Downey City Council
June 11, 2024

City of Downey
Woodruff Avenue
B/ Hall Road - Stewart and Gray Road
48 Hour Directional Classification Count

DNY002
Site Code: 057-21620

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]

Northbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 11/17/21 1 5 52 2 6 0 0 1 2 0 0 0 0 69
01:00 0 2 37 1 1 0 0 0 0 0 0 0 0 41
02:00 0 0 12 0 5 0 0 1 1 0 0 0 0 19
03:00 0 0 12 2 2 0 0 0 0 0 0 0 0 16
04:00 0 3 21 1 4 0 0 0 0 0 0 0 0 29
05:00 1 4 57 4 14 1 0 0 0 1 0 0 0 82
06:00 1 8 144 17 30 2 0 15 2 0 0 0 1 220
07:00 11 32 300 34 51 4 2 70 3 7 1 0 0 515
08:00 5 32 255 24 55 5 1 56 9 9 0 0 0 451
09:00 10 21 212 16 48 2 2 33 1 1 1 0 0 347
10:00 2 22 228 10 51 3 5 28 3 1 0 0 0 353
11:00 10 17 268 12 65 3 3 34 3 5 0 0 1 421
12 PM 10 37 356 11 55 2 1 50 0 5 0 1 0 528
13:00 3 32 316 21 66 2 1 47 4 3 0 1 1 497
14:00 3 42 357 10 61 5 1 55 2 4 2 0 0 542
15:00 5 31 351 13 58 2 4 47 1 7 0 0 0 519
16:00 13 31 398 19 64 2 2 67 2 4 0 0 0 602
17:00 7 45 384 14 47 0 1 63 0 3 0 1 1 566
18:00 7 18 299 9 50 0 1 38 0 5 0 0 0 427
19:00 7 25 174 5 24 1 3 13 0 0 0 0 0 252
20:00 3 14 167 3 22 1 1 22 1 2 0 0 0 236
21:00 2 8 134 3 11 0 0 15 2 1 0 0 0 176
22:00 1 9 90 1 6 0 0 2 0 0 0 0 0 109
23:00 0 5 54 0 6 1 0 1 0 0 0 0 0 67
Total 102 443 4678 232 802 36 28 658 36 58 4 3 4 7084
Percent 1.4% 6.3% 66.0% 3.3% 11.3% 0.5% 0.4% 9.3% 0.5% 0.8% 0.1% 0.0% 0.1% AM Peak 07:00 07:00 07:00 07:00 11:00 08:00 10:00 07:00 08:00 08:00 07:00 06:00 07:00 Vol. 11 32 300 34 65 5 5 70 9 9 1 1 515
PM Peak 16:00 17:00 16:00 13:00 13:00 14:00 15:00 16:00 13:00 15:00 14:00 12:00 13:00 16:00 Vol. 13 45 398 21 66 5 4 67 4 7 2 1 1 602

City of Downey
Woodruff Avenue
B/ Hall Road - Stewart and Gray Road
48 Hour Directional Classification Count

DNY002
Site Code: 057-21620

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]

Northbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 11/18/21 1 1 26 5 3 0 0 0 1 0 0 0 0 37
01:00 0 2 24 0 2 0 0 0 0 0 0 0 0 28
02:00 0 2 10 0 5 0 0 0 2 0 0 0 0 19
03:00 0 4 14 1 2 0 0 0 0 0 0 0 0 21
04:00 0 3 32 3 4 0 0 0 0 0 0 0 0 42
05:00 3 4 43 2 15 2 0 3 1 0 1 0 0 74
06:00 6 17 123 14 33 4 0 16 1 1 1 0 0 216
07:00 14 29 333 25 60 9 3 56 2 12 1 2 1 547
08:00 15 31 259 25 48 3 3 51 5 9 0 1 0 450
09:00 3 10 212 17 43 1 2 27 0 3 0 0 1 319
10:00 9 19 207 18 55 3 2 35 5 4 0 0 0 357
11:00 6 22 270 22 55 5 1 42 4 4 0 0 0 431
12 PM 5 93 241 9 40 2 2 41 4 2 2 0 0 441
13:00 9 28 272 24 44 3 2 52 2 4 0 1 1 442
14:00 14 39 312 28 69 3 3 62 4 8 1 1 0 544
15:00 7 30 390 26 63 4 2 56 2 7 0 0 0 587
16:00 9 32 345 13 57 1 1 62 1 4 0 0 0 525
17:00 12 26 362 13 55 1 1 57 1 4 0 0 0 532
18:00 3 19 272 4 44 2 1 47 0 0 0 0 0 392
19:00 2 17 223 3 26 1 0 33 1 2 0 0 1 309
20:00 1 15 168 0 21 2 1 22 0 0 1 1 0 232
21:00 3 7 116 1 20 2 1 10 0 0 0 0 0 160
22:00 1 5 84 1 12 0 0 2 0 1 0 0 0 106
23:00 2 2 47 2 5 0 0 1 1 0 0 0 0 60
Total 125 457 4385 256 781 48 25 675 37 65 7 6 4 6871
Percent 1.8% 6.7% 63.8% 3.7% 11.4% 0.7% 0.4% 9.8% 0.5% 0.9% 0.1% 0.1% 0.1% AM Peak 08:00 08:00 07:00 07:00 07:00 07:00 07:00 07:00 08:00 07:00 05:00 07:00 07:00 07:00 Vol. 15 31 333 25 60 9 3 56 5 12 1 2 1 547
PM Peak 14:00 12:00 15:00 14:00 14:00 15:00 14:00 14:00 12:00 14:00 12:00 13:00 13:00 15:00 Vol. 14 93 390 28 69 4 3 62 4 8 2 1 1 587

Grand
Total 227 900 9063 488 1583 84 53 1333 73 123 11 9 8 13955 Percent 1.6% 6.4% 64.9% 3.5% 11.3% 0.6% 0.4% 9.6% 0.5% 0.9% 0.1% 0.1% 0.1%

City of Downey
Woodruff Avenue
B/ Hall Road - Stewart and Gray Road
48 Hour Directional Classification Count

DNY002
Site Code: 057-21620

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]

Southbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 11/17/21 0 28 6 0 0 1 1 0 1 0 0 0 0 37
01:00 0 32 0 0 0 0 0 0 0 0 0 0 0 32
02:00 0 5 1 0 0 1 0 0 0 0 0 0 0 7
03:00 0 12 2 0 0 0 0 1 0 0 0 0 0 15
04:00 0 31 6 1 1 0 0 0 0 0 0 0 0 39
05:00 0 72 14 2 6 0 0 0 3 0 0 0 0 97
06:00 1 129 28 2 10 3 0 3 0 0 0 0 0 176
07:00 9 487 73 4 8 0 2 2 1 0 1 0 0 587
08:00 4 360 47 3 21 3 0 2 2 0 0 0 0 442
09:00 0 229 27 1 16 4 2 0 4 0 0 1 0 284
10:00 6 273 49 6 16 4 1 1 6 0 0 0 0 362
11:00 6 285 55 1 12 3 1 3 5 1 0 0 0 372
12 PM 8 412 72 3 17 5 2 2 4 1 0 0 0 526
13:00 8 453 67 6 13 7 1 3 0 0 0 0 0 558
14:00 5 468 50 2 16 4 3 5 2 0 0 0 0 555
15:00 2 443 54 1 19 7 1 2 3 0 0 0 0 532
16:00 2 415 49 3 14 4 4 3 4 0 0 0 0 498
17:00 7 445 49 2 11 3 0 0 0 0 0 0 0 517
18:00 3 435 52 0 4 1 0 0 0 0 0 0 0 495
19:00 2 326 36 2 4 1 0 0 0 1 0 0 0 372
20:00 3 226 22 0 3 0 0 0 1 0 0 0 0 255
21:00 0 155 10 1 1 0 0 0 2 0 0 0 0 169
22:00 0 86 3 0 1 0 0 0 1 0 0 0 0 91
23:00 1 48 6 0 0 0 0 0 0 0 0 0 0 55
Total 67 5855 778 40 193 51 18 27 39 3 1 1 0 7073
Percent 0.9% 82.8% 11.0% 0.6% 2.7% 0.7% 0.3% 0.4% 0.6% 0.0% 0.0% 0.0% 0.0% AM Peak 07:00 07:00 07:00 10:00 08:00 09:00 07:00 06:00 10:00 11:00 07:00 09:00 07:00 Vol. 9 487 73 6 21 4 2 3 6 1 1 1 587
PM Peak 12:00 14:00 12:00 13:00 15:00 13:00 16:00 14:00 12:00 12:00 13:00 Vol. 8 468 72 6 19 7 4 5 4 1 558

City of Downey
Woodruff Avenue
B/ Hall Road - Stewart and Gray Road
48 Hour Directional Classification Count

DNY002
Site Code: 057-21620

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]

Southbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 11/18/21 0 15 1 1 2 0 0 0 0 0 0 0 0 19
01:00 0 19 4 0 0 0 0 0 0 0 0 0 0 23
02:00 0 6 5 0 0 0 0 0 0 0 0 0 0 11
03:00 0 12 3 0 2 0 0 1 0 0 0 0 0 18
04:00 0 24 10 1 6 0 0 0 0 0 0 0 0 41
05:00 0 49 15 1 6 1 0 1 1 0 0 0 0 74
06:00 0 99 32 2 12 0 0 1 3 0 0 0 0 149
07:00 2 346 111 1 39 0 1 10 3 0 1 0 0 514
08:00 1 277 95 2 33 3 1 1 2 0 0 0 0 415
09:00 2 198 61 5 24 2 0 3 3 0 0 0 0 298
10:00 0 185 73 0 25 5 0 6 5 1 0 0 0 300
11:00 2 261 86 7 29 3 0 7 2 0 0 0 0 397
12 PM 4 303 87 4 30 6 1 7 4 0 0 0 0 446
13:00 0 310 92 2 20 5 1 3 3 2 0 0 0 438
14:00 3 367 119 2 35 3 0 2 4 0 0 0 0 535
15:00 5 466 165 2 50 5 0 11 3 0 0 0 0 707
16:00 7 378 96 2 30 4 2 4 5 1 0 0 0 529
17:00 1 383 96 2 22 4 0 9 2 1 0 0 0 520
18:00 2 274 82 2 21 1 1 6 0 0 0 0 0 389
19:00 1 223 58 0 12 0 0 4 0 0 0 0 0 298
20:00 1 129 33 1 13 0 0 3 2 0 0 0 0 182
21:00 0 112 23 0 8 0 0 0 0 0 0 0 0 143
22:00 0 90 8 0 3 0 0 0 2 0 0 0 0 103
23:00 0 55 8 0 1 0 0 0 0 0 0 0 0 64
Total 31 4581 1363 37 423 42 7 79 44 5 1 0 0 6613
Percent 0.5% 69.3% 20.6% 0.6% 6.4% 0.6% 0.1% 1.2% 0.7% 0.1% 0.0% 0.0% 0.0% AM Peak 07:00 07:00 07:00 11:00 07:00 10:00 07:00 07:00 10:00 10:00 07:00 07:00 Vol. 2 346 111 7 39 5 1 10 5 1 1 514
PM Peak 16:00 15:00 15:00 12:00 15:00 12:00 16:00 15:00 16:00 13:00 15:00 Vol. 7 466 165 4 50 6 2 11 5 2 707

Grand
Total 98 10436 2141 77 616 93 25 106 83 8 2 1 0 13686
Percent 0.7% 76.3% 15.6% 0.6% 4.5% 0.7% 0.2% 0.8% 0.6% 0.1% 0.0% 0.0% 0.0%

City of Downey
Woodruff Avenue
B/ Hall Road - Stewart and Gray Road
48 Hour Directional Classification Count

DNY002
Site Code: 057-21620

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]

Northbound, Southbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 11/17/21 1 33 58 2 6 1 1 1 3 0 0 0 0 106
01:00 0 34 37 1 1 0 0 0 0 0 0 0 0 73
02:00 0 5 13 0 5 1 0 1 1 0 0 0 0 26
03:00 0 12 14 2 2 0 0 1 0 0 0 0 0 31
04:00 0 34 27 2 5 0 0 0 0 0 0 0 0 68
05:00 1 76 71 6 20 1 0 0 3 1 0 0 0 179
06:00 2 137 172 19 40 5 0 18 2 0 0 0 1 396
07:00 20 519 373 38 59 4 4 72 4 7 2 0 0 1102
08:00 9 392 302 27 76 8 1 58 11 9 0 0 0 893
09:00 10 250 239 17 64 6 4 33 5 1 1 1 0 631
10:00 8 295 277 16 67 7 6 29 9 1 0 0 0 715
11:00 16 302 323 13 77 6 4 37 8 6 0 0 1 793
12 PM 18 449 428 14 72 7 3 52 4 6 0 1 0 1054
13:00 11 485 383 27 79 9 2 50 4 3 0 1 1 1055
14:00 8 510 407 12 77 9 4 60 4 4 2 0 0 1097
15:00 7 474 405 14 77 9 5 49 4 7 0 0 0 1051
16:00 15 446 447 22 78 6 6 70 6 4 0 0 0 1100
17:00 14 490 433 16 58 3 1 63 0 3 0 1 1 1083
18:00 10 453 351 9 54 1 1 38 0 5 0 0 0 922
19:00 9 351 210 7 28 2 3 13 0 1 0 0 0 624
20:00 6 240 189 3 25 1 1 22 2 2 0 0 0 491
21:00 2 163 144 4 12 0 0 15 4 1 0 0 0 345
22:00 1 95 93 1 7 0 0 2 1 0 0 0 0 200
23:00 1 53 60 0 6 1 0 1 0 0 0 0 0 122
Total 169 6298 5456 272 995 87 46 685 75 61 5 4 4 14157 Percent 1.2% 44.5% 38.5% 1.9% 7.0% 0.6% 0.3% 4.8% 0.5% 0.4% 0.0% 0.0% 0.0% AM Peak 07:00 07:00 07:00 07:00 11:00 08:00 10:00 07:00 08:00 08:00 07:00 09:00 06:00 07:00 Vol. 20 519 373 38 77 8 6 72 11 9 2 1 1 1102
PM Peak 12:00 14:00 16:00 13:00 13:00 13:00 16:00 16:00 16:00 15:00 14:00 12:00 13:00 16:00 Vol. 18 510 447 27 79 9 6 70 6 7 2 1 1 1100

City of Downey
Woodruff Avenue
B/ Hall Road - Stewart and Gray Road
48 Hour Directional Classification Count

DNY002
Site Code: 057-21620

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]

Northbound, Southbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 11/18/21 1 16 27 6 5 0 0 0 1 0 0 0 0 56
01:00 0 21 28 0 2 0 0 0 0 0 0 0 0 51
02:00 0 8 15 0 5 0 0 0 2 0 0 0 0 30
03:00 0 16 17 1 4 0 0 1 0 0 0 0 0 39
04:00 0 27 42 4 10 0 0 0 0 0 0 0 0 83
05:00 3 53 58 3 21 3 0 4 2 0 1 0 0 148
06:00 6 116 155 16 45 4 0 17 4 1 1 0 0 365
07:00 16 375 444 26 99 9 4 66 5 12 2 2 1 1061
08:00 16 308 354 27 81 6 4 52 7 9 0 1 0 865
09:00 5 208 273 22 67 3 2 30 3 3 0 0 1 617
10:00 9 204 280 18 80 8 2 41 10 5 0 0 0 657
11:00 8 283 356 29 84 8 1 49 6 4 0 0 0 828
12 PM 9 396 328 13 70 8 3 48 8 2 2 0 0 887
13:00 9 338 364 26 64 8 3 55 5 6 0 1 1 880
14:00 17 406 431 30 104 6 3 64 8 8 1 1 0 1079
15:00 12 496 555 28 113 9 2 67 5 7 0 0 0 1294
16:00 16 410 441 15 87 5 3 66 6 5 0 0 0 1054
17:00 13 409 458 15 77 5 1 66 3 5 0 0 0 1052
18:00 5 293 354 6 65 3 2 53 0 0 0 0 0 781
19:00 3 240 281 3 38 1 0 37 1 2 0 0 1 607
20:00 2 144 201 1 34 2 1 25 2 0 1 1 0 414
21:00 3 119 139 1 28 2 1 10 0 0 0 0 0 303
22:00 1 95 92 1 15 0 0 2 2 1 0 0 0 209
23:00 2 57 55 2 6 0 0 1 1 0 0 0 0 124
Total 156 5038 5748 293 1204 90 32 754 81 70 8 6 4 13484 Percent 1.2% 37.4% 42.6% 2.2% 8.9% 0.7% 0.2% 5.6% 0.6% 0.5% 0.1% 0.0% 0.0% AM Peak 07:00 07:00 07:00 11:00 07:00 07:00 07:00 07:00 10:00 07:00 07:00 07:00 07:00 07:00 Vol. 16 375 444 29 99 9 4 66 10 12 2 2 1 1061
PM Peak 14:00 15:00 15:00 14:00 15:00 15:00 12:00 15:00 12:00 14:00 12:00 13:00 13:00 15:00 Vol. 17 496 555 30 113 9 3 67 8 8 2 1 1 1294

Grand
Total 325 11336 11204 565 2199 177 78 1439 156 131 13 10 8 27641 Percent 1.2% 41.0% 40.5% 2.0% 8.0% 0.6% 0.3% 5.2% 0.6% 0.5% 0.0% 0.0% 0.0%

City of Downey
Hall Road
W/ Woodruff Avenue
48 Hour Directional Classification Count

DNY001
Site Code: 057-21620

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]

Eastbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 10/27/21 0 4 2 0 0 0 0 0 0 0 0 0 0 6
01:00 0 2 1 0 1 1 0 0 0 0 0 0 0 5
02:00 0 3 0 0 0 1 0 0 0 0 0 0 0 4
03:00 0 2 0 0 0 0 0 0 0 0 0 0 0 2
04:00 2 14 3 2 1 1 0 0 0 0 0 0 0 23
05:00 1 14 3 2 1 2 0 0 1 0 0 0 0 24
06:00 3 20 6 6 1 2 0 1 0 0 0 0 0 39
07:00 2 54 23 1 4 2 1 1 1 1 0 0 0 90
08:00 8 40 28 4 8 5 0 1 1 1 0 0 0 96
09:00 4 27 22 2 4 2 0 0 2 0 0 0 1 64
10:00 2 26 14 5 5 4 0 1 4 0 0 0 0 61
11:00 0 32 12 1 5 2 0 0 6 0 1 0 0 59
12 PM 2 50 21 1 10 2 0 3 3 0 0 0 0 92
13:00 2 43 15 2 8 1 0 0 4 0 0 0 0 75
14:00 1 42 25 2 11 0 1 2 2 0 0 0 0 86
15:00 12 78 23 1 4 2 0 1 2 1 0 0 0 124
16:00 4 74 16 1 5 0 0 1 5 0 0 0 0 106
17:00 0 48 8 1 9 0 0 0 3 0 0 0 0 69
18:00 1 23 9 0 0 0 0 0 1 0 0 0 0 34
19:00 0 41 9 0 1 0 0 0 1 0 0 0 0 52
20:00 2 23 6 0 1 0 0 0 0 0 0 0 0 32
21:00 0 12 2 0 1 0 0 0 2 0 0 0 0 17
22:00 0 3 2 0 0 0 0 0 0 0 0 0 0 5
23:00 0 4 2 0 0 0 0 0 1 1 0 0 0 8
Total 46 679 252 31 80 27 2 11 39 4 1 0 1 1173
Percent 3.9% 57.9% 21.5% 2.6% 6.8% 2.3% 0.2% 0.9% 3.3% 0.3% 0.1% 0.0% 0.1% AM Peak 08:00 07:00 08:00 06:00 08:00 08:00 07:00 06:00 11:00 07:00 11:00 09:00 08:00 Vol. 8 54 28 6 8 5 1 1 6 1 1 1 96
PM Peak 15:00 15:00 14:00 13:00 14:00 12:00 14:00 12:00 16:00 15:00 15:00 Vol. 12 78 25 2 11 2 1 3 5 1 124

City of Downey
Hall Road
W/ Woodruff Avenue
48 Hour Directional Classification Count

DNY001
Site Code: 057-21620

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]

Eastbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 10/28/21 0 2 0 0 0 1 0 0 1 0 0 0 0 4
01:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1
02:00 0 2 1 2 0 2 0 0 0 0 0 0 0 7
03:00 1 4 5 0 2 0 0 0 0 0 0 0 0 12
04:00 1 13 4 1 1 1 0 2 0 0 0 0 0 23
05:00 4 10 3 3 1 2 0 0 0 0 0 0 0 23
06:00 0 23 12 4 2 1 0 0 1 0 0 0 0 43
07:00 7 65 26 2 8 0 0 0 0 0 0 0 0 108
08:00 2 37 15 4 5 1 1 0 0 0 0 0 0 65
09:00 1 22 12 2 3 1 0 0 10 0 0 0 0 51
10:00 2 21 14 4 7 0 0 2 1 1 0 0 0 52
11:00 5 27 22 0 5 2 0 0 3 0 0 0 0 64
12 PM 1 30 11 2 7 1 1 2 3 0 0 0 0 58
13:00 1 45 26 3 3 1 1 0 6 0 0 0 0 86
14:00 0 44 19 3 5 1 0 1 1 0 0 0 0 74
15:00 5 70 16 1 11 4 0 2 2 0 0 0 0 111
16:00 2 59 19 1 10 0 0 0 0 0 0 0 0 91
17:00 0 55 13 0 5 1 0 1 3 0 0 0 0 78
18:00 0 30 6 0 4 1 0 1 3 0 0 0 0 45
19:00 0 29 7 0 2 0 0 0 0 0 0 0 0 38
20:00 0 26 3 0 0 0 0 0 0 0 0 0 0 29
21:00 1 16 1 0 2 0 0 0 0 0 0 0 0 20
22:00 0 18 1 0 0 0 0 0 1 0 0 0 0 20
23:00 0 12 2 0 1 0 0 0 1 0 0 0 0 16
Total 33 661 238 32 84 20 3 11 36 1 0 0 0 1119
Percent 2.9% 59.1% 21.3% 2.9% 7.5% 1.8% 0.3% 1.0% 3.2% 0.1% 0.0% 0.0% 0.0% AM Peak 07:00 07:00 07:00 06:00 07:00 02:00 08:00 04:00 09:00 10:00 07:00 Vol. 7 65 26 4 8 2 1 2 10 1 108
PM Peak 15:00 15:00 13:00 13:00 15:00 15:00 12:00 12:00 13:00 15:00 Vol. 5 70 26 3 11 4 1 2 6 111

Grand
Total 79 1340 490 63 164 47 5 22 75 5 1 0 1 2292
Percent 3.4% 58.5% 21.4% 2.7% 7.2% 2.1% 0.2% 1.0% 3.3% 0.2% 0.0% 0.0% 0.0%

City of Downey
Hall Road
W/ Woodruff Avenue
48 Hour Directional Classification Count

DNY001
Site Code: 057-21620

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]

Westbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 10/27/21 0 5 1 0 0 1 0 0 0 0 0 0 0 7
01:00 0 4 0 0 0 1 0 0 0 0 0 0 0 5
02:00 0 1 0 0 0 0 0 0 1 0 0 0 0 2
03:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1
04:00 2 14 3 0 1 0 0 0 0 0 0 0 0 20
05:00 2 17 8 0 0 2 0 0 0 0 0 0 0 29
06:00 6 55 9 1 1 4 0 0 0 0 0 0 0 76
07:00 2 35 8 2 4 5 0 2 1 1 0 0 0 60
08:00 10 52 16 2 2 5 0 0 0 0 0 0 0 87
09:00 4 35 18 4 5 5 0 0 2 0 0 0 0 73
10:00 12 42 16 1 5 5 0 0 2 0 0 0 0 83
11:00 5 31 15 3 5 4 0 2 1 0 0 0 0 66
12 PM 5 37 18 1 4 4 0 0 3 0 0 0 0 72
13:00 5 49 10 2 5 2 1 0 0 0 0 0 0 74
14:00 3 49 16 3 5 6 0 0 1 0 0 0 0 83
15:00 3 43 19 2 4 4 0 0 0 0 0 0 0 75
16:00 4 35 12 1 7 1 1 0 1 1 0 0 0 63
17:00 1 46 5 1 2 1 0 0 0 0 0 0 0 56
18:00 0 39 6 0 4 1 0 0 0 0 0 0 0 50
19:00 2 47 5 0 1 2 0 0 0 0 0 0 0 57
20:00 0 24 4 0 0 0 0 0 0 0 0 0 0 28
21:00 4 17 4 0 1 2 0 0 1 0 0 0 0 29
22:00 2 17 4 0 0 0 0 0 0 0 0 0 0 23
23:00 2 8 3 0 0 0 0 0 2 0 0 0 0 15
Total 74 703 200 23 56 55 2 4 15 2 0 0 0 1134
Percent 6.5% 62.0% 17.6% 2.0% 4.9% 4.9% 0.2% 0.4% 1.3% 0.2% 0.0% 0.0% 0.0% AM Peak 10:00 06:00 09:00 09:00 09:00 07:00 07:00 09:00 07:00 08:00 Vol. 12 55 18 4 5 5 2 2 1 87
PM Peak 12:00 13:00 15:00 14:00 16:00 14:00 13:00 12:00 16:00 14:00 Vol. 5 49 19 3 7 6 1 3 1 83

City of Downey
Hall Road
W/ Woodruff Avenue
48 Hour Directional Classification Count

DNY001
Site Code: 057-21620

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]

Westbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 10/28/21 0 3 1 0 0 0 0 0 1 0 0 0 0 5
01:00 0 3 0 0 0 0 0 0 1 0 0 0 0 4
02:00 0 2 1 0 0 0 0 0 1 0 0 0 0 4
03:00 3 5 1 0 0 0 0 0 0 0 0 0 0 9
04:00 2 15 3 0 0 0 0 0 0 0 0 0 0 20
05:00 2 11 4 1 2 1 0 1 0 0 0 0 0 22
06:00 5 44 14 1 1 4 0 0 1 0 0 0 0 70
07:00 4 49 17 2 5 0 0 0 0 0 0 0 0 77
08:00 9 52 23 1 5 2 0 0 2 0 0 0 0 94
09:00 4 44 9 6 9 7 1 0 0 0 0 0 0 80
10:00 7 28 13 1 6 1 0 0 2 0 0 0 0 58
11:00 5 26 7 0 8 6 0 1 1 0 0 0 0 54
12 PM 4 34 11 2 5 1 0 0 3 0 0 0 0 60
13:00 5 38 14 4 2 1 0 1 2 0 0 0 0 67
14:00 2 45 10 0 2 2 1 2 0 0 0 0 0 64
15:00 2 44 15 3 3 6 0 0 1 0 0 0 0 74
16:00 9 46 22 2 6 4 0 1 0 0 0 0 0 90
17:00 1 44 6 0 1 1 0 0 0 0 0 0 0 53
18:00 3 41 9 0 4 3 0 0 0 0 0 0 0 60
19:00 0 42 6 0 0 0 0 0 0 0 0 0 0 48
20:00 1 29 3 0 1 1 0 0 0 0 0 0 0 35
21:00 0 22 3 0 1 0 0 0 0 0 0 0 0 26
22:00 0 20 5 0 1 0 0 0 1 0 0 0 0 27
23:00 0 6 3 0 1 2 0 0 0 0 0 0 0 12
Total 68 693 200 23 63 42 2 6 16 0 0 0 0 1113
Percent 6.1% 62.3% 18.0% 2.1% 5.7% 3.8% 0.2% 0.5% 1.4% 0.0% 0.0% 0.0% 0.0% AM Peak 08:00 08:00 08:00 09:00 09:00 09:00 09:00 05:00 08:00 08:00 Vol. 9 52 23 6 9 7 1 1 2 94
PM Peak 16:00 16:00 16:00 13:00 16:00 15:00 14:00 14:00 12:00 16:00 Vol. 9 46 22 4 6 6 1 2 3 90

Grand
Total 142 1396 400 46 119 97 4 10 31 2 0 0 0 2247
Percent 6.3% 62.1% 17.8% 2.0% 5.3% 4.3% 0.2% 0.4% 1.4% 0.1% 0.0% 0.0% 0.0%

City of Downey
Hall Road
W/ Woodruff Avenue
48 Hour Directional Classification Count

DNY001
Site Code: 057-21620

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]

Eastbound, Westbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 10/27/21 0 9 3 0 0 1 0 0 0 0 0 0 0 13
01:00 0 6 1 0 1 2 0 0 0 0 0 0 0 10
02:00 0 4 0 0 0 1 0 0 1 0 0 0 0 6
03:00 0 3 0 0 0 0 0 0 0 0 0 0 0 3
04:00 4 28 6 2 2 1 0 0 0 0 0 0 0 43
05:00 3 31 11 2 1 4 0 0 1 0 0 0 0 53
06:00 9 75 15 7 2 6 0 1 0 0 0 0 0 115
07:00 4 89 31 3 8 7 1 3 2 2 0 0 0 150
08:00 18 92 44 6 10 10 0 1 1 1 0 0 0 183
09:00 8 62 40 6 9 7 0 0 4 0 0 0 1 137
10:00 14 68 30 6 10 9 0 1 6 0 0 0 0 144
11:00 5 63 27 4 10 6 0 2 7 0 1 0 0 125
12 PM 7 87 39 2 14 6 0 3 6 0 0 0 0 164
13:00 7 92 25 4 13 3 1 0 4 0 0 0 0 149
14:00 4 91 41 5 16 6 1 2 3 0 0 0 0 169
15:00 15 121 42 3 8 6 0 1 2 1 0 0 0 199
16:00 8 109 28 2 12 1 1 1 6 1 0 0 0 169
17:00 1 94 13 2 11 1 0 0 3 0 0 0 0 125
18:00 1 62 15 0 4 1 0 0 1 0 0 0 0 84
19:00 2 88 14 0 2 2 0 0 1 0 0 0 0 109
20:00 2 47 10 0 1 0 0 0 0 0 0 0 0 60
21:00 4 29 6 0 2 2 0 0 3 0 0 0 0 46
22:00 2 20 6 0 0 0 0 0 0 0 0 0 0 28
23:00 2 12 5 0 0 0 0 0 3 1 0 0 0 23
Total 120 1382 452 54 136 82 4 15 54 6 1 0 1 2307
Percent 5.2% 59.9% 19.6% 2.3% 5.9% 3.6% 0.2% 0.7% 2.3% 0.3% 0.0% 0.0% 0.0% AM Peak 08:00 08:00 08:00 06:00 08:00 08:00 07:00 07:00 11:00 07:00 11:00 09:00 08:00 Vol. 18 92 44 7 10 10 1 3 7 2 1 1 183
PM Peak 15:00 15:00 15:00 14:00 14:00 12:00 13:00 12:00 12:00 15:00 15:00 Vol. 15 121 42 5 16 6 1 3 6 1 199

City of Downey
Hall Road
W/ Woodruff Avenue
48 Hour Directional Classification Count

DNY001
Site Code: 057-21620

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]

Eastbound, Westbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 10/28/21 0 5 1 0 0 1 0 0 2 0 0 0 0 9
01:00 0 4 0 0 0 0 0 0 1 0 0 0 0 5
02:00 0 4 2 2 0 2 0 0 1 0 0 0 0 11
03:00 4 9 6 0 2 0 0 0 0 0 0 0 0 21
04:00 3 28 7 1 1 1 0 2 0 0 0 0 0 43
05:00 6 21 7 4 3 3 0 1 0 0 0 0 0 45
06:00 5 67 26 5 3 5 0 0 2 0 0 0 0 113
07:00 11 114 43 4 13 0 0 0 0 0 0 0 0 185
08:00 11 89 38 5 10 3 1 0 2 0 0 0 0 159
09:00 5 66 21 8 12 8 1 0 10 0 0 0 0 131
10:00 9 49 27 5 13 1 0 2 3 1 0 0 0 110
11:00 10 53 29 0 13 8 0 1 4 0 0 0 0 118
12 PM 5 64 22 4 12 2 1 2 6 0 0 0 0 118
13:00 6 83 40 7 5 2 1 1 8 0 0 0 0 153
14:00 2 89 29 3 7 3 1 3 1 0 0 0 0 138
15:00 7 114 31 4 14 10 0 2 3 0 0 0 0 185
16:00 11 105 41 3 16 4 0 1 0 0 0 0 0 181
17:00 1 99 19 0 6 2 0 1 3 0 0 0 0 131
18:00 3 71 15 0 8 4 0 1 3 0 0 0 0 105
19:00 0 71 13 0 2 0 0 0 0 0 0 0 0 86
20:00 1 55 6 0 1 1 0 0 0 0 0 0 0 64
21:00 1 38 4 0 3 0 0 0 0 0 0 0 0 46
22:00 0 38 6 0 1 0 0 0 2 0 0 0 0 47
23:00 0 18 5 0 2 2 0 0 1 0 0 0 0 28
Total 101 1354 438 55 147 62 5 17 52 1 0 0 0 2232
Percent 4.5% 60.7% 19.6% 2.5% 6.6% 2.8% 0.2% 0.8% 2.3% 0.0% 0.0% 0.0% 0.0% AM Peak 07:00 07:00 07:00 09:00 07:00 09:00 08:00 04:00 09:00 10:00 07:00 Vol. 11 114 43 8 13 8 1 2 10 1 185
PM Peak 16:00 15:00 16:00 13:00 16:00 15:00 12:00 14:00 13:00 15:00 Vol. 11 114 41 7 16 10 1 3 8 185

Grand
Total 221 2736 890 109 283 144 9 32 106 7 1 0 1 4539
Percent 4.9% 60.3% 19.6% 2.4% 6.2% 3.2% 0.2% 0.7% 2.3% 0.2% 0.0% 0.0% 0.0%

City of Downey
Stewart and Gray Road
W/ Woodruff Avenue
48 Hour Directional Classification Count

DNY003
Site Code: 057-21620

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]

Eastbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 10/27/21 1 47 11 0 1 0 0 0 1 0 0 0 0 61
01:00 0 46 6 0 1 1 0 0 2 0 0 0 0 56
02:00 0 27 5 2 0 2 0 0 2 1 0 0 0 39
03:00 0 38 2 0 2 0 0 0 2 0 0 0 0 44
04:00 0 70 22 1 6 0 0 1 10 0 0 0 0 110
05:00 0 131 41 1 10 2 0 2 5 0 0 0 0 192
06:00 1 247 58 1 9 1 1 8 0 1 0 0 0 327
07:00 6 539 114 4 23 2 4 15 2 3 0 0 1 713
08:00 9 394 102 9 31 2 3 8 5 1 0 0 0 564
09:00 4 308 96 4 25 1 2 9 5 1 0 0 0 455
10:00 5 321 80 3 28 5 0 9 3 1 1 0 1 457
11:00 1 364 80 3 16 3 3 6 3 0 0 1 0 480
12 PM 12 435 122 6 18 4 2 9 3 1 0 0 0 612
13:00 11 489 108 4 20 4 2 10 3 1 0 1 0 653
14:00 7 552 126 5 31 5 0 16 3 5 0 0 0 750
15:00 11 566 116 7 33 5 0 23 3 1 1 0 0 766
16:00 8 643 106 7 35 2 2 13 2 2 0 1 1 822
17:00 12 635 120 3 16 2 3 16 0 0 0 0 0 807
18:00 10 566 109 1 23 5 1 9 3 2 0 0 0 729
19:00 8 461 79 4 16 2 3 9 1 0 0 0 0 583
20:00 2 339 39 1 7 3 0 5 1 0 0 0 0 397
21:00 3 216 52 0 9 0 0 2 3 0 0 0 0 285
22:00 1 141 25 0 2 0 0 0 2 0 0 0 0 171
23:00 0 85 11 0 4 0 0 0 2 0 0 0 0 102
Total 112 7660 1630 66 366 51 26 170 66 20 2 3 3 10175
Percent 1.1% 75.3% 16.0% 0.6% 3.6% 0.5% 0.3% 1.7% 0.6% 0.2% 0.0% 0.0% 0.0% AM Peak 08:00 07:00 07:00 08:00 08:00 10:00 07:00 07:00 04:00 07:00 10:00 11:00 07:00 07:00 Vol. 9 539 114 9 31 5 4 15 10 3 1 1 1 713
PM Peak 12:00 16:00 14:00 15:00 16:00 14:00 17:00 15:00 12:00 14:00 15:00 13:00 16:00 16:00 Vol. 12 643 126 7 35 5 3 23 3 5 1 1 1 822

City of Downey
Stewart and Gray Road
W/ Woodruff Avenue
48 Hour Directional Classification Count

DNY003
Site Code: 057-21620

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]

Eastbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 10/28/21 0 59 5 0 0 0 0 0 2 0 0 0 0 66
01:00 0 32 7 1 0 0 0 0 0 0 0 0 0 40
02:00 0 26 3 0 0 0 0 0 2 0 0 0 0 31
03:00 0 39 4 1 3 0 0 0 1 0 0 0 0 48
04:00 1 90 11 0 2 0 0 4 6 0 0 0 0 114
05:00 0 131 34 3 10 1 0 5 7 0 0 0 0 191
06:00 5 206 50 1 13 2 1 5 0 0 1 1 1 286
07:00 11 572 114 7 16 0 0 12 2 2 0 0 0 736
08:00 9 419 102 7 41 0 0 13 3 0 0 0 0 594
09:00 2 283 63 2 19 1 0 8 6 1 0 0 0 385
10:00 4 354 81 4 35 3 0 10 4 2 0 0 0 497
11:00 3 424 111 2 30 5 2 15 6 0 0 0 1 599
12 PM 7 437 95 4 28 2 3 11 6 4 1 0 0 598
13:00 5 506 89 5 20 3 3 13 5 2 0 0 0 651
14:00 15 522 108 5 32 10 3 10 6 3 0 1 1 716
15:00 9 616 134 7 25 7 0 21 2 3 0 0 0 824
16:00 9 570 108 5 24 1 1 16 3 1 0 0 0 738
17:00 11 664 105 2 21 3 2 7 2 1 0 0 0 818
18:00 5 600 99 0 18 3 1 7 0 2 0 0 0 735
19:00 6 493 93 0 16 4 1 10 1 0 1 0 1 626
20:00 9 376 75 0 8 2 2 0 1 1 0 0 0 474
21:00 3 283 50 1 7 0 0 4 1 1 0 0 0 350
22:00 2 175 25 0 2 0 0 0 1 0 0 0 0 205
23:00 1 101 13 1 1 0 0 0 0 0 0 0 0 117
Total 117 7978 1579 58 371 47 19 171 67 23 3 2 4 10439
Percent 1.1% 76.4% 15.1% 0.6% 3.6% 0.5% 0.2% 1.6% 0.6% 0.2% 0.0% 0.0% 0.0% AM Peak 07:00 07:00 07:00 07:00 08:00 11:00 11:00 11:00 05:00 07:00 06:00 06:00 06:00 07:00 Vol. 11 572 114 7 41 5 2 15 7 2 1 1 1 736
PM Peak 14:00 17:00 15:00 15:00 14:00 14:00 12:00 15:00 12:00 12:00 12:00 14:00 14:00 15:00 Vol. 15 664 134 7 32 10 3 21 6 4 1 1 1 824

Grand
Total 229 15638 3209 124 737 98 45 341 133 43 5 5 7 20614 Percent 1.1% 75.9% 15.6% 0.6% 3.6% 0.5% 0.2% 1.7% 0.6% 0.2% 0.0% 0.0% 0.0%

City of Downey
Stewart and Gray Road
W/ Woodruff Avenue
48 Hour Directional Classification Count

DNY003
Site Code: 057-21620

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]

Westbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 10/27/21 0 46 6 0 1 0 0 0 0 0 0 0 0 53
01:00 0 26 2 0 2 1 0 0 0 0 0 0 0 31
02:00 0 21 2 0 0 1 0 0 1 0 1 0 0 26
03:00 0 27 4 0 0 0 0 0 0 0 0 0 0 31
04:00 0 57 23 0 2 0 0 0 1 0 0 0 0 83
05:00 1 88 15 1 3 1 0 1 2 0 0 0 0 112
06:00 1 138 28 2 14 0 0 0 0 0 0 0 0 183
07:00 1 310 43 0 16 2 0 6 1 0 0 0 0 379
08:00 1 347 51 0 19 1 0 3 3 0 0 0 0 425
09:00 3 282 64 3 19 3 0 4 2 0 1 0 0 381
10:00 2 305 60 2 17 2 0 6 1 0 0 0 0 395
11:00 1 367 74 3 10 0 0 8 3 0 0 0 0 466
12 PM 0 425 67 4 17 3 0 5 5 0 0 0 0 526
13:00 1 418 82 3 15 3 0 5 0 1 0 0 0 528
14:00 1 486 78 3 22 7 0 7 1 0 0 0 1 606
15:00 1 480 87 1 15 3 0 8 1 0 2 0 0 598
16:00 1 524 81 1 13 4 0 6 1 0 2 0 0 633
17:00 2 540 89 1 11 3 0 8 4 0 0 0 0 658
18:00 6 521 89 0 13 2 0 5 6 0 0 1 0 643
19:00 2 415 65 1 13 2 0 3 0 0 0 0 0 501
20:00 0 338 53 1 4 2 0 2 0 1 0 0 0 401
21:00 0 186 28 0 2 1 0 2 0 1 0 0 0 220
22:00 0 111 21 0 3 0 0 0 2 0 0 0 0 137
23:00 0 58 11 1 1 0 0 1 1 0 0 0 0 73
Total 24 6516 1123 27 232 41 0 80 35 3 6 1 1 8089
Percent 0.3% 80.6% 13.9% 0.3% 2.9% 0.5% 0.0% 1.0% 0.4% 0.0% 0.1% 0.0% 0.0% AM Peak 09:00 11:00 11:00 09:00 08:00 09:00 11:00 08:00 02:00 11:00 Vol. 3 367 74 3 19 3 8 3 1 466
PM Peak 18:00 17:00 17:00 12:00 14:00 14:00 15:00 18:00 13:00 15:00 18:00 14:00 17:00 Vol. 6 540 89 4 22 7 8 6 1 2 1 1 658

City of Downey
Stewart and Gray Road
W/ Woodruff Avenue
48 Hour Directional Classification Count

DNY003
Site Code: 057-21620

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]

Westbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 10/28/21 0 37 2 0 0 0 0 0 0 0 0 0 0 39
01:00 0 27 6 0 1 0 0 0 0 0 0 0 0 34
02:00 0 23 3 2 2 0 0 0 1 0 0 0 0 31
03:00 0 18 4 0 0 0 0 0 0 0 0 0 0 22
04:00 0 55 14 0 0 0 0 1 0 0 0 0 0 70
05:00 0 85 18 0 10 0 0 2 1 0 0 0 0 116
06:00 0 144 32 4 20 1 0 2 1 0 0 0 0 204
07:00 1 319 61 4 19 0 1 2 1 0 0 0 0 408
08:00 1 339 62 1 20 2 1 2 4 0 0 0 0 432
09:00 0 286 61 4 24 1 0 4 2 0 0 0 0 382
10:00 0 343 82 4 18 1 0 4 1 0 0 0 0 453
11:00 0 390 87 1 19 2 0 6 7 1 0 0 0 513
12 PM 4 450 81 1 22 1 0 2 5 0 1 0 0 567
13:00 1 457 82 3 19 3 0 8 4 0 0 0 1 578
14:00 2 455 82 2 24 6 1 3 4 1 0 1 0 581
15:00 0 527 87 3 20 4 0 14 1 1 1 0 1 659
16:00 0 542 68 1 17 2 0 7 1 1 0 0 0 639
17:00 0 561 93 2 19 1 0 9 2 1 0 0 0 688
18:00 2 566 80 0 10 1 0 2 2 0 1 0 0 664
19:00 0 449 61 0 5 1 0 3 2 0 0 0 0 521
20:00 0 359 33 1 8 2 1 3 0 1 1 0 0 409
21:00 0 245 36 0 1 0 0 0 1 0 2 0 0 285
22:00 0 146 12 0 4 0 0 0 2 0 0 0 0 164
23:00 0 73 11 0 1 0 0 0 1 0 0 0 0 86
Total 11 6896 1158 33 283 28 4 74 43 6 6 1 2 8545
Percent 0.1% 80.7% 13.6% 0.4% 3.3% 0.3% 0.0% 0.9% 0.5% 0.1% 0.1% 0.0% 0.0% AM Peak 07:00 11:00 11:00 06:00 09:00 08:00 07:00 11:00 11:00 11:00 11:00 Vol. 1 390 87 4 24 2 1 6 7 1 513
PM Peak 12:00 18:00 17:00 13:00 14:00 14:00 14:00 15:00 12:00 14:00 21:00 14:00 13:00 17:00 Vol. 4 566 93 3 24 6 1 14 5 1 2 1 1 688

Grand
Total 35 13412 2281 60 515 69 4 154 78 9 12 2 3 16634
Percent 0.2% 80.6% 13.7% 0.4% 3.1% 0.4% 0.0% 0.9% 0.5% 0.1% 0.1% 0.0% 0.0%

City of Downey
Stewart and Gray Road
W/ Woodruff Avenue
48 Hour Directional Classification Count

DNY003
Site Code: 057-21620

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]

Eastbound, Westbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 10/27/21 1 93 17 0 2 0 0 0 1 0 0 0 0 114
01:00 0 72 8 0 3 2 0 0 2 0 0 0 0 87
02:00 0 48 7 2 0 3 0 0 3 1 1 0 0 65
03:00 0 65 6 0 2 0 0 0 2 0 0 0 0 75
04:00 0 127 45 1 8 0 0 1 11 0 0 0 0 193
05:00 1 219 56 2 13 3 0 3 7 0 0 0 0 304
06:00 2 385 86 3 23 1 1 8 0 1 0 0 0 510
07:00 7 849 157 4 39 4 4 21 3 3 0 0 1 1092
08:00 10 741 153 9 50 3 3 11 8 1 0 0 0 989
09:00 7 590 160 7 44 4 2 13 7 1 1 0 0 836
10:00 7 626 140 5 45 7 0 15 4 1 1 0 1 852
11:00 2 731 154 6 26 3 3 14 6 0 0 1 0 946
12 PM 12 860 189 10 35 7 2 14 8 1 0 0 0 1138
13:00 12 907 190 7 35 7 2 15 3 2 0 1 0 1181
14:00 8 1038 204 8 53 12 0 23 4 5 0 0 1 1356
15:00 12 1046 203 8 48 8 0 31 4 1 3 0 0 1364
16:00 9 1167 187 8 48 6 2 19 3 2 2 1 1 1455
17:00 14 1175 209 4 27 5 3 24 4 0 0 0 0 1465
18:00 16 1087 198 1 36 7 1 14 9 2 0 1 0 1372
19:00 10 876 144 5 29 4 3 12 1 0 0 0 0 1084
20:00 2 677 92 2 11 5 0 7 1 1 0 0 0 798
21:00 3 402 80 0 11 1 0 4 3 1 0 0 0 505
22:00 1 252 46 0 5 0 0 0 4 0 0 0 0 308
23:00 0 143 22 1 5 0 0 1 3 0 0 0 0 175
Total 136 14176 2753 93 598 92 26 250 101 23 8 4 4 18264 Percent 0.7% 77.6% 15.1% 0.5% 3.3% 0.5% 0.1% 1.4% 0.6% 0.1% 0.0% 0.0% 0.0% AM Peak 08:00 07:00 09:00 08:00 08:00 10:00 07:00 07:00 04:00 07:00 02:00 11:00 07:00 07:00 Vol. 10 849 160 9 50 7 4 21 11 3 1 1 1 1092
PM Peak 18:00 17:00 17:00 12:00 14:00 14:00 17:00 15:00 18:00 14:00 15:00 13:00 14:00 17:00 Vol. 16 1175 209 10 53 12 3 31 9 5 3 1 1 1465

City of Downey
Stewart and Gray Road
W/ Woodruff Avenue
48 Hour Directional Classification Count

DNY003
Site Code: 057-21620

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]

Eastbound, Westbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 10/28/21 0 96 7 0 0 0 0 0 2 0 0 0 0 105
01:00 0 59 13 1 1 0 0 0 0 0 0 0 0 74
02:00 0 49 6 2 2 0 0 0 3 0 0 0 0 62
03:00 0 57 8 1 3 0 0 0 1 0 0 0 0 70
04:00 1 145 25 0 2 0 0 5 6 0 0 0 0 184
05:00 0 216 52 3 20 1 0 7 8 0 0 0 0 307
06:00 5 350 82 5 33 3 1 7 1 0 1 1 1 490
07:00 12 891 175 11 35 0 1 14 3 2 0 0 0 1144
08:00 10 758 164 8 61 2 1 15 7 0 0 0 0 1026
09:00 2 569 124 6 43 2 0 12 8 1 0 0 0 767
10:00 4 697 163 8 53 4 0 14 5 2 0 0 0 950
11:00 3 814 198 3 49 7 2 21 13 1 0 0 1 1112
12 PM 11 887 176 5 50 3 3 13 11 4 2 0 0 1165
13:00 6 963 171 8 39 6 3 21 9 2 0 0 1 1229
14:00 17 977 190 7 56 16 4 13 10 4 0 2 1 1297
15:00 9 1143 221 10 45 11 0 35 3 4 1 0 1 1483
16:00 9 1112 176 6 41 3 1 23 4 2 0 0 0 1377
17:00 11 1225 198 4 40 4 2 16 4 2 0 0 0 1506
18:00 7 1166 179 0 28 4 1 9 2 2 1 0 0 1399
19:00 6 942 154 0 21 5 1 13 3 0 1 0 1 1147
20:00 9 735 108 1 16 4 3 3 1 2 1 0 0 883
21:00 3 528 86 1 8 0 0 4 2 1 2 0 0 635
22:00 2 321 37 0 6 0 0 0 3 0 0 0 0 369
23:00 1 174 24 1 2 0 0 0 1 0 0 0 0 203
Total 128 14874 2737 91 654 75 23 245 110 29 9 3 6 18984 Percent 0.7% 78.4% 14.4% 0.5% 3.4% 0.4% 0.1% 1.3% 0.6% 0.2% 0.0% 0.0% 0.0% AM Peak 07:00 07:00 11:00 07:00 08:00 11:00 11:00 11:00 11:00 07:00 06:00 06:00 06:00 07:00 Vol. 12 891 198 11 61 7 2 21 13 2 1 1 1 1144
PM Peak 14:00 17:00 15:00 15:00 14:00 14:00 14:00 15:00 12:00 12:00 12:00 14:00 13:00 17:00 Vol. 17 1225 221 10 56 16 4 35 11 4 2 2 1 1506

Grand
Total 264 29050 5490 184 1252 167 49 495 211 52 17 7 10 37248 Percent 0.7% 78.0% 14.7% 0.5% 3.4% 0.4% 0.1% 1.3% 0.6% 0.1% 0.0% 0.0% 0.0% LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-21-4450-1 Prologis Stewart and Gray Road Warehouse

APPENDIX B

VMT REDUCTION CALCULATION WORKSHEETS
CAPCOA 2021 Handbook
VMT Reduction Summary
Project Design Features
Measure No. Name % VMT Reduction
Land Use
T‐2 Increase Job Density 9.9%

9.9%
Trip Reduction Programs

0.0%
Parking or Road Pricing/Management

0.0%
Neighborhood Design

0.0%
Transit

0.0%
Clean Vehicles and Fuels
No VMT Reduction

9.9%
Transit Subtotal
Clean Vehicles and Fuels Subtotal
Land Use Subtotal
Trip Reduction Programs Subtotal
Parking or Road Pricing/Management Subtotal
Neighborhood Design Subtotal
Total VMT Reduction
• 𝑅𝑒𝑑𝑢𝑐𝑡𝑖𝑜𝑛 ்௢௧௔௟ ൌ 1 െ ሾሺ1 െ𝐿 𝑎 𝑛 𝑑 ሻൈሺ1 െ𝑇 𝑟 𝑖 𝑝 𝑅𝑒𝑑𝑢𝑐𝑡𝑖𝑜𝑛 ሻൈ 1 െ𝑃 𝑎 𝑟 𝑘 𝑖 𝑛 𝑔_ ൈሺ 1 െ𝐷 𝑒 𝑠 𝑖 𝑔 𝑛 ሻൈሺ1 െ𝑇 𝑟 𝑎 𝑛 𝑠 𝑖 𝑡 ሻ ሿ
• 𝑅𝑒𝑑𝑢𝑐𝑡𝑖𝑜𝑛 ௌ௨௕௦௘௖௧௢௥ ൌ 1 െ ሾሺ1 െ𝐴 ሻൈሺ 1 െ𝐵 ሻൈ 1 െ𝐶 ൈ … ሿ 𝑤ℎ𝑒𝑟𝑒 𝐴, 𝐵, 𝐶,… 𝑎𝑟𝑒 𝑡ℎ𝑒 𝑖𝑛𝑑𝑖𝑣𝑖𝑑𝑢𝑎𝑙 𝑚𝑒𝑎𝑠𝑢𝑟𝑒 𝑟𝑒𝑑𝑢𝑐𝑡𝑖𝑜𝑛 𝑝𝑒𝑟𝑐𝑒𝑛𝑡𝑎𝑔𝑒𝑠 𝑖𝑛 𝑒𝑎𝑐ℎ 𝑠𝑢𝑏𝑠𝑒𝑐𝑡𝑜𝑟 LINSCOTT, LAW & GREENSPAN, engineers
LLG Ref. 1-21-4450-1
Prologis Stewart & Gray Road Warehouse Project
CAPCOA 2021 Handbook
VMT Reduction Calculation Worksheets
Measure T‐2. Increase Job Density
Subsector Land Use
Measure Scale Project/Site
Maximum Reduction 30.0%
Project VMT Reduction Due to Increased Job Density
BJ o b  density of project development (jobs per acre) 26.21 CJ o b  density of typical development (jobs per acre) 10.87 D Elasticity  of VMT with respect to job density ‐0.07
AV M T  Reduction = [(B ‐ C) / C] * D  9.9%
VMT Reduction 9.9%
Notes:

C
1,486 employees/136.72 acres = 10.87 jobs per acre
B
(1,486 + 2,097) employees/136.72 acres = 26.21 jobs per acre Pursuant to the guidance provided in the 2021 Handbook, when reductions are being calculated from a specific baseline derived from a travel demand forecasting model, the job density of the relevant TAZ should be used instead of the default value provided for C. The existing job density for TAZ 21791300 without the project is calculated as follows:

Based on trip rate data provided by ITE for Land Use 155: High‐Cube Fulfillment Center Warehouse ‐ Sort, a total of 2,777 employees are expected for the proposed project. Based on trip rate data provided by ITE for Land Use 110: General Light Industrial, a total of 680 employees are expected for the existing land use. Therefore, the proposed project is expected to result in a net increase of 2,097 employees (i.e., 2,777 project employees ‐ 680 existing employees = 2,097 net new employees. The job density for TAZ 21791300 with the project is calculated as follows:

LLG Ref. 1-21-4450-1
Prologis Stewart & Gray Road Warehouse Project
CAPCOA 2021 Handbook
VMT Reduction Summary
Mitigation Measures
Measure No. Name % VMT Reduction
Land Use

0.0%
Trip Reduction Programs
T‐7 Implement Commute Trip Reduction Marketing 4.0%
T‐8 Provide Ridesharing Program 8.0%
T‐10 Provide End‐of‐Trip Bicycle Facilities 0.2%

11.9%
Parking or Road Pricing/Management

0.0%
Neighborhood Design

0.0%
Transit

0.0%
Clean Vehicles and Fuels
No VMT Reduction

11.9%
Project/Site Scale VMT Reductions in Detail [1]:

11.9%

0.0%
Transit Subtotal
Clean Vehicles and Fuels Subtotal
Land Use Subtotal
Trip Reduction Programs Subtotal
Parking or Road Pricing/Management Subtotal
Neighborhood Design Subtotal
[1] Measures T ‐5t oT ‐8a n dT‐10 to T‐13 result in commute VMT reductions only. Measures T ‐4 and T‐15 result in residential VMT reductions only. Measure T ‐9 may result in commute or residential VMT reductions. The remaining/r esidual measures are assumed to apply to all project‐generated VMT.

Total VMT Reduction
Commute VMT Reductions
Residual (Total Less Commute/Residential) VMT Reductions • 𝑅𝑒𝑑𝑢𝑐𝑡𝑖𝑜𝑛 ்௢௧௔௟ ൌ 1 െ ሾሺ1 െ𝐿 𝑎 𝑛 𝑑 ሻൈሺ1 െ𝑇 𝑟 𝑖 𝑝 𝑅𝑒𝑑𝑢𝑐𝑡𝑖𝑜𝑛 ሻൈ 1 െ𝑃 𝑎 𝑟 𝑘 𝑖 𝑛 𝑔_ ൈሺ 1 െ𝐷 𝑒 𝑠 𝑖 𝑔 𝑛 ሻൈሺ1 െ𝑇 𝑟 𝑎 𝑛 𝑠 𝑖 𝑡 ሻ ሿ
• 𝑅𝑒𝑑𝑢𝑐𝑡𝑖𝑜𝑛 ௌ௨௕௦௘௖௧௢௥ ൌ 1 െ ሾሺ1 െ𝐴 ሻൈሺ 1 െ𝐵 ሻൈ 1 െ𝐶 ൈ … ሿ 𝑤ℎ𝑒𝑟𝑒 𝐴, 𝐵, 𝐶,… 𝑎𝑟𝑒 𝑡ℎ𝑒 𝑖𝑛𝑑𝑖𝑣𝑖𝑑𝑢𝑎𝑙 𝑚𝑒𝑎𝑠𝑢𝑟𝑒 𝑟𝑒𝑑𝑢𝑐𝑡𝑖𝑜𝑛 𝑝𝑒𝑟𝑐𝑒𝑛𝑡𝑎𝑔𝑒𝑠 𝑖𝑛 𝑒𝑎𝑐ℎ 𝑠𝑢𝑏𝑠𝑒𝑐𝑡𝑜𝑟 • 𝑅𝑒𝑑𝑢𝑐𝑡𝑖𝑜𝑛 ௉ௌ ்௢௧௔௟⁄ ൌ 1 െ ሾ 1 െ 𝐶𝑜𝑚𝑚𝑢𝑡𝑒 ൈ 1 െ 𝑅𝑒𝑠𝑖𝑑𝑒𝑛𝑡𝑖𝑎𝑙 ൈ 1 െ𝑅 𝑒 𝑠 𝑖 𝑑 𝑢 𝑎 𝑙 ሿ LINSCOTT, LAW & GREENSPAN, engineers
LLG Ref. 1-22-4450-1
Prologis Stewart & Gray Road Warehouse Project
CAPCOA 2021 Handbook
VMT Reduction Calculation Worksheets
Measure T‐7. Implement Commute Trip Reduction Marketing Subsector Trip  Reduction Programs
Measure Scale Project/Site
Maximum Reduction 4.0%
Project VMT Reduction Due to Commute Trip Reduction Marketing BP e r c e n t of employees eligible for program 100%
CP e r c e n t reduction in employee commute vehicle trips ‐4.0% D Adjustment  from vehicle trips to VMT 1
AV M T  Reduction = B * C * D4 . 0 %
Commute VMT Reduction 4.0%
LLG Ref. 1-22-4450-1
Prologis Stewart & Gray Road Warehouse Project
CAPCOA 2021 Handbook
VMT Reduction Calculation Worksheets
Measure T‐8. Provide Ridesharing Program
Subsector Trip  Reduction Programs
Measure Scale Project/Site
Maximum Reduction 8.0%
Project VMT Reduction Due to Ridesharing Program
B 100%
C ‐8.0%
A 8.0%

8.0%
[1]
Place Type Reduction  in Employee Commute VMT
Urban
Suburban
Rural
‐4%
‐‐‐
Percent of employees eligible for program
Percent reduction in employee commute VMT [1]
VMT Reduction = B * C
Commute VMT Reduction
Table T‐8.1. Reduction in Employee Commute Vehicle Miles Traveled by Place Type ‐8%
LLG Ref. 1-22-4450-1
Prologis Stewart & Gray Road Warehouse Project
CAPCOA 2021 Handbook
VMT Reduction Calculation Worksheets
Measure T‐10. Provide End‐of‐Trip Bicycle Facilities
Subsector Trip  Reduction Programs
Measure Scale Project/Site
Maximum Reduction 4.4%
Project VMT Reduction Due to End‐of‐Trip Bicycle Facilities BB i k e  mode adjustment factor [1] 1.78
CE x i s t i n g bicycle trip length for all trips in region (miles) [2] 1.7 DE x i s t i n g vehicle trip length for all trips in region (miles) [2] 9.7 EE x i s t i n g bicycle mode share for work trips in region [3] 1.0% FE x i s t i n g vehicle mode share for work trips in region [3] 90.7% AV M T  Reduction = (C * [E ‐ (B * E)]) / (D * F) 0.2%
Commute VMT Reduction 0.2%
[1]

4.86 if bicycle parking, showers, and lockers are provided.

1.78 if bicycle parking is provided, but no showers or lockers. [2]
Bicycle Vehicle

1.7 9.7

2.2 11.7

2.9 10.9

2.0 19.1

2.1 12.4

2.8 11.5
[3]
Bicycle Vehicle

1.0% 90.7%

0.4% 95.3%

2.2% 89.5%

1.3% 91.8%

2.8% 67.1%

4.1% 86.6%
Riverside‐San Bernardino‐Ontario
Bike mode adjustment factor is either 4.86 or 1.78:

Table T‐10.1. Average One‐Way Bicycle and Vehicle Trip Length of All Trips by California Core‐Based
Statistical Area
Core‐Based Statistical Area Trip Length (miles)
Los Angeles‐Long Beach‐Anaheim
San Jose‐Sunnyvale‐Santa Clara
Sacramento‐Roseville‐Arden‐Arcade
San Diego‐Carlsbad
San Francisco‐Oakland‐Hayward
San Jose‐Sunnyvale‐Santa Clara
Table T‐10.2. Average Bicycle and Vehicle Mode Share of Work Trips by California Core‐Based Statistical Area
Core‐Based Statistical Area Mode Share
Los Angeles‐Long Beach‐Anaheim
Riverside‐San Bernardino‐Ontario
Sacramento‐Roseville‐Arden‐Arcade
San Diego‐Carlsbad
San Francisco‐Oakland‐Hayward
LLG Ref. 1-22-4450-1
Prologis Stewart & Gray Road Warehouse Project
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-21-4450-1 Prologis Stewart and Gray Road Warehouse

APPENDIX C

ICU/HCM AND LEVELS OF SERVICE EXPLANATION
ICU DATA WORKSHEETS – WEEKDAY AM AND PM PEAK HOURS
HCM DATA WORKSHEETS – WEEKDAY AM AND PM PEAK HOURS

LEVEL OF SERVICE FOR SIGNALIZED INTERSECTIONS

In the Highway Capacity Manual (HCM), published by the Transportation Research Board, 2000, level of service for signalized intersections is defined in terms of delay, which is a measure of driver discomfort, frustration, fuel consumption, and increased travel time. The delay experienced by a motorist is made up of a number of factors that relate to control, geometrics, traffic, and incidents. Total delay is the difference between the travel time actually experienced and the reference travel time that would result during base conditions: in the absence of traffic control, in the absence of geometric delay, in the absence of incidents, and when there are no other vehicles on the road. Only the portion of total delay attributed to the control facility is quantified. This delay is called control delay. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay.

Level of Service criteria for traffic signals are stated in terms of the average control delay per vehicle. Delay is a complex measure and is dependent on a number of variables, including the quality of progression, the cycle length, the green ratio, and the v/c ratio for the lane group in question.

Level of Service Criteria for Signalized Intersections
Level of Service Control Delay (Sec/Veh)
A ≤ 10
B > 10 and ≤ 20
C > 20 and ≤ 35
D > 35 and ≤ 55
E > 55 and ≤ 80
F > 80

Level of Service (LOS) values are used to describe intersection operations with service levels varying from LOS A (free flow) to LOS F (jammed condition). The following descriptions summarize HCM criteria for each level of service:

LOS A describes operations with very low control delay, up to 10 seconds per vehicle. This level of service occurs when progression is extremely favorable and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay values.

LOS B describes operations with control delay greater than 10 and up to 20 seconds per vehicle. This level generally occurs with good progression, short cycle lengths, or both. More vehicles stop than with LOS A, causing higher levels of delay.

LOS C describes operations with control delay greater than 20 and up to 35 seconds per vehicle. These higher delays may result from fair progression, longer cycle lengths, or both. Individual cycle failures may begin to appear at this level. The number of vehicles stopping is significant at this level, though many still pass through the intersection without stopping.

LOS D describes operations with control delay greater than 35 and up to 55 seconds per vehicle. At LOS D, the influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high v/c ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable.

LOS E describes operations with control delay greater than 55 and up to 80 seconds per vehicle. This level is considered by many agencies to be the limit of acceptable delay. These high delay values generally indicate poor progression, long cycle lengths, and high v/c ratios. Individual cycle failures are frequent occurrences.

LOS F describes operations with control delay in excess of 80 seconds per vehicle. This level, considered to be unacceptable to most drivers, often occurs with oversaturation, that is, when arrival flow rates exceed the capacity of the lane groups. It may also occur at high v/c ratios with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing factors to such delay levels.

LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106
(626) 796.2322 Fax (626) 792.0941 INTERSECTION CAPACITY UTILIZATION Woodruff Avenue @ Firestone Boulevard
N-S St: Woodruff Avenue Peak hr: AM Date: 1/5/2023
E-W St: Firestone Boulevard Annual Growth: 1.00% Existing Year: 2022 Project: Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Projection Year: 2024 File: ICU1
2022 EXISTING TRAFFIC 2022 EXISTING WITH PROJECT 2022 EXISTING W/ PROJECT + MITIGATION 2024 FUTURE PRE-PROJECT 2024 FUTURE WITH PROJECT Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio NB Left 489 0 0.153 * 4 493 0 0.154 * 0 493 0 0.154 * 10 21 520 0 0.163 * 4 524 0 0.164 * NB Thru 1 3200 0.153 0 1 3200 0.154 0 1 3200 0.154 0 0 1 3200 0.163 0 1 3200 0.164 NB Right 199 1600 0.124 2 201 1600 0.126 0 201 1600 0.126 4 0 203 1600 0.127 2 205 1600 0.128 SB Left 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 SB Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 SB Right 4 1600 0.003 * 0 4 1600 0.003 * 0 4 1600 0.003 * 0 0 4 1600 0.003 * 0 4 1600 0.003 * EB Left 3 1600 0.002 0 3 1600 0.002 * 0 3 1600 0.002 * 0 0 3 1600 0.002 0 3 1600 0.002 * EB Thru 946 4800 0.197 * 0 946 4800 0.197 0 946 4800 0.197 19 31 996 4800 0.208 * 0 996 4800 0.208 EB Right [3] 425 1600 0.113 5 430 1600 0.115 0 430 1600 0.115 9 17 451 1600 0.119 5 456 1600 0.121 WB Left 213 1600 0.133 * -40 173 1600 0.108 0 173 1600 0.108 4 0 217 1600 0.136 * -40 177 1600 0.111 WB Thru 1535 4800 0.321 0 1535 4800 0.321 * 0 1535 4800 0.321 * 31 34 1600 4800 0.334 0 1600 4800 0.334 * WB Right 4 0 0.000 0 4 0 0.000 0 4 0 0.000 0 0 4 0 0.000 0 4 0 0.000 Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * ICU 0.586 0.579 0.579 0.608 0.602

LOS A A A B B
* Key conflicting movement as a part of ICU
1 Counts conducted by: Counts Unlimited
2 Capacity expressed in veh/hour of green
3 The eastbound right-turn lane has an overlapping phase with the northbound left-turn phase.

LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106
(626) 796.2322 Fax (626) 792.0941 INTERSECTION CAPACITY UTILIZATION Woodruff Avenue @ Firestone Boulevard
N-S St: Woodruff Avenue Peak hr: PM Date: 1/5/2023
E-W St: Firestone Boulevard Annual Growth: 1.00% Existing Year: 2022 Project: Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Projection Year: 2024 File: ICU1
2022 EXISTING TRAFFIC 2022 EXISTING WITH PROJECT 2022 EXISTING W/ PROJECT + MITIGATION 2024 FUTURE PRE-PROJECT 2024 FUTURE WITH PROJECT Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio NB Left 515 0 0.161 * 11 526 0 0.164 * 0 526 0 0.164 * 10 15 540 0 0.169 * 11 551 0 0.172 * NB Thru 12 3200 0.165 0 12 3200 0.168 0 12 3200 0.168 0 0 12 3200 0.173 0 12 3200 0.176 NB Right 266 1600 0.166 -22 244 1600 0.153 0 244 1600 0.153 5 0 271 1600 0.169 -22 249 1600 0.156 SB Left 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 SB Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 SB Right 45 1600 0.028 * 0 45 1600 0.028 * 0 45 1600 0.028 * 1 0 46 1600 0.029 * 0 46 1600 0.029 * EB Left 21 1600 0.013 0 21 1600 0.013 0 21 1600 0.013 0 0 21 1600 0.013 0 21 1600 0.013 EB Thru 1229 4800 0.256 * 0 1229 4800 0.256 * 0 1229 4800 0.256 * 25 30 1284 4800 0.268 * 0 1284 4800 0.268 * EB Right [3] 346 1600 0.055 21 367 1600 0.065 0 367 1600 0.065 7 16 369 1600 0.062 21 390 1600 0.072 WB Left 168 1600 0.105 * 35 203 1600 0.127 * 0 203 1600 0.127 * 3 0 171 1600 0.107 * 35 206 1600 0.129 * WB Thru 1170 4800 0.248 0 1170 4800 0.248 0 1170 4800 0.248 24 29 1223 4800 0.259 0 1223 4800 0.259 WB Right 22 0 0.000 0 22 0 0.000 0 22 0 0.000 0 0 22 0 0.000 0 22 0 0.000 Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * ICU 0.650 0.675 0.675 0.672 0.697

LOS B B B B B
* Key conflicting movement as a part of ICU
1 Counts conducted by: Counts Unlimited
2 Capacity expressed in veh/hour of green
3 The eastbound right-turn lane has an overlapping phase with the northbound left-turn phase.

LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106
(626) 796.2322 Fax (626) 792.0941 INTERSECTION CAPACITY UTILIZATION Woodruff Avenue @ Hall Road
N-S St: Woodruff Avenue Peak hr: AM Date: 1/5/2023
E-W St: Hall Road Annual Growth: 1.00% Existing Year: 2022 Project: 9350 Hall Road Industrial Project/1-214450-1 Projection Year: 2024 File: ICU2
2022 EXISTING TRAFFIC 2022 EXISTING WITH PROJECT 2022 EXISTING W/ PROJECT + MITIGATION 2024 FUTURE PRE-PROJECT 2024 FUTURE WITH PROJECT Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio NB Left 28 1600 0.018 * 29 57 1600 0.036 * 0 57 1600 0.036 * 1 0 29 1600 0.018 * 29 58 1600 0.036 * NB Thru 678 3200 0.212 2 680 3200 0.213 0 680 3200 0.213 14 21 713 3200 0.223 2 715 3200 0.223 NB Right 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 SB Left 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 SB Thru 674 3200 0.220 * 7 681 3200 0.209 * 0 681 3200 0.209 * 14 17 705 3200 0.230 * 7 712 3200 0.219 * SB Right 31 0 0.000 -42 -11 0 0.000 0 -11 0 0.000 1 0 32 0 0.000 -42 -10 0 0.000 EB Left 62 0 0.039 4 66 0 0.041 0 66 0 0.041 1 0 63 0 0.039 4 67 0 0.042 EB Thru 0 1600 0.053 * 0 0 1600 0.061 * 0 0 1600 0.061 * 0 0 0 1600 0.054 * 0 0 1600 0.062 * EB Right 23 0 0.000 9 32 0 0.000 0 32 0 0.000 0 0 23 0 0.000 9 32 0 0.000 WB Left 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0 0.000 * 0 0 0 0.000 * WB Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 WB Right 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * ICU 0.391 0.406 0.406 0.402 0.418

LOS A A A A A
* Key conflicting movement as a part of ICU
1 Counts conducted by: Counts Unlimited
2 Capacity expressed in veh/hour of green

LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106
(626) 796.2322 Fax (626) 792.0941 INTERSECTION CAPACITY UTILIZATION Woodruff Avenue @ Hall Road
N-S St: Woodruff Avenue Peak hr: PM Date: 1/5/2023
E-W St: Hall Road Annual Growth: 1.00% Existing Year: 2022 Project: 9350 Hall Road Industrial Project/1-214450-1 Projection Year: 2024 File: ICU2
2022 EXISTING TRAFFIC 2022 EXISTING WITH PROJECT 2022 EXISTING W/ PROJECT + MITIGATION 2024 FUTURE PRE-PROJECT 2024 FUTURE WITH PROJECT Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio NB Left 24 1600 0.015 34 58 1600 0.036 0 58 1600 0.036 0 0 24 1600 0.015 34 58 1600 0.036 NB Thru 765 3200 0.239 * 9 774 3200 0.242 * 0 774 3200 0.242 * 15 15 795 3200 0.248 * 9 804 3200 0.251 * NB Right 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 SB Left 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0 0.000 * 0 0 0 0.000 * SB Thru 506 3200 0.167 8 514 3200 0.184 0 514 3200 0.184 10 16 532 3200 0.175 8 540 3200 0.192 SB Right 27 0 0.000 47 74 0 0.000 0 74 0 0.000 1 0 28 0 0.000 47 75 0 0.000 EB Left 63 0 0.039 -19 44 0 0.028 0 44 0 0.028 1 0 64 0 0.040 -19 45 0 0.028 EB Thru 0 1600 0.070 * 0 0 1600 0.080 * 0 0 1600 0.080 * 0 0 0 1600 0.071 * 0 0 1600 0.081 * EB Right 49 0 0.000 35 84 0 0.000 0 84 0 0.000 1 0 50 0 0.000 35 85 0 0.000 WB Left 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0 0.000 * 0 0 0 0.000 * WB Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 WB Right 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * ICU 0.409 0.422 0.422 0.420 0.433

LOS A A A A A
* Key conflicting movement as a part of ICU
1 Counts conducted by: Counts Unlimited
2 Capacity expressed in veh/hour of green

LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106
(626) 796.2322 Fax (626) 792.0941 INTERSECTION CAPACITY UTILIZATION Woodruff Avenue @ Stewart and Gray Road
N-S St: Woodruff Avenue Peak hr: AM Date: 1/5/2023
E-W St: Stewart and Gray Road Annual Growth: 1.00% Existing Year: 2022 Project: Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Projection Year: 2024 File: ICU3
2022 EXISTING TRAFFIC 2022 EXISTING WITH PROJECT 2022 EXISTING W/ PROJECT + MITIGATION 2024 FUTURE PRE-PROJECT 2024 FUTURE WITH PROJECT Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio NB Left 158 1600 0.099 * -7 151 1600 0.094 * 0 151 1600 0.094 * 3 0 161 1600 0.101 * -7 154 1600 0.096 * NB Thru 642 3200 0.221 7 649 3200 0.223 0 649 3200 0.223 13 21 676 3200 0.241 7 683 3200 0.243 NB Right 65 0 0.000 0 65 0 0.000 0 65 0 0.000 1 29 95 0 0.000 0 95 0 0.000 SB Left 16 1600 0.010 7 23 1600 0.014 0 23 1600 0.014 0 0 16 1600 0.010 7 23 1600 0.014 SB Thru 607 3200 0.190 * 2 609 3200 0.190 * 0 609 3200 0.190 * 12 17 636 3200 0.199 * 2 638 3200 0.199 * SB Right [3] 72 1600 0.022 7 79 1600 0.025 0 79 1600 0.025 1 0 73 1600 0.022 7 80 1600 0.025 EB Left 37 1600 0.023 2 39 1600 0.024 0 39 1600 0.024 1 0 38 1600 0.024 2 40 1600 0.025 EB Thru 547 3200 0.171 * 0 547 3200 0.171 * 0 547 3200 0.171 * 11 0 558 3200 0.174 * 0 558 3200 0.174 * EB Right 75 1600 0.047 2 77 1600 0.048 0 77 1600 0.048 2 0 77 1600 0.048 2 79 1600 0.049 WB Left 93 1600 0.058 * 0 93 1600 0.058 * 0 93 1600 0.058 * 2 26 121 1600 0.076 * 0 121 1600 0.076 * WB Thru 333 3200 0.115 -76 257 3200 0.098 0 257 3200 0.098 7 0 340 3200 0.118 -76 264 3200 0.100 WB Right 35 0 0.000 21 56 0 0.000 0 56 0 0.000 1 0 36 0 0.000 21 57 0 0.000 Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * ICU 0.618 0.614 0.614 0.649 0.646

LOS B B B B B
* Key conflicting movement as a part of ICU
1 Counts conducted by: AimTD
2 Capacity expressed in veh/hour of green
3 The southbound right-turn lane has an overlapping phase with the eastbound left-turn phase.

LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106
(626) 796.2322 Fax (626) 792.0941 INTERSECTION CAPACITY UTILIZATION Woodruff Avenue @ Stewart and Gray Road
N-S St: Woodruff Avenue Peak hr: PM Date: 1/5/2023
E-W St: Stewart and Gray Road Annual Growth: 1.00% Existing Year: 2022 Project: Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Projection Year: 2024 File: ICU3
2022 EXISTING TRAFFIC 2022 EXISTING WITH PROJECT 2022 EXISTING W/ PROJECT + MITIGATION 2024 FUTURE PRE-PROJECT 2024 FUTURE WITH PROJECT Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio NB Left 105 1600 0.066 19 124 1600 0.078 0 124 1600 0.078 2 0 107 1600 0.067 19 126 1600 0.079 NB Thru 535 3200 0.204 * 8 543 3200 0.207 * 0 543 3200 0.207 * 11 15 561 3200 0.221 * 8 569 3200 0.223 * NB Right 118 0 0.000 0 118 0 0.000 0 118 0 0.000 2 26 146 0 0.000 0 146 0 0.000 SB Left 20 1600 0.013 * 26 46 1600 0.029 * 0 46 1600 0.029 * 0 0 20 1600 0.013 * 26 46 1600 0.029 * SB Thru 450 3200 0.141 9 459 3200 0.143 0 459 3200 0.143 9 16 475 3200 0.148 9 484 3200 0.151 SB Right [3] 166 1600 0.000 8 174 1600 0.000 0 174 1600 0.000 3 0 169 1600 0.000 8 177 1600 0.000 EB Left 192 1600 0.120 * 9 201 1600 0.126 * 0 201 1600 0.126 * 4 0 196 1600 0.123 * 9 205 1600 0.128 * EB Thru 592 3200 0.185 -47 545 3200 0.170 0 545 3200 0.170 12 0 604 3200 0.189 -47 557 3200 0.174 EB Right 104 1600 0.065 1 105 1600 0.066 0 105 1600 0.066 2 0 106 1600 0.066 1 107 1600 0.067 WB Left 62 1600 0.039 0 62 1600 0.039 0 62 1600 0.039 1 27 90 1600 0.056 0 90 1600 0.056 WB Thru 357 3200 0.127 * 47 404 3200 0.149 * 0 404 3200 0.149 * 7 0 364 3200 0.129 * 47 411 3200 0.152 * WB Right 48 0 0.000 25 73 0 0.000 0 73 0 0.000 1 0 49 0 0.000 25 74 0 0.000 Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * ICU 0.563 0.610 0.610 0.585 0.632

LOS A B B A B
* Key conflicting movement as a part of ICU
1 Counts conducted by: AimTD
2 Capacity expressed in veh/hour of green
3 The southbound right-turn lane has an overlapping phase with the eastbound left-turn phase.

LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106
(626) 796.2322 Fax (626) 792.0941 INTERSECTION CAPACITY UTILIZATION Woodruff Avenue @ Washburn Road
N-S St: Woodruff Avenue Peak hr: AM Date: 1/5/2023
E-W St: Washburn Road Annual Growth: 1.00% Existing Year: 2022 Project: Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Projection Year: 2024 File: ICU4
2022 EXISTING TRAFFIC 2022 EXISTING WITH PROJECT 2022 EXISTING W/ PROJECT + MITIGATION 2024 FUTURE PRE-PROJECT 2024 FUTURE WITH PROJECT Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio NB Left 84 1600 0.053 0 84 1600 0.053 0 84 1600 0.053 2 0 86 1600 0.054 0 86 1600 0.054 NB Thru 832 3200 0.289 * -7 825 3200 0.287 * 0 825 3200 0.287 * 17 29 878 3200 0.304 * -7 871 3200 0.302 * NB Right 94 0 0.000 0 94 0 0.000 0 94 0 0.000 2 0 96 0 0.000 0 96 0 0.000 SB Left 49 1600 0.031 * 0 49 1600 0.031 * 0 49 1600 0.031 * 1 0 50 1600 0.031 * 0 50 1600 0.031 * SB Thru 619 3200 0.205 2 621 3200 0.207 0 621 3200 0.207 12 29 660 3200 0.218 2 662 3200 0.220 SB Right 38 0 0.000 2 40 0 0.000 0 40 0 0.000 1 0 39 0 0.000 2 41 0 0.000 EB Left 34 0 0.021 7 41 0 0.026 0 41 0 0.026 1 0 35 0 0.022 7 42 0 0.026 EB Thru 27 1600 0.038 * 0 27 1600 0.043 * 0 27 1600 0.043 * 1 0 28 1600 0.039 * 0 28 1600 0.044 * EB Right 40 1600 0.025 0 40 1600 0.025 0 40 1600 0.025 1 0 41 1600 0.026 0 41 1600 0.026 WB Left 47 0 0.029 * 0 47 0 0.029 * 0 47 0 0.029 * 1 0 48 0 0.030 * 0 48 0 0.030 * WB Thru 5 1600 0.033 0 5 1600 0.033 0 5 1600 0.033 0 0 5 1600 0.033 0 5 1600 0.033 WB Right 24 1600 0.015 0 24 1600 0.015 0 24 1600 0.015 0 0 24 1600 0.015 0 24 1600 0.015 Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * ICU 0.488 0.490 0.490 0.505 0.507

LOS A A A A A
* Key conflicting movement as a part of ICU
1 Counts conducted by: AimTD
2 Capacity expressed in veh/hour of green

LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106
(626) 796.2322 Fax (626) 792.0941 INTERSECTION CAPACITY UTILIZATION Woodruff Avenue @ Washburn Road
N-S St: Woodruff Avenue Peak hr: PM Date: 1/5/2023
E-W St: Washburn Road Annual Growth: 1.00% Existing Year: 2022 Project: Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Projection Year: 2024 File: ICU4
2022 EXISTING TRAFFIC 2022 EXISTING WITH PROJECT 2022 EXISTING W/ PROJECT + MITIGATION 2024 FUTURE PRE-PROJECT 2024 FUTURE WITH PROJECT Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio NB Left 40 1600 0.025 * 0 40 1600 0.025 * 0 40 1600 0.025 * 1 0 41 1600 0.026 * 0 41 1600 0.026 * NB Thru 581 3200 0.197 19 600 3200 0.203 0 600 3200 0.203 12 25 618 3200 0.209 19 637 3200 0.215 NB Right 50 0 0.000 0 50 0 0.000 0 50 0 0.000 1 0 51 0 0.000 0 51 0 0.000 SB Left 21 1600 0.013 0 21 1600 0.013 0 21 1600 0.013 0 0 21 1600 0.013 0 21 1600 0.013 SB Thru 596 3200 0.203 * 1 597 3200 0.206 * 0 597 3200 0.206 * 12 25 633 3200 0.214 * 1 634 3200 0.218 * SB Right 52 0 0.000 9 61 0 0.000 0 61 0 0.000 1 0 53 0 0.000 9 62 0 0.000 EB Left 47 0 0.029 8 55 0 0.034 0 55 0 0.034 1 0 48 0 0.030 8 56 0 0.035 EB Thru 8 1600 0.034 0 8 1600 0.039 0 8 1600 0.039 0 0 8 1600 0.035 0 8 1600 0.040 EB Right 112 1600 0.070 * 0 112 1600 0.070 * 0 112 1600 0.070 * 2 0 114 1600 0.071 * 0 114 1600 0.071 * WB Left 114 0 0.071 * 0 114 0 0.071 * 0 114 0 0.071 * 2 0 116 0 0.073 * 0 116 0 0.073 * WB Thru 12 1600 0.079 0 12 1600 0.079 0 12 1600 0.079 0 0 12 1600 0.080 0 12 1600 0.080 WB Right 43 1600 0.027 0 43 1600 0.027 0 43 1600 0.027 1 0 44 1600 0.028 0 44 1600 0.028 Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * ICU 0.469 0.472 0.472 0.484 0.487

LOS A A A A A
* Key conflicting movement as a part of ICU
1 Counts conducted by: AimTD
2 Capacity expressed in veh/hour of green

LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106
(626) 796.2322 Fax (626) 792.0941 INTERSECTION CAPACITY UTILIZATION Woodruff Avenue @ Imperial Highway
N-S St: Woodruff Avenue Peak hr: AM Date: 9/7/2023
E-W St: Imperial Highway Annual Growth: 1.00% Existing Year: 2022 Project: Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Projection Year: 2024 File: ICU5
2022 EXISTING TRAFFIC 2022 EXISTING WITH PROJECT 2022 EXISTING W/ PROJECT + MITIGATION 2024 FUTURE PRE-PROJECT 2024 FUTURE WITH PROJECT Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio NB Left 222 1600 0.139 * 0 222 1600 0.139 * 0 222 1600 0.139 * 4 2 228 1600 0.143 * 0 228 1600 0.143 * NB Thru 548 3200 0.171 -18 530 3200 0.166 0 530 3200 0.166 11 22 581 3200 0.182 -18 563 3200 0.176 NB Right 260 1600 0.100 0 260 1600 0.100 0 260 1600 0.100 5 2 267 1600 0.103 0 267 1600 0.103 SB Left 137 1600 0.086 1 138 1600 0.086 0 138 1600 0.086 3 5 145 1600 0.091 1 146 1600 0.091 SB Thru 398 3200 0.124 * -2 396 3200 0.124 * 0 396 3200 0.124 * 8 19 425 3200 0.133 * -2 423 3200 0.132 * SB Right 168 1600 0.105 1 169 1600 0.106 0 169 1600 0.106 3 5 176 1600 0.110 1 177 1600 0.111 EB Left 192 1600 0.120 * 6 198 1600 0.124 * 0 198 1600 0.124 * 4 4 200 1600 0.125 * 6 206 1600 0.129 * EB Thru 626 4800 0.153 0 626 4800 0.153 0 626 4800 0.153 13 0 639 4800 0.156 0 639 4800 0.156 EB Right 106 0 0.000 0 106 0 0.000 0 106 0 0.000 2 1 109 0 0.000 0 109 0 0.000 WB Left 200 1600 0.125 0 200 1600 0.125 0 200 1600 0.125 4 1 205 1600 0.128 0 205 1600 0.128 WB Thru 925 4800 0.250 * 0 925 4800 0.251 * 0 925 4800 0.251 * 19 0 944 4800 0.256 * 0 944 4800 0.257 * WB Right 274 0 0.000 6 280 0 0.000 0 280 0 0.000 6 4 284 0 0.000 6 290 0 0.000 Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * ICU 0.733 0.737 0.737 0.756 0.761

LOS C C C C C
* Key conflicting movement as a part of ICU
1 Counts conducted by: Counts Unlimited
2 Capacity expressed in veh/hour of green

LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106
(626) 796.2322 Fax (626) 792.0941 INTERSECTION CAPACITY UTILIZATION Woodruff Avenue @ Imperial Highway
N-S St: Woodruff Avenue Peak hr: PM Date: 9/7/2023
E-W St: Imperial Highway Annual Growth: 1.00% Existing Year: 2022 Project: Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Projection Year: 2024 File: ICU5
2022 EXISTING TRAFFIC 2022 EXISTING WITH PROJECT 2022 EXISTING W/ PROJECT + MITIGATION 2024 FUTURE PRE-PROJECT 2024 FUTURE WITH PROJECT Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio NB Left 126 1600 0.079 0 126 1600 0.079 0 126 1600 0.079 3 2 131 1600 0.082 0 131 1600 0.082 NB Thru 429 3200 0.134 5 434 3200 0.136 0 434 3200 0.136 9 15 453 3200 0.142 5 458 3200 0.143 NB Right 340 1600 0.146 * 0 340 1600 0.146 * 0 340 1600 0.146 * 7 2 349 1600 0.149 * 0 349 1600 0.149 * SB Left 248 1600 0.155 * 7 255 1600 0.159 * 0 255 1600 0.159 * 5 4 257 1600 0.161 * 7 264 1600 0.165 * SB Thru 467 3200 0.146 -12 455 3200 0.142 0 455 3200 0.142 9 18 494 3200 0.154 -12 482 3200 0.151 SB Right 198 1600 0.124 7 205 1600 0.128 0 205 1600 0.128 4 4 206 1600 0.129 7 213 1600 0.133 EB Left 101 1600 0.063 6 107 1600 0.067 0 107 1600 0.067 2 4 107 1600 0.067 6 113 1600 0.071 EB Thru 1306 4800 0.299 * 0 1306 4800 0.299 * 0 1306 4800 0.299 * 26 0 1332 4800 0.306 * 0 1332 4800 0.306 * EB Right 131 0 0.000 0 131 0 0.000 0 131 0 0.000 3 3 137 0 0.000 0 137 0 0.000 WB Left 214 1600 0.134 * 0 214 1600 0.134 * 0 214 1600 0.134 * 4 3 221 1600 0.138 * 0 221 1600 0.138 * WB Thru 670 4800 0.164 0 670 4800 0.165 0 670 4800 0.165 13 0 683 4800 0.168 0 683 4800 0.169 WB Right 117 0 0.000 6 123 0 0.000 0 123 0 0.000 2 4 123 0 0.000 6 129 0 0.000 Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * ICU 0.834 0.838 0.838 0.854 0.858

LOS D D D D D
* Key conflicting movement as a part of ICU
1 Counts conducted by: Counts Unlimited
2 Capacity expressed in veh/hour of green

LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106
(626) 796.2322 Fax (626) 792.0941 INTERSECTION CAPACITY UTILIZATION Newville Avenue-Stewart and Gray Road @ Firestone Boulevard N-S St: Newville Avenue-Stewart and Gray Road Peak hr: AM Date: 1/5/2023 E-W St: Firestone Boulevard Annual Growth: 1.00% Existing Year: 2022 Project: Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Projection Year: 2024 File: ICU6
2022 EXISTING TRAFFIC 2022 EXISTING WITH PROJECT 2022 EXISTING W/ PROJECT + MITIGATION 2024 FUTURE PRE-PROJECT 2024 FUTURE WITH PROJECT Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio NB Left 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 NB Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 NB Right [3],[4] 629 3200 0.058 * 7 636 3200 0.079 * 0 636 3200 0.079 * 13 29 671 3200 0.059 * 7 678 3200 0.080 * SB Left 115 1600 0.072 * 0 115 1600 0.072 * 0 115 1600 0.072 * 2 0 117 1600 0.073 * 0 117 1600 0.073 * SB Thru 31 1600 0.043 0 31 1600 0.043 0 31 1600 0.043 1 0 32 1600 0.044 0 32 1600 0.044 SB Right 37 0 0.000 0 37 0 0.000 0 37 0 0.000 1 0 38 0 0.000 0 38 0 0.000 EB Left 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 EB Thru 1079 4800 0.225 * 2 1081 4800 0.225 * 0 1081 4800 0.225 * 22 31 1132 4800 0.236 * 2 1134 4800 0.236 * EB Right 27 1600 0.017 0 27 1600 0.017 0 27 1600 0.017 1 0 28 1600 0.018 0 28 1600 0.018 WB Left 400 2880 0.139 * -54 346 2880 0.120 * 0 346 2880 0.120 * 8 26 434 2880 0.151 * -54 380 2880 0.132 * WB Thru 1670 4800 0.353 -40 1630 4800 0.344 0 1630 4800 0.344 34 34 1738 4800 0.367 -40 1698 4800 0.359 WB Right 23 0 0.000 0 23 0 0.000 0 23 0 0.000 0 0 23 0 0.000 0 23 0 0.000 Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * ICU 0.593 0.596 0.596 0.619 0.621

LOS A A A B B
* Key conflicting movement as a part of ICU
1 Counts conducted by: NDS
2 Capacity expressed in veh/hour of green
3 No right-turn on red.
4 The northbound right-turn lane has an overlapping phase with the westbound left-turn phase.

LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106
(626) 796.2322 Fax (626) 792.0941 INTERSECTION CAPACITY UTILIZATION Newville Avenue-Stewart and Gray Road @ Firestone Boulevard N-S St: Newville Avenue-Stewart and Gray Road Peak hr: PM Date: 1/5/2023 E-W St: Firestone Boulevard Annual Growth: 1.00% Existing Year: 2022 Project: Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Projection Year: 2024 File: ICU6
2022 EXISTING TRAFFIC 2022 EXISTING WITH PROJECT 2022 EXISTING W/ PROJECT + MITIGATION 2024 FUTURE PRE-PROJECT 2024 FUTURE WITH PROJECT Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio NB Left 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 NB Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 NB Right [3],[4] 723 3200 0.099 * -21 702 3200 0.068 * 0 702 3200 0.068 * 15 26 764 3200 0.100 * -21 743 3200 0.069 * SB Left 83 1600 0.052 * 0 83 1600 0.052 * 0 83 1600 0.052 * 2 0 85 1600 0.053 * 0 85 1600 0.053 * SB Thru 29 1600 0.044 0 29 1600 0.044 0 29 1600 0.044 1 0 30 1600 0.046 0 30 1600 0.046 SB Right 42 0 0.000 0 42 0 0.000 0 42 0 0.000 1 0 43 0 0.000 0 43 0 0.000 EB Left 4 0 0.001 0 4 0 0.001 0 4 0 0.001 0 0 4 0 0.001 0 4 0 0.001 EB Thru 1425 4800 0.298 * -22 1403 4800 0.293 * 0 1403 4800 0.293 * 29 30 1484 4800 0.310 * -22 1462 4800 0.305 * EB Right 65 1600 0.041 0 65 1600 0.041 0 65 1600 0.041 1 0 66 1600 0.041 0 66 1600 0.041 WB Left 365 2880 0.127 * 72 437 2880 0.152 * 0 437 2880 0.152 * 7 27 399 2880 0.139 * 72 471 2880 0.164 * WB Thru 1321 4800 0.284 35 1356 4800 0.291 0 1356 4800 0.291 27 29 1377 4800 0.295 35 1412 4800 0.303 WB Right 40 0 0.000 0 40 0 0.000 0 40 0 0.000 1 0 41 0 0.000 0 41 0 0.000 Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * ICU 0.676 0.664 0.664 0.702 0.691

LOS B B B C B
* Key conflicting movement as a part of ICU
1 Counts conducted by: NDS
2 Capacity expressed in veh/hour of green
3 No right-turn on red.
4 The northbound right-turn lane has an overlapping phase with the westbound left-turn phase.

LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106
(626) 796.2322 Fax (626) 792.0941 INTERSECTION CAPACITY UTILIZATION I-605 Fwy SB Ramps @ Firestone Boulevard
N-S St: I-605 Fwy SB Ramps Peak hr: AM Date: 1/5/2023
E-W St: Firestone Boulevard Annual Growth: 1.00% Existing Year: 2022 Project: Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Projection Year: 2024 File: ICU7
2022 EXISTING TRAFFIC 2022 EXISTING WITH PROJECT 2022 EXISTING W/ PROJECT + MITIGATION 2024 FUTURE PRE-PROJECT 2024 FUTURE WITH PROJECT Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio NB Left 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0 0.000 * 0 0 0 0.000 * NB Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 NB Right 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 SB Left 94 1600 0.059 0 94 1600 0.059 0 94 1600 0.059 2 0 96 1600 0.060 0 96 1600 0.060 SB Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 SB Right 367 3200 0.115 * -56 311 3200 0.097 * 0 311 3200 0.097 * 7 10 384 3200 0.120 * -56 328 3200 0.103 * EB Left 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0 0.000 * 0 0 0 0.000 * EB Thru 1063 3200 0.332 7 1070 3200 0.334 0 1070 3200 0.334 21 48 1132 3200 0.354 7 1139 3200 0.356 EB Right 585 1600 0.366 1 586 1600 0.366 0 586 1600 0.366 12 12 609 1600 0.381 1 610 1600 0.381 WB Left 223 1600 0.139 0 223 1600 0.139 0 223 1600 0.139 4 0 227 1600 0.142 0 227 1600 0.142 WB Thru 1724 3200 0.539 * -39 1685 3200 0.527 * 0 1685 3200 0.527 * 35 48 1807 3200 0.565 * -39 1768 3200 0.553 * WB Right 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * ICU 0.753 0.724 0.724 0.785 0.755

LOS C C C C C
* Key conflicting movement as a part of ICU
1 Counts conducted by: NDS
2 Capacity expressed in veh/hour of green

LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106
(626) 796.2322 Fax (626) 792.0941 INTERSECTION CAPACITY UTILIZATION I-605 Fwy SB Ramps @ Firestone Boulevard
N-S St: I-605 Fwy SB Ramps Peak hr: PM Date: 1/5/2023
E-W St: Firestone Boulevard Annual Growth: 1.00% Existing Year: 2022 Project: Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Projection Year: 2024 File: ICU7
2022 EXISTING TRAFFIC 2022 EXISTING WITH PROJECT 2022 EXISTING W/ PROJECT + MITIGATION 2024 FUTURE PRE-PROJECT 2024 FUTURE WITH PROJECT Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio NB Left 0 0 0.000 0 0 0 0.000 * 0 0 0 0.000 * 0 0 0 0 0.000 0 0 0 0.000 * NB Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 NB Right 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 SB Left 154 1600 0.096 0 154 1600 0.096 0 154 1600 0.096 3 0 157 1600 0.098 0 157 1600 0.098 SB Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 SB Right 291 3200 0.091 43 334 3200 0.104 * 0 334 3200 0.104 * 6 11 308 3200 0.096 43 351 3200 0.110 * EB Left 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 EB Thru 1314 3200 0.411 * -11 1303 3200 0.407 * 0 1303 3200 0.407 * 26 44 1384 3200 0.433 * -11 1373 3200 0.429 * EB Right 610 1600 0.381 -32 578 1600 0.361 0 578 1600 0.361 12 10 632 1600 0.395 -32 600 1600 0.375 WB Left 142 1600 0.089 * 0 142 1600 0.089 * 0 142 1600 0.089 * 3 0 145 1600 0.091 * 0 145 1600 0.091 * WB Thru 1430 3200 0.447 64 1494 3200 0.467 0 1494 3200 0.467 29 43 1502 3200 0.469 64 1566 3200 0.489 WB Right 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 0 0 0 0.000 0 0 0 0.000 Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * ICU 0.696 0.700 0.700 0.721 0.729

LOS B B B C C
* Key conflicting movement as a part of ICU
1 Counts conducted by: NDS
2 Capacity expressed in veh/hour of green

LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106
(626) 796.2322 Fax (626) 792.0941 INTERSECTION CAPACITY UTILIZATION I-605 Fwy NB Ramps-Hoxie Avenue @ Firestone Boulevard
N-S St: I-605 Fwy NB Ramps-Hoxie Avenue Peak hr: AM Date: 1/5/2023 E-W St: Firestone Boulevard Annual Growth: 1.00% Existing Year: 2022 Project: Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Projection Year: 2024 File: ICU8
2022 EXISTING TRAFFIC 2022 EXISTING WITH PROJECT 2022 EXISTING W/ PROJECT + MITIGATION 2024 FUTURE PRE-PROJECT 2024 FUTURE WITH PROJECT Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio NB Left 84 1600 0.053 * 0 84 1600 0.053 * 0 84 1600 0.053 * 2 10 96 1600 0.060 * 0 96 1600 0.060 * NB Thru 242 3200 0.100 0 242 3200 0.100 0 242 3200 0.100 5 0 247 3200 0.102 0 247 3200 0.102 NB Right 77 0 0.000 0 77 0 0.000 0 77 0 0.000 2 0 79 0 0.000 0 79 0 0.000 SB Left 142 2880 0.049 0 142 2880 0.049 0 142 2880 0.049 3 0 145 2880 0.050 0 145 2880 0.050 SB Thru 8 1600 0.005 0 8 1600 0.005 0 8 1600 0.005 0 0 8 1600 0.005 0 8 1600 0.005 SB Right [3] 860 1600 0.390 * -56 804 1600 0.355 * 0 804 1600 0.355 * 17 0 877 1600 0.394 * -56 821 1600 0.358 * EB Left 424 2880 0.147 * 1 425 2880 0.148 * 0 425 2880 0.148 * 9 12 445 2880 0.155 * 1 446 2880 0.155 * EB Thru 694 3200 0.232 6 700 3200 0.233 0 700 3200 0.233 14 37 745 3200 0.248 6 751 3200 0.250 EB Right 47 0 0.000 0 47 0 0.000 0 47 0 0.000 1 0 48 0 0.000 0 48 0 0.000 WB Left 94 1600 0.059 0 94 1600 0.059 0 94 1600 0.059 2 0 96 1600 0.060 0 96 1600 0.060 WB Thru 972 3200 0.304 * 18 990 3200 0.309 * 0 990 3200 0.309 * 20 38 1030 3200 0.322 * 18 1048 3200 0.328 * WB Right [4] 186 1600 0.116 0 186 1600 0.116 0 186 1600 0.116 4 0 190 1600 0.119 0 190 1600 0.119 Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * ICU 0.994 0.964 0.964 1.030 1.001

LOS E E E F F
* Key conflicting movement as a part of ICU
1 Counts conducted by: NDS
2 Capacity expressed in veh/hour of green
3 The southbound right-turn lane has an overlapping phase with the eastbound left-turn phase. 4 No right-turn on red.

LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106
(626) 796.2322 Fax (626) 792.0941 INTERSECTION CAPACITY UTILIZATION I-605 Fwy NB Ramps-Hoxie Avenue @ Firestone Boulevard
N-S St: I-605 Fwy NB Ramps-Hoxie Avenue Peak hr: PM Date: 1/5/2023 E-W St: Firestone Boulevard Annual Growth: 1.00% Existing Year: 2022 Project: Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Projection Year: 2024 File: ICU8
2022 EXISTING TRAFFIC 2022 EXISTING WITH PROJECT 2022 EXISTING W/ PROJECT + MITIGATION 2024 FUTURE PRE-PROJECT 2024 FUTURE WITH PROJECT Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio NB Left 176 1600 0.110 * 0 176 1600 0.110 * 0 176 1600 0.110 * 4 11 191 1600 0.119 * 0 191 1600 0.119 * NB Thru 324 3200 0.153 0 324 3200 0.153 0 324 3200 0.153 7 0 331 3200 0.156 0 331 3200 0.156 NB Right 166 0 0.000 0 166 0 0.000 0 166 0 0.000 3 0 169 0 0.000 0 169 0 0.000 SB Left 245 2880 0.085 0 245 2880 0.085 0 245 2880 0.085 5 0 250 2880 0.087 0 250 2880 0.087 SB Thru 37 1600 0.023 0 37 1600 0.023 0 37 1600 0.023 1 0 38 1600 0.024 0 38 1600 0.024 SB Right [3] 570 1600 0.190 * 43 613 1600 0.228 * 0 613 1600 0.228 * 11 0 581 1600 0.190 * 43 624 1600 0.228 * EB Left 479 2880 0.166 * -32 447 2880 0.155 * 0 447 2880 0.155 * 10 10 499 2880 0.173 * -32 467 2880 0.162 * EB Thru 738 3200 0.304 22 760 3200 0.311 0 760 3200 0.311 15 33 786 3200 0.321 22 808 3200 0.328 EB Right 235 0 0.000 0 235 0 0.000 0 235 0 0.000 5 0 240 0 0.000 0 240 0 0.000 WB Left 143 1600 0.089 0 143 1600 0.089 0 143 1600 0.089 3 0 146 1600 0.091 0 146 1600 0.091 WB Thru 829 3200 0.259 * 22 851 3200 0.266 * 0 851 3200 0.266 * 17 32 878 3200 0.274 * 22 900 3200 0.281 * WB Right [4] 122 1600 0.076 0 122 1600 0.076 0 122 1600 0.076 2 0 124 1600 0.078 0 124 1600 0.078 Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 * ICU 0.825 0.859 0.859 0.857 0.891

LOS D D D D D
* Key conflicting movement as a part of ICU
1 Counts conducted by: NDS
2 Capacity expressed in veh/hour of green
3 The southbound right-turn lane has an overlapping phase with the eastbound left-turn phase. 4 No right-turn on red.

HCM Signalized Intersection Capacity Analysis Existing Condition s 1: Woodruff Ave/Dwy & Firestone Blvd Weekday AM Peak Hour Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 3 946 425 213 1535 4 489 1 199 0 0 4 Future Volume (vph) 3 946 425 213 1535 4 489 1 199 0 0 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1 900 Lane Width 11 12 12 11 12 12 12 12 12 12 12 12
Total Lost time (s) 4.0 5.5 5.0 4.0 5.5 5.0 5.0 5.0 5.5 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 0.95 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 0.86
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 Satd. Flow (prot) 1711 5085 1583 1711 5083 1681 1686 1583 1611 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 Satd. Flow (perm) 1711 5085 1583 1711 5083 1681 1686 1583 1611 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0. 92 0.92 Adj. Flow (vph) 3 1028 462 232 1668 4 532 1 216 0 0 4
RTOR Reduction (vph) 0 0 165 00000 1 6 1002
Lane Group Flow (vph) 3 1028 297 232 1672 0 266 267 55 0 0 2 Turn Type Prot NA Over Prot NA Split NA Perm Perm
Protected Phases 52816 88
Permitted Phases 86
Actuated Green, G (s) 1.8 55.7 28.9 20.9 74.8 28.9 28.9 28.9 74.8 Effective Green, g (s) 1.8 55.7 28.9 20.9 74.8 28.9 28.9 28.9 74.8 Actuated g/C Ratio 0.02 0.46 0.24 0.17 0.62 0.24 0.24 0.24 0.62 Clearance Time (s) 4.0 5.5 5.0 4.0 5.5 5.0 5.0 5.0 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 25 2360 381 297 3168 404 406 381 1004 v/s Ratio Prot 0.00 0.20 c0.19 c0.14 c0.33 0.16 0.16
v/s Ratio Perm 0.03 0.00
v/c Ratio 0.12 0.44 0.78 0.78 0.53 0.66 0.66 0.14 0.00
Uniform Delay, d1 58.3 21.6 42.6 47.4 12.7 41.1 41.1 35.8 8.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.43 1.43 6.47 1.00 Incremental Delay, d2 2.1 0.6 9.6 12.5 0.6 2.5 2.5 0.1 0.0 Delay (s) 60.5 22.2 52.2 59.9 13.3 61.1 61.0 231.8 8.5
Level of Service E C D E B E E F A
Approach Delay (s) 31.5 19.0 110.3 8.5
Approach LOS C B F A
Intersection Summary
HCM 2000 Control Delay 40.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.5 Intersection Capacity Utilization 65.0% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing Condition s 1: Woodruff Ave/Dwy & Firestone Blvd Weekday PM Peak Hour Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 21 1229 346 168 1170 22 515 12 266 0 0 45 Future Volume (vph) 21 1229 346 168 1170 22 515 12 266 0 0 45 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1 900 Lane Width 11 12 12 11 12 12 12 12 12 12 12 12
Total Lost time (s) 4.0 5.5 5.0 4.0 5.5 5.0 5.0 5.0 5.5 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 0.95 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 0.86
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 Satd. Flow (prot) 1711 5085 1583 1711 5071 1681 1689 1583 1611 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 Satd. Flow (perm) 1711 5085 1583 1711 5071 1681 1689 1583 1611 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0. 92 0.92 Adj. Flow (vph) 23 1336 376 183 1272 24 560 13 289 0 0 49 RTOR Reduction (vph) 0 0 104 01000 2 0 000 2 0
Lane Group Flow (vph) 23 1336 272 183 1295 0 286 287 89 0 0 29 Turn Type Prot NA Over Prot NA Split NA Perm Perm
Protected Phases 52816 88
Permitted Phases 86
Actuated Green, G (s) 5.5 58.3 29.1 18.1 70.9 29.1 29.1 29.1 70.9 Effective Green, g (s) 5.5 58.3 29.1 18.1 70.9 29.1 29.1 29.1 70.9 Actuated g/C Ratio 0.05 0.49 0.24 0.15 0.59 0.24 0.24 0.24 0.59 Clearance Time (s) 4.0 5.5 5.0 4.0 5.5 5.0 5.0 5.0 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 78 2470 383 258 2996 407 409 383 951 v/s Ratio Prot 0.01 c0.26 c0.17 c0.11 0.26 0.17 0.17
v/s Ratio Perm 0.06 0.02
v/c Ratio 0.29 0.54 0.71 0.71 0.43 0.70 0.70 0.23 0.03
Uniform Delay, d1 55.4 21.5 41.6 48.4 13.5 41.5 41.5 36.5 10.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.22 1.22 3.54 1.00 Incremental Delay, d2 2.1 0.9 6.1 8.6 0.5 5.1 5.0 0.3 0.1 Delay (s) 57.5 22.4 47.7 57.1 13.9 55.8 55.7 129.5 10.3 Level of Service E C D E B E E F B
Approach Delay (s) 28.3 19.3 80.5 10.3
Approach LOS C B F B
Intersection Summary
HCM 2000 Control Delay 35.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.5 Intersection Capacity Utilization 59.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing With Proj ect Conditions 1: Woodruff Ave/Dwy & Firestone Blvd Weekday AM Peak Hour Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 3 946 430 173 1535 4 493 1 201 0 0 4 Future Volume (vph) 3 946 430 173 1535 4 493 1 201 0 0 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1 900 Lane Width 11 12 12 11 12 12 12 12 12 12 12 12
Total Lost time (s) 4.0 5.5 5.0 4.0 5.5 5.0 5.0 5.0 5.5 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 0.95 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 0.86
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 Satd. Flow (prot) 1711 5085 1583 1711 5083 1681 1686 1583 1611 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 Satd. Flow (perm) 1711 5085 1583 1711 5083 1681 1686 1583 1611 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0. 92 0.92 Adj. Flow (vph) 3 1028 467 188 1668 4 536 1 218 0 0 4
RTOR Reduction (vph) 0 0 167 00000 1 6 2002
Lane Group Flow (vph) 3 1028 300 188 1672 0 268 269 56 0 0 2 Turn Type Prot NA Over Prot NA Split NA Perm Perm
Protected Phases 52816 88
Permitted Phases 86
Actuated Green, G (s) 1.8 58.1 29.0 18.4 74.7 29.0 29.0 29.0 74.7 Effective Green, g (s) 1.8 58.1 29.0 18.4 74.7 29.0 29.0 29.0 74.7 Actuated g/C Ratio 0.02 0.48 0.24 0.15 0.62 0.24 0.24 0.24 0.62 Clearance Time (s) 4.0 5.5 5.0 4.0 5.5 5.0 5.0 5.0 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 25 2461 382 262 3164 406 407 382 1002 v/s Ratio Prot 0.00 0.20 c0.19 c0.11 c0.33 0.16 0.16
v/s Ratio Perm 0.04 0.00
v/c Ratio 0.12 0.42 0.79 0.72 0.53 0.66 0.66 0.15 0.00
Uniform Delay, d1 58.3 20.0 42.6 48.3 12.7 41.1 41.1 35.8 8.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.41 1.41 6.10 1.00 Incremental Delay, d2 2.1 0.5 10.2 9.0 0.6 2.7 2.7 0.1 0.0 Delay (s) 60.5 20.5 52.8 57.4 13.4 60.4 60.4 218.4 8.6
Level of Service E C D E B E E F A
Approach Delay (s) 30.7 17.8 106.0 8.6
Approach LOS C B F A
Intersection Summary
HCM 2000 Control Delay 38.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.64
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.5 Intersection Capacity Utilization 65.1% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing With Proj ect Conditions 1: Woodruff Ave/Dwy & Firestone Blvd Weekday PM Peak Hour Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 21 1229 367 203 1170 22 526 12 244 0 0 45 Future Volume (vph) 21 1229 367 203 1170 22 526 12 244 0 0 45 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1 900 Lane Width 11 12 12 11 12 12 12 12 12 12 12 12
Total Lost time (s) 4.0 5.5 5.0 4.0 5.5 5.0 5.0 5.0 5.5 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 0.95 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 0.86
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 Satd. Flow (prot) 1711 5085 1583 1711 5071 1681 1689 1583 1611 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 Satd. Flow (perm) 1711 5085 1583 1711 5071 1681 1689 1583 1611 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0. 92 0.92 Adj. Flow (vph) 23 1336 399 221 1272 24 572 13 265 0 0 49 RTOR Reduction (vph) 0 0 109 01000 1 7 900 2 0
Lane Group Flow (vph) 23 1336 290 221 1295 0 292 293 86 0 0 29 Turn Type Prot NA Over Prot NA Split NA Perm Perm
Protected Phases 52816 88
Permitted Phases 86
Actuated Green, G (s) 5.5 55.8 29.4 20.3 70.6 29.4 29.4 29.4 70.6 Effective Green, g (s) 5.5 55.8 29.4 20.3 70.6 29.4 29.4 29.4 70.6 Actuated g/C Ratio 0.05 0.46 0.24 0.17 0.59 0.24 0.24 0.24 0.59 Clearance Time (s) 4.0 5.5 5.0 4.0 5.5 5.0 5.0 5.0 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 78 2364 387 289 2983 411 413 387 947 v/s Ratio Prot 0.01 c0.26 c0.18 c0.13 0.26 0.17 0.17
v/s Ratio Perm 0.05 0.02
v/c Ratio 0.29 0.57 0.75 0.76 0.43 0.71 0.71 0.22 0.03
Uniform Delay, d1 55.4 23.3 41.9 47.6 13.7 41.4 41.4 36.2 10.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.27 1.27 4.17 1.00 Incremental Delay, d2 2.1 1.0 7.7 11.4 0.5 3.6 3.5 0.2 0.1 Delay (s) 57.5 24.3 49.6 59.0 14.1 56.1 55.9 151.1 10.4 Level of Service E C D E B E E F B
Approach Delay (s) 30.5 20.7 85.6 10.4
Approach LOS C C F B
Intersection Summary
HCM 2000 Control Delay 37.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.5 Intersection Capacity Utilization 62.0% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Future Pre-Project Conditions 1: Woodruff Ave/Dwy & Firestone Blvd Weekday AM Peak Hour Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 3 996 451 217 1600 4 520 1 203 0 0 4 Future Volume (vph) 3 996 451 217 1600 4 520 1 203 0 0 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1 900 Lane Width 11 12 12 11 12 12 12 12 12 12 12 12
Total Lost time (s) 4.0 5.5 5.0 4.0 5.5 5.0 5.0 5.0 5.5 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 0.95 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 0.86
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 Satd. Flow (prot) 1711 5085 1583 1711 5084 1681 1686 1583 1611 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 Satd. Flow (perm) 1711 5085 1583 1711 5084 1681 1686 1583 1611 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0. 92 0.92 Adj. Flow (vph) 3 1083 490 236 1739 4 565 1 221 0 0 4
RTOR Reduction (vph) 0 0 164 00000 1 5 2002
Lane Group Flow (vph) 3 1083 326 236 1743 0 282 284 69 0 0 2 Turn Type Prot NA Over Prot NA Split NA Perm Perm
Protected Phases 52816 88
Permitted Phases 86
Actuated Green, G (s) 1.8 54.1 30.3 21.1 73.4 30.3 30.3 30.3 73.4 Effective Green, g (s) 1.8 54.1 30.3 21.1 73.4 30.3 30.3 30.3 73.4 Actuated g/C Ratio 0.02 0.45 0.25 0.18 0.61 0.25 0.25 0.25 0.61 Clearance Time (s) 4.0 5.5 5.0 4.0 5.5 5.0 5.0 5.0 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 25 2292 399 300 3109 424 425 399 985 v/s Ratio Prot 0.00 0.21 c0.21 c0.14 c0.34 0.17 0.17
v/s Ratio Perm 0.04 0.00
v/c Ratio 0.12 0.47 0.82 0.79 0.56 0.67 0.67 0.17 0.00
Uniform Delay, d1 58.3 23.0 42.2 47.3 13.8 40.3 40.3 35.0 9.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.45 1.44 5.37 1.00 Incremental Delay, d2 2.1 0.7 12.1 12.7 0.7 2.1 2.2 0.1 0.0 Delay (s) 60.5 23.7 54.4 60.0 14.5 60.4 60.4 188.3 9.1
Level of Service E C D E B E E F A
Approach Delay (s) 33.3 19.9 96.3 9.1
Approach LOS C B F A
Intersection Summary
HCM 2000 Control Delay 38.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.5 Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Future Pre-Project Conditions 1: Woodruff Ave/Dwy & Firestone Blvd Weekday PM Peak Hour Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 21 1284 369 171 1223 22 540 12 271 0 0 46 Future Volume (vph) 21 1284 369 171 1223 22 540 12 271 0 0 46 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1 900 Lane Width 11 12 12 11 12 12 12 12 12 12 12 12
Total Lost time (s) 4.0 5.5 5.0 4.0 5.5 5.0 5.0 5.0 5.5 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 0.95 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 0.86
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 Satd. Flow (prot) 1711 5085 1583 1711 5072 1681 1689 1583 1611 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 Satd. Flow (perm) 1711 5085 1583 1711 5072 1681 1689 1583 1611 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0. 92 0.92 Adj. Flow (vph) 23 1396 401 186 1329 24 587 13 295 0 0 50 RTOR Reduction (vph) 0 0 105 01000 1 9 300 2 1
Lane Group Flow (vph) 23 1396 296 186 1352 0 299 301 102 0 0 29 Turn Type Prot NA Over Prot NA Split NA Perm Perm
Protected Phases 52816 88
Permitted Phases 86
Actuated Green, G (s) 5.5 57.2 30.0 18.3 70.0 30.0 30.0 30.0 70.0 Effective Green, g (s) 5.5 57.2 30.0 18.3 70.0 30.0 30.0 30.0 70.0 Actuated g/C Ratio 0.05 0.48 0.25 0.15 0.58 0.25 0.25 0.25 0.58 Clearance Time (s) 4.0 5.5 5.0 4.0 5.5 5.0 5.0 5.0 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 78 2423 395 260 2958 420 422 395 939 v/s Ratio Prot 0.01 c0.27 c0.19 c0.11 0.27 0.18 0.18
v/s Ratio Perm 0.06 0.02
v/c Ratio 0.29 0.58 0.75 0.72 0.46 0.71 0.71 0.26 0.03
Uniform Delay, d1 55.4 22.7 41.5 48.4 14.2 41.1 41.1 36.1 10.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.29 1.29 4.17 1.00 Incremental Delay, d2 2.1 1.0 7.6 9.0 0.5 3.3 3.3 0.2 0.1 Delay (s) 57.5 23.7 49.1 57.4 14.7 56.2 56.3 150.6 10.7 Level of Service E C D E B E E F B
Approach Delay (s) 29.7 19.9 87.3 10.7
Approach LOS C B F B
Intersection Summary
HCM 2000 Control Delay 37.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.5 Intersection Capacity Utilization 61.6% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Future With Projec t Conditions 1: Woodruff Ave/Dwy & Firestone Blvd Weekday AM Peak Hour Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 3 996 456 177 1600 4 524 1 205 0 0 4 Future Volume (vph) 3 996 456 177 1600 4 524 1 205 0 0 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1 900 Lane Width 11 12 12 11 12 12 12 12 12 12 12 12
Total Lost time (s) 4.0 5.5 5.0 4.0 5.5 5.0 5.0 5.0 5.5 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 0.95 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 0.86
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 Satd. Flow (prot) 1711 5085 1583 1711 5084 1681 1686 1583 1611 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 Satd. Flow (perm) 1711 5085 1583 1711 5084 1681 1686 1583 1611 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0. 92 0.92 Adj. Flow (vph) 3 1083 496 192 1739 4 570 1 223 0 0 4
RTOR Reduction (vph) 0 0 166 00000 1 5 3002
Lane Group Flow (vph) 3 1083 330 192 1743 0 285 286 70 0 0 2 Turn Type Prot NA Over Prot NA Split NA Perm Perm
Protected Phases 52816 88
Permitted Phases 86
Actuated Green, G (s) 1.8 56.5 30.4 18.6 73.3 30.4 30.4 30.4 73.3 Effective Green, g (s) 1.8 56.5 30.4 18.6 73.3 30.4 30.4 30.4 73.3 Actuated g/C Ratio 0.02 0.47 0.25 0.16 0.61 0.25 0.25 0.25 0.61 Clearance Time (s) 4.0 5.5 5.0 4.0 5.5 5.0 5.0 5.0 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 25 2394 401 265 3105 425 427 401 984 v/s Ratio Prot 0.00 0.21 c0.21 c0.11 c0.34 0.17 0.17
v/s Ratio Perm 0.04 0.00
v/c Ratio 0.12 0.45 0.82 0.72 0.56 0.67 0.67 0.17 0.00
Uniform Delay, d1 58.3 21.3 42.3 48.3 13.8 40.3 40.3 35.0 9.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.43 1.43 5.10 1.00 Incremental Delay, d2 2.1 0.6 12.8 9.4 0.7 2.4 2.3 0.1 0.0 Delay (s) 60.5 22.0 55.1 57.7 14.6 59.9 59.7 178.7 9.1
Level of Service E C E E B E E F A
Approach Delay (s) 32.4 18.8 93.2 9.1
Approach LOS C B F A
Intersection Summary
HCM 2000 Control Delay 37.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.5 Intersection Capacity Utilization 67.2% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Future With Projec t Conditions 1: Woodruff Ave/Dwy & Firestone Blvd Weekday PM Peak Hour Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 21 1284 390 206 1223 22 551 12 249 0 0 46 Future Volume (vph) 21 1284 390 206 1223 22 551 12 249 0 0 46 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1 900 Lane Width 11 12 12 11 12 12 12 12 12 12 12 12
Total Lost time (s) 4.0 5.5 5.0 4.0 5.5 5.0 5.0 5.0 5.5 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 0.95 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 0.86
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 Satd. Flow (prot) 1711 5085 1583 1711 5072 1681 1689 1583 1611 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 Satd. Flow (perm) 1711 5085 1583 1711 5072 1681 1689 1583 1611 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0. 92 0.92 Adj. Flow (vph) 23 1396 424 224 1329 24 599 13 271 0 0 50 RTOR Reduction (vph) 0 0 111 01000 1 7 300 2 1
Lane Group Flow (vph) 23 1396 313 224 1352 0 305 307 98 0 0 29 Turn Type Prot NA Over Prot NA Split NA Perm Perm
Protected Phases 52816 88
Permitted Phases 86
Actuated Green, G (s) 5.5 54.7 30.3 20.5 69.7 30.3 30.3 30.3 69.7 Effective Green, g (s) 5.5 54.7 30.3 20.5 69.7 30.3 30.3 30.3 69.7 Actuated g/C Ratio 0.05 0.46 0.25 0.17 0.58 0.25 0.25 0.25 0.58 Clearance Time (s) 4.0 5.5 5.0 4.0 5.5 5.0 5.0 5.0 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 78 2317 399 292 2945 424 426 399 935 v/s Ratio Prot 0.01 c0.27 c0.20 c0.13 0.27 0.18 0.18
v/s Ratio Perm 0.06 0.02
v/c Ratio 0.29 0.60 0.79 0.77 0.46 0.72 0.72 0.24 0.03
Uniform Delay, d1 55.4 24.5 41.8 47.5 14.4 41.0 41.0 35.7 10.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.28 1.28 3.83 1.00 Incremental Delay, d2 2.1 1.2 9.8 11.4 0.5 3.2 3.3 0.2 0.1 Delay (s) 57.5 25.7 51.6 58.9 14.9 55.6 55.7 136.9 10.8 Level of Service E C D E B E E F B
Approach Delay (s) 32.0 21.1 80.6 10.8
Approach LOS C C F B
Intersection Summary
HCM 2000 Control Delay 37.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.5 Intersection Capacity Utilization 63.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th TWSC Existing Conditions
2: Woodruff Ave & Hall Rd Weekday AM Peak Hour
Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 62 23 28 678 674 31
Future Vol, veh/h 62 23 28 678 674 31
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 75 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 67 25 30 737 733 34

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1179 384 767 0 - 0
Stage 1 750 -----
Stage 2 429 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 183 614 842 - - -
Stage 1 427 -----
Stage 2 624 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 176 614 842 - - -
Mov Cap-2 Maneuver 302 -----
Stage 1 412 -----
Stage 2 624 -----

Approach EB NB SB
HCM Control Delay, s 18.9 0.4 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 842 - 350 - -
HCM Lane V/C Ratio 0.036 - 0.264 - -
HCM Control Delay (s) 9.4 - 18.9 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.1 - 1 - -
HCM 6th TWSC Existing Conditions
2: Woodruff Ave & Hall Rd Weekday PM Peak Hour
Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 63 49 24 765 506 27
Future Vol, veh/h 63 49 24 765 506 27
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 75 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 68 53 26 832 550 29

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1033 290 579 0 - 0
Stage 1 565 -----
Stage 2 468 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 228 707 991 - - -
Stage 1 532 -----
Stage 2 597 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 222 707 991 - - -
Mov Cap-2 Maneuver 354 -----
Stage 1 518 -----
Stage 2 597 -----

Approach EB NB SB
HCM Control Delay, s 15.8 0.3 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 991 - 453 - -
HCM Lane V/C Ratio 0.026 - 0.269 - -
HCM Control Delay (s) 8.7 - 15.8 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.1 - 1.1 - -
HCM 6th TWSC Existing With Project Conditions
2: Woodruff Ave & Hall Rd Weekday AM Peak Hour
Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Intersection
Int Delay, s/veh 1.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 66 32 57 680 681 0
Future Vol, veh/h 66 32 57 680 681 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 75 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 72 35 62 739 740 0

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1234 370 740 0 - 0
Stage 1 740 -----
Stage 2 494 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 169 627 862 - - -
Stage 1 433 -----
Stage 2 579 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 157 627 862 - - -
Mov Cap-2 Maneuver 285 -----
Stage 1 402 -----
Stage 2 579 -----

Approach EB NB SB
HCM Control Delay, s 19.9 0.7 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 862 - 347 - -
HCM Lane V/C Ratio 0.072 - 0.307 - -
HCM Control Delay (s) 9.5 - 19.9 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.2 - 1.3 - -
HCM 6th TWSC Existing With Project Conditions
2: Woodruff Ave & Hall Rd Weekday PM Peak Hour
Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Intersection
Int Delay, s/veh 1.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 44 84 58 774 514 74
Future Vol, veh/h 44 84 58 774 514 74
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 75 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 48 91 63 841 559 80

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1146 320 639 0 - 0
Stage 1 599 -----
Stage 2 547 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 193 676 941 - - -
Stage 1 511 -----
Stage 2 544 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 180 676 941 - - -
Mov Cap-2 Maneuver 314 -----
Stage 1 477 -----
Stage 2 544 -----

Approach EB NB SB
HCM Control Delay, s 15.4 0.6 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 941 - 484 - -
HCM Lane V/C Ratio 0.067 - 0.287 - -
HCM Control Delay (s) 9.1 - 15.4 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.2 - 1.2 - -
HCM 6th TWSC Future Pre-Project Conditions
2: Woodruff Ave & Hall Rd Weekday AM Peak Hour
Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 63 23 29 713 705 32
Future Vol, veh/h 63 23 29 713 705 32
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 75 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 68 25 32 775 766 35

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1236 401 801 0 - 0
Stage 1 784 -----
Stage 2 452 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 168 599 818 - - -
Stage 1 410 -----
Stage 2 608 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 161 599 818 - - -
Mov Cap-2 Maneuver 287 -----
Stage 1 394 -----
Stage 2 608 -----

Approach EB NB SB
HCM Control Delay, s 20 0.4 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 818 - 333 - -
HCM Lane V/C Ratio 0.039 - 0.281 - -
HCM Control Delay (s) 9.6 - 20 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.1 - 1.1 - -
HCM 6th TWSC Future Pre-Project Conditions
2: Woodruff Ave & Hall Rd Weekday PM Peak Hour
Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 64 50 24 795 532 28
Future Vol, veh/h 64 50 24 795 532 28
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 75 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 70 54 26 864 578 30

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1077 304 608 0 - 0
Stage 1 593 -----
Stage 2 484 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 214 692 966 - - -
Stage 1 515 -----
Stage 2 585 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 208 692 966 - - -
Mov Cap-2 Maneuver 340 -----
Stage 1 501 -----
Stage 2 585 -----

Approach EB NB SB
HCM Control Delay, s 16.4 0.3 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 966 - 438 - -
HCM Lane V/C Ratio 0.027 - 0.283 - -
HCM Control Delay (s) 8.8 - 16.4 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.1 - 1.1 - -
HCM 6th TWSC Future With Project Conditions
2: Woodruff Ave & Hall Rd Weekday AM Peak Hour
Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Intersection
Int Delay, s/veh 1.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 67 32 58 715 712 0
Future Vol, veh/h 67 32 58 715 712 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 75 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 73 35 63 777 774 0

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1289 387 774 0 - 0
Stage 1 774 -----
Stage 2 515 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 155 611 837 - - -
Stage 1 415 -----
Stage 2 565 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 143 611 837 - - -
Mov Cap-2 Maneuver 271 -----
Stage 1 384 -----
Stage 2 565 -----

Approach EB NB SB
HCM Control Delay, s 21.1 0.7 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 837 - 330 - -
HCM Lane V/C Ratio 0.075 - 0.326 - -
HCM Control Delay (s) 9.7 - 21.1 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.2 - 1.4 - -
HCM 6th TWSC Future With Project Conditions
2: Woodruff Ave & Hall Rd Weekday PM Peak Hour
Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Intersection
Int Delay, s/veh 1.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 45 85 58 804 540 75
Future Vol, veh/h 45 85 58 804 540 75
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 75 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 49 92 63 874 587 82

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1191 335 669 0 - 0
Stage 1 628 -----
Stage 2 563 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 180 661 917 - - -
Stage 1 494 -----
Stage 2 534 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 168 661 917 - - -
Mov Cap-2 Maneuver 302 -----
Stage 1 460 -----
Stage 2 534 -----

Approach EB NB SB
HCM Control Delay, s 16 0.6 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 917 - 468 - -
HCM Lane V/C Ratio 0.069 - 0.302 - -
HCM Control Delay (s) 9.2 - 16 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.2 - 1.3 - -
HCM 6th Signalized Intersection Summary Existing Conditions 3: Woodruff Ave & Stewart & Gray Rd Weekday AM Peak Hour Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 547 75 93 333 35 158 642 65 16 607 72 Future Volume (veh/h) 37 547 75 93 333 35 158 642 65 16 607 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 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 40 595 0 101 362 38 172 698 71 17 660 78 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 0.9 2 Percent Heavy Veh, % 222222222222
Cap, veh/h 52 1983 127 1949 203 113 801 81 88 874 435
Arrive On Green 0.03 0.56 0.00 0.07 0.60 0.60 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1781 3554 1585 1781 3247 339 720 3257 331 700 3554 1585 Grp Volume(v), veh/h 40 595 0 101 197 203 172 381 388 17 660 78 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1809 720 1777 1811 700 1 777 1585 Q Serve(g_s), s 2.7 10.7 0.0 6.7 6.0 6.1 8.9 24.7 24.7 2.9 20.6 4.5 Cycle Q Clear(g_c), s 2.7 10.7 0.0 6.7 6.0 6.1 29.5 24.7 24.7 27.6 20.6 4.5 Prop In Lane 1.00 1.00 1.00 0.19 1.00 0.18 1.00 1.00
Lane Grp Cap(c), veh/h 52 1983 127 1067 1086 113 437 445 88 874 435 V/C Ratio(X) 0.78 0.30 0.80 0.18 0.19 1.52 0.87 0.87 0.19 0.76 0.18 Avail Cap(c_a), veh/h 223 1983 312 1067 1086 113 437 445 88 874 435 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 0.00 1.00 1.00 1.00 0.95 0.95 0.95 1.00 1.00 1 .00 Uniform Delay (d), s/veh 57.9 14.1 0.0 54.9 10.8 10.8 57.9 43.4 43.4 56.7 41.9 33.2 Incr Delay (d2), s/veh 21.6 0.4 0.0 10.7 0.4 0.4 272.0 19.8 19.6 1.1 3.8 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(95%),veh/ln 2.7 7.5 0.0 6.0 4.2 4.3 20.7 18.7 19.0 1.0 14.4 3. 1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.5 14.5 0.0 65.5 11.2 11.2 329.9 63.2 63.0 57.7 45. 7 33.4 LnGrp LOS E B E B B F E E E D C
Approach Vol, veh/h 635 501 941 755
Approach Delay, s/veh 18.6 22.1 111.9 44.7
Approach LOS B C F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.6 72.4 35.0 7.5 77.5 35.0
Change Period (Y+Rc), s 4.0 5.5 5.5 4.0 5.5 5.5
Max Green Setting (Gmax), s 21.0 54.5 29.5 15.0 60.5 29.5 Max Q Clear Time (g_c+I1), s 8.7 12.7 29.6 4.7 8.1 31.5 Green Ext Time (p_c), s 0.2 4.2 0.0 0.0 2.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 57.2
HCM 6th LOS E
Notes
User approved changes to right turn type.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary Existing Conditions 3: Woodruff Ave & Stewart & Gray Rd Weekday PM Peak Hour Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 141 464 104 62 357 48 105 382 98 15 322 166 Future Volume (veh/h) 141 464 104 62 357 48 105 382 98 15 322 166 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 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 153 504 0 67 388 52 114 415 107 16 350 180 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 0.9 2 Percent Heavy Veh, % 222222222222
Cap, veh/h 180 2062 87 1664 221 203 689 176 160 874 550 Arrive On Green 0.10 0.58 0.00 0.05 0.53 0.53 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1781 3554 1585 1781 3152 420 874 2803 716 880 3554 1585 Grp Volume(v), veh/h 153 504 0 67 218 222 114 262 260 16 350 180 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1795 874 1777 1742 880 1 777 1585 Q Serve(g_s), s 10.1 8.3 0.0 4.5 7.9 8.0 15.1 15.6 15.9 2.0 9.9 10.0 Cycle Q Clear(g_c), s 10.1 8.3 0.0 4.5 7.9 8.0 25.0 15.6 15.9 17.9 9.9 10.0 Prop In Lane 1.00 1.00 1.00 0.23 1.00 0.41 1.00 1.00
Lane Grp Cap(c), veh/h 180 2062 87 938 947 203 437 428 160 874 550 V/C Ratio(X) 0.85 0.24 0.77 0.23 0.23 0.56 0.60 0.61 0.10 0.40 0.33 Avail Cap(c_a), veh/h 223 2062 312 938 947 203 437 428 160 874 550 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 0.00 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1 .00 Uniform Delay (d), s/veh 53.0 12.3 0.0 56.4 15.2 15.3 48.3 40.0 40.1 48.0 37.9 28.9 Incr Delay (d2), s/veh 21.6 0.3 0.0 13.3 0.6 0.6 10.7 5.9 6.2 0.3 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 9.4 5.8 0.0 4.1 5.8 5.9 6.9 11.8 11.8 0.8 7.7 6.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.6 12.6 0.0 69.7 15.8 15.8 59.0 45.9 46.4 48.3 38.2 29.2 LnGrp LOS E B E B B E DDDDC
Approach Vol, veh/h 657 507 636 546
Approach Delay, s/veh 27.0 23.0 48.4 35.5
Approach LOS C C D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.9 75.1 35.0 16.2 68.8 35.0
Change Period (Y+Rc), s 4.0 5.5 5.5 4.0 5.5 5.5
Max Green Setting (Gmax), s 21.0 54.5 29.5 15.0 60.5 29.5 Max Q Clear Time (g_c+I1), s 6.5 10.3 19.9 12.1 10.0 27.0 Green Ext Time (p_c), s 0.1 3.5 2.0 0.1 2.6 0.9
Intersection Summary
HCM 6th Ctrl Delay 33.9
HCM 6th LOS C
Notes
User approved changes to right turn type.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary Existing With Project Co nditions 3: Woodruff Ave & Stewart & Gray Rd Weekday AM Peak Hour Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 547 77 93 257 56 151 649 65 23 609 79 Future Volume (veh/h) 39 547 77 93 257 56 151 649 65 23 609 79 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 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 42 595 0 101 279 61 164 705 71 25 662 86 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 0.9 2 Percent Heavy Veh, % 222222222222
Cap, veh/h 54 1983 127 1741 375 112 801 81 86 874 438
Arrive On Green 0.03 0.56 0.00 0.07 0.60 0.60 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1781 3554 1585 1781 2909 626 713 3260 328 695 3554 1585 Grp Volume(v), veh/h 42 595 0 101 169 171 164 384 392 25 662 86 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1758 713 1777 1811 695 1 777 1585 Q Serve(g_s), s 2.8 10.7 0.0 6.7 5.1 5.2 8.8 25.0 25.0 4.3 20.7 5.0 Cycle Q Clear(g_c), s 2.8 10.7 0.0 6.7 5.1 5.2 29.5 25.0 25.0 29.3 20.7 5.0 Prop In Lane 1.00 1.00 1.00 0.36 1.00 0.18 1.00 1.00
Lane Grp Cap(c), veh/h 54 1983 127 1064 1052 112 437 445 86 874 438 V/C Ratio(X) 0.77 0.30 0.80 0.16 0.16 1.46 0.88 0.88 0.29 0.76 0.20 Avail Cap(c_a), veh/h 223 1983 312 1064 1052 112 437 445 86 874 438 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 0.00 1.00 1.00 1.00 0.95 0.95 0.95 1.00 1.00 1 .00 Uniform Delay (d), s/veh 57.8 14.1 0.0 54.9 10.7 10.7 58.0 43.5 43.6 57.7 41.9 33.2 Incr Delay (d2), s/veh 20.5 0.4 0.0 10.7 0.3 0.3 248.1 20.6 20.5 1.8 3.9 0. 2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 2.8 7.5 0.0 6.0 3.5 3.6 19.3 19.0 19.3 1.4 14.5 3. 4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.3 14.5 0.0 65.5 11.0 11.0 306.0 64.2 64.0 59.5 45. 8 33.4 LnGrp LOS E B E B B F E E E D C
Approach Vol, veh/h 637 441 940 773
Approach Delay, s/veh 18.7 23.5 106.3 44.9
Approach LOS B C F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.6 72.4 35.0 7.7 77.3 35.0
Change Period (Y+Rc), s 4.0 5.5 5.5 4.0 5.5 5.5
Max Green Setting (Gmax), s 21.0 54.5 29.5 15.0 60.5 29.5 Max Q Clear Time (g_c+I1), s 8.7 12.7 31.3 4.8 7.2 31.5 Green Ext Time (p_c), s 0.2 4.2 0.0 0.0 2.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 56.2
HCM 6th LOS E
Notes
User approved changes to right turn type.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary Existing With Project Co nditions 3: Woodruff Ave & Stewart & Gray Rd Weekday PM Peak Hour Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 201 545 105 62 404 73 124 543 118 46 459 174 Future Volume (veh/h) 201 545 105 62 404 73 124 543 118 46 459 174 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 218 592 0 67 439 79 135 590 128 50 499 189 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 0.9 2 Percent Heavy Veh, % 222222222222
Cap, veh/h 223 2062 87 1519 271 153 714 155 99 874 588
Arrive On Green 0.13 0.58 0.00 0.05 0.50 0.50 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1781 3554 1585 1781 3012 538 755 2905 629 734 3554 1585 Grp Volume(v), veh/h 218 592 0 67 258 260 135 360 358 50 499 189 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1773 755 1777 1757 734 1 777 1585 Q Serve(g_s), s 14.6 10.1 0.0 4.5 10.1 10.2 14.7 23.0 23.1 6.4 14.8 10.2 Cycle Q Clear(g_c), s 14.6 10.1 0.0 4.5 10.1 10.2 29.5 23.0 23.1 29.5 14.8 10.2 Prop In Lane 1.00 1.00 1.00 0.30 1.00 0.36 1.00 1.00
Lane Grp Cap(c), veh/h 223 2062 87 896 894 153 437 432 99 874 588 V/C Ratio(X) 0.98 0.29 0.77 0.29 0.29 0.89 0.82 0.83 0.51 0.57 0.32 Avail Cap(c_a), veh/h 223 2062 312 896 894 153 437 432 99 874 588 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 0.00 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1 .00 Uniform Delay (d), s/veh 52.3 12.7 0.0 56.4 17.3 17.3 55.0 42.8 42.9 57.5 39.7 27.0 Incr Delay (d2), s/veh 54.2 0.4 0.0 13.3 0.8 0.8 46.4 15.7 16.1 4.1 0.9 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 14.9 7.0 0.0 4.1 7.5 7.6 10.0 17.3 17.2 2.9 10.7 6 .9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 106.5 13.0 0.0 69.7 18.1 18.1 101.4 58.5 59.0 61.6 40 .6 27.3 LnGrp LOS F B E B B F E E E D C
Approach Vol, veh/h 810 585 853 738
Approach Delay, s/veh 38.2 24.0 65.5 38.6
Approach LOS D C E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.9 75.1 35.0 19.0 66.0 35.0
Change Period (Y+Rc), s 4.0 5.5 5.5 4.0 5.5 5.5
Max Green Setting (Gmax), s 21.0 54.5 29.5 15.0 60.5 29.5 Max Q Clear Time (g_c+I1), s 6.5 12.1 31.5 16.6 12.2 31.5 Green Ext Time (p_c), s 0.1 4.2 0.0 0.0 3.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 43.3
HCM 6th LOS D
Notes
User approved changes to right turn type.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary Future Pre-Project Condi tions 3: Woodruff Ave & Stewart & Gray Rd Weekday AM Peak Hour Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 38 558 77 121 340 36 161 676 95 16 636 73 Future Volume (veh/h) 38 558 77 121 340 36 161 676 95 16 636 73 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 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 41 607 0 132 370 39 175 735 103 17 691 79 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 0.9 2 Percent Heavy Veh, % 222222222222
Cap, veh/h 53 1916 161 1946 204 105 769 108 69 874 437
Arrive On Green 0.03 0.54 0.00 0.09 0.60 0.60 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1781 3554 1585 1781 3246 340 699 3130 438 656 3554 1585 Grp Volume(v), veh/h 41 607 0 132 202 207 175 417 421 17 691 79 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1809 699 1777 1791 656 1 777 1585 Q Serve(g_s), s 2.7 11.4 0.0 8.7 6.1 6.2 7.7 27.8 27.8 1.7 21.8 4.6 Cycle Q Clear(g_c), s 2.7 11.4 0.0 8.7 6.1 6.2 29.5 27.8 27.8 29.5 21.8 4.6 Prop In Lane 1.00 1.00 1.00 0.19 1.00 0.24 1.00 1.00
Lane Grp Cap(c), veh/h 53 1916 161 1065 1085 105 437 440 69 874 437 V/C Ratio(X) 0.78 0.32 0.82 0.19 0.19 1.67 0.95 0.96 0.25 0.79 0.18 Avail Cap(c_a), veh/h 223 1916 312 1065 1085 105 437 440 69 874 437 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 0.00 1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1 .00 Uniform Delay (d), s/veh 57.8 15.4 0.0 53.6 10.9 10.9 58.4 44.6 44.6 59.5 42.4 33.1 Incr Delay (d2), s/veh 21.0 0.4 0.0 10.0 0.4 0.4 338.9 31.9 31.9 1.8 5.0 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(95%),veh/ln 2.7 8.0 0.0 7.7 4.3 4.4 22.8 22.0 22.2 1.0 15.2 3. 2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.9 15.8 0.0 63.6 11.2 11.3 397.3 76.5 76.5 61.3 47. 3 33.3 LnGrp LOS E B E B B F E E E D C
Approach Vol, veh/h 648 541 1013 787
Approach Delay, s/veh 19.8 24.0 131.9 46.2
Approach LOS B C F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.8 70.2 35.0 7.6 77.4 35.0
Change Period (Y+Rc), s 4.0 5.5 5.5 4.0 5.5 5.5
Max Green Setting (Gmax), s 21.0 54.5 29.5 15.0 60.5 29.5 Max Q Clear Time (g_c+I1), s 10.7 13.4 31.5 4.7 8.2 31.5 Green Ext Time (p_c), s 0.2 4.3 0.0 0.0 2.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 65.5
HCM 6th LOS E
Notes
User approved changes to right turn type.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary Future Pre-Project Condi tions 3: Woodruff Ave & Stewart & Gray Rd Weekday PM Peak Hour Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 196 604 106 90 364 49 107 561 146 20 475 169 Future Volume (veh/h) 196 604 106 90 364 49 107 561 146 20 475 169 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 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 213 657 0 98 396 53 116 610 159 22 516 184 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 0.9 2 Percent Heavy Veh, % 222222222222
Cap, veh/h 223 1989 124 1589 211 148 686 178 84 874 588 Arrive On Green 0.13 0.56 0.00 0.07 0.50 0.50 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1781 3554 1585 1781 3153 419 746 2791 726 700 3554 1585 Grp Volume(v), veh/h 213 657 0 98 222 227 116 388 381 22 516 184 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1795 746 1777 1740 700 1 777 1585 Q Serve(g_s), s 14.3 12.0 0.0 6.5 8.5 8.6 14.1 25.3 25.4 3.8 15.4 9.9 Cycle Q Clear(g_c), s 14.3 12.0 0.0 6.5 8.5 8.6 29.5 25.3 25.4 29.1 15.4 9. 9 Prop In Lane 1.00 1.00 1.00 0.23 1.00 0.42 1.00 1.00
Lane Grp Cap(c), veh/h 223 1989 124 896 905 148 437 428 84 874 588 V/C Ratio(X) 0.96 0.33 0.79 0.25 0.25 0.78 0.89 0.89 0.26 0.59 0.31 Avail Cap(c_a), veh/h 223 1989 312 896 905 148 437 428 84 874 588 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 0.00 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1 .00 Uniform Delay (d), s/veh 52.2 14.3 0.0 55.0 16.9 16.9 54.7 43.7 43.7 57.8 39.9 26.9 Incr Delay (d2), s/veh 48.0 0.4 0.0 10.8 0.7 0.7 32.3 22.1 22.8 1.6 1.1 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 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 14.2 8.2 0.0 5.8 6.3 6.5 8.3 19.4 19.2 1.3 11.0 6. 7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 100.2 14.7 0.0 65.8 17.5 17.6 86.9 65.7 66.5 59.4 41. 0 27.2 LnGrp LOS F B E B B F E E E D C
Approach Vol, veh/h 870 547 885 722
Approach Delay, s/veh 35.6 26.2 68.8 38.0
Approach LOS D C E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.3 72.7 35.0 19.0 66.0 35.0
Change Period (Y+Rc), s 4.0 5.5 5.5 4.0 5.5 5.5
Max Green Setting (Gmax), s 21.0 54.5 29.5 15.0 60.5 29.5 Max Q Clear Time (g_c+I1), s 8.5 14.0 31.1 16.3 10.6 31.5 Green Ext Time (p_c), s 0.2 4.7 0.0 0.0 2.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 44.2
HCM 6th LOS D
Notes
User approved changes to right turn type.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary Future With Project Cond itions 3: Woodruff Ave & Stewart & Gray Rd Weekday AM Peak Hour Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 558 79 121 264 57 154 683 95 23 638 80 Future Volume (veh/h) 40 558 79 121 264 57 154 683 95 23 638 80 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 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 43 607 0 132 287 62 167 742 103 25 693 87 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 0.9 2 Percent Heavy Veh, % 222222222222
Cap, veh/h 56 1916 161 1743 371 104 770 107 68 874 439
Arrive On Green 0.03 0.54 0.00 0.09 0.60 0.60 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1781 3554 1585 1781 2915 620 693 3134 435 652 3554 1585 Grp Volume(v), veh/h 43 607 0 132 173 176 167 421 424 25 693 87 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1759 693 1777 1792 652 1 777 1585 Q Serve(g_s), s 2.9 11.4 0.0 8.7 5.2 5.4 7.6 28.1 28.1 1.4 21.9 5.0 Cycle Q Clear(g_c), s 2.9 11.4 0.0 8.7 5.2 5.4 29.5 28.1 28.1 29.5 21.9 5.0 Prop In Lane 1.00 1.00 1.00 0.35 1.00 0.24 1.00 1.00
Lane Grp Cap(c), veh/h 56 1916 161 1063 1052 104 437 441 68 874 439 V/C Ratio(X) 0.77 0.32 0.82 0.16 0.17 1.61 0.96 0.96 0.37 0.79 0.20 Avail Cap(c_a), veh/h 223 1916 312 1063 1052 104 437 441 68 874 439 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 0.00 1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1 .00 Uniform Delay (d), s/veh 57.7 15.4 0.0 53.6 10.7 10.8 58.4 44.7 44.7 59.8 42.4 33.2 Incr Delay (d2), s/veh 20.0 0.4 0.0 10.0 0.3 0.3 312.4 33.4 33.4 3.3 5.1 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(95%),veh/ln 2.9 8.0 0.0 7.7 3.6 3.7 21.3 22.4 22.6 1.5 15.3 3. 5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 77.7 15.8 0.0 63.6 11.1 11.1 370.8 78.1 78.1 63.1 47. 5 33.4 LnGrp LOS E B E B B F E E E D C
Approach Vol, veh/h 650 481 1012 805
Approach Delay, s/veh 19.9 25.5 126.4 46.4
Approach LOS B C F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.8 70.2 35.0 7.7 77.3 35.0
Change Period (Y+Rc), s 4.0 5.5 5.5 4.0 5.5 5.5
Max Green Setting (Gmax), s 21.0 54.5 29.5 15.0 60.5 29.5 Max Q Clear Time (g_c+I1), s 10.7 13.4 31.5 4.9 7.4 31.5 Green Ext Time (p_c), s 0.2 4.3 0.0 0.0 2.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 64.6
HCM 6th LOS E
Notes
User approved changes to right turn type.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary Future With Project Cond itions 3: Woodruff Ave & Stewart & Gray Rd Weekday PM Peak Hour Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 205 557 107 90 411 74 126 569 146 46 484 177 Future Volume (veh/h) 205 557 107 90 411 74 126 569 146 46 484 177 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 223 605 0 98 447 80 137 618 159 50 526 192 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 0.9 2 Percent Heavy Veh, % 222222222222
Cap, veh/h 223 1989 124 1520 270 144 688 177 82 874 588 Arrive On Green 0.13 0.56 0.00 0.07 0.50 0.50 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1781 3554 1585 1781 3015 536 734 2799 719 694 3554 1585 Grp Volume(v), veh/h 223 605 0 98 262 265 137 392 385 50 526 192 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1774 734 1777 1741 694 1 777 1585 Q Serve(g_s), s 15.0 10.8 0.0 6.5 10.3 10.4 13.8 25.6 25.7 3.8 15.7 10.4 Cycle Q Clear(g_c), s 15.0 10.8 0.0 6.5 10.3 10.4 29.5 25.6 25.7 29.5 15.7 10.4 Prop In Lane 1.00 1.00 1.00 0.30 1.00 0.41 1.00 1.00
Lane Grp Cap(c), veh/h 223 1989 124 896 894 144 437 428 82 874 588 V/C Ratio(X) 1.00 0.30 0.79 0.29 0.30 0.95 0.90 0.90 0.61 0.60 0.33 Avail Cap(c_a), veh/h 223 1989 312 896 894 144 437 428 82 874 588 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 0.00 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1 .00 Uniform Delay (d), s/veh 52.5 14.0 0.0 55.0 17.3 17.3 55.8 43.8 43.8 59.2 40.1 27.0 Incr Delay (d2), s/veh 60.7 0.4 0.0 10.8 0.8 0.8 61.5 23.2 23.9 12.5 1.2 0. 3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 15.6 7.6 0.0 5.8 7.6 7.7 10.7 19.8 19.6 3.2 11.3 7 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 113.2 14.4 0.0 65.8 18.1 18.2 117.3 67.0 67.7 71.6 41 .2 27.3 LnGrp LOS F B E B B F E E E D C
Approach Vol, veh/h 828 625 914 768
Approach Delay, s/veh 41.0 25.6 74.9 39.7
Approach LOS D C E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.3 72.7 35.0 19.0 66.0 35.0
Change Period (Y+Rc), s 4.0 5.5 5.5 4.0 5.5 5.5
Max Green Setting (Gmax), s 21.0 54.5 29.5 15.0 60.5 29.5 Max Q Clear Time (g_c+I1), s 8.5 12.8 31.5 17.0 12.4 31.5 Green Ext Time (p_c), s 0.2 4.3 0.0 0.0 3.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 47.5
HCM 6th LOS D
Notes
User approved changes to right turn type.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary Existing Conditions 4: Woodruff Ave & Washburn Rd Weekday AM Peak Hour
Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 34 27 40 47 5 24 84 832 94 49 619 38 Future Volume (veh/h) 34 27 40 47 5 24 84 832 94 49 619 38 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 37 29 43 51 5 26 91 904 102 53 673 41 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 0.9 2 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 160 90 133 193 15 210 593 2436 275 451 2575 157 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.76 0.76 0.76 0.76 0.76 0.76 Sat Flow, veh/h 1378 680 1009 879 117 1585 736 3219 363 560 3403 207 Grp Volume(v), veh/h 37 0 72 56 0 26 91 499 507 53 351 363 Grp Sat Flow(s),veh/h/ln 1378 0 1689 996 0 1585 736 1777 1805 560 1777 1833 Q Serve(g_s), s 2.3 0.0 3.5 3.2 0.0 1.3 3.8 8.6 8.6 3.2 5.4 5.4 Cycle Q Clear(g_c), s 9.0 0.0 3.5 6.7 0.0 1.3 9.3 8.6 8.6 11.7 5.4 5.4 Prop In Lane 1.00 0.60 0.91 1.00 1.00 0.20 1.00 0.11
Lane Grp Cap(c), veh/h 160 0 223 208 0 210 593 1345 1366 451 1345 1387 V/C Ratio(X) 0.23 0.00 0.32 0.27 0.00 0.12 0.15 0.37 0.37 0.12 0.26 0.26 Avail Cap(c_a), veh/h 414 0 535 460 0 502 593 1345 1366 451 1345 1387 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 0.75 0.75 0.75 0.69 0.69 0 .69 Uniform Delay (d), s/veh 41.0 0.0 35.4 38.1 0.0 34.5 4.7 3.7 3.7 5.7 3.3 3. 3 Incr Delay (d2), s/veh 0.7 0.0 0.8 0.7 0.0 0.3 0.4 0.6 0.6 0.4 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 1.5 0.0 2.6 2.1 0.0 0.9 0.9 3.8 3.8 0.6 2.4 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.8 0.0 36.2 38.8 0.0 34.7 5.1 4.3 4.3 6.1 3.6 3.6 LnGrp LOS D ADDACAAAAAA
Approach Vol, veh/h 109 82 1097 767
Approach Delay, s/veh 38.1 37.5 4.4 3.8
Approach LOS DDAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 73.6 16.4 73.6 16.4
Change Period (Y+Rc), s 5.5 4.5 5.5 4.5
Max Green Setting (Gmax), s 51.5 28.5 51.5 28.5
Max Q Clear Time (g_c+I1), s 13.7 11.0 11.3 8.7
Green Ext Time (p_c), s 5.3 0.4 8.4 0.3
Intersection Summary
HCM 6th Ctrl Delay 7.3
HCM 6th LOS A
HCM 6th Signalized Intersection Summary Existing Conditions 4: Woodruff Ave & Washburn Rd Weekday PM Peak Hour
Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 47 8 61 63 12 43 40 479 50 21 468 52 Future Volume (veh/h) 47 8 61 63 12 43 40 479 50 21 468 52 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 51 9 66 68 13 47 43 521 54 23 509 57 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 0.9 2 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 166 30 218 205 33 244 659 2390 247 653 2369 264 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.74 0.74 0.74 0.74 0.74 0.74 Sat Flow, veh/h 1343 194 1421 856 215 1585 845 3251 336 838 3223 360 Grp Volume(v), veh/h 51 0 75 81 0 47 43 284 291 23 280 286 Grp Sat Flow(s),veh/h/ln 1343 0 1615 1071 0 1585 845 1777 1810 838 1777 180 6 Q Serve(g_s), s 3.3 0.0 3.7 4.4 0.0 2.3 1.5 4.5 4.6 0.8 4.5 4.5 Cycle Q Clear(g_c), s 11.4 0.0 3.7 8.1 0.0 2.3 6.0 4.5 4.6 5.4 4.5 4.5 Prop In Lane 1.00 0.88 0.84 1.00 1.00 0.19 1.00 0.20
Lane Grp Cap(c), veh/h 166 0 248 238 0 244 659 1306 1331 653 1306 1327 V/C Ratio(X) 0.31 0.00 0.30 0.34 0.00 0.19 0.07 0.22 0.22 0.04 0.21 0.22 Avail Cap(c_a), veh/h 385 0 511 465 0 502 659 1306 1331 653 1306 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 0.00 1.00 1.00 0.00 1.00 0.83 0.83 0.83 0.95 0.95 0 .95 Uniform Delay (d), s/veh 41.0 0.0 33.8 36.8 0.0 33.2 4.7 3.8 3.8 4.6 3.7 3. 7 Incr Delay (d2), s/veh 1.0 0.0 0.7 0.8 0.0 0.4 0.2 0.3 0.3 0.1 0.4 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(95%),veh/ln 2.0 0.0 2.7 3.1 0.0 1.6 0.4 2.2 2.3 0.2 2.2 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.0 0.0 34.5 37.7 0.0 33.6 4.9 4.1 4.1 4.7 4.1 4.1 LnGrp LOS D A C D A C AAAAAA
Approach Vol, veh/h 126 128 618 589
Approach Delay, s/veh 37.5 36.2 4.1 4.1
Approach LOS DDAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 71.7 18.3 71.7 18.3
Change Period (Y+Rc), s 5.5 4.5 5.5 4.5
Max Green Setting (Gmax), s 51.5 28.5 51.5 28.5
Max Q Clear Time (g_c+I1), s 7.4 13.4 8.0 10.1
Green Ext Time (p_c), s 3.7 0.4 3.9 0.5
Intersection Summary
HCM 6th Ctrl Delay 9.8
HCM 6th LOS A
HCM 6th Signalized Intersection Summary Existing With Project Co nditions 4: Woodruff Ave & Washburn Rd Weekday AM Peak Hour
Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 41 27 40 47 5 24 84 825 94 49 621 40 Future Volume (veh/h) 41 27 40 47 5 24 84 825 94 49 621 40 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 45 29 43 51 5 26 91 897 102 53 675 43 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 0.9 2 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 160 90 134 193 15 210 591 2433 277 453 2566 163 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.76 0.76 0.76 0.76 0.76 0.76 Sat Flow, veh/h 1378 680 1009 879 117 1585 734 3216 366 564 3392 216 Grp Volume(v), veh/h 45 0 72 56 0 26 91 496 503 53 353 365 Grp Sat Flow(s),veh/h/ln 1378 0 1689 996 0 1585 734 1777 1805 564 1777 1831 Q Serve(g_s), s 2.9 0.0 3.5 3.2 0.0 1.3 3.9 8.5 8.5 3.2 5.4 5.4 Cycle Q Clear(g_c), s 9.6 0.0 3.5 6.7 0.0 1.3 9.3 8.5 8.5 11.6 5.4 5.4 Prop In Lane 1.00 0.60 0.91 1.00 1.00 0.20 1.00 0.12
Lane Grp Cap(c), veh/h 160 0 224 208 0 210 591 1344 1365 453 1344 1385 V/C Ratio(X) 0.28 0.00 0.32 0.27 0.00 0.12 0.15 0.37 0.37 0.12 0.26 0.26 Avail Cap(c_a), veh/h 414 0 535 460 0 502 591 1344 1365 453 1344 1385 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 0.75 0.75 0.75 0.69 0.69 0 .69 Uniform Delay (d), s/veh 41.3 0.0 35.4 38.0 0.0 34.4 4.7 3.7 3.7 5.7 3.3 3. 3 Incr Delay (d2), s/veh 0.9 0.0 0.8 0.7 0.0 0.3 0.4 0.6 0.6 0.4 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 1.8 0.0 2.6 2.1 0.0 0.9 0.9 3.8 3.9 0.6 2.4 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.2 0.0 36.2 38.7 0.0 34.7 5.2 4.3 4.3 6.0 3.7 3.7 LnGrp LOS D ADDACAAAAAA
Approach Vol, veh/h 117 82 1090 771
Approach Delay, s/veh 38.5 37.5 4.4 3.8
Approach LOS DDAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 73.6 16.4 73.6 16.4
Change Period (Y+Rc), s 5.5 4.5 5.5 4.5
Max Green Setting (Gmax), s 51.5 28.5 51.5 28.5
Max Q Clear Time (g_c+I1), s 13.6 11.6 11.3 8.7
Green Ext Time (p_c), s 5.3 0.4 8.3 0.3
Intersection Summary
HCM 6th Ctrl Delay 7.4
HCM 6th LOS A
HCM 6th Signalized Intersection Summary Existing With Project Co nditions 4: Woodruff Ave & Washburn Rd Weekday PM Peak Hour
Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 55 8 112 114 12 43 40 600 50 21 597 61 Future Volume (veh/h) 55 8 112 114 12 43 40 600 50 21 597 61 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 60 9 122 124 13 47 43 652 54 23 649 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 0.9 2 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 175 26 347 270 25 369 499 2180 180 504 2137 217 Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.23 0.66 0.66 0.66 0.66 0.66 0.66 Sat Flow, veh/h 1343 110 1492 832 106 1585 736 3323 275 742 3257 331 Grp Volume(v), veh/h 60 0 131 137 0 47 43 348 358 23 354 361 Grp Sat Flow(s),veh/h/ln 1343 0 1602 938 0 1585 736 1777 1821 742 1777 1811 Q Serve(g_s), s 3.9 0.0 6.1 8.5 0.0 2.1 2.4 7.5 7.6 1.2 7.7 7.7 Cycle Q Clear(g_c), s 18.5 0.0 6.1 14.6 0.0 2.1 10.1 7.5 7.6 8.8 7.7 7.7 Prop In Lane 1.00 0.93 0.91 1.00 1.00 0.15 1.00 0.18
Lane Grp Cap(c), veh/h 175 0 373 295 0 369 499 1166 1195 504 1166 1188 V/C Ratio(X) 0.34 0.00 0.35 0.46 0.00 0.13 0.09 0.30 0.30 0.05 0.30 0.30 Avail Cap(c_a), veh/h 288 0 507 404 0 502 499 1166 1195 504 1166 1188 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 0.82 0.82 0.82 0.87 0.87 0 .87 Uniform Delay (d), s/veh 40.7 0.0 28.8 34.6 0.0 27.3 8.8 6.6 6.6 8.5 6.6 6. 7 Incr Delay (d2), s/veh 1.2 0.0 0.6 1.1 0.0 0.2 0.3 0.5 0.5 0.1 0.6 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(95%),veh/ln 2.4 0.0 4.3 5.1 0.0 1.4 0.7 4.4 4.5 0.4 4.5 4.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.8 0.0 29.4 35.8 0.0 27.4 9.1 7.2 7.2 8.7 7.2 7.2 LnGrp LOS D A C D A C AAAAAA
Approach Vol, veh/h 191 184 749 738
Approach Delay, s/veh 33.3 33.6 7.3 7.3
Approach LOS C C A A
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 64.5 25.5 64.5 25.5
Change Period (Y+Rc), s 5.5 4.5 5.5 4.5
Max Green Setting (Gmax), s 51.5 28.5 51.5 28.5
Max Q Clear Time (g_c+I1), s 10.8 20.5 12.1 16.6
Green Ext Time (p_c), s 4.8 0.5 4.9 0.7
Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Future Pre-Project Condi tions 4: Woodruff Ave & Washburn Rd Weekday AM Peak Hour
Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 35 28 41 48 5 24 86 878 96 50 660 39 Future Volume (veh/h) 35 28 41 48 5 24 86 878 96 50 660 39 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 38 30 45 52 5 26 93 954 104 54 717 42 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 0.9 2 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 156 89 134 191 15 210 569 2445 266 429 2581 151 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.76 0.76 0.76 0.76 0.76 0.76 Sat Flow, veh/h 1378 675 1013 862 113 1585 706 3232 352 533 3412 200 Grp Volume(v), veh/h 38 0 75 57 0 26 93 524 534 54 373 386 Grp Sat Flow(s),veh/h/ln 1378 0 1688 975 0 1585 706 1777 1807 533 1777 1834 Q Serve(g_s), s 2.4 0.0 3.6 3.3 0.0 1.3 4.2 9.2 9.2 3.5 5.8 5.8 Cycle Q Clear(g_c), s 9.3 0.0 3.6 6.9 0.0 1.3 10.0 9.2 9.2 12.7 5.8 5.8 Prop In Lane 1.00 0.60 0.91 1.00 1.00 0.19 1.00 0.11
Lane Grp Cap(c), veh/h 156 0 223 206 0 210 569 1344 1367 429 1344 1388 V/C Ratio(X) 0.24 0.00 0.34 0.28 0.00 0.12 0.16 0.39 0.39 0.13 0.28 0.28 Avail Cap(c_a), veh/h 410 0 535 456 0 502 569 1344 1367 429 1344 1388 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 0.71 0.71 0.71 0.64 0.64 0 .64 Uniform Delay (d), s/veh 41.3 0.0 35.5 38.2 0.0 34.4 4.9 3.8 3.8 6.0 3.4 3. 4 Incr Delay (d2), s/veh 0.8 0.0 0.9 0.7 0.0 0.3 0.4 0.6 0.6 0.4 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 1.5 0.0 2.8 2.2 0.0 0.9 1.0 4.1 4.2 0.7 2.6 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.1 0.0 36.3 39.0 0.0 34.7 5.4 4.4 4.4 6.4 3.7 3.7 LnGrp LOS D ADDACAAAAAA
Approach Vol, veh/h 113 83 1151 813
Approach Delay, s/veh 38.3 37.6 4.5 3.9
Approach LOS DDAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 73.6 16.4 73.6 16.4
Change Period (Y+Rc), s 5.5 4.5 5.5 4.5
Max Green Setting (Gmax), s 51.5 28.5 51.5 28.5
Max Q Clear Time (g_c+I1), s 14.7 11.3 12.0 8.9
Green Ext Time (p_c), s 5.7 0.4 9.1 0.3
Intersection Summary
HCM 6th Ctrl Delay 7.3
HCM 6th LOS A
HCM 6th Signalized Intersection Summary Future Pre-Project Condi tions 4: Woodruff Ave & Washburn Rd Weekday PM Peak Hour
Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 48 8 114 116 12 44 41 618 51 21 633 53 Future Volume (veh/h) 48 8 114 116 12 44 41 618 51 21 633 53 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 52 9 124 126 13 48 45 672 55 23 688 58 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 0.9 2 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 167 25 345 266 24 366 486 2189 179 496 2183 184 Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.23 0.66 0.66 0.66 0.66 0.66 0.66 Sat Flow, veh/h 1341 108 1493 821 103 1585 715 3326 272 728 3317 279 Grp Volume(v), veh/h 52 0 133 139 0 48 45 359 368 23 368 378 Grp Sat Flow(s),veh/h/ln 1341 0 1602 925 0 1585 715 1777 1821 728 1777 1820 Q Serve(g_s), s 3.4 0.0 6.3 8.7 0.0 2.2 2.6 7.8 7.8 1.3 8.0 8.1 Cycle Q Clear(g_c), s 18.3 0.0 6.3 15.0 0.0 2.2 10.7 7.8 7.8 9.1 8.0 8.1 Prop In Lane 1.00 0.93 0.91 1.00 1.00 0.15 1.00 0.15
Lane Grp Cap(c), veh/h 167 0 370 290 0 366 486 1169 1199 496 1169 1198 V/C Ratio(X) 0.31 0.00 0.36 0.48 0.00 0.13 0.09 0.31 0.31 0.05 0.31 0.32 Avail Cap(c_a), veh/h 282 0 507 401 0 502 486 1169 1199 496 1169 1198 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 0.81 0.81 0.81 0.85 0.85 0 .85 Uniform Delay (d), s/veh 40.9 0.0 29.0 35.0 0.0 27.5 8.9 6.6 6.6 8.5 6.6 6. 6 Incr Delay (d2), s/veh 1.0 0.0 0.6 1.2 0.0 0.2 0.3 0.6 0.5 0.2 0.6 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(95%),veh/ln 2.1 0.0 4.4 5.2 0.0 1.5 0.7 4.5 4.6 0.4 4.7 4.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.0 0.0 29.6 36.2 0.0 27.6 9.3 7.1 7.1 8.7 7.2 7.2 LnGrp LOS D A C D A C AAAAAA
Approach Vol, veh/h 185 187 772 769
Approach Delay, s/veh 33.1 34.0 7.3 7.3
Approach LOS C C A A
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 64.7 25.3 64.7 25.3
Change Period (Y+Rc), s 5.5 4.5 5.5 4.5
Max Green Setting (Gmax), s 51.5 28.5 51.5 28.5
Max Q Clear Time (g_c+I1), s 11.1 20.3 12.7 17.0
Green Ext Time (p_c), s 5.1 0.5 5.1 0.7
Intersection Summary
HCM 6th Ctrl Delay 12.4
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Future With Project Cond itions 4: Woodruff Ave & Washburn Rd Weekday AM Peak Hour
Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 42 28 41 48 5 24 86 871 96 50 662 41 Future Volume (veh/h) 42 28 41 48 5 24 86 871 96 50 662 41 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 46 30 45 52 5 26 93 947 104 54 720 45 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 0.9 2 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 161 91 137 194 15 215 563 2433 267 430 2560 160 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.75 0.75 0.75 0.75 0.75 0.75 Sat Flow, veh/h 1378 675 1013 872 113 1585 702 3229 355 537 3397 212 Grp Volume(v), veh/h 46 0 75 57 0 26 93 521 530 54 376 389 Grp Sat Flow(s),veh/h/ln 1378 0 1688 985 0 1585 702 1777 1807 537 1777 1832 Q Serve(g_s), s 2.9 0.0 3.6 3.3 0.0 1.3 4.3 9.2 9.2 3.5 6.0 6.0 Cycle Q Clear(g_c), s 9.8 0.0 3.6 6.9 0.0 1.3 10.3 9.2 9.2 12.7 6.0 6.0 Prop In Lane 1.00 0.60 0.91 1.00 1.00 0.20 1.00 0.12
Lane Grp Cap(c), veh/h 161 0 229 210 0 215 563 1339 1361 430 1339 1381 V/C Ratio(X) 0.29 0.00 0.33 0.27 0.00 0.12 0.17 0.39 0.39 0.13 0.28 0.28 Avail Cap(c_a), veh/h 411 0 535 456 0 502 563 1339 1361 430 1339 1381 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 0.71 0.71 0.71 0.64 0.64 0 .64 Uniform Delay (d), s/veh 41.3 0.0 35.2 38.0 0.0 34.2 5.1 3.9 3.9 6.1 3.5 3. 5 Incr Delay (d2), s/veh 1.0 0.0 0.8 0.7 0.0 0.2 0.4 0.6 0.6 0.4 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 1.8 0.0 2.7 2.2 0.0 0.9 1.0 4.2 4.2 0.7 2.6 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.2 0.0 36.0 38.7 0.0 34.5 5.5 4.5 4.5 6.5 3.8 3.8 LnGrp LOS D ADDACAAAAAA
Approach Vol, veh/h 121 83 1144 819
Approach Delay, s/veh 38.4 37.3 4.6 4.0
Approach LOS DDAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 73.3 16.7 73.3 16.7
Change Period (Y+Rc), s 5.5 4.5 5.5 4.5
Max Green Setting (Gmax), s 51.5 28.5 51.5 28.5
Max Q Clear Time (g_c+I1), s 14.7 11.8 12.3 8.9
Green Ext Time (p_c), s 5.8 0.4 9.0 0.3
Intersection Summary
HCM 6th Ctrl Delay 7.5
HCM 6th LOS A
HCM 6th Signalized Intersection Summary Future With Project Cond itions 4: Woodruff Ave & Washburn Rd Weekday PM Peak Hour
Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 56 8 114 116 12 44 41 637 51 21 634 62 Future Volume (veh/h) 56 8 114 116 12 44 41 637 51 21 634 62 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 61 9 124 126 13 48 45 692 55 23 689 67 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 0.9 2 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 176 26 352 273 25 374 476 2177 173 481 2136 208 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.65 0.65 0.65 0.65 0.65 0.65 Sat Flow, veh/h 1341 108 1493 832 104 1585 708 3335 265 714 3272 318 Grp Volume(v), veh/h 61 0 133 139 0 48 45 368 379 23 374 382 Grp Sat Flow(s),veh/h/ln 1341 0 1602 936 0 1585 708 1777 1823 714 1777 1813 Q Serve(g_s), s 4.0 0.0 6.2 8.7 0.0 2.1 2.7 8.2 8.2 1.3 8.3 8.3 Cycle Q Clear(g_c), s 18.8 0.0 6.2 14.9 0.0 2.1 11.1 8.2 8.2 9.5 8.3 8.3 Prop In Lane 1.00 0.93 0.91 1.00 1.00 0.15 1.00 0.18
Lane Grp Cap(c), veh/h 176 0 378 297 0 374 476 1160 1190 481 1160 1184 V/C Ratio(X) 0.35 0.00 0.35 0.47 0.00 0.13 0.09 0.32 0.32 0.05 0.32 0.32 Avail Cap(c_a), veh/h 284 0 507 402 0 502 476 1160 1190 481 1160 1184 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 0.80 0.80 0.80 0.84 0.84 0 .84 Uniform Delay (d), s/veh 40.6 0.0 28.6 34.5 0.0 27.1 9.3 6.8 6.8 8.9 6.9 6. 9 Incr Delay (d2), s/veh 1.2 0.0 0.6 1.1 0.0 0.2 0.3 0.6 0.6 0.2 0.6 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(95%),veh/ln 2.4 0.0 4.3 5.2 0.0 1.5 0.7 4.8 4.9 0.4 4.9 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.8 0.0 29.2 35.7 0.0 27.2 9.6 7.4 7.4 9.1 7.5 7.5 LnGrp LOS D A C D A C AAAAAA
Approach Vol, veh/h 194 187 792 779
Approach Delay, s/veh 33.2 33.5 7.5 7.5
Approach LOS C C A A
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 64.2 25.8 64.2 25.8
Change Period (Y+Rc), s 5.5 4.5 5.5 4.5
Max Green Setting (Gmax), s 51.5 28.5 51.5 28.5
Max Q Clear Time (g_c+I1), s 11.5 20.8 13.1 16.9
Green Ext Time (p_c), s 5.2 0.5 5.3 0.7
Intersection Summary
HCM 6th Ctrl Delay 12.6
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Existing Conditions 5: Woodruff Ave & Imperial Hwy Weekday AM Peak Hour
Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 192 626 106 200 925 274 222 548 260 137 398 168 Future Volume (veh/h) 192 626 106 200 925 274 222 548 260 137 398 168 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 209 680 115 217 1005 298 241 596 283 149 433 183 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 0.9 2 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 238 1422 238 245 1278 378 271 999 446 178 814 363 Arrive On Green 0.13 0.32 0.32 0.14 0.33 0.33 0.15 0.28 0.28 0.10 0.23 0.23 Sat Flow, veh/h 1781 4405 737 1781 3908 1158 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 209 524 271 217 875 428 241 596 283 149 433 183 Grp Sat Flow(s),veh/h/ln 1781 1702 1738 1781 1702 1662 1781 1777 1585 178 1 1777 1585 Q Serve(g_s), s 13.8 14.8 15.0 14.4 28.0 28.0 15.9 17.4 18.7 9.9 12.8 12.1 Cycle Q Clear(g_c), s 13.8 14.8 15.0 14.4 28.0 28.0 15.9 17.4 18.7 9.9 12. 8 12.1 Prop In Lane 1.00 0.42 1.00 0.70 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 238 1099 561 245 1113 543 271 999 446 178 814 363 V/C Ratio(X) 0.88 0.48 0.48 0.89 0.79 0.79 0.89 0.60 0.64 0.84 0.53 0.50 Avail Cap(c_a), veh/h 297 1099 561 282 1113 543 356 999 446 327 814 363 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1. 00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0 .98 Uniform Delay (d), s/veh 51.0 32.5 32.6 50.8 36.6 36.6 49.9 37.3 37.7 53. 0 40.6 40.3 Incr Delay (d2), s/veh 21.2 1.5 3.0 24.7 5.6 11.0 19.0 2.6 6.8 9.6 2.4 4.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 11.9 10.2 10.9 12.6 17.8 18.5 13.1 12.3 12.6 8.4 9.7 8.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.2 34.0 35.6 75.5 42.2 47.6 68.9 39.9 44.5 62.6 43. 0 45.1 LnGrp LOS E C D E D D E D D E D D
Approach Vol, veh/h 1004 1520 1120 765
Approach Delay, s/veh 42.4 48.5 47.3 47.3
Approach LOS DDDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 20.0 44.7 16.0 39.2 20.5 44.2 22.3 33.0 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s20.0 29.5 22.0 29.5 19.0 30.5 24.0 27.5 Max Q Clear Time (g_c+I1), s15.8 30.0 11.9 20.7 16.4 17.0 17.9 14.8 Green Ext Time (p_c), s 0.2 0.0 0.2 3.2 0.2 4.1 0.3 2.7 Intersection Summary
HCM 6th Ctrl Delay 46.6
HCM 6th LOS D
HCM 6th Signalized Intersection Summary Existing Conditions 5: Woodruff Ave & Imperial Hwy Weekday PM Peak Hour
Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 101 1306 131 214 670 117 126 429 340 248 467 198 Future Volume (veh/h) 101 1306 131 214 670 117 126 429 340 248 467 198 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 110 1420 142 233 728 127 137 466 370 270 508 215 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 0.9 2 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 137 1335 133 260 1543 267 166 874 390 297 1135 506 Arrive On Green 0.08 0.28 0.28 0.15 0.35 0.35 0.09 0.25 0.25 0.17 0.32 0.32 Sat Flow, veh/h 1781 4718 472 1781 4381 757 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 110 1025 537 233 564 291 137 466 370 270 508 215 Grp Sat Flow(s),veh/h/ln 1781 1702 1785 1781 1702 1734 1781 1777 1585 178 1 1777 1585 Q Serve(g_s), s 7.3 33.9 33.9 15.4 15.4 15.7 9.1 13.7 27.6 17.9 13.6 12.8 Cycle Q Clear(g_c), s 7.3 33.9 33.9 15.4 15.4 15.7 9.1 13.7 27.6 17.9 13.6 12.8 Prop In Lane 1.00 0.26 1.00 0.44 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 137 963 505 260 1199 611 166 874 390 297 1135 506 V/C Ratio(X) 0.80 1.06 1.06 0.90 0.47 0.48 0.82 0.53 0.95 0.91 0.45 0.42 Avail Cap(c_a), veh/h 297 963 505 282 1199 611 356 874 390 327 1135 506 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1. 00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0 .99 Uniform Delay (d), s/veh 54.5 43.0 43.0 50.3 30.2 30.3 53.4 39.3 44.5 49. 1 32.4 32.2 Incr Delay (d2), s/veh 10.4 47.6 58.2 27.3 1.3 2.7 9.7 2.3 34.5 26.3 1.3 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(95%),veh/ln 6.5 28.6 31.7 13.5 10.5 11.1 7.9 10.2 20.5 15.1 9 .9 8.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.9 90.6 101.2 77.7 31.5 32.9 63.2 41.6 79.0 75.4 33 .7 34.7 LnGrp LOS E F F E C C E D E E C C
Approach Vol, veh/h 1672 1088 973 993
Approach Delay, s/veh 92.3 41.8 58.9 45.3
Approach LOS F D E D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 13.2 47.8 24.0 35.0 21.5 39.4 15.2 43.8 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s20.0 29.5 22.0 29.5 19.0 30.5 24.0 27.5 Max Q Clear Time (g_c+I1), s 9.3 17.7 19.9 29.6 17.4 35.9 11.1 15.6 Green Ext Time (p_c), s 0.2 4.1 0.2 0.0 0.1 0.0 0.3 3.1 Intersection Summary
HCM 6th Ctrl Delay 63.9
HCM 6th LOS E
HCM 6th Signalized Intersection Summary Existing With Project Co nditions 5: Woodruff Ave & Imperial Hwy Weekday AM Peak Hour
Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 198 626 106 200 925 280 222 530 260 138 396 169 Future Volume (veh/h) 198 626 106 200 925 280 222 530 260 138 396 169 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 215 680 115 217 1005 304 241 576 283 150 430 184 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 0.9 2 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 244 1422 238 245 1258 380 271 997 445 179 814 363 Arrive On Green 0.14 0.32 0.32 0.14 0.32 0.32 0.15 0.28 0.28 0.10 0.23 0.23 Sat Flow, veh/h 1781 4405 737 1781 3888 1175 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 215 524 271 217 880 429 241 576 283 150 430 184 Grp Sat Flow(s),veh/h/ln 1781 1702 1738 1781 1702 1659 1781 1777 1585 178 1 1777 1585 Q Serve(g_s), s 14.2 14.8 15.0 14.4 28.3 28.3 15.9 16.7 18.8 9.9 12.7 12.1 Cycle Q Clear(g_c), s 14.2 14.8 15.0 14.4 28.3 28.3 15.9 16.7 18.8 9.9 12. 7 12.1 Prop In Lane 1.00 0.42 1.00 0.71 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 244 1099 561 245 1102 537 271 997 445 179 814 363 V/C Ratio(X) 0.88 0.48 0.48 0.89 0.80 0.80 0.89 0.58 0.64 0.84 0.53 0.51 Avail Cap(c_a), veh/h 297 1099 561 282 1102 537 356 997 445 327 814 363 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1. 00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0 .98 Uniform Delay (d), s/veh 50.9 32.5 32.6 50.8 37.0 37.0 49.9 37.1 37.8 53. 0 40.6 40.3 Incr Delay (d2), s/veh 22.2 1.5 3.0 24.7 6.1 11.8 19.0 2.4 6.8 9.6 2.4 4.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 12.3 10.2 10.9 12.6 18.1 18.8 13.1 11.9 12.6 8.4 9.6 8.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.1 34.0 35.6 75.5 43.1 48.9 68.9 39.5 44.6 62.6 43. 0 45.2 LnGrp LOS E C D E D D E D D E D D
Approach Vol, veh/h 1010 1526 1100 764
Approach Delay, s/veh 42.7 49.3 47.3 47.3
Approach LOS DDDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 20.4 44.3 16.1 39.2 20.5 44.2 22.3 33.0 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s20.0 29.5 22.0 29.5 19.0 30.5 24.0 27.5 Max Q Clear Time (g_c+I1), s16.2 30.3 11.9 20.8 16.4 17.0 17.9 14.7 Green Ext Time (p_c), s 0.2 0.0 0.2 3.1 0.2 4.1 0.3 2.7 Intersection Summary
HCM 6th Ctrl Delay 46.9
HCM 6th LOS D
HCM 6th Signalized Intersection Summary Existing With Project Co nditions 5: Woodruff Ave & Imperial Hwy Weekday PM Peak Hour
Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 107 1306 131 214 670 123 126 434 340 255 455 205 Future Volume (veh/h) 107 1306 131 214 670 123 126 434 340 255 455 205 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 116 1420 142 233 728 134 137 472 370 277 495 223 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 0.9 2 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 143 1317 132 260 1497 273 166 874 390 304 1148 512 Arrive On Green 0.08 0.28 0.28 0.15 0.34 0.34 0.09 0.25 0.25 0.17 0.32 0.32 Sat Flow, veh/h 1781 4718 472 1781 4341 791 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 116 1025 537 233 569 293 137 472 370 277 495 223 Grp Sat Flow(s),veh/h/ln 1781 1702 1785 1781 1702 1728 1781 1777 1585 178 1 1777 1585 Q Serve(g_s), s 7.7 33.5 33.5 15.4 15.8 16.0 9.1 13.9 27.6 18.3 13.1 13.3 Cycle Q Clear(g_c), s 7.7 33.5 33.5 15.4 15.8 16.0 9.1 13.9 27.6 18.3 13.1 13.3 Prop In Lane 1.00 0.26 1.00 0.46 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 143 951 499 260 1174 596 166 874 390 304 1148 512 V/C Ratio(X) 0.81 1.08 1.08 0.90 0.49 0.49 0.82 0.54 0.95 0.91 0.43 0.44 Avail Cap(c_a), veh/h 297 951 499 282 1174 596 356 874 390 327 1148 512 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1. 00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0 .97 Uniform Delay (d), s/veh 54.3 43.2 43.2 50.3 30.9 31.0 53.4 39.4 44.5 48. 9 31.9 32.0 Incr Delay (d2), s/veh 10.3 52.5 62.9 27.3 1.4 2.9 9.7 2.4 34.5 26.9 1.1 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(95%),veh/ln 6.8 29.3 32.4 13.5 10.8 11.3 7.9 10.3 20.5 15.4 9 .6 9.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.6 95.7 106.2 77.7 32.4 33.9 63.2 41.7 79.0 75.8 33 .1 34.6 LnGrp LOS E F F E C C E D E E C C
Approach Vol, veh/h 1678 1095 979 995
Approach Delay, s/veh 96.9 42.4 58.8 45.3
Approach LOS F D E D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 13.7 46.9 24.5 35.0 21.5 39.0 15.2 44.3 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s20.0 29.5 22.0 29.5 19.0 30.5 24.0 27.5 Max Q Clear Time (g_c+I1), s 9.7 18.0 20.3 29.6 17.4 35.5 11.1 15.3 Green Ext Time (p_c), s 0.2 4.1 0.1 0.0 0.1 0.0 0.3 3.1 Intersection Summary
HCM 6th Ctrl Delay 65.7
HCM 6th LOS E
HCM 6th Signalized Intersection Summary Future Pre-Project Condi tions 5: Woodruff Ave & Imperial Hwy Weekday AM Peak Hour
Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 200 639 109 205 944 284 228 581 267 145 425 176 Future Volume (veh/h) 200 639 109 205 944 284 228 581 267 145 425 176 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 217 695 118 223 1026 309 248 632 290 158 462 191 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 0.9 2 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 246 1390 234 251 1241 373 278 994 443 188 814 363 Arrive On Green 0.14 0.32 0.32 0.14 0.32 0.32 0.16 0.28 0.28 0.11 0.23 0.23 Sat Flow, veh/h 1781 4402 739 1781 3892 1171 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 217 536 277 223 897 438 248 632 290 158 462 191 Grp Sat Flow(s),veh/h/ln 1781 1702 1737 1781 1702 1660 1781 1777 1585 178 1 1777 1585 Q Serve(g_s), s 14.4 15.3 15.6 14.8 29.3 29.3 16.4 18.7 19.4 10.4 13.8 12.7 Cycle Q Clear(g_c), s 14.4 15.3 15.6 14.8 29.3 29.3 16.4 18.7 19.4 10.4 13 .8 12.7 Prop In Lane 1.00 0.43 1.00 0.71 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 246 1075 549 251 1085 529 278 994 443 188 814 363 V/C Ratio(X) 0.88 0.50 0.51 0.89 0.83 0.83 0.89 0.64 0.65 0.84 0.57 0.53 Avail Cap(c_a), veh/h 297 1075 549 282 1085 529 356 994 443 327 814 363 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1. 00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0 .97 Uniform Delay (d), s/veh 50.8 33.3 33.4 50.6 37.8 37.8 49.7 37.9 38.1 52. 7 41.0 40.5 Incr Delay (d2), s/veh 22.5 1.7 3.3 25.7 7.3 13.9 20.0 3.1 7.3 9.5 2.8 5.2 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(95%),veh/ln 12.4 10.6 11.2 12.9 18.8 19.6 13.5 13.1 12.9 8.7 10.3 9.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.3 35.0 36.7 76.3 45.1 51.7 69.6 41.0 45.4 62.2 43. 7 45.7 LnGrp LOS E C D E D D E D D E D D
Approach Vol, veh/h 1030 1558 1170 811
Approach Delay, s/veh 43.5 51.4 48.1 47.8
Approach LOS DDDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 20.5 43.7 16.6 39.1 20.9 43.4 22.7 33.0 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s20.0 29.5 22.0 29.5 19.0 30.5 24.0 27.5 Max Q Clear Time (g_c+I1), s16.4 31.3 12.4 21.4 16.8 17.6 18.4 15.8 Green Ext Time (p_c), s 0.2 0.0 0.3 3.2 0.1 4.1 0.3 2.7 Intersection Summary
HCM 6th Ctrl Delay 48.2
HCM 6th LOS D
HCM 6th Signalized Intersection Summary Future Pre-Project Condi tions 5: Woodruff Ave & Imperial Hwy Weekday PM Peak Hour
Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 107 1332 137 221 683 123 131 453 349 257 494 206 Future Volume (veh/h) 107 1332 137 221 683 123 131 453 349 257 494 206 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 116 1448 149 240 742 134 142 492 379 279 537 224 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 0.9 2 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 143 1291 133 267 1497 268 172 874 390 306 1141 509 Arrive On Green 0.08 0.27 0.27 0.15 0.34 0.34 0.10 0.25 0.25 0.17 0.32 0.32 Sat Flow, veh/h 1781 4703 484 1781 4355 779 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 116 1048 549 240 578 298 142 492 379 279 537 224 Grp Sat Flow(s),veh/h/ln 1781 1702 1783 1781 1702 1730 1781 1777 1585 178 1 1777 1585 Q Serve(g_s), s 7.7 32.9 32.9 15.9 16.1 16.4 9.4 14.5 28.4 18.5 14.5 13.4 Cycle Q Clear(g_c), s 7.7 32.9 32.9 15.9 16.1 16.4 9.4 14.5 28.4 18.5 14.5 13.4 Prop In Lane 1.00 0.27 1.00 0.45 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 143 934 490 267 1170 595 172 874 390 306 1141 509 V/C Ratio(X) 0.81 1.12 1.12 0.90 0.49 0.50 0.83 0.56 0.97 0.91 0.47 0.44 Avail Cap(c_a), veh/h 297 934 490 282 1170 595 356 874 390 327 1141 509 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1. 00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0 .96 Uniform Delay (d), s/veh 54.3 43.5 43.5 50.1 31.1 31.2 53.2 39.6 44.9 48. 8 32.6 32.2 Incr Delay (d2), s/veh 10.3 68.7 78.5 28.5 1.5 3.0 9.7 2.6 39.2 27.0 1.3 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(95%),veh/ln 6.8 32.2 35.2 14.0 10.9 11.5 8.1 10.7 21.5 15.5 1 0.4 9.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.6 112.3 122.0 78.7 32.6 34.2 62.9 42.2 84.1 75.8 3 3.9 34.8 LnGrp LOS E F F E C C E D F E C C
Approach Vol, veh/h 1713 1116 1013 1040
Approach Delay, s/veh 112.1 42.9 60.8 45.4
Approach LOS F D E D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 13.7 46.7 24.6 35.0 22.0 38.4 15.6 44.0 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s20.0 29.5 22.0 29.5 19.0 30.5 24.0 27.5 Max Q Clear Time (g_c+I1), s 9.7 18.4 20.5 30.4 17.9 34.9 11.4 16.5 Green Ext Time (p_c), s 0.2 4.1 0.1 0.0 0.1 0.0 0.3 3.1 Intersection Summary
HCM 6th Ctrl Delay 71.4
HCM 6th LOS E
HCM 6th Signalized Intersection Summary Future With Project Cond itions 5: Woodruff Ave & Imperial Hwy Weekday PM Peak Hour
Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 113 1332 137 221 683 129 131 458 349 264 482 213 Future Volume (veh/h) 113 1332 137 221 683 129 131 458 349 264 482 213 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 123 1448 149 240 742 140 142 498 379 287 524 232 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 0.9 2 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 151 1272 131 267 1449 271 172 874 390 313 1156 516 Arrive On Green 0.08 0.27 0.27 0.15 0.34 0.34 0.10 0.25 0.25 0.18 0.33 0.33 Sat Flow, veh/h 1781 4703 484 1781 4321 808 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 123 1048 549 240 583 299 142 498 379 287 524 232 Grp Sat Flow(s),veh/h/ln 1781 1702 1783 1781 1702 1725 1781 1777 1585 178 1 1777 1585 Q Serve(g_s), s 8.1 32.4 32.4 15.9 16.5 16.7 9.4 14.7 28.4 19.0 14.0 13.9 Cycle Q Clear(g_c), s 8.1 32.4 32.4 15.9 16.5 16.7 9.4 14.7 28.4 19.0 14.0 13.9 Prop In Lane 1.00 0.27 1.00 0.47 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 151 920 482 267 1142 579 172 874 390 313 1156 516 V/C Ratio(X) 0.82 1.14 1.14 0.90 0.51 0.52 0.83 0.57 0.97 0.92 0.45 0.45 Avail Cap(c_a), veh/h 297 920 482 282 1142 579 356 874 390 327 1156 516 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1. 00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0 .96 Uniform Delay (d), s/veh 54.0 43.8 43.8 50.1 32.0 32.1 53.2 39.7 44.9 48. 6 32.0 32.0 Incr Delay (d2), s/veh 10.2 75.6 85.0 28.5 1.6 3.3 9.7 2.7 39.2 28.1 1.2 2. 7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 7.2 33.2 36.2 14.0 11.2 11.8 8.1 10.9 21.5 16.0 1 0.0 9.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.2 119.3 128.8 78.7 33.6 35.3 62.9 42.4 84.1 76.7 3 3.3 34.7 LnGrp LOS E F F E C D E D F E C C
Approach Vol, veh/h 1720 1122 1019 1043
Approach Delay, s/veh 118.4 43.7 60.8 45.5
Approach LOS F D E D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 14.2 45.7 25.1 35.0 22.0 37.9 15.6 44.5 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s20.0 29.5 22.0 29.5 19.0 30.5 24.0 27.5 Max Q Clear Time (g_c+I1), s10.1 18.7 21.0 30.4 17.9 34.4 11.4 16.0 Green Ext Time (p_c), s 0.2 4.0 0.1 0.0 0.1 0.0 0.3 3.2 Intersection Summary
HCM 6th Ctrl Delay 73.8
HCM 6th LOS E
HCM 6th Signalized Intersection Summary Future With Project Cond itions 5: Woodruff Ave & Imperial Hwy Weekday AM Peak Hour
Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 206 639 109 205 944 290 228 563 267 146 423 177 Future Volume (veh/h) 206 639 109 205 944 290 228 563 267 146 423 177 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 224 695 118 223 1026 315 248 612 290 159 460 192 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 0.9 2 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 252 1390 234 251 1220 374 278 992 443 189 814 363 Arrive On Green 0.14 0.32 0.32 0.14 0.31 0.31 0.16 0.28 0.28 0.11 0.23 0.23 Sat Flow, veh/h 1781 4402 739 1781 3872 1188 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 224 536 277 223 902 439 248 612 290 159 460 192 Grp Sat Flow(s),veh/h/ln 1781 1702 1737 1781 1702 1656 1781 1777 1585 178 1 1777 1585 Q Serve(g_s), s 14.8 15.3 15.6 14.8 29.6 29.7 16.4 18.0 19.4 10.5 13.8 12.7 Cycle Q Clear(g_c), s 14.8 15.3 15.6 14.8 29.6 29.7 16.4 18.0 19.4 10.5 13 .8 12.7 Prop In Lane 1.00 0.43 1.00 0.72 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 252 1075 549 251 1072 522 278 992 443 189 814 363 V/C Ratio(X) 0.89 0.50 0.51 0.89 0.84 0.84 0.89 0.62 0.66 0.84 0.56 0.53 Avail Cap(c_a), veh/h 297 1075 549 282 1072 522 356 992 443 327 814 363 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1. 00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0 .97 Uniform Delay (d), s/veh 50.6 33.3 33.4 50.6 38.3 38.3 49.7 37.7 38.2 52. 7 41.0 40.6 Incr Delay (d2), s/veh 23.7 1.7 3.3 25.7 8.0 15.1 20.0 2.9 7.4 9.5 2.7 5.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 12.8 10.6 11.2 12.9 19.1 19.9 13.5 12.7 13.0 8.8 10.2 9.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.2 35.0 36.7 76.3 46.3 53.5 69.6 40.5 45.5 62.1 43. 7 45.8 LnGrp LOS E C D E D D E D D E D D
Approach Vol, veh/h 1037 1564 1150 811
Approach Delay, s/veh 43.9 52.6 48.1 47.8
Approach LOS DDDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s 21.0 43.3 16.7 39.0 20.9 43.4 22.7 33.0 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s20.0 29.5 22.0 29.5 19.0 30.5 24.0 27.5 Max Q Clear Time (g_c+I1), s16.8 31.7 12.5 21.4 16.8 17.6 18.4 15.8 Green Ext Time (p_c), s 0.2 0.0 0.3 3.1 0.1 4.1 0.3 2.7 Intersection Summary
HCM 6th Ctrl Delay 48.6
HCM 6th LOS D
HCM Signalized Intersection Capacity Analysis Existing Condition s 6: Stewart & Gray Rd/Newvill Ave & Firestone Blvd Weekday AM Peak Hour Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 1079 27 400 1670 23 0 0 629 115 31 37 Future Volume (vph) 0 1079 27 400 1670 23 0 0 629 115 31 37 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1 900 Total Lost time (s) 6.0 6.0 5.5 6.0 5.5 4.0 4.0
Lane Util. Factor 0.91 1.00 0.97 0.91 0.88 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85 1.00 0.92
Flt Protected 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 5085 1583 3433 5075 2787 1770 1712
Flt Permitted 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 5085 1583 3433 5075 2787 1770 1712
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0. 92 0.92 Adj. Flow (vph) 0 1173 29 435 1815 25 0 0 684 125 34 40 RTOR Reduction (vph) 0 0 15 0100000 3 50
Lane Group Flow (vph) 0 1173 14 435 1839 0 0 0 684 125 39 0 Turn Type NA Perm Prot NA Over Perm NA
Protected Phases 2 1 6 1 4
Permitted Phases 2 2 4
Actuated Green, G (s) 59.0 59.0 31.7 96.2 31.7 13.8 13.8 Effective Green, g (s) 59.0 59.0 31.7 96.2 31.7 13.8 13.8 Actuated g/C Ratio 0.49 0.49 0.26 0.80 0.26 0.12 0.12
Clearance Time (s) 6.0 6.0 5.5 6.0 5.5 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2500 778 906 4068 736 203 196
v/s Ratio Prot 0.23 0.13 c0.36 c0.25 0.02
v/s Ratio Perm 0.01 c0.07
v/c Ratio 0.47 0.02 0.48 0.45 0.93 0.62 0.20
Uniform Delay, d1 20.2 15.6 37.2 3.7 43.1 50.6 48.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.6 0.0 0.4 0.1 17.9 5.5 0.5
Delay (s) 20.8 15.7 37.6 3.8 61.0 56.0 48.6
Level of Service C B D A E E D
Approach Delay (s) 20.7 10.3 61.0 53.3
Approach LOS C B E D
Intersection Summary
HCM 2000 Control Delay 23.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 15.5 Intersection Capacity Utilization 62.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing Condition s 6: Stewart & Gray Rd/Newvill Ave & Firestone Blvd Weekday PM Peak Hour Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 4 1212 65 365 1321 40 0 0 723 83 29 42 Future Volume (vph) 4 1212 65 365 1321 40 0 0 723 83 29 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1 900 Total Lost time (s) 6.0 6.0 5.5 6.0 5.5 4.0 4.0
Lane Util. Factor 0.91 1.00 0.97 0.91 0.88 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85 1.00 0.91
Flt Protected 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 5085 1583 3433 5063 2787 1770 1698
Flt Permitted 0.93 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 4753 1583 3433 5063 2787 1770 1698
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0. 92 0.92 Adj. Flow (vph) 4 1317 71 397 1436 43 0 0 786 90 32 46
RTOR Reduction (vph) 0 0 30 0200000 4 20
Lane Group Flow (vph) 0 1321 41 397 1477 0 0 0 786 90 36 0 Turn Type Perm NA Perm Prot NA Over Perm NA
Protected Phases 2 1 6 1 4
Permitted Phases 2 2 2 4
Actuated Green, G (s) 59.0 59.0 34.1 98.6 34.1 11.4 11.4 Effective Green, g (s) 59.0 59.0 34.1 98.6 34.1 11.4 11.4 Actuated g/C Ratio 0.49 0.49 0.28 0.82 0.28 0.10 0.10
Clearance Time (s) 6.0 6.0 5.5 6.0 5.5 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2336 778 975 4160 791 168 161
v/s Ratio Prot 0.12 0.29 c0.28 0.02
v/s Ratio Perm c0.28 0.03 c0.05
v/c Ratio 0.57 0.05 0.41 0.36 0.99 0.54 0.23
Uniform Delay, d1 21.5 15.9 34.8 2.7 42.8 51.8 50.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.0 0.1 0.3 0.1 30.3 3.3 0.7
Delay (s) 22.5 16.0 35.0 2.7 73.1 55.0 50.9
Level of Service C B D A E E D
Approach Delay (s) 22.1 9.6 73.1 53.1
Approach LOS C A E D
Intersection Summary
HCM 2000 Control Delay 27.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 15.5 Intersection Capacity Utilization 67.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing With Proj ect Conditions 6: Stewart & Gray Rd/Newvill Ave & Firestone Blvd Weekday AM Peak Hour Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 1081 27 346 1630 23 0 0 636 115 31 37 Future Volume (vph) 0 1081 27 346 1630 23 0 0 636 115 31 37 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1 900 Total Lost time (s) 6.0 6.0 5.5 6.0 5.5 4.0 4.0
Lane Util. Factor 0.91 1.00 0.97 0.91 0.88 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85 1.00 0.92
Flt Protected 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 5085 1583 3433 5075 2787 1770 1712
Flt Permitted 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 5085 1583 3433 5075 2787 1770 1712
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0. 92 0.92 Adj. Flow (vph) 0 1175 29 376 1772 25 0 0 691 125 34 40 RTOR Reduction (vph) 0 0 15 0100000 3 50
Lane Group Flow (vph) 0 1175 14 376 1796 0 0 0 691 125 39 0 Turn Type NA Perm Prot NA Over Perm NA
Protected Phases 2 1 6 1 4
Permitted Phases 2 2 4
Actuated Green, G (s) 59.0 59.0 31.7 96.2 31.7 13.8 13.8 Effective Green, g (s) 59.0 59.0 31.7 96.2 31.7 13.8 13.8 Actuated g/C Ratio 0.49 0.49 0.26 0.80 0.26 0.12 0.12
Clearance Time (s) 6.0 6.0 5.5 6.0 5.5 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2500 778 906 4068 736 203 196
v/s Ratio Prot c0.23 0.11 0.35 c0.25 0.02
v/s Ratio Perm 0.01 c0.07
v/c Ratio 0.47 0.02 0.42 0.44 0.94 0.62 0.20
Uniform Delay, d1 20.2 15.6 36.5 3.7 43.2 50.6 48.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.6 0.0 0.3 0.1 19.5 5.5 0.5
Delay (s) 20.8 15.7 36.8 3.7 62.7 56.0 48.6
Level of Service C B D A E E D
Approach Delay (s) 20.7 9.5 62.7 53.3
Approach LOS C A E D
Intersection Summary
HCM 2000 Control Delay 23.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 15.5 Intersection Capacity Utilization 62.4% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing With Proj ect Conditions 6: Stewart & Gray Rd/Newvill Ave & Firestone Blvd Weekday PM Peak Hour Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 4 1403 65 437 1356 40 0 0 702 83 29 42 Future Volume (vph) 4 1403 65 437 1356 40 0 0 702 83 29 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1 900 Total Lost time (s) 6.0 6.0 5.5 6.0 5.5 4.0 4.0
Lane Util. Factor 0.91 1.00 0.97 0.91 0.88 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85 1.00 0.91
Flt Protected 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 5085 1583 3433 5064 2787 1770 1698
Flt Permitted 0.94 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 4755 1583 3433 5064 2787 1770 1698
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0. 92 0.92 Adj. Flow (vph) 4 1525 71 475 1474 43 0 0 763 90 32 46
RTOR Reduction (vph) 0 0 30 0200000 4 20
Lane Group Flow (vph) 0 1529 41 475 1515 0 0 0 763 90 36 0 Turn Type Perm NA Perm Prot NA Over Perm NA
Protected Phases 2 1 6 1 4
Permitted Phases 2 2 2 4
Actuated Green, G (s) 59.0 59.0 34.1 98.6 34.1 11.4 11.4 Effective Green, g (s) 59.0 59.0 34.1 98.6 34.1 11.4 11.4 Actuated g/C Ratio 0.49 0.49 0.28 0.82 0.28 0.10 0.10
Clearance Time (s) 6.0 6.0 5.5 6.0 5.5 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2337 778 975 4160 791 168 161
v/s Ratio Prot 0.14 0.30 c0.27 0.02
v/s Ratio Perm c0.32 0.03 c0.05
v/c Ratio 0.65 0.05 0.49 0.36 0.96 0.54 0.23
Uniform Delay, d1 22.9 15.9 35.7 2.7 42.4 51.8 50.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.4 0.1 0.4 0.1 23.5 3.3 0.7
Delay (s) 24.3 16.0 36.1 2.8 65.8 55.0 50.9
Level of Service C B D A E E D
Approach Delay (s) 23.9 10.7 65.8 53.1
Approach LOS C B E D
Intersection Summary
HCM 2000 Control Delay 26.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.74
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 15.5 Intersection Capacity Utilization 72.2% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Future Pre-Project Conditions 6: Stewart & Gray Rd/Newvill Ave & Firestone Blvd Weekday AM Peak Hour Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 1132 28 434 1738 23 0 0 671 117 32 38 Future Volume (vph) 0 1132 28 434 1738 23 0 0 671 117 32 38 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1 900 Total Lost time (s) 6.0 6.0 5.5 6.0 5.5 4.0 4.0
Lane Util. Factor 0.91 1.00 0.97 0.91 0.88 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85 1.00 0.92
Flt Protected 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 5085 1583 3433 5075 2787 1770 1712
Flt Permitted 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 5085 1583 3433 5075 2787 1770 1712
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0. 92 0.92 Adj. Flow (vph) 0 1230 30 472 1889 25 0 0 729 127 35 41 RTOR Reduction (vph) 0 0 15 0100000 3 30
Lane Group Flow (vph) 0 1230 15 472 1913 0 0 0 729 127 43 0 Turn Type NA Perm Prot NA Over Perm NA
Protected Phases 2 1 6 1 4
Permitted Phases 2 2 4
Actuated Green, G (s) 59.0 59.0 31.6 96.1 31.6 13.9 13.9 Effective Green, g (s) 59.0 59.0 31.6 96.1 31.6 13.9 13.9 Actuated g/C Ratio 0.49 0.49 0.26 0.80 0.26 0.12 0.12
Clearance Time (s) 6.0 6.0 5.5 6.0 5.5 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2500 778 904 4064 733 205 198
v/s Ratio Prot c0.24 0.14 0.38 c0.26 0.03
v/s Ratio Perm 0.01 c0.07
v/c Ratio 0.49 0.02 0.52 0.47 0.99 0.62 0.22
Uniform Delay, d1 20.5 15.7 37.8 3.8 44.1 50.5 48.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.7 0.0 0.5 0.1 31.7 5.5 0.6
Delay (s) 21.1 15.7 38.3 3.9 75.8 56.0 48.7
Level of Service C B D A E E D
Approach Delay (s) 21.0 10.7 75.8 53.3
Approach LOS C B E D
Intersection Summary
HCM 2000 Control Delay 25.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 15.5 Intersection Capacity Utilization 64.7% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Future Pre-Project Conditions 6: Stewart & Gray Rd/Newvill Ave & Firestone Blvd Weekday PM Peak Hour Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 4 1484 66 399 1377 41 0 0 764 85 30 43 Future Volume (vph) 4 1484 66 399 1377 41 0 0 764 85 30 43 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1 900 Total Lost time (s) 6.0 6.0 5.5 6.0 5.5 4.0 4.0
Lane Util. Factor 0.91 1.00 0.97 0.91 0.88 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85 1.00 0.91
Flt Protected 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 5085 1583 3433 5063 2787 1770 1699
Flt Permitted 0.94 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 4756 1583 3433 5063 2787 1770 1699
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0. 92 0.92 Adj. Flow (vph) 4 1613 72 434 1497 45 0 0 830 92 33 47
RTOR Reduction (vph) 0 0 30 0200000 4 20
Lane Group Flow (vph) 0 1617 42 434 1540 0 0 0 830 92 38 0 Turn Type Perm NA Perm Prot NA Over Perm NA
Protected Phases 2 1 6 1 4
Permitted Phases 2 2 2 4
Actuated Green, G (s) 59.0 59.0 33.9 98.4 33.9 11.6 11.6 Effective Green, g (s) 59.0 59.0 33.9 98.4 33.9 11.6 11.6 Actuated g/C Ratio 0.49 0.49 0.28 0.82 0.28 0.10 0.10
Clearance Time (s) 6.0 6.0 5.5 6.0 5.5 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2338 778 969 4151 787 171 164
v/s Ratio Prot 0.13 0.30 c0.30 0.02
v/s Ratio Perm c0.34 0.03 c0.05
v/c Ratio 0.69 0.05 0.45 0.37 1.05 0.54 0.23
Uniform Delay, d1 23.5 15.9 35.4 2.8 43.0 51.6 50.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.7 0.1 0.3 0.1 47.5 3.2 0.7
Delay (s) 25.2 16.1 35.7 2.9 90.5 54.9 50.8
Level of Service C B D A F D D
Approach Delay (s) 24.8 10.1 90.5 53.0
Approach LOS C B F D
Intersection Summary
HCM 2000 Control Delay 31.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 15.5 Intersection Capacity Utilization 74.3% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Future With Projec t Conditions 6: Stewart & Gray Rd/Newvill Ave & Firestone Blvd Weekday AM Peak Hour Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 1134 28 380 1698 23 0 0 678 117 32 38 Future Volume (vph) 0 1134 28 380 1698 23 0 0 678 117 32 38 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1 900 Total Lost time (s) 6.0 6.0 5.5 6.0 5.5 4.0 4.0
Lane Util. Factor 0.91 1.00 0.97 0.91 0.88 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85 1.00 0.92
Flt Protected 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 5085 1583 3433 5075 2787 1770 1712
Flt Permitted 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 5085 1583 3433 5075 2787 1770 1712
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0. 92 0.92 Adj. Flow (vph) 0 1233 30 413 1846 25 0 0 737 127 35 41 RTOR Reduction (vph) 0 0 15 0100000 3 50
Lane Group Flow (vph) 0 1233 15 413 1870 0 0 0 737 127 41 0 Turn Type NA Perm Prot NA Over Perm NA
Protected Phases 2 1 6 1 4
Permitted Phases 2 2 4
Actuated Green, G (s) 59.0 59.0 31.6 96.1 31.6 13.9 13.9 Effective Green, g (s) 59.0 59.0 31.6 96.1 31.6 13.9 13.9 Actuated g/C Ratio 0.49 0.49 0.26 0.80 0.26 0.12 0.12
Clearance Time (s) 6.0 6.0 5.5 6.0 5.5 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2500 778 904 4064 733 205 198
v/s Ratio Prot c0.24 0.12 0.37 c0.26 0.02
v/s Ratio Perm 0.01 c0.07
v/c Ratio 0.49 0.02 0.46 0.46 1.01 0.62 0.21
Uniform Delay, d1 20.5 15.7 37.0 3.8 44.2 50.5 48.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.7 0.0 0.4 0.1 34.6 5.5 0.5
Delay (s) 21.2 15.7 37.4 3.9 78.8 56.0 48.6
Level of Service C B D A E E D
Approach Delay (s) 21.0 9.9 78.8 53.2
Approach LOS C A E D
Intersection Summary
HCM 2000 Control Delay 26.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 15.5 Intersection Capacity Utilization 65.0% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Future With Projec t Conditions 6: Stewart & Gray Rd/Newvill Ave & Firestone Blvd Weekday PM Peak Hour Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 4 1462 66 471 1412 41 0 0 743 85 30 43 Future Volume (vph) 4 1462 66 471 1412 41 0 0 743 85 30 43 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1 900 Total Lost time (s) 6.0 6.0 5.5 6.0 5.5 4.0 4.0
Lane Util. Factor 0.91 1.00 0.97 0.91 0.88 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85 1.00 0.91
Flt Protected 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 5085 1583 3433 5064 2787 1770 1699
Flt Permitted 0.93 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 4754 1583 3433 5064 2787 1770 1699
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0. 92 0.92 Adj. Flow (vph) 4 1589 72 512 1535 45 0 0 808 92 33 47
RTOR Reduction (vph) 0 0 30 0200000 4 20
Lane Group Flow (vph) 0 1593 42 512 1578 0 0 0 808 92 38 0 Turn Type Perm NA Perm Prot NA Over Perm NA
Protected Phases 2 1 6 1 4
Permitted Phases 2 2 2 4
Actuated Green, G (s) 59.0 59.0 33.9 98.4 33.9 11.6 11.6 Effective Green, g (s) 59.0 59.0 33.9 98.4 33.9 11.6 11.6 Actuated g/C Ratio 0.49 0.49 0.28 0.82 0.28 0.10 0.10
Clearance Time (s) 6.0 6.0 5.5 6.0 5.5 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2337 778 969 4152 787 171 164
v/s Ratio Prot 0.15 0.31 c0.29 0.02
v/s Ratio Perm c0.34 0.03 c0.05
v/c Ratio 0.68 0.05 0.53 0.38 1.03 0.54 0.23
Uniform Delay, d1 23.3 15.9 36.3 2.8 43.0 51.6 50.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.6 0.1 0.5 0.1 39.1 3.2 0.7
Delay (s) 25.0 16.1 36.8 2.9 82.1 54.9 50.8
Level of Service C B D A F D D
Approach Delay (s) 24.6 11.2 82.1 53.0
Approach LOS C B F D
Intersection Summary
HCM 2000 Control Delay 29.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.78
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 15.5 Intersection Capacity Utilization 74.6% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Existing Conditions 7: I-605 SB On-Ramp/I-605 SB Off-Ramp & Firestone Blvd Weekday AM Peak Hour Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1063 585 223 1724 0000 9 40 3 6 7 Future Volume (veh/h) 0 1063 585 223 1724 0000 9 40 3 6 7 Initial Q (Qb), veh 0 00000 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 1870 1870 1870 1870 0 1870 0 1870 Adj Flow Rate, veh/h 0 1155 636 242 1874 0 102 0 399
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 22220 202
Cap, veh/h 0 2184 974 167 2668 0 230 0 360
Arrive On Green 0.00 0.61 0.61 0.09 0.75 0.00 0.13 0.00 0.13 Sat Flow, veh/h 0 3647 1585 1781 3647 0 1781 0 2790
Grp Volume(v), veh/h 0 1155 636 242 1874 0 102 0 399
Grp Sat Flow(s),veh/h/ln 0 1777 1585 1781 1777 0 1781 0 1395 Q Serve(g_s), s 0.0 20.4 28.4 10.3 30.6 0.0 5.8 0.0 14.2 Cycle Q Clear(g_c), s 0.0 20.4 28.4 10.3 30.6 0.0 5.8 0.0 14.2 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2184 974 167 2668 0 230 0 360
V/C Ratio(X) 0.00 0.53 0.65 1.45 0.70 0.00 0.44 0.00 1.11 Avail Cap(c_a), veh/h 0 2184 974 167 2668 0 230 0 360
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 0.09 0.09 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 12.1 13.6 49.8 7.2 0.0 44.3 0.0 47.9 Incr Delay (d2), s/veh 0.0 0.9 3.4 206.0 0.1 0.0 1.0 0.0 79.8 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(95%),veh/ln 0.0 12.5 15.6 18.5 11.0 0.0 4.7 0.0 14.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 13.0 17.0 255.8 7.4 0.0 45.2 0.0 127.7 LnGrp LOS A B B F A A D A F
Approach Vol, veh/h 1791 2116 501
Approach Delay, s/veh 14.5 35.8 110.9
Approach LOS B D F
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 15.0 74.0 21.0 89.0
Change Period (Y+Rc), s * 4.7 6.4 6.8 6.4
Max Green Setting (Gmax), s* 10 67.6 14.2 82.6
Max Q Clear Time (g_c+I1), s12.3 30.4 16.2 32.6
Green Ext Time (p_c), s 0.0 27.5 0.0 41.2
Intersection Summary
HCM 6th Ctrl Delay 35.7
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Existing Conditions 7: I-605 SB On-Ramp/I-605 SB Off-Ramp & Firestone Blvd Weekday PM Peak Hour Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1314 610 142 1430 0000 1 5 40 2 9 1 Future Volume (veh/h) 0 1314 610 142 1430 0000 1 5 40 2 9 1 Initial Q (Qb), veh 0 00000 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 1870 1870 1870 1870 0 1870 0 1870 Adj Flow Rate, veh/h 0 1428 663 154 1554 0 167 0 316
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 22220 202
Cap, veh/h 0 2281 1017 151 2733 0 198 0 309
Arrive On Green 0.00 0.64 0.64 0.08 0.77 0.00 0.11 0.00 0.11 Sat Flow, veh/h 0 3647 1585 1781 3647 0 1781 0 2790
Grp Volume(v), veh/h 0 1428 663 154 1554 0 167 0 316
Grp Sat Flow(s),veh/h/ln 0 1777 1585 1781 1777 0 1781 0 1395 Q Serve(g_s), s 0.0 26.5 28.3 9.3 19.7 0.0 10.1 0.0 12.2 Cycle Q Clear(g_c), s 0.0 26.5 28.3 9.3 19.7 0.0 10.1 0.0 12.2 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2281 1017 151 2733 0 198 0 309 V/C Ratio(X) 0.00 0.63 0.65 1.02 0.57 0.00 0.85 0.00 1.02 Avail Cap(c_a), veh/h 0 2281 1017 151 2733 0 198 0 309
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 0.51 0.51 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 11.8 12.1 50.3 5.2 0.0 48.0 0.0 48.9 Incr Delay (d2), s/veh 0.0 1.3 3.2 58.3 0.4 0.0 26.6 0.0 56.7 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(95%),veh/ln 0.0 15.2 15.3 9.6 8.8 0.0 9.9 0.0 11.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 13.1 15.4 108.6 5.7 0.0 74.6 0.0 105.6 LnGrp LOS A B B F A A E A F
Approach Vol, veh/h 2091 1708 483
Approach Delay, s/veh 13.8 14.9 94.9
Approach LOS B B F
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 14.0 77.0 19.0 91.0
Change Period (Y+Rc), s * 4.7 6.4 6.8 6.4
Max Green Setting (Gmax), s* 9.3 70.6 12.2 84.6
Max Q Clear Time (g_c+I1), s11.3 30.3 14.2 21.7
Green Ext Time (p_c), s 0.0 33.6 0.0 39.7
Intersection Summary
HCM 6th Ctrl Delay 23.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Existing With Project Co nditions 7: I-605 SB On-Ramp/I-605 SB Off-Ramp & Firestone Blvd Weekday AM Peak Hour Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1070 586 223 1685 0000 9 40 3 1 1 Future Volume (veh/h) 0 1070 586 223 1685 0000 9 40 3 1 1 Initial Q (Qb), veh 0 00000 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 1870 1870 1870 1870 0 1870 0 1870 Adj Flow Rate, veh/h 0 1163 637 242 1832 0 102 0 338
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 22220 202
Cap, veh/h 0 2184 974 167 2668 0 230 0 360
Arrive On Green 0.00 0.61 0.61 0.09 0.75 0.00 0.13 0.00 0.13 Sat Flow, veh/h 0 3647 1585 1781 3647 0 1781 0 2790
Grp Volume(v), veh/h 0 1163 637 242 1832 0 102 0 338
Grp Sat Flow(s),veh/h/ln 0 1777 1585 1781 1777 0 1781 0 1395 Q Serve(g_s), s 0.0 20.6 28.5 10.3 29.2 0.0 5.8 0.0 13.2 Cycle Q Clear(g_c), s 0.0 20.6 28.5 10.3 29.2 0.0 5.8 0.0 13.2 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2184 974 167 2668 0 230 0 360
V/C Ratio(X) 0.00 0.53 0.65 1.45 0.69 0.00 0.44 0.00 0.94 Avail Cap(c_a), veh/h 0 2184 974 167 2668 0 230 0 360
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 0.12 0.12 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 12.1 13.7 49.8 7.0 0.0 44.3 0.0 47.5 Incr Delay (d2), s/veh 0.0 0.9 3.4 207.0 0.2 0.0 1.0 0.0 31.8 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(95%),veh/ln 0.0 12.6 15.7 18.9 10.7 0.0 4.7 0.0 10.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 13.1 17.1 256.8 7.2 0.0 45.2 0.0 79.3 LnGrp LOS A B B F A A D A E
Approach Vol, veh/h 1800 2074 440
Approach Delay, s/veh 14.5 36.3 71.4
Approach LOS B D E
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 15.0 74.0 21.0 89.0
Change Period (Y+Rc), s * 4.7 6.4 6.8 6.4
Max Green Setting (Gmax), s* 10 67.6 14.2 82.6
Max Q Clear Time (g_c+I1), s12.3 30.5 15.2 31.2
Green Ext Time (p_c), s 0.0 27.6 0.0 41.3
Intersection Summary
HCM 6th Ctrl Delay 30.8
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Existing With Project Co nditions 7: I-605 SB On-Ramp/I-605 SB Off-Ramp & Firestone Blvd Weekday PM Peak Hour Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1303 578 142 1494 0000 1 5 40 3 3 4 Future Volume (veh/h) 0 1303 578 142 1494 0000 1 5 40 3 3 4 Initial Q (Qb), veh 0 00000 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 1870 1870 1870 1870 0 1870 0 1870 Adj Flow Rate, veh/h 0 1416 628 154 1624 0 167 0 363
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 22220 202
Cap, veh/h 0 2281 1017 151 2733 0 198 0 309
Arrive On Green 0.00 0.64 0.64 0.08 0.77 0.00 0.11 0.00 0.11 Sat Flow, veh/h 0 3647 1585 1781 3647 0 1781 0 2790
Grp Volume(v), veh/h 0 1416 628 154 1624 0 167 0 363
Grp Sat Flow(s),veh/h/ln 0 1777 1585 1781 1777 0 1781 0 1395 Q Serve(g_s), s 0.0 26.1 25.9 9.3 21.4 0.0 10.1 0.0 12.2 Cycle Q Clear(g_c), s 0.0 26.1 25.9 9.3 21.4 0.0 10.1 0.0 12.2 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2281 1017 151 2733 0 198 0 309 V/C Ratio(X) 0.00 0.62 0.62 1.02 0.59 0.00 0.85 0.00 1.17 Avail Cap(c_a), veh/h 0 2281 1017 151 2733 0 198 0 309
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 0.44 0.44 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 11.7 11.7 50.3 5.4 0.0 48.0 0.0 48.9 Incr Delay (d2), s/veh 0.0 1.3 2.8 54.5 0.4 0.0 26.6 0.0 106.7 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(95%),veh/ln 0.0 15.0 14.1 9.2 9.2 0.0 9.9 0.0 14.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 13.0 14.5 104.9 5.8 0.0 74.6 0.0 155.6 LnGrp LOS A B B F A A E A F
Approach Vol, veh/h 2044 1778 530
Approach Delay, s/veh 13.5 14.4 130.1
Approach LOS B B F
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 14.0 77.0 19.0 91.0
Change Period (Y+Rc), s * 4.7 6.4 6.8 6.4
Max Green Setting (Gmax), s* 9.3 70.6 12.2 84.6
Max Q Clear Time (g_c+I1), s11.3 28.1 14.2 23.4
Green Ext Time (p_c), s 0.0 34.6 0.0 41.4
Intersection Summary
HCM 6th Ctrl Delay 28.1
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Future Pre-Project Condi tions 7: I-605 SB On-Ramp/I-605 SB Off-Ramp & Firestone Blvd Weekday AM Peak Hour Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1132 609 227 1807 0000 9 60 3 8 4 Future Volume (veh/h) 0 1132 609 227 1807 0000 9 60 3 8 4 Initial Q (Qb), veh 0 00000 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 1870 1870 1870 1870 0 1870 0 1870 Adj Flow Rate, veh/h 0 1230 662 247 1964 0 104 0 417
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 22220 202
Cap, veh/h 0 2184 974 167 2668 0 230 0 360
Arrive On Green 0.00 0.61 0.61 0.09 0.75 0.00 0.13 0.00 0.13 Sat Flow, veh/h 0 3647 1585 1781 3647 0 1781 0 2790
Grp Volume(v), veh/h 0 1230 662 247 1964 0 104 0 417
Grp Sat Flow(s),veh/h/ln 0 1777 1585 1781 1777 0 1781 0 1395 Q Serve(g_s), s 0.0 22.4 30.4 10.3 33.9 0.0 5.9 0.0 14.2 Cycle Q Clear(g_c), s 0.0 22.4 30.4 10.3 33.9 0.0 5.9 0.0 14.2 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2184 974 167 2668 0 230 0 360
V/C Ratio(X) 0.00 0.56 0.68 1.48 0.74 0.00 0.45 0.00 1.16 Avail Cap(c_a), veh/h 0 2184 974 167 2668 0 230 0 360
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 0.09 0.09 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 12.5 14.0 49.8 7.6 0.0 44.3 0.0 47.9 Incr Delay (d2), s/veh 0.0 1.1 3.8 219.3 0.2 0.0 1.0 0.0 97.7 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(95%),veh/ln 0.0 13.5 16.6 19.4 12.1 0.0 4.8 0.0 15.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 13.6 17.9 269.2 7.8 0.0 45.3 0.0 145.6 LnGrp LOS A B B F A A D A F
Approach Vol, veh/h 1892 2211 521
Approach Delay, s/veh 15.1 37.0 125.6
Approach LOS B D F
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 15.0 74.0 21.0 89.0
Change Period (Y+Rc), s * 4.7 6.4 6.8 6.4
Max Green Setting (Gmax), s* 10 67.6 14.2 82.6
Max Q Clear Time (g_c+I1), s12.3 32.4 16.2 35.9
Green Ext Time (p_c), s 0.0 27.7 0.0 40.3
Intersection Summary
HCM 6th Ctrl Delay 38.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Future Pre-Project Condi tions 7: I-605 SB On-Ramp/I-605 SB Off-Ramp & Firestone Blvd Weekday PM Peak Hour Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1384 632 145 1502 0000 1 5 70 3 0 8 Future Volume (veh/h) 0 1384 632 145 1502 0000 1 5 70 3 0 8 Initial Q (Qb), veh 0 00000 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 1870 1870 1870 1870 0 1870 0 1870 Adj Flow Rate, veh/h 0 1504 687 158 1633 0 171 0 335
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 22220 202
Cap, veh/h 0 2281 1017 151 2733 0 198 0 309
Arrive On Green 0.00 0.64 0.64 0.08 0.77 0.00 0.11 0.00 0.11 Sat Flow, veh/h 0 3647 1585 1781 3647 0 1781 0 2790
Grp Volume(v), veh/h 0 1504 687 158 1633 0 171 0 335
Grp Sat Flow(s),veh/h/ln 0 1777 1585 1781 1777 0 1781 0 1395 Q Serve(g_s), s 0.0 28.9 30.1 9.3 21.6 0.0 10.4 0.0 12.2 Cycle Q Clear(g_c), s 0.0 28.9 30.1 9.3 21.6 0.0 10.4 0.0 12.2 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2281 1017 151 2733 0 198 0 309 V/C Ratio(X) 0.00 0.66 0.68 1.05 0.60 0.00 0.87 0.00 1.08 Avail Cap(c_a), veh/h 0 2281 1017 151 2733 0 198 0 309
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 0.46 0.46 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 12.2 12.5 50.3 5.4 0.0 48.1 0.0 48.9 Incr Delay (d2), s/veh 0.0 1.5 3.6 63.2 0.4 0.0 30.3 0.0 75.0 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(95%),veh/ln 0.0 16.4 16.1 9.9 9.3 0.0 10.3 0.0 12.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 13.7 16.0 113.5 5.9 0.0 78.4 0.0 123.9 LnGrp LOS A B B F A A E A F
Approach Vol, veh/h 2191 1791 506
Approach Delay, s/veh 14.5 15.4 108.5
Approach LOS B B F
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 14.0 77.0 19.0 91.0
Change Period (Y+Rc), s * 4.7 6.4 6.8 6.4
Max Green Setting (Gmax), s* 9.3 70.6 12.2 84.6
Max Q Clear Time (g_c+I1), s11.3 32.1 14.2 23.6
Green Ext Time (p_c), s 0.0 33.3 0.0 41.5
Intersection Summary
HCM 6th Ctrl Delay 25.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Future With Project Cond itions 7: I-605 SB On-Ramp/I-605 SB Off-Ramp & Firestone Blvd Weekday AM Peak Hour Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1139 610 227 1768 0000 9 60 3 2 8 Future Volume (veh/h) 0 1139 610 227 1768 0000 9 60 3 2 8 Initial Q (Qb), veh 0 00000 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 1870 1870 1870 1870 0 1870 0 1870 Adj Flow Rate, veh/h 0 1238 663 247 1922 0 104 0 357
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 22220 202
Cap, veh/h 0 2184 974 167 2668 0 230 0 360
Arrive On Green 0.00 0.61 0.61 0.09 0.75 0.00 0.13 0.00 0.13 Sat Flow, veh/h 0 3647 1585 1781 3647 0 1781 0 2790
Grp Volume(v), veh/h 0 1238 663 247 1922 0 104 0 357
Grp Sat Flow(s),veh/h/ln 0 1777 1585 1781 1777 0 1781 0 1395 Q Serve(g_s), s 0.0 22.7 30.5 10.3 32.3 0.0 5.9 0.0 14.1 Cycle Q Clear(g_c), s 0.0 22.7 30.5 10.3 32.3 0.0 5.9 0.0 14.1 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2184 974 167 2668 0 230 0 360
V/C Ratio(X) 0.00 0.57 0.68 1.48 0.72 0.00 0.45 0.00 0.99 Avail Cap(c_a), veh/h 0 2184 974 167 2668 0 230 0 360
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 0.09 0.09 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 12.5 14.0 49.8 7.4 0.0 44.3 0.0 47.8 Incr Delay (d2), s/veh 0.0 1.1 3.8 219.3 0.2 0.0 1.0 0.0 45.0 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(95%),veh/ln 0.0 13.6 16.6 19.4 11.5 0.0 4.8 0.0 11.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 13.6 17.9 269.2 7.6 0.0 45.3 0.0 92.8 LnGrp LOS A B B F A A D A F
Approach Vol, veh/h 1901 2169 461
Approach Delay, s/veh 15.1 37.4 82.1
Approach LOS B D F
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 15.0 74.0 21.0 89.0
Change Period (Y+Rc), s * 4.7 6.4 6.8 6.4
Max Green Setting (Gmax), s* 10 67.6 14.2 82.6
Max Q Clear Time (g_c+I1), s12.3 32.5 16.1 34.3
Green Ext Time (p_c), s 0.0 27.7 0.0 40.8
Intersection Summary
HCM 6th Ctrl Delay 32.6
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Future With Project Cond itions 7: I-605 SB On-Ramp/I-605 SB Off-Ramp & Firestone Blvd Weekday PM Peak Hour Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1373 600 145 1566 0000 1 5 70 3 5 1 Future Volume (veh/h) 0 1373 600 145 1566 0000 1 5 70 3 5 1 Initial Q (Qb), veh 0 00000 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 1870 1870 1870 1870 0 1870 0 1870 Adj Flow Rate, veh/h 0 1492 652 158 1702 0 171 0 382
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 22220 202
Cap, veh/h 0 2281 1017 151 2733 0 198 0 309
Arrive On Green 0.00 0.64 0.64 0.08 0.77 0.00 0.11 0.00 0.11 Sat Flow, veh/h 0 3647 1585 1781 3647 0 1781 0 2790
Grp Volume(v), veh/h 0 1492 652 158 1702 0 171 0 382
Grp Sat Flow(s),veh/h/ln 0 1777 1585 1781 1777 0 1781 0 1395 Q Serve(g_s), s 0.0 28.5 27.5 9.3 23.3 0.0 10.4 0.0 12.2 Cycle Q Clear(g_c), s 0.0 28.5 27.5 9.3 23.3 0.0 10.4 0.0 12.2 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2281 1017 151 2733 0 198 0 309 V/C Ratio(X) 0.00 0.65 0.64 1.05 0.62 0.00 0.87 0.00 1.23 Avail Cap(c_a), veh/h 0 2281 1017 151 2733 0 198 0 309
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 0.38 0.38 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 12.2 12.0 50.3 5.6 0.0 48.1 0.0 48.9 Incr Delay (d2), s/veh 0.0 1.5 3.1 58.7 0.4 0.0 30.3 0.0 130.4 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(95%),veh/ln 0.0 16.2 14.9 9.4 9.7 0.0 10.3 0.0 16.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 13.6 15.1 109.0 6.0 0.0 78.4 0.0 179.3 LnGrp LOS A B B F A A E A F
Approach Vol, veh/h 2144 1860 553
Approach Delay, s/veh 14.1 14.8 148.1
Approach LOS B B F
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 14.0 77.0 19.0 91.0
Change Period (Y+Rc), s * 4.7 6.4 6.8 6.4
Max Green Setting (Gmax), s* 9.3 70.6 12.2 84.6
Max Q Clear Time (g_c+I1), s11.3 30.5 14.2 25.3
Green Ext Time (p_c), s 0.0 34.1 0.0 42.8
Intersection Summary
HCM 6th Ctrl Delay 30.6
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Existing Conditions 8: Hoxie Ave/I-605 NB Ramps & Firestone Blvd Weekday AM Peak Hour Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 424 694 47 94 972 186 84 242 77 142 8 860 Future Volume (veh/h) 424 694 47 94 972 186 84 242 77 142 8 860 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 424 694 47 94 972 186 84 242 77 142 8 860 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 503 1613 109 119 1418 633 233 349 109 459 248 441 Arrive On Green 0.15 0.48 0.48 0.07 0.40 0.40 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 3456 3377 229 1781 3554 1585 1781 2669 829 3456 1870 1585 Grp Volume(v), veh/h 424 365 376 94 972 186 84 159 160 142 8 860 Grp Sat Flow(s),veh/h/ln 1728 1777 1829 1781 1777 1585 1781 1777 1721 172 8 1870 1585 Q Serve(g_s), s 13.1 14.9 14.9 5.7 24.9 8.8 4.7 9.4 9.8 4.1 0.4 14.6 Cycle Q Clear(g_c), s 13.1 14.9 14.9 5.7 24.9 8.8 4.7 9.4 9.8 4.1 0.4 14.6 Prop In Lane 1.00 0.12 1.00 1.00 1.00 0.48 1.00 1.00
Lane Grp Cap(c), veh/h 503 848 874 119 1418 633 233 233 225 459 248 441 V/C Ratio(X) 0.84 0.43 0.43 0.79 0.69 0.29 0.36 0.68 0.71 0.31 0.03 1.95 Avail Cap(c_a), veh/h 669 848 874 232 1418 633 233 233 225 459 248 441 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1. 00 Upstream Filter(I) 0.84 0.84 0.84 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 Uniform Delay (d), s/veh 45.8 18.9 18.9 50.5 27.3 22.5 43.6 45.6 45.8 43. 1 41.5 39.7 Incr Delay (d2), s/veh 6.3 1.3 1.3 10.8 2.7 1.2 4.3 15.1 17.2 1.7 0.2 435.9 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(95%),veh/ln 9.7 10.1 10.3 5.2 16.3 6.3 4.3 8.8 9.0 3.3 0.4 97. 5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.1 20.2 20.2 61.4 30.1 23.7 47.9 60.8 63.0 44.9 41. 8 475.6 LnGrp LOS D C C E C C D E E D D F
Approach Vol, veh/h 1165 1252 403 1010
Approach Delay, s/veh 31.8 31.5 59.0 411.6
Approach LOS C C E F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.1 57.9 20.0 20.7 49.3 20.0
Change Period (Y+Rc), s * 4.7 5.4 5.4 * 4.7 5.4 5.6
Max Green Setting (Gmax), s* 14 45.6 14.6 * 21 38.6 14.4 Max Q Clear Time (g_c+I1), s 7.7 16.9 16.6 15.1 26.9 11.8 Green Ext Time (p_c), s 0.1 5.1 0.0 0.9 5.8 0.5
Intersection Summary
HCM 6th Ctrl Delay 134.7
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

User approved changes to right turn type.

HCM 6th Signalized Intersection Summary Existing Conditions 8: Hoxie Ave/I-605 NB Ramps & Firestone Blvd Weekday PM Peak Hour Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 479 738 235 143 829 122 176 324 166 245 37 570 Future Volume (veh/h) 479 738 235 143 829 122 176 324 166 245 37 570 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 479 738 235 143 829 122 176 324 166 245 37 570 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 572 1188 378 172 1346 601 233 300 150 459 248 473 Arrive On Green 0.17 0.45 0.45 0.10 0.38 0.38 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 3456 2651 844 1781 3554 1585 1781 2291 1149 3456 1870 1585 Grp Volume(v), veh/h 479 495 478 143 829 122 176 250 240 245 37 570 Grp Sat Flow(s),veh/h/ln 1728 1777 1718 1781 1777 1585 1781 1777 1664 172 8 1870 1585 Q Serve(g_s), s 14.8 23.4 23.4 8.7 20.8 5.7 10.5 14.4 14.4 7.3 1.9 14.6 Cycle Q Clear(g_c), s 14.8 23.4 23.4 8.7 20.8 5.7 10.5 14.4 14.4 7.3 1.9 14 .6 Prop In Lane 1.00 0.49 1.00 1.00 1.00 0.69 1.00 1.00
Lane Grp Cap(c), veh/h 572 796 770 172 1346 601 233 233 218 459 248 473 V/C Ratio(X) 0.84 0.62 0.62 0.83 0.62 0.20 0.75 1.07 1.10 0.53 0.15 1.21 Avail Cap(c_a), veh/h 669 796 770 199 1346 601 233 233 218 459 248 473 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1. 00 Upstream Filter(I) 0.71 0.71 0.71 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 Uniform Delay (d), s/veh 44.4 23.2 23.2 48.8 27.7 23.0 46.1 47.8 47.8 44. 5 42.2 38.6 Incr Delay (d2), s/veh 7.2 2.6 2.7 22.5 2.1 0.8 20.1 79.9 91.5 4.4 1.3 111. 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(95%),veh/ln 10.5 14.6 14.2 8.6 14.0 4.1 9.9 17.6 17.8 6.1 1.8 38.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.7 25.8 25.9 71.4 29.8 23.7 66.2 127.7 139.3 48.9 4 3.5 149.6 LnGrp LOS D C C E C C E F F D D F
Approach Vol, veh/h 1452 1094 666 852
Approach Delay, s/veh 34.4 34.5 115.6 116.0
Approach LOS C C F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.3 54.7 20.0 22.9 47.1 20.0
Change Period (Y+Rc), s * 4.7 5.4 5.4 * 4.7 5.4 5.6
Max Green Setting (Gmax), s* 12 47.6 14.6 * 21 38.6 14.4 Max Q Clear Time (g_c+I1), s10.7 25.4 16.6 16.8 22.8 16.4 Green Ext Time (p_c), s 0.1 11.8 0.0 1.5 9.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 64.8
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

User approved changes to right turn type.

HCM 6th Signalized Intersection Summary Existing With Project Co nditions 8: Hoxie Ave/I-605 NB Ramps & Firestone Blvd Weekday AM Peak Hour Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 425 700 47 94 990 186 84 242 77 142 8 804 Future Volume (veh/h) 425 700 47 94 990 186 84 242 77 142 8 804 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 425 700 47 94 990 186 84 242 77 142 8 804 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 504 1614 108 119 1417 632 233 349 109 459 248 441 Arrive On Green 0.15 0.48 0.48 0.07 0.40 0.40 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 3456 3380 227 1781 3554 1585 1781 2669 829 3456 1870 1585 Grp Volume(v), veh/h 425 368 379 94 990 186 84 159 160 142 8 804 Grp Sat Flow(s),veh/h/ln 1728 1777 1830 1781 1777 1585 1781 1777 1721 172 8 1870 1585 Q Serve(g_s), s 13.2 15.0 15.0 5.7 25.5 8.8 4.7 9.4 9.8 4.1 0.4 14.6 Cycle Q Clear(g_c), s 13.2 15.0 15.0 5.7 25.5 8.8 4.7 9.4 9.8 4.1 0.4 14.6 Prop In Lane 1.00 0.12 1.00 1.00 1.00 0.48 1.00 1.00
Lane Grp Cap(c), veh/h 504 848 874 119 1417 632 233 233 225 459 248 441 V/C Ratio(X) 0.84 0.43 0.43 0.79 0.70 0.29 0.36 0.68 0.71 0.31 0.03 1.82 Avail Cap(c_a), veh/h 669 848 874 232 1417 632 233 233 225 459 248 441 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1. 00 Upstream Filter(I) 0.83 0.83 0.83 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 Uniform Delay (d), s/veh 45.8 18.9 18.9 50.5 27.6 22.5 43.6 45.6 45.8 43. 1 41.5 39.7 Incr Delay (d2), s/veh 6.3 1.3 1.3 10.8 2.9 1.2 4.3 15.1 17.2 1.7 0.2 378.5 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(95%),veh/ln 9.7 10.1 10.4 5.2 16.7 6.3 4.3 8.8 9.0 3.3 0.4 86. 9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.1 20.3 20.2 61.4 30.4 23.7 47.9 60.8 63.0 44.9 41. 8 418.2 LnGrp LOS D C C E C C D E E D D F
Approach Vol, veh/h 1172 1270 403 954
Approach Delay, s/veh 31.8 31.7 59.0 359.5
Approach LOS C C E F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.1 57.9 20.0 20.7 49.3 20.0
Change Period (Y+Rc), s * 4.7 5.4 5.4 * 4.7 5.4 5.6
Max Green Setting (Gmax), s* 14 45.6 14.6 * 21 38.6 14.4 Max Q Clear Time (g_c+I1), s 7.7 17.0 16.6 15.2 27.5 11.8 Green Ext Time (p_c), s 0.1 5.2 0.0 0.9 5.6 0.5
Intersection Summary
HCM 6th Ctrl Delay 116.9
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

User approved changes to right turn type.

HCM 6th Signalized Intersection Summary Existing With Project Co nditions 8: Hoxie Ave/I-605 NB Ramps & Firestone Blvd Weekday PM Peak Hour Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 447 760 235 143 851 122 176 324 166 245 37 613 Future Volume (veh/h) 447 760 235 143 851 122 176 324 166 245 37 613 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 447 760 235 143 851 122 176 324 166 245 37 613 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 545 1198 370 172 1375 613 233 300 150 459 248 460 Arrive On Green 0.16 0.45 0.45 0.10 0.39 0.39 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 3456 2672 826 1781 3554 1585 1781 2291 1149 3456 1870 1585 Grp Volume(v), veh/h 447 505 490 143 851 122 176 250 240 245 37 613 Grp Sat Flow(s),veh/h/ln 1728 1777 1722 1781 1777 1585 1781 1777 1664 172 8 1870 1585 Q Serve(g_s), s 13.8 24.1 24.1 8.7 21.2 5.6 10.5 14.4 14.4 7.3 1.9 14.6 Cycle Q Clear(g_c), s 13.8 24.1 24.1 8.7 21.2 5.6 10.5 14.4 14.4 7.3 1.9 14 .6 Prop In Lane 1.00 0.48 1.00 1.00 1.00 0.69 1.00 1.00
Lane Grp Cap(c), veh/h 545 796 772 172 1375 613 233 233 218 459 248 460 V/C Ratio(X) 0.82 0.63 0.63 0.83 0.62 0.20 0.75 1.07 1.10 0.53 0.15 1.33 Avail Cap(c_a), veh/h 669 796 772 199 1375 613 233 233 218 459 248 460 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1. 00 Upstream Filter(I) 0.71 0.71 0.71 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 Uniform Delay (d), s/veh 44.8 23.4 23.4 48.8 27.2 22.4 46.1 47.8 47.8 44. 5 42.2 39.0 Incr Delay (d2), s/veh 6.4 2.7 2.8 22.5 2.1 0.7 20.1 79.9 91.5 4.4 1.3 163. 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(95%),veh/ln 9.8 14.9 14.6 8.6 14.3 4.0 9.9 17.6 17.8 6.1 1.8 4 8.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.2 26.1 26.2 71.4 29.3 23.1 66.2 127.7 139.3 48.9 4 3.5 202.6 LnGrp LOS D C C E C C E F F D D F
Approach Vol, veh/h 1442 1116 666 895
Approach Delay, s/veh 33.9 34.0 115.6 154.0
Approach LOS C C F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.3 54.7 20.0 22.0 48.0 20.0
Change Period (Y+Rc), s * 4.7 5.4 5.4 * 4.7 5.4 5.6
Max Green Setting (Gmax), s* 12 47.6 14.6 * 21 38.6 14.4 Max Q Clear Time (g_c+I1), s10.7 26.1 16.6 15.8 23.2 16.4 Green Ext Time (p_c), s 0.1 11.9 0.0 1.6 9.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 73.2
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

User approved changes to right turn type.

HCM 6th Signalized Intersection Summary Future Pre-Project Condi tions 8: Hoxie Ave/I-605 NB Ramps & Firestone Blvd Weekday AM Peak Hour Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 445 745 48 96 1030 190 96 247 79 145 8 877 Future Volume (veh/h) 445 745 48 96 1030 190 96 247 79 145 8 877 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 445 745 48 96 1030 190 96 247 79 145 8 877 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 523 1614 104 122 1398 623 233 349 109 459 248 450 Arrive On Green 0.15 0.48 0.48 0.07 0.39 0.39 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 3456 3390 218 1781 3554 1585 1781 2665 832 3456 1870 1585 Grp Volume(v), veh/h 445 390 403 96 1030 190 96 163 163 145 8 877 Grp Sat Flow(s),veh/h/ln 1728 1777 1831 1781 1777 1585 1781 1777 1721 172 8 1870 1585 Q Serve(g_s), s 13.8 16.2 16.2 5.8 27.2 9.1 5.4 9.6 10.0 4.2 0.4 14.6 Cycle Q Clear(g_c), s 13.8 16.2 16.2 5.8 27.2 9.1 5.4 9.6 10.0 4.2 0.4 14.6 Prop In Lane 1.00 0.12 1.00 1.00 1.00 0.48 1.00 1.00
Lane Grp Cap(c), veh/h 523 846 872 122 1398 623 233 233 225 459 248 450 V/C Ratio(X) 0.85 0.46 0.46 0.79 0.74 0.30 0.41 0.70 0.73 0.32 0.03 1.95 Avail Cap(c_a), veh/h 669 846 872 232 1398 623 233 233 225 459 248 450 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1. 00 Upstream Filter(I) 0.81 0.81 0.81 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 19.3 19.3 50.5 28.5 23.0 43.9 45.7 45.9 43. 2 41.5 39.4 Incr Delay (d2), s/veh 6.9 1.5 1.4 10.7 3.5 1.3 5.3 16.1 18.4 1.8 0.2 434.8 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(95%),veh/ln 10.1 10.8 11.1 5.3 17.7 6.5 4.9 9.0 9.2 3.4 0.4 99 .2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.3 20.8 20.8 61.2 32.0 24.3 49.2 61.8 64.3 45.0 41. 8 474.2 LnGrp LOS D C C E C C D E E D D F
Approach Vol, veh/h 1238 1316 422 1030
Approach Delay, s/veh 32.1 33.0 59.9 410.4
Approach LOS C C E F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.2 57.8 20.0 21.3 48.7 20.0
Change Period (Y+Rc), s * 4.7 5.4 5.4 * 4.7 5.4 5.6
Max Green Setting (Gmax), s* 14 45.6 14.6 * 21 38.6 14.4 Max Q Clear Time (g_c+I1), s 7.8 18.2 16.6 15.8 29.2 12.0 Green Ext Time (p_c), s 0.1 5.5 0.0 0.8 5.2 0.5
Intersection Summary
HCM 6th Ctrl Delay 132.6
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

User approved changes to right turn type.

HCM 6th Signalized Intersection Summary Future Pre-Project Condi tions 8: Hoxie Ave/I-605 NB Ramps & Firestone Blvd Weekday PM Peak Hour Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 499 786 240 146 878 124 191 331 169 250 38 581 Future Volume (veh/h) 499 786 240 146 878 124 191 331 169 250 38 581 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 499 786 240 146 878 124 191 331 169 250 38 581 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 589 1197 366 175 1330 593 233 300 150 459 248 480 Arrive On Green 0.17 0.45 0.45 0.10 0.37 0.37 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 3456 2681 819 1781 3554 1585 1781 2293 1147 3456 1870 1585 Grp Volume(v), veh/h 499 521 505 146 878 124 191 255 245 250 38 581 Grp Sat Flow(s),veh/h/ln 1728 1777 1723 1781 1777 1585 1781 1777 1664 172 8 1870 1585 Q Serve(g_s), s 15.4 25.2 25.3 8.9 22.6 5.8 11.5 14.4 14.4 7.4 2.0 14.6 Cycle Q Clear(g_c), s 15.4 25.2 25.3 8.9 22.6 5.8 11.5 14.4 14.4 7.4 2.0 14 .6 Prop In Lane 1.00 0.48 1.00 1.00 1.00 0.69 1.00 1.00
Lane Grp Cap(c), veh/h 589 793 769 175 1330 593 233 233 218 459 248 480 V/C Ratio(X) 0.85 0.66 0.66 0.84 0.66 0.21 0.82 1.10 1.13 0.55 0.15 1.21 Avail Cap(c_a), veh/h 669 793 769 199 1330 593 233 233 218 459 248 480 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1. 00 Upstream Filter(I) 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 Uniform Delay (d), s/veh 44.2 23.8 23.8 48.7 28.6 23.4 46.5 47.8 47.8 44. 6 42.2 38.3 Incr Delay (d2), s/veh 7.5 2.9 2.9 23.3 2.6 0.8 26.4 87.0 98.7 4.6 1.3 112. 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(95%),veh/ln 10.8 15.4 15.0 8.7 15.1 4.2 11.0 18.3 18.5 6.3 1. 8 39.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.7 26.7 26.8 72.0 31.2 24.2 72.9 134.8 146.5 49.2 4 3.5 150.7 LnGrp LOS D C C E C C E F F D D F
Approach Vol, veh/h 1525 1148 691 869
Approach Delay, s/veh 34.9 35.6 121.9 116.8
Approach LOS C D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.5 54.5 20.0 23.4 46.6 20.0
Change Period (Y+Rc), s * 4.7 5.4 5.4 * 4.7 5.4 5.6
Max Green Setting (Gmax), s* 12 47.6 14.6 * 21 38.6 14.4 Max Q Clear Time (g_c+I1), s10.9 27.3 16.6 17.4 24.6 16.4 Green Ext Time (p_c), s 0.0 11.8 0.0 1.3 8.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 66.1
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

User approved changes to right turn type.

HCM 6th Signalized Intersection Summary Future With Project Cond itions 8: Hoxie Ave/I-605 NB Ramps & Firestone Blvd Weekday AM Peak Hour Prologis Stewart && Gray Road Warehouse Project/1-21-4450-1 Sync hro 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 446 751 48 96 1048 190 96 247 79 145 8 821 Future Volume (veh/h) 446 751 48 96 1048 190 96 247 79 145 8 821 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 446 751 48 96 1048 190 96 247 79 145 8 821 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 544 1615 103 122 1376 614 233 349 109 459 248 460 Arrive On Green 0.16 0.48 0.48 0.07 0.39 0.39 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 3456 3392 217 1781 3554 1585 1781 2665 832 3456 1870 1585 Grp Volume(v), veh/h 446 393 406 96 1048 190 96 163 163 145 8 821 Grp Sat Flow(s),veh/h/ln 1728 1777 1831 1781 1777 1585 1781 1777 1721 172 8 1870 1585 Q Serve(g_s), s 13.7 16.4 16.4 5.8 28.2 9.2 5.4 9.6 10.0 4.2 0.4 14.6 Cycle Q Clear(g_c), s 13.7 16.4 16.4 5.8 28.2 9.2 5.4 9.6 10.0 4.2 0.4 14.6 Prop In Lane 1.00 0.12 1.00 1.00 1.00 0.48 1.00 1.00
Lane Grp Cap(c), veh/h 544 846 872 122 1376 614 233 233 225 459 248 460 V/C Ratio(X) 0.82 0.46 0.47 0.79 0.76 0.31 0.41 0.70 0.73 0.32 0.03 1.79 Avail Cap(c_a), veh/h 669 846 872 232 1376 614 233 233 225 459 248 460 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1. 00 Upstream Filter(I) 0.81 0.81 0.81 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 Uniform Delay (d), s/veh 44.8 19.4 19.4 50.5 29.3 23.5 43.9 45.7 45.9 43. 2 41.5 39.0 Incr Delay (d2), s/veh 7.2 1.5 1.4 10.7 4.0 1.3 5.3 16.1 18.4 1.8 0.2 362.0 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(95%),veh/ln 10.1 10.9 11.1 5.3 18.4 6.6 4.9 9.0 9.2 3.4 0.4 87 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.0 20.9 20.8 61.2 33.3 24.8 49.2 61.8 64.3 45.0 41. 8 401.0 LnGrp LOS D C C E C C D E E D D F
Approach Vol, veh/h 1245 1334 422 974
Approach Delay, s/veh 32.0 34.1 59.9 345.1
Approach LOS C C E F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.2 57.8 20.0 22.0 48.0 20.0
Change Period (Y+Rc), s * 4.7 5.4 5.4 * 4.7 5.4 5.6
Max Green Setting (Gmax), s* 14 45.6 14.6 * 21 38.6 14.4 Max Q Clear Time (g_c+I1), s 7.8 18.4 16.6 15.7 30.2 12.0 Green Ext Time (p_c), s 0.1 10.4 0.0 1.6 6.6 0.5
Intersection Summary
HCM 6th Ctrl Delay 112.4
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

User approved changes to right turn type.

HCM 6th Signalized Intersection Summary Future With Project Cond itions 8: Hoxie Ave/I-605 NB Ramps & Firestone Blvd Weekday PM Peak Hour Prologis Stewart & Gray Road Warehouse Project/1-214450-1 Synchr o 11 Report LLG Engineers 01/05/2023
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 467 808 240 146 900 124 191 331 169 250 38 624 Future Volume (veh/h) 467 808 240 146 900 124 191 331 169 250 38 624 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1 870 1870 Adj Flow Rate, veh/h 467 808 240 146 900 124 191 331 169 250 38 624 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 562 1206 358 175 1357 605 233 300 150 459 248 468 Arrive On Green 0.16 0.45 0.45 0.10 0.38 0.38 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 3456 2701 802 1781 3554 1585 1781 2293 1147 3456 1870 1585 Grp Volume(v), veh/h 467 531 517 146 900 124 191 255 245 250 38 624 Grp Sat Flow(s),veh/h/ln 1728 1777 1726 1781 1777 1585 1781 1777 1664 172 8 1870 1585 Q Serve(g_s), s 14.4 26.0 26.0 8.9 23.1 5.8 11.5 14.4 14.4 7.4 2.0 14.6 Cycle Q Clear(g_c), s 14.4 26.0 26.0 8.9 23.1 5.8 11.5 14.4 14.4 7.4 2.0 14 .6 Prop In Lane 1.00 0.46 1.00 1.00 1.00 0.69 1.00 1.00
Lane Grp Cap(c), veh/h 562 793 771 175 1357 605 233 233 218 459 248 468 V/C Ratio(X) 0.83 0.67 0.67 0.84 0.66 0.20 0.82 1.10 1.13 0.55 0.15 1.33 Avail Cap(c_a), veh/h 669 793 771 199 1357 605 233 233 218 459 248 468 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1. 00 Upstream Filter(I) 0.68 0.68 0.68 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 Uniform Delay (d), s/veh 44.6 24.0 24.0 48.7 28.1 22.8 46.5 47.8 47.8 44. 6 42.2 38.8 Incr Delay (d2), s/veh 6.6 3.1 3.2 23.3 2.6 0.8 26.4 87.0 98.7 4.6 1.3 163. 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(95%),veh/ln 10.1 15.9 15.5 8.7 15.3 4.1 11.0 18.3 18.5 6.3 1. 8 48.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.2 27.1 27.2 72.0 30.7 23.6 72.9 134.8 146.5 49.2 4 3.5 202.5 LnGrp LOS D C C E C C E F F D D F
Approach Vol, veh/h 1515 1170 691 912
Approach Delay, s/veh 34.6 35.1 121.9 153.8
Approach LOS C D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.5 54.5 20.0 22.6 47.4 20.0
Change Period (Y+Rc), s * 4.7 5.4 5.4 * 4.7 5.4 5.6
Max Green Setting (Gmax), s* 12 47.6 14.6 * 21 38.6 14.4 Max Q Clear Time (g_c+I1), s10.9 28.0 16.6 16.4 25.1 16.4 Green Ext Time (p_c), s 0.0 11.7 0.0 1.5 8.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 74.1
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

User approved changes to right turn type.

Appendix M
Assembly Bill 52 Correspondence

GABRIELE ÑO BAND OF MISSION INDIANS – KIZH
NATION
California State Recognized Aboriginal Tribe of the Los Angeles Basin (Historically known as the Gabriele ño Tribal Council - San Gabriel Band of Mission Indians)

Alfonso S. Hernandez
Senior Planner
Community Development Department
11111 Bookshire Ave, Downey, CA 90241

Re: PROPOSED MITIGATION MEASURES RE KIZH NATION TRIBAL CULTURAL RESOURCES

Dear Alfonso Hernandez,

Pursuant to California Assembly Bill 52 and/or Senate Bill 18 (and any/all other applicable Federal, State, and local laws), the Gabrieleño Band of Mission Indians – Kizh Nation (“Tribe” or “Kizh”) requested to and did consult with the City of Downey (the “lead agency”), regarding 9350 Hall Rd. (the “Project”). As we explained, this Project site is located within the boundaries of Kizh ancestral territory.

As such, we discussed at length the adverse impacts of this Project on Kizh historical landscapes, ceremonial places, subsurface artifacts, and other Kizh tribal cultural resources (“TCR”). Significant, confidential information was shared, including inter alia, Kizh oral history, elder testimony, testimony by Kizh Certified Archaeologist, John Torres, data on Native American discoveries in proximity to the Project, historical information on Kizh cultural and historical uses of the area at and surrounding the Project site, historical maps, and relevant historical literature.

Collectively, this evidence substantiated the irreparable harm Kizh TCRs will sustain unless you adopt and enforce the proposed mitigations for this Project, which are attached hereto. Please ensure to maintain the confidentiality of all information the Kizh has provided, and any/all additional information the Kizh provides in the future. (Pub. Res. Code §21082.3(c).) The laws preserving the confidentiality of Native American documents and records prohibits the inclusion of any information about the location of Native American artifacts, sites, sacred lands, or any other information that is exempt from public disclosure

pursuant to the Public Records Act. (Cal. Code Regs. § 15120(d); Clover Valley Foundation v. City of Rocklin (2011) 197 Cal.App.4th 200, at p. 220).

Finally, as a reminder, CEQA requires lead agencies to evaluate a project’s impacts to TCRs separate and apart from all other factors, such as cultural resources, archaeological, historical, and paleontological.1 Moreover, the California Court of Appeal made clear in the 2020 published opinion, Save the Agoura Corndell Knoll v. City of Agoura Hills, et al. (2020) 46 Cal.App.5th 665, that upon adoption, it must be clear that the TCR mitigations adopted will sufficiently reduce the project’s impacts to TCRs below the threshold of significance; otherwise, the mitigations do not comply with CEQA and cannot be enforced.2 As you know, as lead agency, CEQA mandates you to oversee and enforce compliance with the mitigations and conditions of approval adopted for the Project, CEQA, and all applicable state and local laws. (Pub. Res. Code § 21081.6(a)(1) [The reporting or monitoring program shall be designed to ensure compliance during project implementation].)

Thank you for your anticipated cooperation. We look forward to working with you.

Sincerely,

Andrew Salas, Chairman
Gabrieleno Band of Mission Indians – Kizh Nation

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Enclosures

1 Public Resources Code Section 21083.09 required the Office of Planning and Research to revise the CEQA guidelines to include separate consideration of tribal cultural resources.

2 (Id. at pp. 685-6 [“[i]t is improper to defer the formulation of mitigation measures until after project approval; instead, the determination of whether a project will have significant environmental impacts, and the formulation of measures to mitigate those impacts, must occur before the project is approved.”]; see also CEQA Guidelines §15126.4(a)(1)(B).)

GABRIELENO BAND OF MISSION INDIANS – KIZH NATION - PROPOSED TCR MITIGATION MEASURES

TCR-1: Retain a Native American Monitor Prior to Commencement of Ground-Disturbing Activities

A. The project applicant/lead agency shall retain a Native American Monitor from or approved by the Gabrieleño Band of Mission Indians – Kizh Nation. The monitor shall be retained prior to the commencement of any “ground-disturbing activity” for the subject project at all project locations (i.e., both on-site and any off-site locations that are included in the project description/definition and/or required in connection with the project, such as public improvement work). “Ground- disturbing activity” shall include, but is not limited to, demolition, pavement removal, potholing, auguring, grubbing, tree removal, boring, grading, excavation, drilling, and trenching.

B. A copy of the executed monitoring agreement shall be submitted to the lead agency prior to the earlier of the commencement of any ground-disturbing activity, or the issuance of any permit necessary to commence a ground-disturbing activity.

C. The monitor will complete daily monitoring logs that will provide descriptions of the relevant ground-disturbing activities, the type of construction activities performed, locations of ground- disturbing activities, soil types, cultural-related materials, and any other facts, conditions, materials, or discoveries of significance to the Tribe. Monitor logs will identify and describe any discovered TCRs, including but not limited to, Native American cultural and historical artifacts, remains, places of significance, etc., (collectively, tribal cultural resources, or “TCR”), as well as any discovered Native American (ancestral) human remains and burial goods. Copies of monitor logs will be provided to the project applicant/lead agency upon written request to the Tribe.

D. On-site tribal monitoring shall conclude upon the latter of the following (1) written confirmation to the Kizh from a designated point of contact for the project applicant/lead agency that all ground-disturbing activities and phases that may involve ground-disturbing activities on the project site or in connection with the project are complete; or (2) a determination and written notification by the Kizh to the project applicant/lead agency that no future, planned construction activity and/or development/construction phase at the project site possesses the potential to impact Kizh TCRs.

E. Upon discovery of any TCRs, all construction activities in the immediate vicinity of the discovery shall cease (i.e., not less than the surrounding 50 feet) and shall not resume until the discovered TCR has been fully assessed by the Kizh monitor and/or Kizh archaeologist. The Kizh will recover and retain all discovered TCRs in the form and/or manner the Tribe deems appropriate, in the Tribe’s sole discretion, and for any purpose the Tribe deems appropriate, including for educational, cultural and/or historic purposes.

TCR-2: Unanticipated Discovery of Human Remains and Associated Funerary Objects A. Native American human remains are defined in PRC 5097.98 (d)(1) as an inhumation or cremation, and in any state of decomposition or skeletal completeness. Funerary objects, called associated grave goods in Public Resources Code Section 5097.98, are also to be treated according to this statute.

B. If Native American human remains and/or grave goods discovered or recognized on the project site, then all construction activities shall immediately cease. Health and Safety Code Section

7050.5 dictates that any discoveries of human skeletal material shall be immediately reported to the County Coroner and all ground-disturbing activities shall immediately halt and shall remain halted until the coroner has determined the nature of the remains. If the coroner recognizes the human remains to be those of a Native American or has reason to believe they are Native American, he or she shall contact, by telephone within 24 hours, the Native American Heritage Commission, and Public Resources Code Section 5097.98 shall be followed.

C. Human remains and grave/burial goods shall be treated alike per California Public Resources Code section 5097.98(d)(1) and (2).

D. Construction activities may resume in other parts of the project site at a minimum of 200 feet away from discovered human remains and/or burial goods, if the Kizh determines in its sole discretion that resuming construction activities at that distance is acceptable and provides the project manager express consent of that determination (along with any other mitigation measures the Kizh monitor and/or archaeologist deems necessary). (CEQA Guidelines Section 15064.5(f).)
E. Preservation in place (i.e., avoidance) is the preferred manner of treatment for discovered human remains and/or burial goods. Any historic archaeological material that is not Native American in origin (non-TCR) shall be curated at a public, non-profit institution with a research interest in the materials, such as the Natural History Museum of Los Angeles County or the Fowler Museum, if such an institution agrees to accept the material. If no institution accepts the archaeological material, it shall be offered to a local school or historical society in the area for educational purposes.

F. Any discovery of human remains/burial goods shall be kept confidential to prevent further disturbance.

TCR-3: Procedures for Burials and Funerary Remains:

A. As the Most Likely Descendant (“MLD”), the Koo-nas-gna Burial Policy shall be implemented. To the Tribe, the term “human remains” encompasses more than human bones. In ancient as well as historic times, Tribal Traditions included, but were not limited to, the preparation of the soil for burial, the burial of funerary objects with the deceased, and the ceremonial burning of human remains.

B. If the discovery of human remains includes four or more burials, the discovery location shall be treated as a cemetery and a separate treatment plan shall be created.

C. The prepared soil and cremation soils are to be treated in the same manner as bone fragments that remain intact. Associated funerary objects are objects that, as part of the death rite or ceremony of a culture, are reasonably believed to have been placed with individual human remains either at the time of death or later; other items made exclusively for burial purposes or to contain human remains can also be considered as associated funerary objects. Cremations will either be removed in bulk or by means as necessary to ensure complete recovery of all sacred materials.

D. In the case where discovered human remains cannot be fully documented and recovered on the same day, the remains will be covered with muslin cloth and a steel plate that can be moved by heavy equipment placed over the excavation opening to protect the remains. If this type of steel plate is not available, a 24-hour guard should be posted outside of working hours. The Tribe will make every effort to recommend diverting the project and keeping the remains in situ and protected. If the project cannot be diverted, it may be determined that burials will be removed.

E. In the event preservation in place is not possible despite good faith efforts by the project

applicant/developer and/or landowner, before ground-disturbing activities may resume on the project site, the landowner shall arrange a designated site location within the footprint of the project for the respectful reburial of the human remains and/or ceremonial objects.

F. Each occurrence of human remains and associated funerary objects will be stored using opaque cloth bags. All human remains, funerary objects, sacred objects and objects of cultural patrimony will be removed to a secure container on site if possible. These items should be retained and reburied within six months of recovery. The site of reburial/repatriation shall be on the project site but at a location agreed upon between the Tribe and the landowner at a site to be protected in perpetuity. There shall be no publicity regarding any cultural materials recovered.

G. The Tribe will work closely with the project’s qualified archaeologist to ensure that the excavation is treated carefully, ethically and respectfully. If data recovery is approved by the Tribe, documentation shall be prepared and shall include (at a minimum) detailed descriptive notes and sketches. All data recovery data recovery-related forms of documentation shall be approved in advance by the Tribe. If any data recovery is performed, once complete, a final report shall be submitted to the Tribe and the NAHC. The Tribe does NOT authorize any scientific study or the utilization of any invasive and/or destructive diagnostics on human remains.

PLEASE NOTE THE FOLLOWING:

Any/all revisions to the Kizh’s proposed TCR mitigations set forth above must be requested in writing, and not more than ten (10) calendar days from the date that we consulted on the subject Project. Requested revisions shall be delivered to the Kizh via email at [email protected], and in a Word document, redline format. Please include as the email subject: “REQUEST FOR MITIGATION REVISIONS,” and identify the project name and location/address. If revisions are not requested within 10 calendar days of consultation, the Kizh’s proposed mitigations are presumed accepted as proposed (i.e., as set forth above).

Thank you for your anticipated cooperation.