Agenda packet — Suisun City City Council, January 21, 2025 (part 2 of 2)

10.9 Intersection 6 Emperor Drive/CA-12 Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 110 110 100.4% 42.4 6.5 D
Through 20 18 92.0% 52.5 22.7 D
Right Turn 50 54 107.8% 16.8 6.6 B
Subtotal 180 183 101.5% 36.4 7.8 D
Left Turn 30 31 103.3% 34.1 9.5 C
Through 20 20 101.0% 36.6 11.1 D
Right Turn 110 109 98.6% 20.2 6.3 C
Subtotal 160 160 99.8% 25.6 5.0 C
Left Turn 290 270 93.0% 107.5 37.5 F
Through 1,560 1,533 98.2% 112.5 47.0 F
Right Turn 180 179 99.4% 86.9 47.7 F
Subtotal 2,030 1,981 97.6% 109.7 45.5 F
Left Turn 50 49 97.4% 150.7 67.1 F
Through 1,170 1,143 97.7% 148.8 74.9 F
Right Turn 70 71 101.0% 114.7 70.9 F
Subtotal 1,290 1,263 97.9% 147.0 74.3 F
Total 3,660 3,586 98.0% 114.5 38.1 F
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Fehr & Peers 12/4/2024
286
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Near Term w/ Realignment
Volume and Delay by Movement AM Peak Hour
Intersection 1 Sunset Ave/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 330 322 97.5% 31.7 4.5 C
Through
Right Turn 170 172 101.4% 7.2 2.0 A
Subtotal 500 494 98.8% 23.2 3.5 C
Left Turn 10 9 89.0% 40.5 10.5 D
Through 10 11 110.0% 30.2 15.4 C
Right Turn 10 9 89.0% 13.2 14.3 B
Subtotal 30 29 96.0% 32.3 7.8 C
Left Turn 10 10 95.0% 48.3 31.9 D
Through 210 221 105.4% 45.5 20.5 D
Right Turn 250 258 103.1% 35.6 16.9 D
Subtotal 470 489 103.9% 40.6 18.6 D
Left Turn 290 288 99.3% 36.1 6.0 D
Through 410 426 103.9% 12.9 2.3 B
Right Turn 10 11 105.0% 9.9 8.1 A
Subtotal 710 724 102.0% 22.1 3.0 C
Total 1,710 1,736 101.5% 27.8 6.1 C

45.2 Intersection 2 Clay Bank Road/E Tabor Avenue All-way Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn 430 421 98.0% 43.1 18.3 E
Through
Right Turn 270 272 100.8% 9.3 4.5 A
Subtotal 700 693 99.0% 30.1 11.7 D
Left Turn 180 185 102.7% 15.1 2.6 C
Through 160 169 105.4% 14.8 4.4 B
Right Turn
Subtotal 340 354 104.0% 15.1 2.8 C
Left Turn
Through 250 257 102.8% 28.9 13.9 D
Right Turn 360 368 102.2% 14.5 4.8 B
Subtotal 610 625 102.4% 20.6 8.1 C
Total 1,650 1,672 101.3% 23.4 6.9 C

24.5 WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
Fehr & Peers 12/4/2024
287
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Near Term w/ Realignment
Volume and Delay by Movement AM Peak Hour
Intersection 3 Railroad Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 590 588 99.7% 17.4 8.6 C
Right Turn
Subtotal 590 588 99.7% 17.4 8.6 C
Left Turn
Through 610 625 102.5% 1.7 0.8 A
Right Turn
Subtotal 610 625 102.5% 1.7 0.8 A
Total 1,200 1,213 101.1% 9.5 4.4 A

11.4 Intersection 4 Olive Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 230 233 101.3% 37.0 4.7 E
Through
Right Turn 280 283 101.2% 12.3 2.5 B
Subtotal 510 516 101.2% 23.5 3.8 C
Left Turn 20 21 102.5% 51.4 17.5 F
Through
Right Turn 10 10 96.0% 21.6 13.8 C
Subtotal 30 30 100.3% 42.9 13.2 E
Left Turn 10 10 99.0% 56.4 19.8 F
Through 280 280 99.9% 62.3 10.3 F
Right Turn 300 302 100.8% 55.8 11.7 F
Subtotal 590 592 100.3% 58.8 10.8 F
Left Turn 310 307 99.0% 116.9 47.7 F
Through 370 379 102.3% 66.8 42.2 F
Right Turn
Subtotal 680 685 100.8% 91.3 44.7 F
Total 1,810 1,824 100.8% 60.6 18.1 F
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
Fehr & Peers 12 /4/2024
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Near Term w/ Realignment
Volume and Delay by Movement AM Peak Hour
Intersection 3 Railroad Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 590 588 99.7% 17.4 8.6 C
Right Turn
Subtotal 590 588 99.7% 17.4 8.6 C
Left Turn
Through 610 625 102.5% 1.7 0.8 A
Right Turn
Subtotal 610 625 102.5% 1.7 0.8 A
Total 1,200 1,213 101.1% 9.5 4.4 A

11.4 Intersection 4 Olive Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 230 233 101.3% 37.0 4.7 E
Through
Right Turn 280 283 101.2% 12.3 2.5 B
Subtotal 510 516 101.2% 23.5 3.8 C
Left Turn 20 21 102.5% 51.4 17.5 F
Through
Right Turn 10 10 96.0% 21.6 13.8 C
Subtotal 30 30 100.3% 42.9 13.2 E
Left Turn 10 10 99.0% 56.4 19.8 F
Through 280 280 99.9% 62.3 10.3 F
Right Turn 300 302 100.8% 55.8 11.7 F
Subtotal 590 592 100.3% 58.8 10.8 F
Left Turn 310 307 99.0% 116.9 47.7 F
Through 370 379 102.3% 66.8 42.2 F
Right Turn
Subtotal 680 685 100.8% 91.3 44.7 F
Total 1,810 1,824 100.8% 60.6 18.1 F
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
Fehr & Peers 12 /4/2024
288
SimTraffic Post-Processor
Average Results from 10 Runs
Volume and Delay by Movement
Railroad Ave Realignment
Near Term w/ Realignment
PM Peak Hour
Intersection 1 Sunset Ave/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 400 402 100.5% 26.2 3.2 C
Through 10 11 107.0% 20.7 15.9 C
Right Turn 460 458 99.5% 12.7 2.3 B
Subtotal 870 871 100.1% 19.0 2.2 B
Left Turn
Through 10 11 107.0% 29.1 17.6 C
Right Turn 10 12 117.0% 10.2 5.6 B
Subtotal 20 22 112.0% 21.6 12.7 C
Left Turn 10 8 82.0% 38.2 31.4 D
Through 290 291 100.5% 53.3 26.1 D
Right Turn 230 234 101.6% 47.3 27.4 D
Subtotal 530 533 100.6% 50.6 26.7 D
Left Turn 190 180 94.9% 33.5 5.6 C
Through 300 293 97.6% 10.9 1.6 B
Right Turn 10 10 95.0% 6.5 6.7 A
Subtotal 500 483 96.5% 18.8 2.8 B
Total 1,920 1,909 99.4% 28.5 8.5 C

40.1 Intersection 2 Clay Bank Road/E Tabor Avenue All-way Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn 410 364 88.8% 247.8 20.3 F
Through
Right Turn 180 155 86.3% 200.3 38.0 F
Subtotal 590 519 88.0% 234.4 21.6 F
Left Turn 230 223 96.8% 86.9 41.0 F
Through 330 317 96.0% 106.8 50.4 F
Right Turn
Subtotal 560 540 96.3% 98.5 46.5 F
Left Turn
Through 250 257 102.8% 18.7 2.8 C
Right Turn 430 442 102.8% 11.9 2.7 B
Subtotal 680 699 102.8% 14.5 1.5 B
Total 1,830 1,758 96.1% 103.7 17.6 F

48.8 WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
Fehr & Peers 12 /4/2024
289
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Near Term w/ Realignment
Volume and Delay by Movement HPM Peak our
Intersection 3 Railroad Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 740 669 90.3% 80.8 5.0 F
Right Turn
Subtotal 740 669 90.3% 80.8 5.0 F
Left Turn
Through 680 699 102.9% 1.4 0.2 A
Right Turn
Subtotal 680 699 102.9% 1.4 0.2 A
Total 1,420 1,368 96.3% 41.9 2.3 E

52.5 Intersection 4 Olive Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 360 362 100.5% 92.5 55.2 F
Through
Right Turn 290 294 101.2% 63.2 54.2 F
Subtotal 650 655 100.8% 79.9 55.6 F
Left Turn 10 11 111.0% 45.9 17.6 E
Through
Right Turn 10 13 126.0% 9.1 3.3 A
Subtotal 20 24 118.5% 23.6 5.8 C
Left Turn 10 9 85.0% 70.5 25.4 F
Through 290 266 91.8% 75.0 2.9 F
Right Turn 440 385 87.5% 65.8 5.0 F
Subtotal 740 660 89.1% 69.6 3.8 F
Left Turn 220 221 100.6% 78.2 22.4 F
Through 310 328 105.7% 29.0 15.2 D
Right Turn
Subtotal 530 549 103.6% 48.9 18.0 E
Total 1,940 1,888 97.3% 66.6 19.6 F
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
Fehr & Peers 12/4/2 024
290
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Near Term RIRO
Volume and Delay by Movement AM Peak Hour
Intersection 1 Sunset Ave/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 430 437 101.7% 34.3 3.1 C
Through
Right Turn 220 214 97.5% 6.8 1.6 A
Subtotal 650 652 100.3% 25.1 3.1 C
Left Turn 10 8 83.0% 57.1 18.9 E
Through 10 9 90.0% 52.6 29.4 D
Right Turn 10 12 115.0% 18.3 16.0 B
Subtotal 30 29 96.0% 42.5 13.7 D
Left Turn 10 11 112.0% 117.7 48.7 F
Through 210 208 99.0% 116.5 40.3 F
Right Turn 250 248 99.2% 107.1 38.3 F
Subtotal 470 467 99.4% 111.4 38.7 F
Left Turn 590 402 68.1% 252.4 19.1 F
Through 350 240 68.5% 220.9 10.0 F
Right Turn 10 6 63.0% 173.7 106.6 F
Subtotal 950 648 68.2% 240.9 13.5 F
Total 2,100 1,796 85.5% 126.0 12.4 F
208.6
Intersection 2 Clay Bank Road/E Tabor Avenue All-way Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn 430 405 94.1% 168.1 71.3 F
Through
Right Turn 270 252 93.1% 145.7 64.9 F
Subtotal 700 656 93.7% 160.5 66.4 F
Left Turn 180 174 96.8% 17.5 3.6 C
Through 160 160 99.8% 13.8 1.6 B
Right Turn
Subtotal 340 334 98.2% 15.9 2.4 C
Left Turn
Through 490 395 80.5% 168.8 24.8 F
Right Turn 270 224 82.8% 54.1 7.1 F
Subtotal 760 618 81.3% 129.0 18.9 F
Total 1,800 1,608 89.4% 116.6 27.7 F
134.9
WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
Fehr & Peers 12/4/2024
291
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Near Term RIRO
Volume and Delay by Movement AM Peak Hour
Intersection 3 Railroad Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn 260 266 102.2% 6.7 1.4 A
Subtotal 260 266 102.2% 6.7 1.4 A
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 330 316 95.6% 24.1 1.5 C
Right Turn 260 253 97.2% 23.9 1.6 C
Subtotal 590 568 96.3% 24.0 1.5 C
Left Turn
Through 760 612 80.5% 85.5 17.1 F
Right Turn
Subtotal 760 612 80.5% 85.5 17.1 F
Total 1,610 1,446 89.8% 44.5 3.7 E

53.9 Intersection 4 Olive Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 80 16 19.9% 842.9 104.8 F
Through
Right Turn 20 4 20.5% 835.8 128.3 F
Subtotal 100 20 20.0% 397.2 429.2 F
Left Turn 20 11 55.0% 505.2 367.4 F
Through
Right Turn 10 7 68.0% 515.7 352.3 F
Subtotal 30 18 59.3% 149.5 184.0 F
Left Turn 10 9 85.0% 16.0 12.0 C
Through 540 527 97.7% 3.4 0.3 A
Right Turn 40 40 99.3% 2.8 0.3 A
Subtotal 590 576 97.6% 3.6 0.3 A
Left Turn 10 10 103.0% 134.0 73.5 F
Through 670 592 88.3% 176.5 62.9 F
Right Turn
Subtotal 680 602 88.5% 176.4 62.6 F
Total 1,400 1,216 86.8% 87.3 21.8 F
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
Fehr & Peers 12/4/2024
292
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Near Term RIRO
Volume and Delay by Movement PM Peak Hour
Intersection 1 Sunset Ave/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 520 522 100.4% 57.1 15.1 E
Through 10 11 111.0% 64.5 20.7 E
Right Turn 600 601 100.1% 24.4 8.9 C
Subtotal 1,130 1,134 100.3% 40.1 10.5 D
Left Turn
Through 10 10 99.0% 60.0 24.4 E
Right Turn 10 12 117.0% 13.1 10.1 B
Subtotal 20 22 108.0% 35.2 14.9 D
Left Turn 10 9 88.0% 116.1 50.0 F
Through 290 263 90.6% 138.0 11.3 F
Right Turn 230 206 89.6% 129.2 9.9 F
Subtotal 530 478 90.1% 134.4 10.1 F
Left Turn 390 386 99.0% 48.4 9.3 D
Through 200 202 100.8% 18.2 3.1 B
Right Turn 10 11 109.0% 13.9 9.6 B
Subtotal 600 599 99.8% 37.9 7.8 D
Total 2,280 2,232 97.9% 59.4 6.5 E
109.2
Intersection 2 Clay Bank Road/E Tabor Avenue All-way Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn 410 392 95.7% 184.0 53.3 F
Through
Right Turn 180 178 98.8% 128.0 93.5 F
Subtotal 590 570 96.6% 166.9 64.5 F
Left Turn 230 224 97.4% 24.0 6.6 C
Through 330 319 96.6% 26.5 10.2 D
Right Turn
Subtotal 560 543 96.9% 25.7 8.5 D
Left Turn
Through 350 349 99.7% 46.5 23.1 E
Right Turn 260 265 102.0% 6.8 2.6 A
Subtotal 610 614 100.6% 29.2 14.0 D
Total 1,760 1,727 98.1% 72.6 23.1 F

85.7 WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
Fehr & Peers 12/4/2024
293
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Near Term RIRO
Volume and Delay by Movement PM Peak Hour
Intersection 3 Railroad Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn 280 275 98.3% 7.1 0.9 A
Subtotal 280 275 98.3% 7.1 0.9 A
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 380 372 97.9% 10.0 1.0 A
Right Turn 360 339 94.1% 9.8 1.2 A
Subtotal 740 711 96.1% 9.9 1.1 A
Left Turn
Through 610 615 100.8% 5.1 2.8 A
Right Turn
Subtotal 610 615 100.8% 5.1 2.8 A
Total 1,630 1,601 98.2% 7.6 1.1 A

6.7 Intersection 4 Olive Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 90 92 102.7% 22.3 6.2 C
Through
Right Turn 10 9 92.0% 13.8 15.1 B
Subtotal 100 102 101.6% 22.0 6.2 C
Left Turn 10 10 97.0% 11.9 7.0 B
Through
Right Turn 10 9 93.0% 4.9 3.7 A
Subtotal 20 19 95.0% 9.8 5.1 A
Left Turn 10 8 80.0% 5.1 1.4 A
Through 570 558 97.9% 2.7 0.4 A
Right Turn 80 81 101.6% 1.8 0.3 A
Subtotal 660 647 98.1% 2.6 0.3 A
Left Turn 20 23 114.5% 4.6 1.6 A
Through 510 513 100.5% 0.9 0.2 A
Right Turn
Subtotal 530 536 101.1% 1.1 0.2 A
Total 1,310 1,303 99.5% 3.7 0.9 A
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
Fehr & Peers 12/4/2024
294
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Near Term with Signals
Volume and Delay by Movement AM Peak Hour
Intersection 1 Sunset Ave/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 330 330 100.0% 20.5 1.5 C
Through
Right Turn 170 171 100.6% 6.2 2.2 A
Subtotal 500 501 100.2% 15.6 1.1 B
Left Turn 10 9 88.0% 35.0 16.4 D
Through 10 11 106.0% 39.0 14.4 D
Right Turn 10 11 105.0% 15.4 14.4 B
Subtotal 30 30 99.7% 32.8 6.9 C
Left Turn 10 10 101.0% 82.5 33.6 F
Through 210 216 102.8% 93.7 31.7 F
Right Turn 250 251 100.4% 83.8 31.8 F
Subtotal 470 477 101.5% 88.5 31.0 F
Left Turn 290 284 97.9% 36.7 7.5 D
Through 410 418 101.8% 14.8 2.0 B
Right Turn 10 9 93.0% 13.2 7.7 B
Subtotal 710 711 100.1% 24.0 4.2 C
Total 1,710 1,719 100.5% 39.8 9.7 D

58.9 Intersection 2 Clay Bank Road/E Tabor Avenue Signal Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn 430 432 100.3% 25.9 3.4 C
Through
Right Turn 270 268 99.4% 6.0 1.6 A
Subtotal 700 700 100.0% 18.1 2.2 B
Left Turn 180 184 102.3% 20.8 2.8 C
Through 160 163 101.6% 12.8 1.9 B
Right Turn
Subtotal 340 347 101.9% 17.0 1.9 B
Left Turn
Through 250 247 98.8% 12.2 2.2 B
Right Turn 360 368 102.3% 5.6 0.8 A
Subtotal 610 615 100.9% 8.2 1.2 A
Total 1,650 1,662 100.7% 14.3 1.5 B

26.9 Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Fehr & Peers 12/4/2024
295
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Near Term with Signals
Volume and Delay by Movement AM Peak Hour
Intersection 3 Railroad Avenue/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 170 168 98.6% 28.2 6.3 C
Through
Right Turn 260 266 102.3% 6.9 1.3 A
Subtotal 430 434 100.9% 15.5 3.4 B
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 330 332 100.6% 15.8 3.0 B
Right Turn 260 266 102.2% 14.7 3.0 B
Subtotal 590 598 101.3% 15.3 3.0 B
Left Turn 300 304 101.4% 72.3 7.8 E
Through 440 442 100.5% 21.9 4.3 C
Right Turn
Subtotal 740 747 100.9% 42.4 5.9 D
Total 1,760 1,778 101.0% 26.8 3.1 C

63.0 Intersection 4 Olive Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 60 59 98.2% 278.4 182.6 F
Through
Right Turn 20 17 87.0% 297.6 232.0 F
Subtotal 80 76 95.4% 280.9 185.7 F
Left Turn 20 19 94.5% 51.3 39.6 F
Through
Right Turn 10 10 101.0% 115.2 72.6 F
Subtotal 30 29 96.7% 71.1 53.3 F
Left Turn 10 10 98.0% 11.1 5.6 B
Through 540 543 100.6% 4.6 0.5 A
Right Turn 40 41 101.3% 3.8 0.6 A
Subtotal 590 593 100.6% 4.6 0.5 A
Left Turn 10 11 112.0% 27.5 37.5 D
Through 670 674 100.7% 31.2 35.3 D
Right Turn
Subtotal 680 686 100.8% 31.1 35.3 D
Total 1,380 1,384 100.3% 29.5 18.6 D
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Fehr & Peers 12/4/2024
296
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Near Term with Signals
Volume and Delay by Movement PM Peak Hour
Intersection 1 Sunset Ave/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 400 420 105.1% 19.8 2.2 B
Through 10 11 112.0% 13.4 11.2 B
Right Turn 460 466 101.3% 10.8 1.6 B
Subtotal 870 898 103.2% 15.1 1.2 B
Left Turn
Through 10 10 96.0% 49.5 19.2 D
Right Turn 10 10 102.0% 13.4 8.8 B
Subtotal 20 20 99.0% 28.5 9.8 C
Left Turn 10 8 81.0% 131.3 35.7 F
Through 290 266 91.8% 133.2 10.4 F
Right Turn 230 218 94.9% 125.1 10.2 F
Subtotal 530 493 92.9% 129.4 9.5 F
Left Turn 190 173 91.3% 32.6 4.2 C
Through 300 282 94.1% 14.4 2.6 B
Right Turn 10 10 101.0% 9.2 7.4 A
Subtotal 500 466 93.2% 21.0 2.7 C
Total 1,920 1,876 97.7% 47.6 1.6 D
112.3
Intersection 2 Clay Bank Road/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn 410 419 102.2% 17.8 3.3 B
Through
Right Turn 180 183 101.7% 5.2 3.3 A
Subtotal 590 602 102.1% 13.9 3.1 B
Left Turn 230 220 95.6% 16.2 1.8 B
Through 330 329 99.6% 11.1 1.6 B
Right Turn
Subtotal 560 549 97.9% 13.2 1.0 B
Left Turn
Through 250 207 82.9% 8.7 1.0 A
Right Turn 430 348 80.8% 5.1 0.4 A
Subtotal 680 555 81.6% 6.4 0.5 A
Total 1,830 1,705 93.2% 11.2 1.3 B

16.5 Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Fehr & Peers 12/4/2024
297
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Near Term with Signals
Volume and Delay by Movement PM Peak Hour
Intersection 3 Railroad Avenue/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 290 157 54.2% 332.6 31.8 F
Through
Right Turn 280 155 55.5% 280.8 28.7 F
Subtotal 570 313 54.9% 307.6 34.0 F
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 380 380 99.9% 38.7 7.4 D
Right Turn 360 371 103.1% 36.6 7.5 D
Subtotal 740 751 101.4% 37.7 7.4 D
Left Turn 200 202 101.2% 59.8 14.3 E
Through 390 398 102.1% 22.9 6.9 C
Right Turn
Subtotal 590 600 101.8% 35.6 9.7 D
Total 1,900 1,664 87.6% 83.2 5.7 F
310.0
Intersection 4 Olive Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 70 68 97.4% 34.5 35.3 D
Through
Right Turn 10 11 105.0% 32.3 49.6 D
Subtotal 80 79 98.4% 33.8 35.8 D
Left Turn 10 8 84.0% 17.5 12.3 C
Through
Right Turn 10 10 99.0% 25.7 33.7 D
Subtotal 20 18 91.5% 20.7 16.4 C
Left Turn 10 9 85.0% 8.7 4.2 A
Through 570 464 81.3% 6.5 1.5 A
Right Turn 80 62 77.3% 5.6 1.6 A
Subtotal 660 534 80.9% 6.4 1.6 A
Left Turn 20 19 94.5% 4.6 2.9 A
Through 510 523 102.6% 3.1 2.9 A
Right Turn
Subtotal 530 542 102.3% 3.2 2.8 A
Total 1,290 1,173 90.9% 7.1 4.5 A
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Fehr & Peers 12/4/2024
298
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Near Term w/ Olive
Volume and Delay by Movement AM Peak Hour
Intersection 1 Sunset Ave/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 370 377 102.0% 30.4 3.6 C
Through
Right Turn 220 211 95.7% 8.5 1.5 A
Subtotal 590 588 99.6% 22.5 2.4 C
Left Turn 10 10 96.0% 47.5 27.1 D
Through 10 11 106.0% 35.0 24.7 D
Right Turn 10 11 106.0% 19.9 9.3 B
Subtotal 30 31 102.7% 35.4 11.8 D
Left Turn 10 11 109.0% 69.5 38.7 E
Through 210 215 102.5% 67.3 21.8 E
Right Turn 250 249 99.8% 55.4 20.7 E
Subtotal 470 476 101.2% 61.2 20.9 E
Left Turn 340 341 100.2% 69.3 31.8 E
Through 420 432 102.9% 33.7 21.2 C
Right Turn 10 12 119.0% 35.7 31.1 D
Subtotal 770 785 101.9% 49.6 26.9 D
Total 1,860 1,879 101.0% 43.8 11.8 D

53.1 Intersection 2 Clay Bank Road/E Tabor Avenue All-way Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn 430 422 98.1% 64.4 59.1 F
Through
Right Turn 270 270 99.9% 29.6 64.5 D
Subtotal 700 691 98.8% 51.5 57.9 F
Left Turn 180 176 97.7% 14.8 3.7 B
Through 160 161 100.8% 13.0 3.7 B
Right Turn
Subtotal 340 337 99.1% 14.1 3.3 B
Left Turn
Through 310 327 105.6% 40.5 25.0 E
Right Turn 280 285 101.6% 11.4 1.9 B
Subtotal 590 612 103.7% 26.6 13.7 D
Total 1,630 1,640 100.6% 34.3 27.3 D

53.5 Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Fehr & Peers 12/4/2024
299
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Near Term w/ Olive
Volume and Delay by Movement AM Peak Hour
Intersection 3 Railroad Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn 260 267 102.6% 16.1 8.4 C
Subtotal 260 267 102.6% 16.1 8.4 C
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 330 331 100.3% 14.1 4.2 B
Right Turn 260 265 102.0% 12.2 3.7 B
Subtotal 590 596 101.0% 13.3 4.0 B
Left Turn
Through 590 601 101.8% 5.4 2.4 A
Right Turn
Subtotal 590 601 101.8% 5.4 2.4 A
Total 1,440 1,464 101.6% 10.6 3.5 B

15.3 Intersection 4 Olive Avenue/E Tabor Avenue
Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 160 159 99.6% 35.9 5.6 E
Through
Right Turn 30 33 109.7% 14.7 8.6 B
Subtotal 190 192 101.2% 32.3 5.1 D
Left Turn 20 20 99.0% 41.9 16.7 E
Through
Right Turn 10 12 118.0% 21.1 24.8 C
Subtotal 30 32 105.3% 35.2 18.5 E
Left Turn 10 11 112.0% 51.3 29.0 F
Through 540 536 99.2% 39.4 3.4 E
Right Turn 40 39 98.0% 34.8 9.3 D
Subtotal 590 586 99.4% 39.4 3.3 E
Left Turn 260 264 101.4% 50.9 12.5 F
Through 420 430 102.3% 19.8 7.1 C
Right Turn
Subtotal 680 693 102.0% 32.3 9.2 D
Total 1,490 1,504 100.9% 34.8 4.3 D

51.3 Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Fehr & Peers 12/4/2024
300
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Near Term w/ Olive
Volume and Delay by Movement AM Peak Hour
Intersection 5 Emperor Drive/Pintail Drive All-way Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 80 81 101.8% 12.8 2.8 B
Through 70 80 114.4% 10.5 3.5 B
Right Turn 50 49 97.8% 9.4 3.0 A
Subtotal 200 210 105.2% 11.1 2.7 B
Left Turn 10 10 96.0% 14.2 14.0 B
Through 140 141 100.9% 22.3 8.5 C
Right Turn 240 241 100.2% 19.7 9.0 C
Subtotal 390 391 100.4% 20.6 8.6 C
Left Turn 70 69 98.4% 10.4 2.8 B
Through 130 134 103.4% 10.7 2.7 B
Right Turn 70 74 106.3% 8.2 1.8 A
Subtotal 270 278 102.9% 10.0 2.1 B
Left Turn 60 60 99.5% 21.8 7.7 C
Through 300 294 98.0% 22.6 8.2 C
Right Turn 10 11 108.0% 21.4 18.5 C
Subtotal 370 365 98.5% 22.5 7.8 C
Total 1,230 1,244 101.1% 17.4 5.1 C

20.5 Intersection 6 Emperor Drive/CA-12 Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 150 153 102.3% 36.0 5.5 D
Through 30 30 99.7% 38.5 12.7 D
Right Turn 50 47 94.6% 10.8 4.1 B
Subtotal 230 231 100.3% 31.8 4.4 C
Left Turn 50 49 97.2% 31.5 10.6 C
Through 40 61 152.5% 25.6 6.2 C
Right Turn 230 234 101.7% 23.1 3.2 C
Subtotal 320 344 107.3% 24.7 3.2 C
Left Turn 100 100 100.0% 47.1 6.1 D
Through 830 836 100.7% 27.4 3.6 C
Right Turn 50 47 93.2% 5.2 1.0 A
Subtotal 980 983 100.3% 28.5 3.1 C
Left Turn 60 52 86.5% 204.7 35.6 F
Through 1,330 1,219 91.7% 216.5 36.4 F
Right Turn 30 31 101.7% 183.4 41.1 F
Subtotal 1,420 1,302 91.7% 215.3 35.9 F
Total 2,950 2,859 96.9% 110.9 12.1 F
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Fehr & Peers 12/4/2024
301
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Near Term w/ Olive
Volume and Delay by Movement PM Peak Hour
Intersection 1 Sunset Ave/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 360 353 98.1% 28.9 4.9 C
Through 10 10 102.0% 30.0 20.2 C
Right Turn 400 404 100.9% 12.7 2.7 B
Subtotal 770 767 99.6% 20.6 3.1 C
Left Turn
Through 10 11 113.0% 60.1 21.4 E
Right Turn 10 11 109.0% 10.4 7.7 B
Subtotal 20 22 111.0% 42.4 23.8 D
Left Turn 10 9 93.0% 103.7 36.3 F
Through 290 287 99.1% 107.2 18.3 F
Right Turn 230 228 99.2% 98.5 19.1 F
Subtotal 530 525 99.0% 103.6 18.5 F
Left Turn 340 302 88.7% 45.7 15.6 D
Through 350 314 89.7% 16.1 4.2 B
Right Turn 10 10 96.0% 9.2 8.9 A
Subtotal 700 625 89.3% 30.9 11.0 C
Total 2,020 1,939 96.0% 47.6 6.3 D

66.9 Intersection 2 Clay Bank Road/E Tabor Avenue All-way Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn 410 382 93.1% 170.5 65.1 F
Through
Right Turn 180 169 93.9% 84.3 82.6 F
Subtotal 590 551 93.4% 144.5 70.1 F
Left Turn 230 223 97.0% 29.3 7.1 D
Through 330 336 101.9% 33.0 12.8 D
Right Turn
Subtotal 560 559 99.9% 31.8 10.5 D
Left Turn
Through 450 393 87.4% 166.3 5.7 F
Right Turn 330 299 90.5% 59.9 15.9 F
Subtotal 780 692 88.7% 121.5 9.6 F
Total 1,930 1,802 93.4% 100.1 21.8 F
115.7
WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
Fehr & Peers 12/4/2024
302
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Near Term w/ Olive
Volume and Delay by Movement PM Peak Hour
Intersection 3 Railroad Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn 280 281 100.4% 27.9 26.3 D
Subtotal 280 281 100.4% 27.9 26.3 D
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 380 373 98.2% 12.3 2.3 B
Right Turn 360 357 99.2% 10.7 1.9 B
Subtotal 740 730 98.7% 11.6 2.0 B
Left Turn
Through 780 694 88.9% 53.1 13.0 F
Right Turn
Subtotal 780 694 88.9% 53.1 13.0 F
Total 1,800 1,705 94.7% 31.7 6.2 D

18.1 Intersection 4 Olive Avenue/E Tabor Avenue
Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 310 254 82.1% 283.8 90.5 F
Through
Right Turn 190 187 98.6% 104.6 116.5 F
Subtotal 500 442 88.4% 204.9 110.2 F
Left Turn 10 10 95.0% 48.5 29.1 E
Through
Right Turn 10 11 110.0% 19.7 13.4 C
Subtotal 20 21 102.5% 31.7 14.2 D
Left Turn 10 10 102.0% 57.1 32.6 F
Through 570 550 96.6% 27.4 5.2 D
Right Turn 80 80 99.8% 24.4 5.1 C
Subtotal 660 640 97.0% 27.6 4.9 D
Left Turn 70 71 101.4% 109.2 55.0 F
Through 460 440 95.7% 100.8 56.0 F
Right Turn
Subtotal 530 511 96.5% 102.0 55.1 F
Total 1,710 1,614 94.4% 93.1 29.0 F

55.8 EB
WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
Fehr & Peers 12/4/2024
303
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Near Term w/ Olive
Volume and Delay by Movement PM Peak Hour
Intersection 5 Emperor Drive/Pintail Drive All-way Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 20 17 83.0% 20.6 8.3 C
Through 360 325 90.2% 19.4 5.7 C
Right Turn 130 114 87.5% 17.2 4.9 C
Subtotal 510 455 89.2% 18.9 5.1 C
Left Turn 10 11 105.0% 7.0 5.3 A
Through 60 60 99.2% 7.9 1.1 A
Right Turn 70 69 98.7% 5.0 0.7 A
Subtotal 140 139 99.4% 6.5 0.9 A
Left Turn 150 153 102.1% 20.7 11.6 C
Through 240 242 100.8% 22.7 12.7 C
Right Turn 90 95 105.9% 18.9 10.2 C
Subtotal 480 490 102.1% 21.4 11.7 C
Left Turn 30 29 96.7% 9.6 5.6 A
Through 180 186 103.1% 9.7 2.5 A
Right Turn 10 11 107.0% 5.5 2.6 A
Subtotal 220 225 102.4% 9.5 2.8 A
Total 1,350 1,310 97.0% 17.0 5.3 C

20.7 Intersection 6 Emperor Drive/CA-12 Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 110 106 96.5% 45.3 5.0 D
Through 20 18 90.5% 44.7 17.8 D
Right Turn 50 51 102.8% 17.2 6.4 B
Subtotal 180 176 97.6% 37.9 4.8 D
Left Turn 30 28 92.7% 42.3 12.5 D
Through 20 24 118.0% 32.4 16.2 C
Right Turn 130 134 103.4% 18.7 3.4 B
Subtotal 180 186 103.2% 23.7 4.3 C
Left Turn 400 326 81.5% 323.9 55.1 F
Through 1,550 1,396 90.1% 87.3 24.2 F
Right Turn 180 162 89.7% 55.7 21.8 E
Subtotal 2,130 1,884 88.4% 126.6 22.4 F
Left Turn 50 48 96.2% 97.9 45.7 F
Through 1,160 1,157 99.7% 101.8 43.7 F
Right Turn 160 165 103.1% 66.9 47.0 E
Subtotal 1,370 1,370 100.0% 97.4 43.7 F
Total 3,860 3,615 93.6% 106.1 23.0 F
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Fehr & Peers 12/4/2024
304
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative No Project
Volume and Delay by Movement AM Peak Hour
Intersection 1 Sunset Ave/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 330 330 100.0% 21.8 2.3 C
Through
Right Turn 180 188 104.7% 6.2 1.5 A
Subtotal 510 518 101.6% 16.3 1.9 B
Left Turn 10 9 85.0% 36.5 20.0 D
Through 10 10 95.0% 39.5 17.5 D
Right Turn 10 11 113.0% 9.8 8.1 A
Subtotal 30 29 97.7% 31.9 13.0 C
Left Turn 10 7 74.0% 92.0 60.5 F
Through 210 184 87.4% 128.2 9.9 F
Right Turn 340 303 89.1% 120.1 13.1 F
Subtotal 560 494 88.2% 123.1 11.3 F
Left Turn 380 343 90.3% 66.9 37.3 E
Through 550 521 94.8% 34.1 31.4 C
Right Turn 10 9 90.0% 27.2 34.6 C
Subtotal 940 874 92.9% 47.0 33.5 D
Total 2,040 1,915 93.9% 59.5 14.6 E
101.2
Intersection 2 Clay Bank Road/E Tabor Avenue All-way Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn 500 471 94.1% 156.9 28.8 F
Through
Right Turn 440 415 94.3% 134.3 35.6 F
Subtotal 940 885 94.2% 146.2 31.4 F
Left Turn 210 199 94.9% 15.3 2.8 C
Through 150 141 94.3% 12.2 1.0 B
Right Turn
Subtotal 360 341 94.6% 14.0 1.8 B
Left Turn
Through 290 249 85.8% 22.7 4.3 C
Right Turn 400 348 87.0% 12.5 3.5 B
Subtotal 690 597 86.5% 16.6 2.9 C
Total 1,990 1,823 91.6% 78.7 14.9 F

91.8 WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
Fehr & Peers 11/8/2024
305
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative No Project
Volume and Delay by Movement AM Peak Hour
Intersection 3 Railroad Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 210 102 48.7% 411.3 48.7 F
Through
Right Turn 310 153 49.2% 339.7 58.7 F
Subtotal 520 255 49.0% 367.2 46.8 F
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 340 332 97.7% 5.8 1.1 A
Right Turn 310 285 92.0% 5.9 1.1 A
Subtotal 650 617 95.0% 5.8 1.1 A
Left Turn 300 306 101.8% 17.2 1.6 C
Through 480 489 101.9% 10.7 1.9 B
Right Turn
Subtotal 780 795 101.9% 13.2 1.7 B
Total 1,950 1,667 85.5% 57.7 3.0 F
414.0
Intersection 4 Olive Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 60 62 103.0% 24.1 8.4 C
Through
Right Turn 30 30 99.0% 10.2 5.6 B
Subtotal 90 92 101.7% 19.2 5.8 C
Left Turn 10 10 98.0% 15.0 8.3 B
Through
Right Turn
Subtotal 10 10 98.0% 15.0 8.3 B
Left Turn
Through 610 445 72.9% 2.0 0.3 A
Right Turn 40 34 83.8% 1.3 0.2 A
Subtotal 650 478 73.6% 2.0 0.2 A
Left Turn 20 20 100.5% 4.6 2.2 A
Through 720 730 101.4% 2.8 2.1 A
Right Turn 10 11 109.0% 1.1 1.6 A
Subtotal 750 761 101.5% 2.8 2.0 A
Total 1,500 1,341 89.4% 3.8 1.3 A

24.1 EB
WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
Fehr & Peers 11/8/2024
306
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative No Project
Volume and Delay by Movement AM Peak Hour
Intersection 5 Emperor Drive/Pintail Drive All-way Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 110 103 93.8% 8.7 1.9 A
Through 20 30 150.5% 5.4 1.1 A
Right Turn 60 54 90.5% 6.1 0.8 A
Subtotal 190 188 98.7% 7.4 1.1 A
Left Turn 10 9 89.0% 7.6 2.4 A
Through 60 61 101.7% 7.7 1.8 A
Right Turn 70 73 103.6% 6.0 1.8 A
Subtotal 140 142 101.7% 6.9 1.6 A
Left Turn 30 30 98.3% 8.1 2.0 A
Through 130 135 104.2% 7.6 0.9 A
Right Turn 80 77 96.1% 5.3 0.5 A
Subtotal 240 242 100.8% 6.9 0.7 A
Left Turn 60 52 87.0% 13.6 8.1 B
Through 340 347 101.9% 13.8 6.8 B
Right Turn 10 12 116.0% 7.4 4.6 A
Subtotal 410 410 100.1% 13.6 6.8 B
Total 980 982 100.2% 9.9 3.1 A

11.9 Intersection 6 Emperor Drive/CA-12 Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 150 155 103.6% 36.5 5.8 D
Through 30 27 91.0% 37.4 15.9 D
Right Turn 60 59 97.5% 13.9 2.9 B
Subtotal 240 241 100.5% 30.7 3.5 C
Left Turn 70 71 101.3% 36.2 8.8 D
Through 40 50 124.5% 25.3 11.4 C
Right Turn 160 158 98.5% 21.8 3.3 C
Subtotal 270 278 103.1% 25.8 3.7 C
Left Turn 90 86 95.1% 50.7 9.1 D
Through 1,170 1,173 100.3% 44.0 13.7 D
Right Turn 50 52 104.2% 17.9 12.3 B
Subtotal 1,310 1,311 100.1% 43.3 13.2 D
Left Turn 80 61 76.8% 200.5 28.7 F
Through 1,690 1,279 75.7% 203.0 16.1 F
Right Turn 20 14 70.0% 186.1 46.4 F
Subtotal 1,790 1,355 75.7% 203.0 16.0 F
Total 3,610 3,185 88.2% 109.4 8.1 F
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Fehr & Peers 11/8/2024
307
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative No Project
Volume and Delay by Movement PM Peak Hour
Intersection 1 Sunset Ave/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 450 457 101.4% 23.7 2.4 C
Through 10 11 111.0% 25.3 13.4 C
Right Turn 610 622 102.0% 18.9 5.2 B
Subtotal 1,070 1,090 101.9% 21.1 2.8 C
Left Turn
Through 10 9 86.0% 41.5 21.2 D
Right Turn 10 10 100.0% 10.4 7.1 B
Subtotal 20 19 93.0% 25.8 10.1 C
Left Turn 10 9 89.0% 135.6 37.7 F
Through 290 253 87.3% 142.3 8.3 F
Right Turn 240 205 85.5% 135.4 9.3 F
Subtotal 540 467 86.6% 139.0 7.9 F
Left Turn 310 257 82.7% 40.7 5.8 D
Through 340 283 83.3% 16.2 2.2 B
Right Turn 10 10 101.0% 8.7 5.4 A
Subtotal 660 550 83.3% 27.7 4.5 C
Total 2,290 2,126 92.8% 48.5 0.9 D
133.6
Intersection 2 Clay Bank Road/E Tabor Avenue All-way Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn 430 419 97.4% 129.1 59.6 F
Through
Right Turn 310 304 98.1% 50.7 68.7 F
Subtotal 740 723 97.7% 96.0 62.7 F
Left Turn 270 261 96.7% 51.4 34.1 F
Through 410 393 95.9% 57.6 36.0 F
Right Turn
Subtotal 680 654 96.2% 55.3 35.3 F
Left Turn
Through 250 146 58.4% 16.0 1.9 C
Right Turn 510 283 55.5% 8.3 2.4 A
Subtotal 760 429 56.5% 11.0 1.7 B
Total 2,180 1,806 82.8% 59.8 28.1 F

53.6 WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
Fehr & Peers 10/16/2024
308
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative No Project
Volume and Delay by Movement PM Peak Hour
Intersection 3 Railroad Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 400 74 18.4% 507.5 87.0 F
Through
Right Turn 330 60 18.2% 452.3 101.0 F
Subtotal 730 134 18.3% 481.4 92.9 F
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 460 444 96.5% 7.1 0.5 A
Right Turn 380 369 97.0% 7.5 0.4 A
Subtotal 840 812 96.7% 7.3 0.4 A
Left Turn 250 250 99.9% 28.4 10.3 D
Through 360 360 99.9% 13.2 5.2 B
Right Turn
Subtotal 610 609 99.9% 19.5 7.2 C
Total 2,180 1,555 71.3% 54.0 5.3 F
507.5
Intersection 4 Olive Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 50 52 103.2% 20.2 10.9 C
Through
Right Turn 20 19 95.0% 14.4 13.9 B
Subtotal 70 71 100.9% 18.5 11.9 C
Left Turn 10 8 83.0% 10.8 10.7 B
Through
Right Turn
Subtotal 10 8 83.0% 10.8 10.7 B
Left Turn
Through 720 456 63.3% 2.1 0.3 A
Right Turn 70 47 67.4% 1.5 0.4 A
Subtotal 790 503 63.7% 2.1 0.3 A
Left Turn 30 31 102.3% 4.8 2.5 A
Through 560 559 99.8% 5.0 8.3 A
Right Turn
Subtotal 590 589 99.9% 5.0 8.1 A
Total 1,460 1,171 80.2% 4.8 5.0 A

19.6 EB
WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
Fehr & Peers 10/16/2024
309
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative No Project
Volume and Delay by Movement PM Peak Hour
Intersection 5 Emperor Drive/Pintail Drive All-way Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 120 100 83.3% 13.2 2.7 B
Through 60 61 100.8% 12.2 2.9 B
Right Turn 150 117 78.2% 10.4 3.4 B
Subtotal 330 278 84.2% 11.8 2.8 B
Left Turn 10 9 92.0% 5.9 2.7 A
Through 40 40 101.0% 6.9 0.7 A
Right Turn 40 41 102.5% 4.2 0.8 A
Subtotal 90 91 100.7% 5.8 0.6 A
Left Turn 50 49 98.0% 10.6 2.9 B
Through 290 298 102.9% 11.2 2.0 B
Right Turn 100 99 99.4% 8.5 3.0 A
Subtotal 440 447 101.5% 10.5 2.1 B
Left Turn 30 35 115.0% 6.8 1.9 A
Through 220 222 101.0% 7.4 1.1 A
Right Turn 10 10 99.0% 5.5 2.3 A
Subtotal 260 267 102.6% 7.3 1.2 A
Total 1,120 1,082 96.6% 9.8 1.6 A

13.2 Intersection 6 Emperor Drive/CA-12 Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 110 111 101.1% 39.6 6.8 D
Through 20 21 104.5% 49.7 15.1 D
Right Turn 70 73 104.0% 19.0 4.7 B
Subtotal 200 205 102.5% 33.2 5.1 C
Left Turn 40 43 107.5% 40.2 10.3 D
Through 20 26 127.5% 28.6 8.4 C
Right Turn 110 107 97.5% 18.2 4.9 B
Subtotal 170 176 103.4% 25.5 5.7 C
Left Turn 290 230 79.4% 138.6 12.9 F
Through 1,950 1,532 78.6% 148.9 11.0 F
Right Turn 200 159 79.7% 129.7 19.3 F
Subtotal 2,440 1,922 78.8% 146.1 11.4 F
Left Turn 70 60 85.4% 210.1 36.1 F
Through 1,390 1,212 87.2% 196.0 14.0 F
Right Turn 90 75 82.8% 167.2 13.9 F
Subtotal 1,550 1,347 86.9% 194.8 14.3 F
Total 4,360 3,649 83.7% 151.5 7.6 F
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Fehr & Peers 10/16/2024
310
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative with Realignment Volume and Delay by Movement AM Peak Hour
Intersection 1 Sunset Ave/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 330 340 102.9% 28.4 3.9 C
Through
Right Turn 180 176 97.9% 5.9 1.4 A
Subtotal 510 516 101.2% 20.7 3.4 C
Left Turn 10 8 79.0% 39.0 27.5 D
Through 10 9 90.0% 27.9 17.8 C
Right Turn 10 11 114.0% 6.8 5.5 A
Subtotal 30 28 94.3% 28.4 12.0 C
Left Turn 10 9 86.0% 92.3 41.7 F
Through 210 200 95.1% 83.5 25.2 F
Right Turn 340 337 99.0% 76.6 24.2 E
Subtotal 560 545 97.3% 79.3 24.8 E
Left Turn 380 342 89.9% 59.1 17.8 E
Through 470 431 91.7% 22.4 10.9 C
Right Turn 10 10 100.0% 25.5 18.6 C
Subtotal 860 783 91.0% 38.6 13.7 D
Total 1,960 1,872 95.5% 45.3 9.5 D

71.6 Intersection 2 Clay Bank Road/E Tabor Avenue All-way Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn 570 471 82.7% 180.7 11.3 F
Through
Right Turn 380 311 81.7% 161.0 15.5 F
Subtotal 950 782 82.3% 172.4 10.7 F
Left Turn 210 208 99.0% 18.9 5.7 C
Through 160 153 95.5% 13.6 1.4 B
Right Turn
Subtotal 370 361 97.5% 16.7 3.7 C
Left Turn
Through 270 262 96.9% 29.6 9.2 D
Right Turn 400 364 90.9% 14.6 5.7 B
Subtotal 670 625 93.3% 21.2 6.6 C
Total 1,990 1,768 88.8% 88.0 4.1 F
148.4
WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
Fehr & Peers 11/8/2024
311
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative with Realignment Volume and Delay by Movement AM Peak Hour
Intersection 3 Railroad Avenue/E Tabor Avenue Uncontrolled Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 730 620 84.9% 22.3 14.9 C
Right Turn
Subtotal 730 620 84.9% 22.3 14.9 C
Left Turn
Through 670 625 93.3% 1.6 0.5 A
Right Turn
Subtotal 670 625 93.3% 1.6 0.5 A
Total 1,400 1,244 88.9% 12.0 7.7 B

14.3 Intersection 4 Olive Avenue/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 280 278 99.2% 40.5 6.6 D
Through
Right Turn 280 281 100.4% 14.5 5.0 B
Subtotal 560 559 99.8% 27.6 6.0 C
Left Turn 10 9 87.0% 54.7 36.8 D
Through
Right Turn 10 11 105.0% 9.3 6.5 A
Subtotal 20 19 96.0% 35.7 21.3 D
Left Turn 10 9 92.0% 65.2 39.6 E
Through 310 259 83.7% 65.3 14.9 E
Right Turn 410 353 86.1% 57.5 16.0 E
Subtotal 730 622 85.2% 60.9 15.1 E
Left Turn 340 302 88.9% 192.2 18.9 F
Through 380 332 87.4% 144.3 21.6 F
Right Turn
Subtotal 720 634 88.1% 168.4 20.5 F
Total 2,030 1,834 90.3% 89.1 7.4 F
107.6
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
Fehr & Peers 11/8/2024
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative with Realignment Volume and Delay by Movement AM Peak Hour
Intersection 3 Railroad Avenue/E Tabor Avenue Uncontrolled Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 730 620 84.9% 22.3 14.9 C
Right Turn
Subtotal 730 620 84.9% 22.3 14.9 C
Left Turn
Through 670 625 93.3% 1.6 0.5 A
Right Turn
Subtotal 670 625 93.3% 1.6 0.5 A
Total 1,400 1,244 88.9% 12.0 7.7 B

14.3 Intersection 4 Olive Avenue/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 280 278 99.2% 40.5 6.6 D
Through
Right Turn 280 281 100.4% 14.5 5.0 B
Subtotal 560 559 99.8% 27.6 6.0 C
Left Turn 10 9 87.0% 54.7 36.8 D
Through
Right Turn 10 11 105.0% 9.3 6.5 A
Subtotal 20 19 96.0% 35.7 21.3 D
Left Turn 10 9 92.0% 65.2 39.6 E
Through 310 259 83.7% 65.3 14.9 E
Right Turn 410 353 86.1% 57.5 16.0 E
Subtotal 730 622 85.2% 60.9 15.1 E
Left Turn 340 302 88.9% 192.2 18.9 F
Through 380 332 87.4% 144.3 21.6 F
Right Turn
Subtotal 720 634 88.1% 168.4 20.5 F
Total 2,030 1,834 90.3% 89.1 7.4 F
107.6
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
Fehr & Peers 11/8/2024
312
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative with Realignment Volume and Delay by Movement PM Peak Hour
Intersection 1 Sunset Ave/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 450 458 101.7% 41.5 9.5 D
Through 10 8 83.0% 36.0 24.5 D
Right Turn 610 594 97.4% 60.7 26.7 E
Subtotal 1,070 1,060 99.1% 51.9 17.6 D
Left Turn
Through 10 13 132.0% 42.2 16.6 D
Right Turn 10 11 109.0% 8.3 3.9 A
Subtotal 20 24 120.5% 26.0 12.1 C
Left Turn 10 9 90.0% 72.7 58.2 E
Through 290 263 90.5% 122.9 48.5 F
Right Turn 240 233 97.2% 116.0 51.4 F
Subtotal 540 505 93.5% 119.6 49.3 F
Left Turn 310 257 83.0% 39.6 6.7 D
Through 340 296 87.1% 14.8 1.6 B
Right Turn 10 9 90.0% 5.4 4.2 A
Subtotal 660 563 85.2% 25.9 4.7 C
Total 2,290 2,152 94.0% 57.8 15.6 E

57.6 Intersection 2 Clay Bank Road/E Tabor Avenue All-way Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn 430 328 76.2% 251.2 15.7 F
Through
Right Turn 310 233 75.0% 197.4 20.9 F
Subtotal 740 560 75.7% 229.3 13.9 F
Left Turn 270 218 80.8% 265.5 21.4 F
Through 410 325 79.2% 299.1 18.5 F
Right Turn
Subtotal 680 543 79.9% 286.4 14.3 F
Left Turn
Through 250 238 95.0% 18.5 3.6 C
Right Turn 510 429 84.1% 10.7 1.2 B
Subtotal 760 667 87.7% 13.6 1.4 B
Total 2,180 1,770 81.2% 164.6 4.7 F
129.1
WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
Fehr & Peers 10/18/2024
313
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative with Realignment Volume and Delay by Movement PM Peak Hour
Intersection 3 Railroad Avenue/E Tabor Avenue Uncontrolled Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 840 659 78.4% 86.7 4.1 F
Right Turn
Subtotal 840 659 78.4% 86.7 4.1 F
Left Turn
Through 760 656 86.3% 0.8 0.1 A
Right Turn
Subtotal 760 656 86.3% 0.8 0.1 A
Total 1,600 1,315 82.2% 44.7 2.0 E

76.0 Intersection 4 Olive Avenue/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 450 382 84.8% 182.9 10.9 F
Through
Right Turn 350 284 81.3% 160.6 11.7 F
Subtotal 800 666 83.2% 173.2 10.8 F
Left Turn 10 10 102.0% 39.3 29.2 D
Through
Right Turn
Subtotal 10 10 102.0% 39.3 29.2 D
Left Turn
Through 390 295 75.7% 79.5 5.0 E
Right Turn 450 345 76.8% 71.2 6.0 E
Subtotal 840 641 76.3% 74.9 5.4 E
Left Turn 280 253 90.5% 231.6 34.9 F
Through 310 279 89.8% 161.5 36.0 F
Right Turn
Subtotal 590 532 90.2% 197.4 37.1 F
Total 2,240 1,849 82.5% 146.4 10.5 F
144.1
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
Fehr & Peers 10/18/2024
314
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative RIRO
Volume and Delay by Movement AM Peak Hour
Intersection 1 Sunset Ave/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 450 459 102.0% 46.8 9.6 D
Through
Right Turn 250 248 99.1% 6.6 1.4 A
Subtotal 700 707 101.0% 32.4 6.2 C
Left Turn 10 9 85.0% 56.5 32.5 E
Through 10 10 96.0% 52.2 21.4 D
Right Turn 10 10 99.0% 18.5 13.2 B
Subtotal 30 28 93.3% 43.3 10.1 D
Left Turn 10 7 68.0% 106.4 56.4 F
Through 210 173 82.3% 156.9 16.8 F
Right Turn 340 270 79.4% 144.5 12.6 F
Subtotal 560 450 80.3% 149.0 13.1 F
Left Turn 710 453 63.8% 233.5 18.1 F
Through 400 258 64.6% 206.9 12.1 F
Right Turn 10 7 72.0% 188.8 85.2 F
Subtotal 1,120 718 64.1% 224.1 16.1 F
Total 2,410 1,903 79.0% 130.9 7.4 F
188.6
Intersection 2 Clay Bank Road/E Tabor Avenue All-way Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn 570 401 70.3% 215.3 11.6 F
Through
Right Turn 380 258 68.0% 181.1 15.9 F
Subtotal 950 659 69.4% 201.6 10.2 F
Left Turn 210 185 88.0% 19.8 4.4 C
Through 160 150 93.6% 14.1 1.1 B
Right Turn
Subtotal 370 334 90.4% 17.4 2.5 C
Left Turn
Through 530 398 75.1% 171.8 12.5 F
Right Turn 290 218 75.1% 69.1 15.2 F
Subtotal 820 616 75.1% 136.1 11.4 F
Total 2,140 1,609 75.2% 137.2 6.1 F
195.8
WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
Fehr & Peers 11/8/2024
315
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative RIRO
Volume and Delay by Movement AM Peak Hour
Intersection 3 Railroad Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn 260 263 101.2% 6.5 1.7 A
Subtotal 260 263 101.2% 6.5 1.7 A
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 370 287 77.5% 6.5 1.0 A
Right Turn 360 271 75.2% 6.2 1.2 A
Subtotal 730 558 76.4% 6.4 1.1 A
Left Turn
Through 820 612 74.6% 79.1 8.2 F
Right Turn
Subtotal 820 612 74.6% 79.1 8.2 F
Total 1,810 1,433 79.1% 36.3 2.3 E

64.5 Intersection 4 Olive Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 100 18 18.1% 852.2 62.4 F
Through
Right Turn 20 4 19.0% 842.7 97.0 F
Subtotal 120 22 18.3% 490.0 424.6 F
Left Turn 10 6 61.0% 421.0 412.3 F
Through
Right Turn 10 7 74.0% 447.3 375.1 F
Subtotal 20 14 67.5% 156.9 238.0 F
Left Turn 10 7 67.0% 5.8 4.8 A
Through 570 490 86.0% 1.8 0.4 A
Right Turn 50 47 94.0% 1.3 0.4 A
Subtotal 630 544 86.3% 1.9 0.3 A
Left Turn 10 9 94.0% 156.5 64.7 F
Through 710 590 83.1% 192.3 16.5 F
Right Turn
Subtotal 720 599 83.3% 192.1 16.4 F
Total 1,490 1,179 79.1% 102.7 11.5 F
300.7
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
Fehr & Peers 11/8/2024
316
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative RIRO
Volume and Delay by Movement PM Peak Hour
Intersection 1 Sunset Ave/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 610 503 82.4% 57.9 6.5 E
Through 10 11 107.0% 40.8 22.7 D
Right Turn 830 684 82.4% 48.3 4.3 D
Subtotal 1,450 1,198 82.6% 52.3 2.5 D
Left Turn
Through 10 11 106.0% 52.1 21.6 D
Right Turn 10 11 112.0% 19.4 14.5 B
Subtotal 20 22 109.0% 35.1 17.5 D
Left Turn 10 8 83.0% 134.0 57.4 F
Through 290 249 85.9% 139.8 8.3 F
Right Turn 240 216 90.0% 132.0 10.3 F
Subtotal 540 473 87.7% 136.3 8.9 F
Left Turn 560 453 80.8% 248.5 13.8 F
Through 220 179 81.4% 218.3 11.3 F
Right Turn 10 7 74.0% 144.2 103.9 F
Subtotal 790 639 80.9% 239.6 13.1 F
Total 2,800 2,332 83.3% 120.2 4.4 F
123.0
Intersection 2 Clay Bank Road/E Tabor Avenue All-way Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn 430 382 88.8% 215.7 13.4 F
Through
Right Turn 310 276 89.2% 188.4 19.2 F
Subtotal 740 658 88.9% 204.0 14.0 F
Left Turn 270 225 83.2% 22.7 4.9 C
Through 410 343 83.6% 29.5 10.6 D
Right Turn
Subtotal 680 567 83.4% 27.2 8.4 D
Left Turn
Through 380 372 97.8% 110.0 51.6 F
Right Turn 250 256 102.3% 21.8 20.5 C
Subtotal 630 627 99.6% 76.7 40.1 F
Total 2,050 1,853 90.4% 107.3 17.4 F

95.7 Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Fehr & Peers 10/18/2024
317
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative RIRO
Volume and Delay by Movement PM Peak Hour
Intersection 3 Railroad Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn 330 329 99.7% 11.5 4.0 B
Subtotal 330 329 99.7% 11.5 4.0 B
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 460 411 89.3% 18.1 4.8 C
Right Turn 380 326 85.7% 17.9 4.9 C
Subtotal 840 737 87.7% 18.0 4.8 C
Left Turn
Through 630 629 99.8% 18.4 10.6 C
Right Turn
Subtotal 630 629 99.8% 18.4 10.6 C
Total 1,800 1,694 94.1% 16.8 5.1 C

9.2 Intersection 4 Olive Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 70 68 97.0% 109.8 134.2 F
Through
Right Turn 20 19 96.5% 98.8 150.5 F
Subtotal 90 87 96.9% 107.8 135.1 F
Left Turn 10 9 94.0% 14.4 12.4 B
Through
Right Turn
Subtotal 10 9 94.0% 14.4 12.4 B
Left Turn
Through 720 662 92.0% 2.3 0.1 A
Right Turn 70 67 95.9% 1.5 0.3 A
Subtotal 790 730 92.3% 2.2 0.1 A
Left Turn 30 31 104.3% 6.2 2.5 A
Through 560 564 100.8% 9.2 12.4 A
Right Turn
Subtotal 590 596 100.9% 9.1 11.8 A
Total 1,480 1,422 96.1% 11.1 12.0 B

26.5 Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Fehr & Peers 10/18/2024
318
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative with Signals
Volume and Delay by Movement AM Peak Hour
Intersection 1 Sunset Ave/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 330 331 100.3% 21.2 2.8 C
Through
Right Turn 180 176 97.6% 6.6 1.8 A
Subtotal 510 507 99.3% 16.4 2.3 B
Left Turn 10 10 104.0% 42.6 21.5 D
Through 10 9 90.0% 33.6 20.6 C
Right Turn 10 10 101.0% 15.1 16.7 B
Subtotal 30 30 98.3% 31.4 14.4 C
Left Turn 10 8 75.0% 137.1 54.4 F
Through 210 193 92.1% 135.0 12.3 F
Right Turn 340 294 86.4% 126.2 9.7 F
Subtotal 560 495 88.4% 130.2 8.2 F
Left Turn 380 355 93.4% 106.2 48.5 F
Through 550 544 99.0% 72.7 46.6 E
Right Turn 10 9 94.0% 50.5 51.6 D
Subtotal 940 909 96.6% 85.7 48.1 F
Total 2,040 1,939 95.1% 78.2 23.5 E
111.2
Intersection 2 Clay Bank Road/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn 500 501 100.2% 18.5 3.7 B
Through
Right Turn 440 432 98.2% 8.8 1.8 A
Subtotal 940 933 99.3% 14.0 2.4 B
Left Turn 210 198 94.0% 25.5 2.8 C
Through 150 149 99.3% 12.4 2.1 B
Right Turn
Subtotal 360 346 96.2% 20.1 1.5 C
Left Turn
Through 290 286 98.7% 12.4 1.3 B
Right Turn 400 394 98.5% 5.7 0.4 A
Subtotal 690 680 98.6% 8.5 0.8 A
Total 1,990 1,960 98.5% 13.2 1.4 B

20.4 Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Fehr & Peers 11/8/2024
319
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative with Signals
Volume and Delay by Movement AM Peak Hour
Intersection 3 Railroad Avenue/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 210 209 99.7% 61.5 25.6 E
Through
Right Turn 310 316 101.9% 9.0 1.5 A
Subtotal 520 525 101.0% 30.2 10.8 C
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 340 350 102.9% 24.9 4.6 C
Right Turn 310 304 98.1% 23.7 4.3 C
Subtotal 650 654 100.6% 24.4 4.4 C
Left Turn 300 287 95.7% 70.8 9.7 E
Through 480 462 96.2% 21.3 3.4 C
Right Turn
Subtotal 780 749 96.0% 40.3 5.4 D
Total 1,950 1,928 98.9% 32.3 4.1 C

56.8 Intersection 4 Olive Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 60 57 95.2% 311.1 146.4 F
Through
Right Turn 30 27 89.7% 314.5 159.1 F
Subtotal 90 84 93.3% 313.0 148.3 F
Left Turn 10 12 115.0% 19.8 9.3 C
Through
Right Turn
Subtotal 10 12 115.0% 19.8 9.3 C
Left Turn
Through 610 618 101.3% 5.1 1.0 A
Right Turn 40 40 100.8% 4.3 0.8 A
Subtotal 650 658 101.2% 5.0 1.0 A
Left Turn 20 21 107.0% 10.6 8.1 B
Through 720 691 95.9% 17.1 12.2 C
Right Turn 10 11 112.0% 9.6 13.7 A
Subtotal 750 723 96.5% 16.7 11.9 C
Total 1,500 1,477 98.5% 28.8 11.5 D
117.4
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Fehr & Peers 11/8/2024
320
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative with Signals
Volume and Delay by Movement PM Peak Hour
Intersection 1 Sunset Ave/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 450 450 100.0% 21.3 2.6 C
Through 10 11 113.0% 15.0 8.0 B
Right Turn 610 619 101.5% 17.6 5.6 B
Subtotal 1,070 1,081 101.0% 19.1 3.6 B
Left Turn
Through 10 9 87.0% 33.9 16.5 C
Right Turn 10 10 96.0% 10.6 7.2 B
Subtotal 20 18 91.5% 24.5 13.2 C
Left Turn 10 8 78.0% 119.5 68.5 F
Through 290 247 85.0% 146.4 11.0 F
Right Turn 240 208 86.6% 134.1 14.3 F
Subtotal 540 462 85.6% 140.9 11.2 F
Left Turn 310 264 85.0% 37.6 7.1 D
Through 340 310 91.3% 16.3 1.8 B
Right Turn 10 10 103.0% 10.4 6.3 B
Subtotal 660 584 88.5% 25.9 4.1 C
Total 2,290 2,145 93.7% 47.3 2.3 D
134.1
Intersection 2 Clay Bank Road/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn 430 434 100.8% 59.9 45.0 E
Through
Right Turn 310 312 100.8% 13.9 26.4 B
Subtotal 740 746 100.8% 42.0 39.5 D
Left Turn 270 258 95.7% 27.0 10.0 C
Through 410 395 96.4% 29.9 16.1 C
Right Turn
Subtotal 680 654 96.1% 28.8 13.5 C
Left Turn
Through 250 169 67.6% 11.6 2.4 B
Right Turn 510 347 67.9% 4.7 0.5 A
Subtotal 760 515 67.8% 7.1 1.0 A
Total 2,180 1,915 87.8% 27.3 15.8 C

18.4 WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
Fehr & Peers 10/18/2024
321
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative with Signals
Volume and Delay by Movement PM Peak Hour
Intersection 3 Railroad Avenue/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 400 156 39.1% 461.1 28.3 F
Through
Right Turn 330 115 34.9% 334.4 126.6 F
Subtotal 730 272 37.2% 398.2 70.4 F
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 460 448 97.4% 80.8 13.1 F
Right Turn 380 378 99.4% 77.7 13.3 E
Subtotal 840 826 98.3% 79.4 13.1 E
Left Turn 250 247 98.9% 78.4 19.2 E
Through 360 363 100.8% 24.1 6.4 C
Right Turn
Subtotal 610 610 100.0% 46.9 12.9 D
Total 2,180 1,707 78.3% 116.1 9.5 F
455.8
Intersection 4 Olive Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 50 48 96.6% 134.5 110.0 F
Through
Right Turn 20 20 97.5% 143.0 136.7 F
Subtotal 70 68 96.9% 137.6 115.0 F
Left Turn 10 10 100.0% 11.3 10.1 B
Through
Right Turn
Subtotal 10 10 100.0% 10.9 10.5 B
Left Turn
Through 720 509 70.7% 8.0 1.5 A
Right Turn 70 54 76.6% 6.7 1.5 A
Subtotal 790 563 71.2% 7.9 1.5 A
Left Turn 30 34 112.3% 12.0 7.5 B
Through 560 563 100.6% 17.1 15.5 C
Right Turn
Subtotal 590 597 101.2% 16.9 15.1 C
Total 1,460 1,238 84.8% 19.4 12.7 C

27.6 EB
WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
Fehr & Peers 10/18/2024
322
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative w/ Olive
Volume and Delay by Movement AM Peak Hour
Intersection 1 Sunset Ave/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 380 384 101.1% 31.8 2.7 C
Through
Right Turn 250 259 103.8% 7.7 1.8 A
Subtotal 630 643 102.1% 22.0 2.5 C
Left Turn 10 10 99.0% 47.1 22.9 D
Through 10 10 96.0% 62.9 31.9 E
Right Turn 10 11 105.0% 18.8 8.6 B
Subtotal 30 30 100.0% 42.0 16.7 D
Left Turn 10 8 84.0% 142.9 43.6 F
Through 210 194 92.6% 133.2 16.3 F
Right Turn 340 306 90.0% 122.6 15.8 F
Subtotal 560 509 90.8% 127.2 15.4 F
Left Turn 350 340 97.1% 53.4 11.6 D
Through 550 535 97.3% 21.9 6.0 C
Right Turn 10 10 103.0% 17.4 12.6 B
Subtotal 910 885 97.3% 34.3 8.4 C
Total 2,130 2,067 97.1% 52.7 3.8 D

92.0 Intersection 2 Clay Bank Road/E Tabor Avenue All-way Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn 500 452 90.4% 156.5 57.3 F
Through
Right Turn 440 406 92.2% 134.6 59.4 F
Subtotal 940 858 91.2% 146.4 57.5 F
Left Turn 210 205 97.5% 18.0 4.5 C
Through 150 152 101.0% 13.3 2.3 B
Right Turn
Subtotal 360 356 98.9% 16.1 3.4 C
Left Turn
Through 260 264 101.6% 31.8 16.2 D
Right Turn 300 303 100.9% 11.2 2.4 B
Subtotal 560 567 101.3% 21.1 8.9 C
Total 1,860 1,781 95.7% 78.0 27.1 F

87.5 WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
Fehr & Peers 12/4/2024
323
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative w/ Olive
Volume and Delay by Movement AM Peak Hour
Intersection 3 Railroad Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn 310 318 102.4% 21.6 10.7 C
Subtotal 310 318 102.4% 21.6 10.7 C
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 340 324 95.4% 16.4 4.8 C
Right Turn 310 291 93.8% 14.1 4.4 B
Subtotal 650 615 94.6% 15.3 4.6 C
Left Turn
Through 560 558 99.7% 4.5 1.3 A
Right Turn
Subtotal 560 558 99.7% 4.5 1.3 A
Total 1,520 1,491 98.1% 12.7 4.0 B

26.2 Intersection 4 Olive Avenue/E Tabor Avenue
Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 170 166 97.4% 46.8 5.2 E
Through
Right Turn 40 44 110.3% 12.0 5.3 B
Subtotal 210 210 99.8% 39.3 3.8 E
Left Turn 10 11 107.0% 40.4 25.5 E
Through
Right Turn
Subtotal 10 11 107.0% 40.4 25.5 E
Left Turn
Through 610 589 96.5% 37.0 3.9 E
Right Turn 40 39 97.8% 35.6 10.2 E
Subtotal 650 628 96.6% 36.8 3.6 E
Left Turn 350 350 99.9% 69.0 36.7 F
Through 390 394 101.0% 29.4 29.8 D
Right Turn 10 9 92.0% 13.0 17.6 B
Subtotal 750 753 100.4% 47.2 32.4 E
Total 1,620 1,601 98.8% 42.0 15.1 E

53.3 EB
WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
Fehr & Peers 12/4/2024
324
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative w/ Olive
Volume and Delay by Movement AM Peak Hour
Intersection 5 Emperor Drive/Pintail Drive All-way Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 90 90 99.6% 16.0 2.9 C
Through 70 81 116.3% 12.7 2.5 B
Right Turn 50 45 89.0% 12.6 4.3 B
Subtotal 210 216 102.6% 14.1 2.7 B
Left Turn 10 10 98.0% 45.0 34.4 E
Through 170 170 100.2% 64.9 16.6 F
Right Turn 290 281 97.0% 63.8 15.6 F
Subtotal 470 462 98.2% 64.3 15.7 F
Left Turn 80 81 101.3% 18.4 7.0 C
Through 130 132 101.6% 16.3 4.1 C
Right Turn 90 95 105.4% 14.6 4.5 B
Subtotal 300 308 102.7% 16.3 4.5 C
Left Turn 60 57 94.7% 58.1 23.2 F
Through 340 344 101.2% 58.3 23.4 F
Right Turn 10 10 101.0% 55.7 33.9 F
Subtotal 410 411 100.3% 58.0 23.1 F
Total 1,390 1,396 100.4% 44.1 10.7 E

43.4 Intersection 6 Emperor Drive/CA-12 Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 150 151 100.7% 44.6 6.8 D
Through 30 29 96.0% 43.6 13.3 D
Right Turn 60 62 102.5% 15.0 2.9 B
Subtotal 240 241 100.6% 37.6 5.7 D
Left Turn 70 69 98.9% 36.2 5.7 D
Through 60 84 140.3% 30.8 14.2 C
Right Turn 250 253 101.1% 28.6 9.8 C
Subtotal 380 406 106.9% 30.2 9.6 C
Left Turn 100 100 100.2% 53.6 8.4 D
Through 1,160 1,175 101.3% 45.1 12.1 D
Right Turn 50 57 114.8% 15.0 6.2 B
Subtotal 1,310 1,333 101.7% 44.6 10.9 D
Left Turn 80 63 78.8% 222.0 32.2 F
Through 1,680 1,246 74.2% 210.3 23.7 F
Right Turn 30 20 67.3% 169.8 48.5 F
Subtotal 1,790 1,330 74.3% 210.4 23.4 F
Total 3,720 3,310 89.0% 109.3 8.9 F
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Fehr & Peers 12/4/2024
325
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative w/ Olive
Volume and Delay by Movement PM Peak Hour
Intersection 1 Sunset Ave/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 410 415 101.1% 32.2 4.9 C
Through 10 10 96.0% 33.0 19.4 C
Right Turn 530 525 99.0% 16.0 4.8 B
Subtotal 950 949 99.9% 23.5 4.0 C
Left Turn
Through 10 10 96.0% 45.2 25.9 D
Right Turn 10 9 90.0% 16.7 23.9 B
Subtotal 20 19 93.0% 31.3 22.3 C
Left Turn 10 9 89.0% 132.4 67.0 F
Through 290 264 91.1% 137.5 6.7 F
Right Turn 240 218 90.8% 127.2 6.7 F
Subtotal 540 491 90.9% 132.9 5.9 F
Left Turn 510 386 75.7% 99.0 41.7 F
Through 430 329 76.6% 56.3 37.6 E
Right Turn 10 9 89.0% 48.4 43.6 D
Subtotal 950 724 76.2% 80.4 41.1 F
Total 2,460 2,183 88.7% 66.3 14.2 E
106.5
Intersection 2 Clay Bank Road/E Tabor Avenue All-way Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn 430 375 87.2% 222.7 16.1 F
Through
Right Turn 310 260 83.7% 195.3 13.6 F
Subtotal 740 634 85.7% 211.6 14.5 F
Left Turn 270 242 89.4% 138.9 66.4 F
Through 410 384 93.8% 147.2 64.6 F
Right Turn
Subtotal 680 626 92.0% 143.9 65.2 F
Left Turn
Through 540 388 71.8% 168.4 4.7 F
Right Turn 350 247 70.5% 74.4 16.6 F
Subtotal 890 634 71.3% 131.1 8.4 F
Total 2,310 1,895 82.0% 162.0 20.3 F
164.0
WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
Fehr & Peers 12/4/2024
326
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative w/ Olive
Volume and Delay by Movement PM Peak Hour
Intersection 3 Railroad Avenue/E Tabor Avenue Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn 330 312 94.5% 112.9 65.4 F
Subtotal 330 312 94.5% 112.9 65.4 F
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 460 428 92.9% 24.4 2.8 C
Right Turn 380 344 90.5% 21.4 2.5 C
Subtotal 840 772 91.8% 23.1 2.6 C
Left Turn
Through 890 625 70.2% 79.9 10.0 F
Right Turn
Subtotal 890 625 70.2% 79.9 10.0 F
Total 2,060 1,708 82.9% 59.0 12.8 F

63.8 Intersection 4 Olive Avenue/E Tabor Avenue Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 380 238 62.6% 553.1 73.3 F
Through
Right Turn 250 162 64.9% 579.8 95.2 F
Subtotal 630 400 63.5% 559.4 76.8 F
Left Turn 10 11 106.0% 58.4 23.3 E
Through
Right Turn
Subtotal 10 11 106.0% 58.4 23.3 E
Left Turn
Through 720 661 91.8% 41.0 3.9 D
Right Turn 70 63 89.4% 35.8 7.7 D
Subtotal 790 724 91.6% 40.5 4.0 D
Left Turn 80 56 70.3% 363.3 30.4 F
Through 510 396 77.6% 335.8 42.1 F
Right Turn
Subtotal 590 452 76.6% 340.1 38.3 F
Total 2,020 1,586 78.5% 242.9 16.5 F
144.0
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
Fehr & Peers 12/4/2024
327
SimTraffic Post-Processor Railroad Ave Realignment
Average Results from 10 Runs Cumulative w/ Olive
Volume and Delay by Movement PM Peak Hour
Intersection 5 Emperor Drive/Pintail Drive All-way Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 20 15 74.5% 22.1 6.8 C
Through 450 344 76.5% 22.3 4.3 C
Right Turn 130 102 78.2% 20.6 3.5 C
Subtotal 600 461 76.8% 21.9 4.0 C
Left Turn 10 11 112.0% 9.4 3.8 A
Through 60 58 96.8% 9.1 1.6 A
Right Turn 70 74 105.1% 5.9 1.0 A
Subtotal 140 143 102.1% 7.5 1.2 A
Left Turn 200 191 95.6% 123.8 61.5 F
Through 290 280 96.4% 123.3 61.2 F
Right Turn 100 96 96.3% 118.1 59.3 F
Subtotal 590 567 96.1% 122.9 60.9 F
Left Turn 30 30 100.0% 10.3 3.2 B
Through 220 221 100.6% 12.0 2.7 B
Right Turn 10 12 118.0% 9.6 6.2 A
Subtotal 260 263 101.2% 11.8 2.7 B
Total 1,590 1,434 90.2% 58.6 25.3 F

63.6 Intersection 6 Emperor Drive/CA-12 Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph)Average Percent Average Std. Dev. LOS Left Turn 110 104 94.5% 44.3 6.4 D
Through 20 20 98.5% 50.1 17.9 D
Right Turn 70 73 104.1% 19.1 4.2 B
Subtotal 200 197 98.3% 35.9 4.8 D
Left Turn 40 38 94.3% 41.6 14.8 D
Through 20 23 113.0% 22.9 7.3 C
Right Turn 130 130 100.3% 15.4 3.6 B
Subtotal 190 191 100.4% 21.0 5.1 C
Left Turn 450 310 69.0% 281.0 45.6 F
Through 1,940 1,418 73.1% 129.7 19.6 F
Right Turn 200 141 70.7% 97.9 23.7 F
Subtotal 2,590 1,870 72.2% 152.3 13.6 F
Left Turn 70 57 81.7% 197.1 33.1 F
Through 1,380 1,174 85.1% 192.8 32.1 F
Right Turn 200 167 83.6% 163.9 34.4 F
Subtotal 1,650 1,398 84.8% 189.7 32.4 F
Total 4,630 3,656 79.0% 151.3 15.3 F
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Fehr & Peers 12/4/2024
328
Railroad Avenue Realignment
January 2025

Appendix C: Vehicle Queue Tables

329
Railroad Avenue Realignment
January 2025

Table E-1: Existing Weekday Peak Hour Average & 95th Percentile Queue 1 Intersection Peak
Hour Movement 2 Storage
Length (ft)
Existing No Project

Average
Queue (ft)
95th%ile
Queue (ft)

1. Sunset Avenue/East
Tabor Avenue
AM
EBL 150 10 10

EBTR 370 160 290
WBL 210 100 170
WBTR 620 90 160
NBTL 1,280 140 210
NBR 1,280 50 90
SB 60 10 30
PM
EBL 150 10 30
EBTR 370 250 440
WBL 210 100 160
WBTR 620 70 140
NBTL 1,280 130 200
NBR 1,280 90 140
SB 60 10 30

2. Clay Bank Road/East
Tabor Avenue
AM
EBL 80 60 90

EBT 230 60 90
WBT 3 520 60 100
WBR 3 520 70 110
SBL 630 70 120
SBR 630 40 70
PM
EBL 80 60 90
EBT 230 70 100
WBT 3 520 60 90
WBR 3 520 60 80
SBL 630 60 90
SBR 630 40 60

3. Railroad Avenue/East
Tabor Avenue
AM
EBT
3 100 10 20
EBR 3 110 10 40
WBTL 360 100 210
WBT 110 30 110
NBL 810 90 200
NBR 70 70 150
PM EBT 3 100 10 10
330
Railroad Avenue Realignment
January 2025

Table E-1: Existing Weekday Peak Hour Average & 95th Percentile Queue 1 Intersection Peak
Hour Movement 2 Storage
Length (ft)
Existing No Project

Average
Queue (ft)
95th%ile
Queue (ft)

EBR 3 110 10 30
WBTL 360 70 140
WBT 110 10 50
NBL 810 90 190
NBR 70 70 150

4. Olive Avenue/East
Tabor Avenue
AM
EBTR 360 50 70

WBTL 410 10 40
NB 4,200 30 60
PM
EBTR 360 50 60
WBTL 410 10 40
NB 4,200 30 60

5. Emperor Drive/Pintail
Drive
AM
EB 630 60 100

WB 180 80 120
NB 920 60 100
SB 830 50 80
PM
EB 630 70 110
WB 180 60 80
NB 920 90 160
SB 830 40 60

6. Emperor Drive/ SR 12
AM
EBL 490 60 120
EBT 4,200 100 170
EBR 280 20 50
WBL 260 60 180
WBT 4,700 280 440
WBR 250 20 80
NBL 210 30 100
NBTL 790 100 170
NBR 130 30 80
SBL 130 20 50
SBTR 600 80 150
PM
EBL 490 170 280
EBT 4,200 210 370
331
Railroad Avenue Realignment
January 2025

Table E-1: Existing Weekday Peak Hour Average & 95th Percentile Queue 1 Intersection Peak
Hour Movement 2 Storage
Length (ft)
Existing No Project

Average
Queue (ft)
95th%ile
Queue (ft)

EBR 280 60 180
WBL 260 30 90
WBT 4,700 230 370
WBR 250 20 90
NBL 210 20 60
NBTL 790 70 120
NBR 130 20 50
SBL 130 20 50
SBTR 600 50 90
Notes:

Bold = Queue exceeds available storage length
East Tabor Avenue, Pintail Drive, and SR 12 are eastbound/westbound.

Sunset Avenue, Clay Bank Road, Railroad Avenue, Olive Avenue, and Emperor Drive are northbound/southbound.

1. 95th Percentile Queue: the maximum back of queue with 95th percentile traffic volumes

2. Movement Key: EB = Eastbound; WB = Westbound; NB = Northbound; SB = Southbound; T = Through; L = Left; R = Right

3. Storage length for this movement is limited to the rail crossing tracks.

Source: Fehr & Peers, December 2024.

332
Railroad Avenue Realignment
January 2025

1. Sunset
Avenue/East
Tabor Avenue
AM
EBL 150 30 110 20 70 30 110 20 70 30 110
EBTR 370 400 620 260 450 510 650 220 370 370 590
WBL 210 150 230 160 230 230 230 210 270 200 260
WBTR 620 130 260 130 250 1,790 2,130 610 1,240 320 680
NBTL 1,280 150 240 180 280 260 400 170 260 210 330
NBR 1,280 60 90 60 100 70 110 60 100 70 120
SB 60 30 60 20 70 30 70 30 70 30 70
PM
EBL 150 30 110 20 80 30 90 30 100 20 90
EBTR 370 540 680 310 520 590 670 590 660 500 710
WBL 210 100 160 110 180 210 260 100 170 180 250
WBTR 620 90 160 90 170 270 530 100 180 150 330
NBTL 1,280 180 280 210 320 370 460 180 290 200 320
NBR 1,280 130 220 140 250 240 390 140 230 130 220
SB 60 20 50 30 60 30 60 20 50 30 60

2. Clay Bank
Road/East
Tabor Avenue
AM
EBL 80 80 150 80 170 140 190 90 140 90 180
EBT 230 70 150 80 180 110 200 80 170 80 180
WBT 3 520 80 120 100 190 520 540 90 150 160 300
WBR 3 520 80 120 110 190 300 600 80 120 90 160
SBL 630 170 320 210 400 580 890 120 190 280 520
SBR 630 70 110 80 150 410 870 60 110 120 270
PM
EBL 80 100 180 140 250 100 190 90 140 150 240
EBT 230 120 240 360 840 130 250 90 170 170 340
WBT 3 520 70 110 110 180 210 360 60 110 480 600
333
Railroad Avenue Realignment
January 2025

3. Railroad
Avenue/East
Tabor Avenue
AM
EBT
3 100 30 120 -5 - 5 140 220 70 100 60 220
EBR 3 110 60 150 -5 - 5 120 200 50 80 40 130
WBL 360 -5 - 5 - 5 - 5 - 5 - 5 110 190 -5 - 5
WBTL 360 120 240 -5 - 5 - 5 - 5 - 5 - 5 - 5 - 5
WBT 110 190 380 -5 - 5 360 400 130 230 30 130
NBL 810 820 960 -5 - 5 - 5 - 5 90 160 -5 - 5
NBR 70 130 210 -5 - 5 - 5 - 5 - 5 - 5 - 5 - 5
NBR 4 810 -5 - 5 - 5 - 5 70 120 70 130 100 180
PM
EBT 3 100 30 120 -5 - 5 10 10 180 340 70 210
EBR 3 110 50 170 -5 - 5 10 10 200 340 60 190
WBL 360 -5 - 5 - 5 - 5 - 5 - 5 170 320 -5 - 5
WBTL 360 120 240 -5 - 5 - 5 - 5 - 5 - 5 - 5 - 5
WBT 110 50 170 -5 - 5 50 220 140 240 280 470
NBL 810 1,020 1,050 -5 - 5 - 5 - 5 1,020 1,040 -5 - 5
NBR 70 130 230 -5 - 5 - 5 - 5 - 5 - 5 - 5 - 5
NBR 4 810 -5 - 5 - 5 - 5 70 120 150 210 110 220

4. Olive
Avenue/East
Tabor Avenue
AM
EBL 200 10 50 70 240 10 40 10 30 40 140
EBTR 360 10 10 350 490 10 20 10 10 310 370
WBL 180 50 120 230 270 30 140 10 30 190 260
WBTR 410 20 70 570 1,010 760 1,290 20 90 210 420
NB 4,200 40 90 -5 - 5 810 1,490 70 140 -5 - 5
NBTL 4,200 -5 - 5 200 350 -5 - 5 - 5 - 5 120 200
334
Railroad Avenue Realignment
January 2025

Table E-2: Near-Term Weekday Peak Hour Average & 95th Percentile Queue 1 Intersection Peak
Hour Movement 2
Storage
Length
(ft)
Near-Term No
Project
Near-Term with
Realignment
Near-Term with
Prohibited Lefts
Near-Term with
Signals
Near-Term with
Olive Extension
Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)
NBR 150 -5 - 5 130 220 -5 - 5 - 5 - 5 30 50
SB 100 20 40 30 70 100 150 30 70 30 70
PM
EBL 200 10 30 120 260 10 20 30 80 40 140
EBTR 360 10 10 410 460 10 10 40 70 310 370
WBL 180 30 80 190 260 20 40 10 30 110 250
WBTR 410 10 20 210 440 10 10 10 60 390 750
NB 4,200 50 80 -5 - 5 60 110 50 100 -5 - 5
NBTL 4,200 -5 - 5 620 1,010 -5 - 5 - 5 - 5 550 1,090
NBR 150 -5 - 5 160 230 -5 - 5 - 5 - 5 210 600
SB 100 20 50 30 60 20 50 20 50 20 50

5. Emperor
Drive/Pintail
Drive
AM
EB 630 70 100 -
6 -6 - 6 - 6 - 6 - 6 90 150
WB 180 90 150 -6 - 6 - 6 - 6 - 6 - 6 130 230
NB 430 70 110 -6 - 6 - 6 - 6 - 6 - 6 80 140
SB 830 60 90 -6 - 6 - 6 - 6 - 6 - 6 140 260
PM
EB 630 90 150 -6 - 6 - 6 - 6 - 6 - 6 150 280
WB 180 60 100 -6 - 6 - 6 - 6 - 6 - 6 70 110
NB 430 110 180 -6 - 6 - 6 - 6 - 6 - 6 170 260
SB 830 40 60 -6 - 6 - 6 - 6 - 6 - 6 50 80

6. Emperor
Drive/ SR 12 AM
EBL 490 80 150 -
6 - 6 - 6 - 6 - 6 - 6 90 160
EBT 4,200 220 17 -6 - 6 - 6 - 6 - 6 - 6 230 350
EBR 280 30 90 -6 - 6 - 6 - 6 - 6 - 6 30 90
WBL 260 120 300 -6 - 6 - 6 - 6 - 6 - 6 110 270
WBT 4,700 1,270 1,710 -6 - 6 - 6 - 6 - 6 - 6 1,490 1,800 WBR 250 40 180 -6 - 6 - 6 - 6 - 6 - 6 60 220
335
Railroad Avenue Realignment
January 2025

Table E-2: Near-Term Weekday Peak Hour Average & 95th Percentile Queue 1 Intersection Peak
Hour Movement 2
Storage
Length
(ft)
Near-Term No
Project
Near-Term with
Realignment
Near-Term with
Prohibited Lefts
Near-Term with
Signals
Near-Term with
Olive Extension
Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)
NBL 210 40 120 -6 - 6 - 6 - 6 - 6 - 6 50 150
NBTL 790 110 190 -6 - 6 - 6 - 6 - 6 - 6 120 200
NBR 130 40 100 -6 - 6 - 6 - 6 - 6 - 6 40 120
SBL 130 50 110 -6 - 6 - 6 - 6 - 6 - 6 50 110
SBTR 600 100 190 -6 - 6 - 6 - 6 - 6 - 6 160 290
PM
EBL 490 380 620 -6 - 6 - 6 - 6 - 6 - 6 490 550
EBT 4,200 1,040 1,690 -6 - 6 - 6 - 6 - 6 - 6 1,340 1,840 EBR 280 190 390 -6 - 6 - 6 - 6 - 6 - 6 160 370
WBL 260 100 270 -6 - 6 - 6 - 6 - 6 - 6 100 260
WBT 4,700 890 1,310 -6 - 6 - 6 - 6 - 6 - 6 700 1,060
WBR 250 100 290 -6 - 6 - 6 - 6 - 6 - 6 170 350
NBL 210 30 100 -6 - 6 - 6 - 6 - 6 - 6 30 90
NBTL 790 90 170 -6 - 6 - 6 - 6 - 6 - 6 90 160
NBR 130 40 110 -6 - 6 - 6 - 6 - 6 - 6 40 100
SBL 130 30 60 -6 - 6 - 6 - 6 - 6 - 6 30 60
SBTR 600 70 120 -6 - 6 - 6 - 6 - 6 - 6 80 150
Notes:

Bold = Queue exceeds available storage length
East Tabor Avenue, Pintail Drive, and SR 12 are eastbound/westbound.

Sunset Avenue, Clay Bank Road, Railroad Avenue, Olive Avenue, and Emperor Drive are northbound/southbound.

1. 95th Percentile Queue: the maximum back of queue with 95th percentile traffic volumes

2. Movement Key: EB = Eastbound; WB = Westbound; NB = Northbound; SB = Southbound; T = Through; L = Left; R = Right

3. Storage length for this movement is limited to the rail crossing tracks.

4. Storage length is longer in this project scenario.

5. Movement does not exist in this scenario.
336
Railroad Avenue Realignment
January 2025

6. Queue results are not impacted by any of the project scenarios that occur solely along East Tabor Avenue.

Source: Fehr & Peers, December 2024.

337
Railroad Avenue Realignment
January 2025

Table E-3: Cumulative Weekday Peak Hour Average & 95th Percentile Queue 1 Intersection Peak
Hour Movement 2
Storage
Length
(ft)
Cumulative No
Project
Cumulative with
Realignment
Cumulative with
Prohibited Lefts
Cumulative with
Signals
Cumulative with
Olive Extension

Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)

1. Sunset
Avenue/East
Tabor
Avenue
AM
EBL 150 20 100 30 100 30 110 30 120 30 120

EBTR 370 560 710 450 670 600 670 590 670 570 700
WBL 210 200 260 200 260 230 230 210 260 200 270
WBTR 620 380 800 310 680 1,780 2,100 610 1,300 320 630
NBTL 1,280 150 240 180 280 310 440 150 230 230 340
NBR 1,280 60 100 60 90 70 120 60 100 80 120
SB 60 30 60 30 60 30 70 30 60 30 70
PM
EBL 150 30 120 30 100 20 100 30 110 30 100
EBTR 370 610 650 440 660 590 660 600 670 590 680
WBL 210 150 230 160 250 230 230 150 230 230 240
WBTR 620 110 230 130 280 1,500 2,220 130 260 660 1,070
NBTL 1,280 210 310 290 440 380 460 210 310 250 380
NBR 1,280 210 340 280 440 380 470 200 330 180 310
SB 60 20 50 30 60 30 60 20 50 20 60

2. Clay Bank
Road/East
Tabor
Avenue
AM
EBL 80 80 120 80 130 80 130 90 150 100 190

EBT 230 60 100 60 100 60 100 70 140 80 180
WBT 3 520 250 350 290 430 720 730 250 330 100 170
WBR 3 520 250 360 280 440 560 720 220 270 80 140
SBL 630 670 930 790 950 830 870 170 270 600 880
SBR 630 580 1,010 750 1,040 820 900 90 160 490 900
PM
EBL 80 130 190 150 190 110 180 110 170 200 230
EBT 230 290 570 1,250 2,100 150 270 160 310 740 1,310
WBT 3 520 230 280 280 400 520 700 220 270 520 540
338
Railroad Avenue Realignment
January 2025

Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)

WBR 3 520 230 300 340 550 280 480 60 100 340 650
SBL 630 420 690 740 1,030 660 1,000 230 460 710 980
SBR 630 160 430 660 1,160 550 1,070 110 270 610 1,060

3. Railroad
Avenue/East
Tabor
Avenue
AM
EBT
3 100 180 270 -5 - 5 180 250 300 430 40 150
EBR 3 110 200 290 -5 - 5 180 250 300 420 50 160
WBL 360 - 5 - 5 - 5 - 5 - 5 - 5 300 430 -5 - 5
WBTL 360 150 280 - 5 - 5 - 5 - 5 - 5 - 5 - 5 - 5
WBT 110 70 210 -5 - 5 360 410 190 250 20 70
NBL 810 1,010 1,060 -5 - 5 - 5 - 5 160 280 - 5 - 5
NBR 70 150 270 -5 - 5 - 5 - 5 - 5 - 5 - 5 - 5
NBR 4 810 - 5 - 5 - 5 - 5 70 110 90 160 80 140
PM
EBT 3 100 190 310 -5 - 5 210 340 480 710 110 240
EBR 3 110 210 330 -5 - 5 210 330 450 620 60 190
WBL 360 - 5 - 5 - 5 - 5 - 5 - 5 250 400 -5 - 5
WBTL 360 160 320 - 5 - 5 - 5 - 5 - 5 - 5 - 5 - 5
WBT 110 70 210 -5 - 5 120 300 170 250 360 400
NBL 810 1,020 1,030 -5 - 5 - 5 - 5 1,020 1,040 -5 - 5
NBR 70 100 220 -5 - 5 - 5 - 5 - 5 - 5 - 5 - 5
NBR 4 810 - 5 - 5 - 5 - 5 90 150 1,010 1,120 410 730

4. Olive
Avenue/East
Tabor
Avenue
AM
EBL 200 10 10 30 120 10 20 10 10 10 10

EBTR 360 60 70 470 550 60 70 70 100 10 20
WBL 180 10 40 240 260 50 190 20 70 80 150
WBTR 410 10 50 910 1,350 940 1,430 150 450 10 50
NB 4,200 60 100 -5 - 5 940 1,620 250 510 1,320 2,230
339
Railroad Avenue Realignment
January 2025

Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)

NBTL 4,200 -5 - 5 260 460 -5 - 5 - 5 - 5 - -
NBR 150 - - 140 220 -5 - 5 - 5 - 5 - -
SB 100 10 40 20 60 60 120 20 40 20 40
PM
EBL 200 10 10 10 10 10 10 10 10 10 10
EBTR 360 60 70 500 550 60 70 90 120 400 450
WBL 180 20 50 240 260 20 60 30 80 170 330
WBTR 410 20 90 900 1,330 30 100 80 270 1,500 2,590
NB 4,200 50 90 -5 - 5 90 180 90 190 - -
NBTL 4,200 -5 - 5 1,270 1,470 -5 - 5 - 5 - 5 1,890 3,530 NBR 150 -5 - 5 160 220 -5 - 5 - 5 - 5 1,580 3,460
SB 100 10 40 20 40 10 40 10 40 20 40

5. Emperor
Drive/Pintail
Drive
AM
EB 630 70 110 -
6 - 6 - 6 - 6 - 6 - 6 110 170
WB 180 120 220 -6 - 6 - 6 - 6 - 6 - 6 200 350
NB 430 70 120 -6 - 6 - 6 - 6 - 6 - 6 100 160
SB 830 60 90 -6 - 6 - 6 - 6 - 6 - 6 310 420
PM
EB 630 100 180 -6 - 6 - 6 - 6 - 6 - 6 630 1,020
WB 180 70 110 -6 - 6 - 6 - 6 - 6 - 6 80 130
NB 430 110 180 -6 - 6 - 6 - 6 - 6 - 6 190 290
SB 830 40 70 -6 - 6 - 6 - 6 - 6 - 6 60 90

6. Emperor
Drive/ SR 12 AM
EBL 490 110 260 -
6 - 6 - 6 - 6 - 6 - 6 170 400
EBT 4,200 380 590 -6 - 6 - 6 - 6 - 6 - 6 460 750
EBR 280 70 220 -6 - 6 - 6 - 6 - 6 - 6 70 250
WBL 260 120 300 -6 - 6 - 6 - 6 - 6 - 6 130 300
WBT 4,700 1,640 1,690 -6 - 6 - 6 - 6 - 6 - 6 1,640 1,700 340
Railroad Avenue Realignment
January 2025

Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)

WBR 250 30 150 -6 - 6 - 6 - 6 - 6 - 6 50 190
NBL 210 40 130 -6 - 6 - 6 - 6 - 6 - 6 60 160
NBTL 790 120 200 -6 - 6 - 6 - 6 - 6 - 6 130 210
NBR 130 50 120 -6 - 6 - 6 - 6 - 6 - 6 30 130
SBL 130 60 130 -6 - 6 - 6 - 6 - 6 - 6 60 140
SBTR 600 110 220 -6 - 6 - 6 - 6 - 6 - 6 200 350
PM
EBL 490 430 660 -6 - 6 - 6 - 6 - 6 - 6 510 510
EBT 4,200 1,610 1,710 -6 - 6 - 6 - 6 - 6 - 6 1,620 1,680 EBR 280 190 400 -6 - 6 - 6 - 6 - 6 - 6 160 370
WBL 260 130 310 -6 - 6 - 6 - 6 - 6 - 6 130 300
WBT 4,700 1,320 1,600 -6 - 6 - 6 - 6 - 6 - 6 1,350 1,600 WBR 250 120 320 -6 - 6 - 6 - 6 - 6 - 6 200 370
NBL 210 30 100 -6 - 6 - 6 - 6 - 6 - 6 20 80
NBTL 790 90 170 -6 - 6 - 6 - 6 - 6 - 6 90 160
NBR 130 50 110 -6 - 6 - 6 - 6 - 6 - 6 50 110
SBL 130 40 90 -6 - 6 - 6 - 6 - 6 - 6 30 70
SBTR 600 70 130 -6 - 6 - 6 - 6 - 6 - 6 80 150
Notes:

Bold = Queue exceeds available storage length
East Tabor Avenue, Pintail Drive, and SR 12 are eastbound/westbound.

Sunset Avenue, Clay Bank Road, Railroad Avenue, Olive Avenue, and Emperor Drive are northbound/southbound.

1. 95th Percentile Queue: the maximum back of queue with 95th percentile traffic volumes

2. Movement Key: EB = Eastbound; WB = Westbound; NB = Northbound; SB = Southbound; T = Through; L = Left; R = Right

3. Storage length for this movement is limited to the rail crossing tracks.

4. Storage length is longer in this project scenario. 341
Railroad Avenue Realignment
January 2025

Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)
Average
Queue
(ft)
95th%ile
Queue
(ft)

5. Movement does not exist in this scenario.

6. Queue results are not impacted by any of the project scenarios that occur solely along East Tabor Avenue.

Source: Fehr & Peers, December 2024.

342

General Plan Amendment to Eliminate a
Planned Roadway Realignment
California Environmental Quality Act
Categorical Exemption Report
prepared by
City of Suisun
701 Civic Center Boulevard
Suisun City, California 94585
Contact: John Kearns, Principal Planner
prepared with the assistance of
Rincon Consultants, Inc.
4825 J Street, Suite 200
Sacramento, California 95819
June 2023
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Table of Contents

California Environmental Quality Act Categorical Exemption Report i Table of Contents
Categorical Exemption Report ................................................................................................................ 1

1. Introduction ................................................................................................................................ 1

2. Project Area and Existing Conditions .......................................................................................... 2

3. Project Description ..................................................................................................................... 2

4. Consistency Analysis ................................................................................................................... 5

5. Summary ..................................................................................................................................... 7

6. References .................................................................................................................................. 8 Figures
Figure 1 Project Location Map ........................................................................................................ 3 Figure 2 Project Area Map............................................................................................................... 4

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General Plan Amendment to Eliminate a Planned Roadway Realignment

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Categorical Exemption Report

California Environmental Quality Act Categorical Exemption Report 1 Categorical Exemption Report
This report serves as the documentation of an environmental analysis performed by Rincon Consultants, Inc. for a proposed General Plan amendment to remove the Railroad Avenue realignment from East Tabor Avenue to Olive Avenue from the General Plan Vehicular Transportation Network Diagram (proposed project). The intent of the analysis is to document how and why the project is eligible for Class 1 Categorical Exemptions (CE), pursuant to the California Environmental Quality Act (CEQA). This report provides an introduction, project description, and evaluation of the project’s consistency with the requirements for a Class 1 CE. The report demonstrates that the project is eligible for Class 1 CE.

1. Introduction
Section 15301 of the State CEQA Guidelines states that a Class 1 CE is for the operation, repair, maintenance, permitting, leasing, licensing, or minor alteration to existing public or private structures, facilities, mechanical equipment, or topographical features, involving negligible or no expansion of existing or former use. Sections 15301(a) through (p) provide a non-inclusive list of example projects that are covered under a Class 1 CE. The key consideration is whether the project involves negligible or no expansion of use.” Among the examples listed in the Guidelines under this exemption are existing highways and streets, sidewalks, gutters, bicycle and pedestrian trails, and similar facilities that do not create additional automobile lanes.

Additionally, State CEQA Guidelines Sections 15300.2(a) through (f) list specific exceptions for which, if applicable, a CE may not be used. These exceptions are as follows:
a) Location. Classes 3, 4, 5, 6, and 11 are qualified by consideration of where the project is to be located – a project that is ordinarily insignificant in its impact on the environment may in a particularly sensitive environment be significant. Therefore, these classes are considered to apply all instances, except where the project may impact on an environmental resource of hazardous or critical concern where designated, precisely mapped, and officially adopted pursuant to law by federal, state, or local agencies.
b) Cumulative Impact. All exemptions for these classes are inapplicable when the cumulative impact of successive projects of the same type in the same place, over time is significant. c) Significant Effect. A categorical exemption shall not be used for an activity where there is a reasonable possibility that the activity will have a significant effect on the environment due to unusual circumstances.
d) Scenic Highways. A categorical exemption shall not be used for a project which may result in damage to scenic resources, including but not limited to, trees, historic buildings, rock outcroppings, or similar resources, within a highway officially designated as a state scenic highway. This does not apply to improvements which are required as mitigation by an adopted negative declaration or certified EIR.
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City of Suisun
General Plan Amendment to Eliminate a Planned Roadway Realignment

2 e) Hazardous Waste Sites. A categorical exemption shall not be used for a project located on a site which is included on any list compiled pursuant to Section 65962.5 of the Government Code. f) Historical Resources. A categorical exemption shall not be used for a project which may cause a substantial adverse change in the significance of a historical resource.

2. Project Area and Existing Conditions
The project area consists of an existing rail crossing and paved roads located at the intersection of East Tabor Avenue and Railroad Avenue in the City of Suisun City, as shown on Figure 1 and Figure 2. The area where the proposed Railroad Avenue realignment is proposed for removal is currently zoned as Commercial Service and Fabricating (CSF) according to the City’s zoning map (City of Suisun City 2016).

The site has a land use designation of Commercial Mixed Use according the City of Suisun City General Plan. Both East Tabor Avenue and Railroad Avenue are paved with railroad traffic control devices located on East Tabor Avenue at the rail crossing. The project area is surrounded by residential uses to the northwest, a church to the northeast, and commercial and fabrication uses to the south.

3. Project Description
The City of Suisun City has proposed a General Plan amendment to remove the planned Railroad Avenue realignment from Railroad Avenue/Humphrey Drive to Olive Avenue from the General Plan Vehicular Transportation Network Diagram. The General Plan Vehicular Transportation Network Diagram currently shows plans for a realignment that would modify portion of Railroad Avenue south of the East Tabor Avenue/Railroad Avenue intersection such that Railroad Avenue would only provide ingress/egress to the storage facility and no longer be a through street, and route Railroad Avenue to the east to Olive Avenue, per Figure 2. The project would consist of amending the General Plan Vehicular Transportation Network Diagram to remove this realignment, and that the proposed realignment of Railroad Avenue does not occur. Therefore, no development is proposed at the project area, no roadway improvements in this area would occur, and the existing conditions of the site would remain unchanged. 350
Categorical Exemption Report

California Environmental Quality Act Categorical Exemption Report 3 Figure 1 Project Location Map

351
City of Suisun
General Plan Amendment to Eliminate a Planned Roadway Realignment

4 Figure 2 Project Area Map

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Categorical Exemption Report

California Environmental Quality Act Categorical Exemption Report 5

4. Consistency Analysis
Class 1 CE Applicability
Section 15301 of the State CEQA Guidelines state that a Class 1 CE is for the operation, repair, maintenance, permitting, leasing, licensing, or minor alteration to existing public or private structures, facilities, mechanical equipment, or topographical features, involving negligible or no expansion of existing or former use. The project includes a General Plan amendment to remove the Railroad Avenue realignment from Railroad Avenue/Humphrey Drive to Olive Avenue from the General Plan Vehicular Transportation Network Diagram. The amendment would result in the East Tabor Avenue/Railroad Avenue intersection and segment of Railroad Avenue between East Tabor Avenue and Humphrey Drive remaining unchanged. Therefore, no development would occur, and the existing conditions of the project area would remain the same.

Therefore, the proposed General Plan amendment to remove the Railroad Avenue realignment would meet the applicability requirements for a Class 1 CE pursuant to Section 15301 of the State CEQA Guidelines.

Exceptions to CE Applicability
The applicability of all CEs is qualified by the exceptions listed in Section 15300.2(a) through (f) of the State CEQA Guidelines. In the discussion below, each exception (in italics) is followed by an explanation of why the exception does not apply to the proposed project. 15300.2(a) Location. Classes 3, 4, 5, 6, and 11 are qualified by consideration of where the project is to be located – a project that is ordinarily insignificant in its impact on the environment may in a particularly sensitive environment be significant. Therefore, these classes are considered to apply all instances, except where the project may impact on an environmental resource of hazardous or critical concern where designated, precisely mapped, and officially adopted pursuant to law by federal, state, or local agencies.

The project area is currently developed with the paved roads of East Tabor Avenue and Railroad Avenue, and a rail crossing. There are no wetlands, streams, aquatic or riparian habitat, or other designated, precisely mapped, and officially adopted environmentally sensitive resources of critical concern on or directly adjacent to the project area (USFWS 2023). Additionally, the project area is within an urbanized area of Suisun City, which is developed with commercial buildings, sidewalks, roads, parking areas, and other similar urban development. The project area is not located in an environmentally sensitive area.

There are no environmental resources of hazardous or critical concern that are designated, precisely mapped, and officially adopted pursuant to law by federal, state, or local agencies on the project area, such as critical habitat for listed threatened or endangered species. According to a search of the Department of Toxic Substances Control EnviroStor database conducted on April 20, 2023, there are no designated hazardous waste sites on or within the immediate vicinity. Similarly, a search of the State Water Resources Control Board GeoTracker database showed no cleanup sites in the vicinity of the project area. Therefore, this exception to a CE does not apply to the proposed project. 353
City of Suisun
General Plan Amendment to Eliminate a Planned Roadway Realignment

6 15300.2(b) Cumulative Impact. All exemptions for these classes are inapplicable when the cumulative impact of successive projects of the same type in the same place, over time is significant.

The proposed project would not result in significant environmental impacts and there are no other successive projects of the same type or scale planned for the same location. In addition, the proposed project proposes that planned changes to the roadway network not take place at the project area, with a General Plan amendment to reflect elimination of this planned realignment. Areas surrounding the project area are developed with commercial facilities to the south, and no additional facilities or changes are proposed at this time. Areas to the northwest of the project area are developed with residential development and are located within the City of Fairfield. The church located northeast of the project area and undeveloped areas to the east of the project site are also located in the City of Fairfield.

No significant cumulative impact would result from successive projects of the same type in the same place over time. Therefore, this exception to a CE does not apply to the proposed project. 15300.2(c) Significant Effect. A categorical exemption shall not be used for an activity where there is a reasonable possibility that the activity will have a significant effect on the environment due to unusual circumstances.

The project area is at the intersection of East Tabor Avenue and Railroad Avenue, and is developed with structures, paved areas, and an existing rail crossing. There are no wetlands, streams, aquatic or riparian habitat, unique cultural or historic sites, scenic vistas, or other unusual circumstances on or adjacent to the project area. The project would not disturb natural habitats or unusual resources, such as vernal pools or steep slopes. The disturbance required to install the solar arrays and equipment would occur within areas developed with existing onsite pavement and structures, as well as gravel and bare dirt areas. As the project involves removing the planned realignment of Railroad Avenue, no development would occur and no tree removal would take place. Due to the absence of unusual circumstances on the project area, the project would not have a reasonable possibility of a significant effect on the environment. This exception to a CE does not apply to the proposed project. 15300.2(d) Scenic Highways. A categorical exemption shall not be used for a project which may result in damage to scenic resources, including but not limited to, trees, historic buildings, rock outcroppings, or similar resources, within a highway officially designated as a state scenic highway. This does not apply to improvements which are required as mitigation by an adopted negative declaration or certified EIR.

According to the California Department of Transportation (2023), there are no officially designated scenic highways within five miles of the project area. The nearest highway eligible for designation is a portion of Highway 221 which is located approximately 14 miles west of the project area. The nearest designated highway is Route 160 near the City of Walnut Grove approximately 25 miles east of the project area. The project area is not visible from Highway 221 or Route 160 due to distance and intervening topography and development. Therefore, this exception to a CE does not apply to the proposed project.
15300.2(e) Hazardous Waste Sites. A categorical exemption shall not be used for a project located on a site which is included on any list compiled pursuant to Section 65962.5 of the Government Code.

According to a search of the Department of Toxic Substances Control EnviroStor database and State Water Resources Control Board GeoTracker database conducted on April 20, 2023, there are no records 354
Categorical Exemption Report

California Environmental Quality Act Categorical Exemption Report 7 of open or active designated hazardous waste sites on or within the immediate vicinity of the project area. Therefore, this exception to a CE does not apply to the proposed project. 15300.2(f) Historical Resources. A categorical exemption shall not be used for a project which may cause a substantial adverse change in the significance of a historical resource.

According to a record search conducted by Rincon Consultants in April 2023 through the National Record of Historic Places (NRHP), no structures in the project area are listed as a historic resource. The project would not result in any construction, and thus would not cause a substantial adverse change in the significance of a historical resource. Therefore, this exception to a CE does not apply to the proposed project.

5. Summary
Based on this analysis, the proposed General Plan amendment to remove the Railroad Avenue realignment from Railroad Avenue/Humphrey Drive to Olive Avenue from the General Plan Vehicular Transportation Network Diagram meets all criteria for a Class 1 CE pursuant to Section 15301 of the State CEQA Guidelines. Furthermore, exceptions to the applicability of a CE, as specified in Section 15300.2(a) through (f) of the State CEQA Guidelines, do not apply to the project. Therefore, it is concluded that the proposed project is categorically exempt from CEQA pursuant to State CEQA Guidelines Sections 15301.
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8 6. References
California Department of Toxic Substances Control. EnviroStor Database. https://www.envirostor.dtsc.ca.gov/public/map/?myaddress=East+Tabor+Avenue+%26+Railroa d+Avenue%2C+Fairfield%2C+CA%2C+USA. (accessed April 2023).

California Department of Transportation (Caltrans). 2023. California Scenic Highway Mapping System. https://caltrans.maps.arcgis.com/apps/webappviewer/index.html?id=465dfd3d807c46cc8e805 7116f1aacaa. (accessed April 2023).

California State Water Resources Control Board. GeoTracker Database. https://geotracker.waterboards.ca.gov/map/?CMD=runreport&myaddress=East+Tabor+Avenue +%26+Railroad+Avenue%2C+Fairfield%2C+CA%2C+USA. (accessed April 2023).

National Parks Service. National Register of Historic Places. https://npgallery.nps.gov/NRHP/SearchResults/8286d9f583b24f0384e8203ab210c5f6?page=1& view=list&sort=default. (accessed April 2023).

Suisun City, City of. 2015. City of Suisun City 2035 General Plan. https://www.suisun.com/files/sharedassets/suisuncity/departments/development- services/documents/gp-vol_1_ch1-3.pdf (accessed April 2023). ______. 2016. Zoning Map.
https://www.suisun.com/files/sharedassets/suisuncity/departments/development- services/documents/zoning_map_-_suisun_city_-_2017.pdf (accessed April 2023).

United States Fish and Wildlife Service (USFWS). 2023. National Wetlands Inventory: Wetlands Mapper [map database]. https://fwsprimary.wim.usgs.gov/wetlands/apps/wetlands-mapper/ (access April 2023).
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Suisun City City CouncilJanuary 21, 2025

Suisun City City Council
January 21, 2025