistics Center (JN 14274)
48: Dupont Av. & Doubleday Av. 01/07/2022
Horizon Year (2040) 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 - -
7.2-145
5595
HCM 6th TWSC California Logistics Center (JN 14274)
49: Dupont Av. & Driveway 31 01/07/2022
Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 47
Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 6 9 1 160 181 4
Future Vol, veh/h 6 9 1 160 181 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 1 174 197 4
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 288 101 201 0 - 0
Stage 1 199 -----
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 684 941 1383 - - -
Stage 1 821 -----
Stage 2 930 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 683 941 1383 - - -
Mov Cap-2 Maneuver 757 -----
Stage 1 820 -----
Stage 2 930 -----
Approach EB NB SB
HCM Control Delay, s 9.3 0 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1383 - 858 - -
HCM Lane V/C Ratio 0.001 - 0.019 - -
HCM Control Delay (s) 7.6 - 9.3 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
7.2-146
5596
Timings California Logistics Center (JN 14274)
50: Dupont Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 63 1372 71 930 46 29 95 29
Future Volume (vph) 63 1372 71 930 46 29 95 29
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: 68.8
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Splits and Phases: 50: Dupont Av. & Jurupa St.
7.2-147
5597
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 50: Dupont Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 63 1372 14 71 930 69 46 29 121 95 29 66 Future Volume (veh/h) 63 1372 14 71 930 69 46 29 121 95 29 66 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 1800 1900 1900 1800 1900 1900 1800 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 68 1475 14 76 1000 68 49 31 101 102 31 47 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 101 2463 23 107 2322 158 334 332 296 288 332 296 Arrive On Green 0.06 0.46 0.46 0.06 0.47 0.47 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1714 5299 50 1714 4956 336 1271 1805 1610 1211 1805 1610 Grp Volume(v), veh/h 68 963 526 76 697 371 49 31 101 102 31 47 Grp Sat Flow(s),veh/h/ln 1714 1729 1891 1714 1729 1834 1271 1805 1610 1211 1805 1610 Q Serve(g_s), s 2.1 11.3 11.3 2.4 7.3 7.4 1.8 0.8 3.0 4.4 0.8 1.3 Cycle Q Clear(g_c), s 2.1 11.3 11.3 2.4 7.3 7.4 3.2 0.8 3.0 7.4 0.8 1.3 Prop In Lane 1.00 0.03 1.00 0.18 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 101 1607 879 107 1620 859 334 332 296 288 332 296 V/C Ratio(X) 0.67 0.60 0.60 0.71 0.43 0.43 0.15 0.09 0.34 0.35 0.09 0.16 Avail Cap(c_a), veh/h 482 3109 1700 545 3235 1716 974 1240 1106 897 1240 1106 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 25.2 10.9 10.9 25.2 9.7 9.7 20.1 18.5 19.4 22.7 18.5 18.8 Incr Delay (d2), s/veh 2.9 0.4 0.7 3.2 0.2 0.3 0.2 0.1 0.7 0.7 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 0.8 3.1 3.5 0.9 2.0 2.2 0.5 0.3 1.0 1.2 0.3 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.1 11.2 11.5 28.4 9.9 10.0 20.3 18.7 20.1 23.4 18.7 19.0 LnGrp LOS C B B C A B C B C C B B
Approach Vol, veh/h 1557 1144 181 180
Approach Delay, s/veh 12.1 11.1 19.9 21.4
Approach LOS B B B C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 15.5 8.0 31.2 15.5 7.8 31.4
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 5.2 4.4 13.3 9.4 4.1 9.4
Green Ext Time (p_c), s 0.9 0.1 12.1 0.7 0.0 7.8
Intersection Summary
HCM 6th Ctrl Delay 12.7
HCM 6th LOS B
7.2-148
5598
Timings California Logistics Center (JN 14274)
51: Milliken Av. & E. Airport Dr. 01/07/2022
Horizon Year (2040) 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) 504 511 56 95 319 57 1198 179 1003 210 Future Volume (vph) 504 511 56 95 319 57 1198 179 1003 210 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: 107.3
Natural Cycle: 125
Control Type: Actuated-Uncoordinated
Splits and Phases: 51: Milliken Av. & E. Airport Dr.
7.2-149
5599
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 51: Milliken Av. & E. Airport Dr. 01/07/2022
Horizon Year (2040) 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) 504 511 56 95 319 357 57 1198 77 179 1003 210 Future Volume (veh/h) 504 511 56 95 319 357 57 1198 77 179 1003 210 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 1700 1900 1900 1800 1900 1900 1700 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 509 516 36 96 322 239 58 1210 71 181 1013 165 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 460 1035 462 121 420 305 129 1494 88 213 1980 851 Arrive On Green 0.15 0.29 0.29 0.07 0.21 0.21 0.04 0.30 0.30 0.12 0.38 0.38 Sat Flow, veh/h 3141 3610 1610 1714 1996 1448 3141 5006 294 1714 5187 1610 Grp Volume(v), veh/h 509 516 36 96 291 270 58 836 445 181 1013 165 Grp Sat Flow(s),veh/h/ln 1570 1805 1610 1714 1805 1639 1570 1729 1842 1714 1729 1610 Q Serve(g_s), s 14.1 11.5 1.6 5.3 14.6 15.0 1.7 21.5 21.5 10.0 14.4 5.2 Cycle Q Clear(g_c), s 14.1 11.5 1.6 5.3 14.6 15.0 1.7 21.5 21.5 10.0 14.4 5.2 Prop In Lane 1.00 1.00 1.00 0.88 1.00 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 460 1035 462 121 380 345 129 1032 550 213 1980 851 V/C Ratio(X) 1.11 0.50 0.08 0.79 0.76 0.78 0.45 0.81 0.81 0.85 0.51 0.19 Avail Cap(c_a), veh/h 460 1665 742 228 808 734 163 1199 639 324 2510 1015 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 41.1 28.6 25.1 44.1 35.7 35.9 45.1 31.3 31.3 41.3 22.9 11.9 Incr Delay (d2), s/veh 74.2 0.4 0.1 4.4 3.2 3.9 0.9 3.7 6.8 8.0 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 9.9 4.7 0.6 2.3 6.4 6.1 0.7 8.8 9.8 4.4 5.4 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 115.3 29.0 25.1 48.5 39.0 39.8 46.0 35.0 38.1 49.3 23.1 12.0 LnGrp LOS F CCDDDDCDDCB
Approach Vol, veh/h 1061 657 1339 1359
Approach Delay, s/veh 70.3 40.7 36.5 25.2
Approach LOS E D D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.6 34.9 11.4 33.4 8.5 43.0 18.7 26.1 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 18.2 33.4 12.8 44.4 5.0 46.6 14.1 43.1 Max Q Clear Time (g_c+I1), s 12.0 23.5 7.3 13.5 3.7 16.4 16.1 17.0 Green Ext Time (p_c), s 0.1 5.2 0.0 3.4 0.0 7.9 0.0 3.3 Intersection Summary
HCM 6th Ctrl Delay 41.8
HCM 6th LOS D
7.2-150
5600
Timings California Logistics Center (JN 14274)
52: Milliken Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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 1151 298 562 728 230 1029 636 287 1056 66 Future Volume (vph) 137 1151 298 562 728 230 1029 636 287 1056 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: 118.4
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Splits and Phases: 52: Milliken Av. & Jurupa St.
7.2-151
5601
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 52: Milliken Av. & Jurupa St. 01/07/2022
Horizon Year (2040) 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 1151 298 562 728 130 230 1029 636 287 1056 66 Future Volume (veh/h) 137 1151 298 562 728 130 230 1029 636 287 1056 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 1700 1900 1900 1700 1900 1900 1700 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 143 1199 217 585 758 118 240 1072 543 299 1100 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 193 1385 578 547 1721 266 290 1382 429 349 1480 559 Arrive On Green 0.06 0.27 0.27 0.17 0.38 0.38 0.09 0.27 0.27 0.11 0.29 0.29 Sat Flow, veh/h 3141 5187 1608 3141 4532 700 3141 5187 1610 3141 5187 1610 Grp Volume(v), veh/h 143 1199 217 585 577 299 240 1072 543 299 1100 37 Grp Sat Flow(s),veh/h/ln 1570 1729 1608 1570 1729 1774 1570 1729 1610 1570 1729 1610 Q Serve(g_s), s 5.2 25.8 11.7 20.4 14.5 14.7 8.8 22.4 31.2 10.9 22.5 1.8 Cycle Q Clear(g_c), s 5.2 25.8 11.7 20.4 14.5 14.7 8.8 22.4 31.2 10.9 22.5 1.8 Prop In Lane 1.00 1.00 1.00 0.39 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 193 1385 578 547 1313 674 290 1382 429 349 1480 559 V/C Ratio(X) 0.74 0.87 0.38 1.07 0.44 0.44 0.83 0.78 1.27 0.86 0.74 0.07 Avail Cap(c_a), veh/h 231 1462 602 547 1323 679 300 1382 429 381 1515 569 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 54.0 40.9 27.8 48.3 27.0 27.1 52.2 39.7 42.9 51.1 37.9 25.6 Incr Delay (d2), s/veh 7.5 5.5 0.4 58.2 0.2 0.5 15.6 2.8 137.0 15.0 2.0 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 2.2 11.3 4.4 12.1 5.8 6.1 4.0 9.4 28.2 4.9 9.3 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.5 46.4 28.2 106.6 27.3 27.6 67.9 42.6 179.9 66.1 39.9 25.6 LnGrp LOS E D C F C C E D F E D C
Approach Vol, veh/h 1559 1461 1855 1436
Approach Delay, s/veh 45.3 59.1 86.0 45.0
Approach LOS D E F D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.6 37.4 25.0 37.1 15.4 39.6 11.8 50.3 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 12.9 33.2 22.4 27.8 10.8 24.5 7.2 16.7 Green Ext Time (p_c), s 0.1 0.0 0.0 3.4 0.0 4.7 0.0 5.7 Intersection Summary
HCM 6th Ctrl Delay 60.4
HCM 6th LOS E
7.2-152
5602
Timings California Logistics Center (JN 14274)
53: Milliken Av. & Mission Bl. 01/07/2022
Horizon Year (2040) 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) 889 5 105 52 412 706 1023 330 1467 591 Future Volume (vph) 889 5 105 52 412 706 1023 330 1467 591 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) 37.0 33.8 19.7 16.5 16.5 31.0 46.3 24.2 39.5 39.5 Total Split (%) 29.8% 27.3% 15.9% 13.3% 13.3% 25.0% 37.3% 19.5% 31.9% 31.9% 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: 124
Natural Cycle: 130
Control Type: Actuated-Uncoordinated
Splits and Phases: 53: Milliken Av. & Mission Bl.
7.2-153
5603
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 53: Milliken Av. & Mission Bl. 01/07/2022
Horizon Year (2040) 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) 889 5 313 105 52 412 706 1023 71 330 1467 591 Future Volume (veh/h) 889 5 313 105 52 412 706 1023 71 330 1467 591 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 1900 1900 1800 1900 1900 1700 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 936 5 322 111 0 434 743 1077 75 347 1544 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 846 6 419 135 0 260 689 1885 131 400 1531
Arrive On Green 0.26 0.26 0.26 0.08 0.00 0.08 0.21 0.36 0.36 0.12 0.27 0.00 Sat Flow, veh/h 3238 25 1589 1714 0 3220 3238 5268 366 3238 5700 1610 Grp Volume(v), veh/h 936 0 327 111 0 434 743 777 375 347 1544 0 Grp Sat Flow(s),veh/h/ln 1619 0 1614 1714 0 1610 1619 1900 1834 1619 1900 1610 Q Serve(g_s), s 32.4 0.0 23.2 7.9 0.0 10.0 26.4 20.5 20.5 13.0 33.3 0.0 Cycle Q Clear(g_c), s 32.4 0.0 23.2 7.9 0.0 10.0 26.4 20.5 20.5 13.0 33.3 0.0 Prop In Lane 1.00 0.98 1.00 1.00 1.00 0.20 1.00 1.00
Lane Grp Cap(c), veh/h 846 0 425 135 0 260 689 1360 656 400 1531 V/C Ratio(X) 1.11 0.00 0.77 0.82 0.00 1.67 1.08 0.57 0.57 0.87 1.01 Avail Cap(c_a), veh/h 846 0 425 209 0 260 689 1360 656 512 1531 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 45.8 0.0 42.2 56.3 0.0 57.0 48.8 32.1 32.2 53.3 45.3 0.0 Incr Delay (d2), s/veh 64.3 0.0 8.3 7.9 0.0 318.4 57.1 0.6 1.2 10.2 25.1 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 19.8 0.0 9.8 3.6 0.0 15.4 15.7 9.1 8.9 5.7 18.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 110.1 0.0 50.5 64.2 0.0 375.4 105.9 32.7 33.4 63.5 70.5 0.0 LnGrp LOS F A D E A F F C C E F
Approach Vol, veh/h 1263 545 1895 1891 A
Approach Delay, s/veh 94.7 312.0 61.6 69.2
Approach LOS F F E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.9 50.6 14.3 39.2 31.0 39.5 37.0 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 19.6 40.1 15.1 27.3 26.4 33.3 32.4 10.0 Max Q Clear Time (g_c+I1), s 15.0 22.5 9.9 25.2 28.4 35.3 34.4 12.0 Green Ext Time (p_c), s 0.3 6.5 0.0 0.4 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 96.0
HCM 6th LOS F
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.
7.2-154
5604
Timings California Logistics Center (JN 14274)
54: I-15 SB Ramps & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 1808 611 484 932 239 8 489
Future Volume (vph) 1808 611 484 932 239 8 489
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: 86.3
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Splits and Phases: 54: I-15 SB Ramps & Jurupa St.
7.2-155
5605
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 54: I-15 SB Ramps & Jurupa St. 01/07/2022
Horizon Year (2040) 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 1808 611 484 932 0 0 0 0 239 8 489 Future Volume (veh/h) 0 1808 611 484 932 0 0 0 0 239 8 489 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 1900 1900 1700 1900 0 1800 1900 1900 Adj Flow Rate, veh/h 0 1923 457 515 991 0 172 0 498
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 2415 682 593 3499 0 324 0 608
Arrive On Green 0.00 0.42 0.42 0.19 0.67 0.00 0.19 0.00 0.19 Sat Flow, veh/h 0 5700 1610 3141 5358 0 1714 0 3220
Grp Volume(v), veh/h 0 1923 457 515 991 0 172 0 498
Grp Sat Flow(s),veh/h/ln 0 1900 1610 1570 1729 0 1714 0 1610 Q Serve(g_s), s 0.0 23.6 18.4 12.8 6.2 0.0 7.3 0.0 11.9 Cycle Q Clear(g_c), s 0.0 23.6 18.4 12.8 6.2 0.0 7.3 0.0 11.9 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2415 682 593 3499 0 324 0 608
V/C Ratio(X) 0.00 0.80 0.67 0.87 0.28 0.00 0.53 0.00 0.82 Avail Cap(c_a), veh/h 0 2619 740 702 3865 0 405 0 760
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 20.2 18.7 31.7 5.3 0.0 29.4 0.0 31.3 Incr Delay (d2), s/veh 0.0 1.6 1.9 8.9 0.0 0.0 1.4 0.0 5.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 9.4 6.3 5.2 1.5 0.0 2.9 0.0 4.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 21.8 20.6 40.6 5.3 0.0 30.8 0.0 37.1 LnGrp LOS A C C D A A C A D
Approach Vol, veh/h 2380 1506 670
Approach Delay, s/veh 21.5 17.4 35.5
Approach LOS C B D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 20.2 40.1 20.2 60.3
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 25.6 13.9 8.2
Green Ext Time (p_c), s 0.4 8.5 1.3 6.1
Intersection Summary
HCM 6th Ctrl Delay 22.2
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.
7.2-156
5606
Timings California Logistics Center (JN 14274)
55: I-15 NB Ramps & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 742 1305 1177 542 239 1 466
Future Volume (vph) 742 1305 1177 542 239 1 466
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: 81.2
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Splits and Phases: 55: I-15 NB Ramps & Jurupa St.
7.2-157
5607
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 55: I-15 NB Ramps & Jurupa St. 01/07/2022
Horizon Year (2040) 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) 742 1305 0 0 1177 542 239 1 466 0 0 0 Future Volume (veh/h) 742 1305 0 0 1177 542 239 1 466 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 1900 0 0 1900 1900 1800 1900 1900 Adj Flow Rate, veh/h 765 1345 0 0 1213 428 164 0 451
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 852 3579 0 0 1853 575 298 0 559
Arrive On Green 0.27 0.69 0.00 0.00 0.36 0.36 0.17 0.00 0.17 Sat Flow, veh/h 3141 5358 0 0 5358 1610 1714 0 3220
Grp Volume(v), veh/h 765 1345 0 0 1213 428 164 0 451
Grp Sat Flow(s),veh/h/ln 1570 1729 0 0 1729 1610 1714 0 1610 Q Serve(g_s), s 17.6 8.1 0.0 0.0 14.7 17.4 6.5 0.0 10.1 Cycle Q Clear(g_c), s 17.6 8.1 0.0 0.0 14.7 17.4 6.5 0.0 10.1 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 852 3579 0 0 1853 575 298 0 559
V/C Ratio(X) 0.90 0.38 0.00 0.00 0.65 0.74 0.55 0.00 0.81 Avail Cap(c_a), veh/h 983 4432 0 0 2490 773 364 0 685
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 26.3 4.9 0.0 0.0 20.2 21.0 28.2 0.0 29.7 Incr Delay (d2), s/veh 9.2 0.0 0.0 0.0 0.3 2.2 1.6 0.0 5.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.0 1.8 0.0 0.0 5.2 6.1 2.6 0.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.4 4.9 0.0 0.0 20.5 23.3 29.8 0.0 35.5 LnGrp LOS D A A A C C C A D
Approach Vol, veh/h 2110 1641 615
Approach Delay, s/veh 16.0 21.2 34.0
Approach LOS B C C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 56.7 24.9 31.8 18.1
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 10.1 19.6 19.4 12.1
Green Ext Time (p_c), s 9.5 0.7 7.3 0.9
Intersection Summary
HCM 6th Ctrl Delay 20.5
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.
7.2-158
5608
California Logistics Center Traffic Analysis
14274-03 TA Report
APPENDIX 7.3:
HORIZON YEAR (2040) WITHOUT PROJECT CONDITIONS TRAFFIC SIGNAL WARRANT
ANALYSIS WORKSHEETS
5609
California Logistics Center Traffic Analysis
14274-03 TA Report
This Page Intentionally Left Blank
5610
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 = Horizon Year (2040) Conditions Without Project - Weekday PM Peak Hour Major Street Name = Carnegie Avenue Total of Both Approaches (VPH) = 802 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 23 802
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
7.3-1
5611
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 = Horizon Year (2040) Conditions Without Project - Weekday PM Peak Hour Major Street Name = Carnegie Avenue Total of Both Approaches (VPH) = 707 Number of Approach Lanes Major Street = 2
Minor Street Name = La Salle Street High Volume Approach (VPH) = 172 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 707 172
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
7.3-2
5612
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Horizon Year (2040) Conditions Without Project - Weekday PM Peak Hour Major Street Name = Santa Ana Street Total of Both Approaches (VPH) = 304 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
7.3-3
5613
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Horizon Year (2040) Conditions Without Project - Weekday PM Peak Hour Major Street Name = Dupont Avenue Total of Both Approaches (VPH) = 247 Number of Approach Lanes on Major Street = 2
Minor Street Name = Santa Ana Street High Volume Approach (VPH) = 154 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
7.3-4
5614
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Horizon Year (2040) 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
7.3-5
5615
This Page Intentionally Left Blank
7.3-6
5616
California Logistics Center Traffic Analysis
14274-03 TA Report
APPENDIX 7.4:
HORIZON YEAR (2040) WITH PROJECT CONDITIONS TRAFFIC SIGNAL WARRANT
ANALYSIS WORKSHEETS
5617
California Logistics Center Traffic Analysis
14274-03 TA Report
This Page Intentionally Left Blank
5618
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.
XX
on Higher-Volume
HY (2040) WP
MT
MT
01/10/22
01/10/22
(Based on Estimated Average Daily Traffic - See Note)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic
Vehicles Per Day
on Major Street
RURAL (R)
URBAN RURAL
Major Street Minor Street
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)
Satisfied Not Satisfied
XX
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Vehicles Per Day on
Minor Street Approach
(One Direction Only)
Minimum Requirements
EADT
Vehicles Per Day
on Higher-Volume
Major Street
(Total of Both Approaches)
Minor Street Approach
7.4-1
5619
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.
HY (2040) WP
MT 01/10/22
MT 01/10/22
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
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
7.4-2
5620
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.
HY (2040) WP
MT 01/10/22
MT 01/10/22
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
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
7.4-3
5621
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.
HY (2040) WP
MT 01/10/22
MT 01/10/22
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
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
7.4-4
5622
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.
HY (2040) WP
MT 01/10/22
MT 01/10/22
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
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
7.4-5
5623
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.
HY (2040) WP
MT 01/10/22
MT 01/10/22
RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
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
7.4-6
5624
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.
HY (2040) WP
MT 01/10/22
MT 01/10/22
RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
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
7.4-7
5625
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.
HY (2040) WP
MT 01/10/22
MT 01/10/22
RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
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
7.4-8
5626
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.
HY (2040) WP
MT 01/10/22
MT 01/10/22
RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
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
7.4-9
5627
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.
HY (2040) WP
MT 01/10/22
MT 01/10/22
RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
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
7.4-10
5628
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 = Horizon Year (2040) Conditions With Project - Weekday PM Peak Hour Major Street Name = Carnegie Avenue Total of Both Approaches (VPH) = 928 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 928 70 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
7.4-11
5629
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.
HY (2040) WP
MT 01/10/22
MT 01/10/22
RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
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
7.4-12
5630
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.
HY (2040) WP
MT 01/10/22
MT 01/10/22
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
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
7.4-13
5631
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 = Horizon Year (2040) Conditions With Project - Weekday PM Peak Hour Major Street Name = Carnegie Avenue Total of Both Approaches (VPH) = 865 Number of Approach Lanes Major Street = 2
Minor Street Name = La Salle Street High Volume Approach (VPH) = 185 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 865 185
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
7.4-14
5632
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.
HY (2040) WP
MT 01/10/22
MT 01/10/22
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
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
7.4-15
5633
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.
HY (2040) WP
MT 01/10/22
MT 01/10/22
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
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
7.4-16
5634
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.
HY (2040) WP
MT 01/10/22
MT 01/10/22
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
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
7.4-17
5635
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.
HY (2040) WP
MT 01/10/22
MT 01/10/22
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
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
7.4-18
5636
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.
HY (2040) WP
MT 01/10/22
MT 01/10/22
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
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
7.4-19
5637
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.
HY (2040) WP
MT 01/10/22
MT 01/10/22
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
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
7.4-20
5638
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Horizon Year (2040) Conditions With Project - Weekday PM Peak Hour Major Street Name = Santa Ana Street Total of Both Approaches (VPH) = 342 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
7.4-21
5639
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.
HY (2040) WP
MT 01/10/22
MT 01/10/22
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
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
7.4-22
5640
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Horizon Year (2040) Conditions With Project - Weekday PM Peak Hour Major Street Name = Dupont Avenue Total of Both Approaches (VPH) = 255 Number of Approach Lanes on Major Street = 2
Minor Street Name = Santa Ana Street High Volume Approach (VPH) = 154 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
7.4-23
5641
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Horizon Year (2040) 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
7.4-24
5642
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.
HY (2040) WP
MT 01/10/22
MT 01/10/22
URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
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
7.4-25
5643
This Page Intentionally Left Blank
7.4-26
5644
California Logistics Center Traffic Analysis
14274-03 TA Report
APPENDIX 7.5:
HORIZON YEAR (2040) WITH PROJECT CONDITIONS INTERSECTION OPERATIONS
ANALYSIS WORKSHEETS WITH IMPROVEMENTS
5645
California Logistics Center Traffic Analysis
14274-03 TA Report
This Page Intentionally Left Blank
5646
Timings California Logistics Center (JN 14274)
53: Milliken Av. & Mission Bl. 01/07/2022
Horizon Year (2040) With Project Conditions - AM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 461 29 49 39 257 630 1399 444 888 509 Future Volume (vph) 461 29 49 39 257 630 1399 444 888 509 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA Perm
Protected Phases 743815216
Permitted Phases 8 6
Detector Phase 7438152166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 16.5 9.6 16.5 9.6 9.6 40.2 9.6 27.2 27.2 Total Split (s) 28.0 31.3 13.7 17.0 27.0 35.0 48.0 27.0 40.0 40.0 Total Split (%) 23.3% 26.1% 11.4% 14.2% 22.5% 29.2% 40.0% 22.5% 33.3% 33.3% Yellow Time (s) 3.6 5.5 3.6 5.5 3.6 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 4.6 4.6 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lead Lag Lead 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: 111.8
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Splits and Phases: 53: Milliken Av. & Mission Bl.
7.5-1
5647
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 53: Milliken Av. & Mission Bl. 01/07/2022
Horizon Year (2040) 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) 461 29 269 49 39 257 630 1399 77 444 888 509 Future Volume (veh/h) 461 29 269 49 39 257 630 1399 77 444 888 509 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 1900 1900 1800 1900 1900 1700 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 512 32 290 54 0 248 700 1554 85 493 987 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 576 38 341 69 0 855 768 1883 103 556 1633
Arrive On Green 0.18 0.23 0.23 0.04 0.00 0.09 0.24 0.35 0.35 0.17 0.29 0.00 Sat Flow, veh/h 3238 162 1472 1714 0 3220 3238 5355 293 3238 5700 1610 Grp Volume(v), veh/h 512 0 322 54 0 248 700 1103 536 493 987 0 Grp Sat Flow(s),veh/h/ln 1619 0 1635 1714 0 1610 1619 1900 1847 1619 1900 1610 Q Serve(g_s), s 16.5 0.0 20.1 3.3 0.0 6.5 22.5 28.3 28.3 15.9 16.0 0.0 Cycle Q Clear(g_c), s 16.5 0.0 20.1 3.3 0.0 6.5 22.5 28.3 28.3 15.9 16.0 0.0 Prop In Lane 1.00 0.90 1.00 1.00 1.00 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 576 0 378 69 0 855 768 1337 650 556 1633 V/C Ratio(X) 0.89 0.00 0.85 0.79 0.00 0.29 0.91 0.83 0.83 0.89 0.60 Avail Cap(c_a), veh/h 709 0 380 146 0 870 922 1487 723 679 1804 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 42.9 0.0 39.3 50.8 0.0 31.2 39.7 31.6 31.6 43.2 32.9 0.0 Incr Delay (d2), s/veh 10.2 0.0 16.6 7.3 0.0 0.2 10.7 3.6 7.1 10.4 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 7.0 0.0 9.3 1.5 0.0 2.4 9.5 12.7 13.0 6.8 7.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.0 0.0 55.9 58.1 0.0 31.4 50.3 35.2 38.8 53.6 33.4 0.0 LnGrp LOS D AEEA CDDDDC
Approach Vol, veh/h 834 302 2339 1480 A
Approach Delay, s/veh 54.1 36.2 40.6 40.1
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 22.9 43.8 8.9 31.2 29.9 36.8 23.6 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 22.4 41.8 9.1 24.8 30.4 33.8 23.4 10.5 Max Q Clear Time (g_c+I1), s 17.9 30.3 5.3 22.1 24.5 18.0 18.5 8.5 Green Ext Time (p_c), s 0.5 7.2 0.0 0.4 0.8 5.5 0.5 0.2 Intersection Summary
HCM 6th Ctrl Delay 42.4
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.
7.5-2
5648
Timings California Logistics Center (JN 14274)
53: Milliken Av. & Mission Bl. 01/07/2022
Horizon Year (2040) With Project Conditions - PM Peak Hour Synchro 10 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 889 5 105 52 412 706 1023 330 1467 591 Future Volume (vph) 889 5 105 52 412 706 1023 330 1467 591 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA Perm
Protected Phases 743815216
Permitted Phases 8 6
Detector Phase 7438152166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 16.5 9.6 16.5 9.6 9.6 40.2 9.6 27.2 27.2 Total Split (s) 39.0 36.0 20.0 17.0 25.0 32.0 49.0 25.0 42.0 42.0 Total Split (%) 30.0% 27.7% 15.4% 13.1% 19.2% 24.6% 37.7% 19.2% 32.3% 32.3% Yellow Time (s) 3.6 5.5 3.6 5.5 3.6 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 4.6 4.6 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lead Lag Lead 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: 130
Actuated Cycle Length: 130
Natural Cycle: 130
Control Type: Actuated-Uncoordinated
Splits and Phases: 53: Milliken Av. & Mission Bl.
7.5-3
5649
HCM 6th Signalized Intersection Summary California Logistics Center (JN 14274) 53: Milliken Av. & Mission Bl. 01/07/2022
Horizon Year (2040) 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) 889 5 313 105 52 412 706 1023 71 330 1467 591 Future Volume (veh/h) 889 5 313 105 52 412 706 1023 71 330 1467 591 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 1900 1900 1800 1900 1900 1700 1900 1900 1700 1900 1900 Adj Flow Rate, veh/h 936 5 322 111 0 434 743 1077 75 347 1544 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 857 7 426 132 0 650 682 1923 134 392 1570
Arrive On Green 0.53 0.54 0.54 0.15 0.00 0.16 0.42 0.73 0.73 0.24 0.55 0.00 Sat Flow, veh/h 3238 25 1589 1714 0 3220 3238 5268 366 3238 5700 1610 Grp Volume(v), veh/h 936 0 327 111 0 434 743 777 375 347 1544 0 Grp Sat Flow(s),veh/h/ln 1619 0 1614 1714 0 1610 1619 1900 1834 1619 1900 1610 Q Serve(g_s), s 34.4 0.0 20.5 8.2 0.0 10.5 27.4 12.1 12.2 13.4 34.5 0.0 Cycle Q Clear(g_c), s 34.4 0.0 20.5 8.2 0.0 10.5 27.4 12.1 12.2 13.4 34.5 0.0 Prop In Lane 1.00 0.98 1.00 1.00 1.00 0.20 1.00 1.00
Lane Grp Cap(c), veh/h 857 0 433 132 0 650 682 1387 669 392 1570 V/C Ratio(X) 1.09 0.00 0.76 0.84 0.00 0.67 1.09 0.56 0.56 0.88 0.98 Avail Cap(c_a), veh/h 857 0 433 203 0 650 682 1387 669 508 1570 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 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 30.6 0.0 26.8 54.2 0.0 44.0 37.6 12.8 12.8 48.4 28.9 0.0 Incr Delay (d2), s/veh 59.1 0.0 7.4 10.3 0.0 2.6 61.1 0.5 1.1 11.9 18.9 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 15.2 0.0 6.2 3.5 0.0 5.8 13.6 3.6 3.5 5.3 12.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 89.7 0.0 34.2 64.4 0.0 46.6 98.7 13.3 13.8 60.3 47.8 0.0 LnGrp LOS F A C E A D F B B E D
Approach Vol, veh/h 1263 545 1895 1891 A
Approach Delay, s/veh 75.3 50.2 46.9 50.1
Approach LOS E D D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 20.3 53.7 14.6 41.4 32.0 42.0 39.0 17.0 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 20.4 42.8 15.4 29.5 27.4 35.8 34.4 10.5 Max Q Clear Time (g_c+I1), s 15.4 14.2 10.2 22.5 29.4 36.5 36.4 12.5 Green Ext Time (p_c), s 0.3 7.8 0.0 1.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 54.7
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.
7.5-4
5650
Mead & Hunt | 1360 19th Hole Drive, Suite 200, Windsor, CA, 95492-7717 | 707-526-5010 | meadhunt.com January 26, 2022
Attention: Mr. Bruce McDonald
CanAm Ontario, LLC
Care of: McDonald Property Group
1140 N. Coast Highway
Laguna Beach, CA 92651
Subject: California Logistics Center – Airport Land Use Compatibility Review Dear Mr. McDonald:
This letter documents Mead & Hunt’s airport compatibility review of the proposed California Logistics Center (the Project) located just beyond a half mile east of Ontario International Airport (ONT or Airport). Our evaluation compares the Project proposal against the airport land use compatibility criteria included in the Ontario International Airport Land Use Compatibility Plan (ALUCP) adopted by the City of Ontario (the City) in 2011 and amended in July 2018.
There are three areas of your development which we have reviewed as it relates to the proposed Project:
1. Support interpreting the City’s ALUCP (heights and occupancy intensity limits).
2. Support interpreting Federal Aviation Administration (FAA) airspace regulations related to Part 77 of the Federal Aviation Regulations, Safe, Efficient Use, and Preservation of National Airspace, and Runway Threshold Siting Surfaces in FAA Advisory Circular (AC) 150/5300-13A, Change 1, Airport Design (hereafter “AC-13A”).
3. Support interpreting FAA runway protection zone (RPZ) policy and guidance in AC-13A and the FAA Memorandum on Interim Guidance on Land Uses Within a Runway Protection Zone, dated September 2012. Mead & Hunt provided its RPZ findings in a draft “ghost” letter in September 2021 that would be submitted on McDonald Property Group letterhead to the Ontario International Airport Authority (OIAA).
As detailed below, Mead & Hunt finds the Project to be conditionally consistent with the 2018 ALUCP and other matters reviewed by Mead & Hunt. Recommended conditions are noted at the end of this letter.
PROJECT OVERVIEW
As the information provided to us indicates, the Project site is located between Haven Avenue and Dupont Avenue, east of the Ontario International Airport (the Airport) on property owned by the OIAA. The Project site totals 216± acres (see Exhibit 1). Under a Ground Lease between the OIAA and the McDonald Property Group, the Project site will be developed for nonaeronautical use and will consist of nine industrial buildings (warehousing/manufacturing). As indicated in OIAA Resolution No. 2021-22, the FAA released the property under Section 163 of the FAA Reauthorization Act of 2018 for nonaeronautical use to support the Project on November 23, 2020 (first portion of property) and January 21, 2021 (second portion of property).
5651
Bruce McDonald
CA Logistic Center Compatibility Findings
January 26, 2022