Cities Index.
Agenda packet, regular meeting

Rancho Cordova City Council
December 5, 2022

Document
Agenda packet, regular meeting
Meeting
December 5, 2022
Body
Rancho Cordova City Council
Pages
1,323
Original file
174.0 MB
Text extracted from the city's file for reading and search. Open the original on ranchocordovaca.api.civicclerk.com. That file is the official record.

OTHER CONSIDERATIONS
As a tenant has not yet been identified for the Restaurant component of the proposed project, an additional trip generation scenario was developed using ITE Land Use 930 (Fast Casual Restaurant) to more conservatively account for PM Peak-Hour trips. The alternative trip generation is presented in Table 9.

Table 9 – Alternative Project Trip Generation
When compared to the original trip generation developed in Table 2 and accounting for a similar proportion of internal capture between project land uses, the alternative trip generation results in a net increase of 25 trips during the PM Peak-Hour compared to the original trip generation. The alternative project trips were then distributed and assigned using the same percentages as the original trip generation. The ensuing analysis showed that the alternative PM project trip generation resulted comparable projected 95th percentile queues at the Kilgore Road intersection with White Rock Road (Intersection #1) with all study intersections operating within the acceptable LOS threshold, as found for the original project trip generation. The recommended improvement for the original trip generation at Intersection #1 (redistributing signal timing to better accommodate westbound left-turns) is suitable as an improvement for the alternative trip generation as well. All signals

CONCLUSIONS
Significant findings of this study include:
 The proposed project is anticipated to generate 3,220 new daily trips, with 253 and 268 trips occurring during the AM and PM peak-hours respectively. o Internal trip reduction to assess how the Project’s residential and proximate commercial component trips might interact was generated using the NCHRP 684 Trip Capture Estimation Tool8
. This resulted in a reduction of 262 daily trips, 20 AM peak-hour trips, and 24 PM peak-hour trips.
o The final net external Project trip generation is 2,958 daily trips, 233 AM peak-hour trips, and 244 PM peak-hour trips.
 The addition of the proposed project to the Opening Year and Cumulative scenarios does not result in deficiencies at any of the study intersections. All study intersections operate within the acceptable Level of Service (LOS) threshold established by the City of Rancho Cordova’s General Plan.
 The addition of the proposed project to Opening Year and Cumulative scenarios does not result in significant queueing deficiencies at any of the US-50 off-ramps. Current ramp lengths are sufficient to accommodate vehicles without creating vehicle spillback into the traveled way of US-50 at all study intersection locations.
8 Trip Generation Handbook (3rd Edition), Institute of Transportation Engineers (ITE), August 2014 Total In Out Total In Out
220 Multifamily Housing (Low-Rise) 177 1,210 78 19 59 97 61 36 221 Multifamily Housing (Mid-Rise) 240 1,098 94 22 72 94 57 37 930 Fast Casual Restaurant 9 911 81 45 36 107 59 48
3,220 253 86 167 298 177 121
262 20 10 10 29 13 16
Net External Project Trips 2,958 233 76 157 269 164 105 ITE Land
Use Code Land Use # Units/ksf
PM Peak-Hour
Total Project Trips
Internal Capture (8% Daily/AM Peak-hour, 9% PM Peak-hour) Daily
Trips
AM Peak-Hour
ITEM 21.1. ATTACHMENT 1

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Appendix A

Traffic Count Data Sheets
ITEM 21.1. ATTACHMENT 1

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National Data & Surveying ServicesIntersection Turning Movement Count Location: Kilgore Rd & White Rock Rd
City: Rancho Cordova Project ID:

Control: Signalized Date:

NS/EW Streets:
1 1 1 0 1 2 0 0 1 2 1 0 1 3 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
6:00 AM 2 4 4 0 1 2 4 0 4 69 1 0 4 34 5 0 134
6:15 AM 0 3 5 0 8 6 3 0 2 87 0 0 6 40 1 0 161
6:30 AM 4 2 2 0 7 13 3 0 4 90 4 0 12 55 4 0 200
6:45 AM 3 15 7 0 13 13 4 0 9 122 11 0 5 68 9 0 279
7:00 AM 7 23 7 0 13 9 3 0 10 71 3 0 9 49 8 0 212
7:15 AM 6 13 10 0 9 21 6 0 9 74 3 0 2 45 12 0 210
7:30 AM 8 22 11 0 11 14 10 0 5 80 5 0 3 66 17 0 252
7:45 AM 7 35 5 0 19 23 8 0 20 97 3 0 5 61 21 0 304
8:00 AM 6 27 3 0 29 32 9 0 18 85 5 0 3 41 10 0 268
8:15 AM 1 19 9 0 11 33 11 0 10 103 1 0 4 61 10 0 273
8:30 AM 2 10 9 0 14 23 7 0 8 75 4 2 5 53 4 0 216
8:45 AM 3 17 10 0 5 13 6 0 9 78 3 2 7 67 8 0 228

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 49 190 82 0 140 202 74 0 108 1031 43 4 65 640 109 0 2737 APPROACH %'s : 15.26% 59.19% 25.55% 0.00% 33.65% 48.56% 17.79% 0.00% 9.11% 86.93% 3.63% 0.34% 7.99% 78.62% 13.39% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 22 103 28 0 70 102 38 0 53 365 14 0 15 229 58 0 1097 PEAK HR FACTOR : 0.688 0.736 0.636 0.000 0.603 0.773 0.864 0.000 0.663 0.886 0.700 0.000 0.750 0.867 0.690 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 1 0 1 2 0 0 1 2 1 0 1 3 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
3:00 PM 3 21 10 0 9 27 8 0 13 96 2 1 7 110 24 0 331
3:15 PM 4 23 6 0 13 31 6 0 8 82 2 0 3 99 22 0 299
3:30 PM 7 13 4 0 19 30 17 0 9 80 6 0 5 171 19 0 380
3:45 PM 10 25 7 0 13 17 8 0 8 99 6 0 5 111 21 0 330
4:00 PM 4 20 4 0 21 20 18 0 8 78 3 1 12 121 11 0 321
4:15 PM 2 24 8 0 17 26 12 0 5 89 2 0 4 97 14 0 300
4:30 PM 2 23 9 0 13 36 31 0 9 89 6 1 8 121 23 0 371
4:45 PM 7 23 7 0 7 29 9 0 6 79 13 1 21 97 14 0 313
5:00 PM 7 27 18 0 17 35 15 0 17 118 11 1 16 111 24 0 417 5:15 PM 8 29 13 0 6 24 9 0 11 69 7 0 16 112 23 0 327
5:30 PM 5 17 8 0 8 8 7 0 4 64 9 0 13 99 15 0 257
5:45 PM 3 11 5 0 7 20 13 0 5 54 10 2 14 96 9 0 249

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 62 256 99 0 150 303 153 0 103 997 77 7 124 1345 219 0 3895 APPROACH %'s : 14.87% 61.39% 23.74% 0.00% 24.75% 50.00% 25.25% 0.00% 8.70% 84.21% 6.50% 0.59% 7.35% 79.68% 12.97% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 24 102 47 0 43 124 64 0 43 355 37 3 61 441 84 0 1428 PEAK HR FACTOR : 0.750 0.879 0.653 0.000 0.632 0.861 0.516 0.000 0.632 0.752 0.712 0.750 0.726 0.911 0.875 0.000 22-070003-001
1/11/2022
04:30 PM - 05:30 PM

0.856 0.832 0.722 0.745 0.964
07:30 AM - 08:30 AM

0.902
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.814 0.750 0.900 0.868
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Kilgore Rd Kilgore Rd White Rock Rd White Rock Rd
ITEM 21.1. ATTACHMENT 1

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National Data & Surveying ServicesIntersection Turning Movement Count Location: Sunrise Blvd & White Rock Rd
City: Rancho Cordova Project ID:

Control: Signalized Date:

NS/EW Streets:
2 3 1 0 2 3 1 0 2 2 1 0 2 3 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
6:00 AM 14 83 15 4 36 88 10 3 14 61 3 1 4 20 17 0 373
6:15 AM 12 89 12 5 53 110 8 2 14 79 5 2 20 31 37 0 479
6:30 AM 14 154 12 4 66 152 17 1 14 69 17 4 10 29 30 0 593 6:45 AM 13 138 25 5 66 153 15 0 25 96 18 7 12 59 34 0 666 7:00 AM 23 175 14 6 50 119 9 5 14 47 15 10 6 21 33 1 548 7:15 AM 13 171 13 7 38 122 8 6 26 46 12 7 15 35 33 0 552 7:30 AM 40 188 16 8 29 135 11 8 30 38 16 8 10 36 30 0 603 7:45 AM 46 204 15 9 41 143 16 4 25 67 23 6 14 23 22 1 659 8:00 AM 18 208 19 3 31 132 13 4 27 55 24 5 21 20 20 1 601 8:15 AM 39 189 22 6 52 153 8 8 27 69 16 8 21 23 25 1 667 8:30 AM 27 185 15 9 82 227 23 7 18 28 26 8 17 24 38 1 735 8:45 AM 26 218 17 5 54 189 16 5 21 45 23 7 16 32 35 0 709

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 285 2002 195 71 598 1723 154 53 255 700 198 73 166 353 354 5 7185 APPROACH %'s : 11.16% 78.42% 7.64% 2.78% 23.66% 68.16% 6.09% 2.10% 20.80% 57.10% 16.15% 5.95% 18.91% 40.21% 40.32% 0.57% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 110 800 73 23 219 701 60 24 93 197 89 28 75 99 118 3 2712 PEAK HR FACTOR : 0.705 0.917 0.830 0.639 0.668 0.772 0.652 0.750 0.861 0.714 0.856 0.875 0.893 0.773 0.776 0.750 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 3 1 0 2 3 1 0 2 2 1 0 2 3 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
3:00 PM 38 223 7 21 67 234 16 2 18 52 33 2 41 77 71 0 902 3:15 PM 24 167 13 17 55 207 17 4 28 68 20 7 46 76 64 2 815 3:30 PM 49 236 18 22 60 236 21 7 21 45 34 7 29 114 104 0 1003 3:45 PM 28 214 16 15 47 259 29 7 19 63 32 3 36 82 65 0 915 4:00 PM 46 209 15 20 59 283 21 5 20 51 39 1 39 73 82 0 963 4:15 PM 29 199 10 18 49 252 18 9 29 52 33 5 40 53 60 0 856 4:30 PM 52 208 14 15 45 239 28 7 30 52 31 2 49 86 72 0 930 4:45 PM 33 224 10 12 53 224 28 5 24 37 16 7 37 61 62 0 833 5:00 PM 54 239 17 15 55 254 36 9 40 77 39 8 50 69 73 0 1035 5:15 PM 47 247 8 13 35 265 31 9 30 34 16 3 26 58 55 0 877 5:30 PM 32 202 10 12 35 212 23 4 16 47 15 7 42 52 48 0 757 5:45 PM 35 191 10 11 60 180 24 9 17 37 17 3 33 67 47 0 741

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 467 2559 148 191 620 2845 292 77 292 615 325 55 468 868 803 2 10627 APPROACH %'s : 13.88% 76.05% 4.40% 5.68% 16.17% 74.20% 7.62% 2.01% 22.69% 47.79% 25.25% 4.27% 21.86% 40.54% 37.51% 0.09% PEAK HR : 03:30 PM 287 0 0 TOTAL
PEAK HR VOL : 152 858 59 75 215 1030 89 28 89 211 138 16 144 322 311 0 3737 PEAK HR FACTOR : 0.776 0.909 0.819 0.852 0.896 0.910 0.767 0.778 0.767 0.837 0.885 0.571 0.900 0.706 0.748 0.000 Data - Totals
Sunrise Blvd Sunrise Blvd White Rock Rd White Rock Rd

0.945 0.740 0.848 0.889
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
22-070003-002
1/11/2022
03:30 PM - 04:30 PM

0.931 0.880 0.925 0.954 0.786
08:00 AM - 09:00 AM

0.922
ITEM 21.1. ATTACHMENT 1

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National Data & Surveying ServicesIntersection Turning Movement Count Location: Sunrise Blvd & US-50 EB Ramps
City: Rancho Cordova Project ID:

Control: Signalized Date:

NS/EW Streets:
0 4 2 0 0 3 2 0 3 0 2 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
6:00 AM 0 76 28 0 0 231 30 0 100 0 72 0 0 0 0 0 537
6:15 AM 0 115 44 0 0 260 55 0 135 0 107 0 0 0 0 0 716
6:30 AM 0 162 60 0 0 320 79 0 166 0 113 0 0 0 0 0 900
6:45 AM 0 160 63 0 0 431 69 0 143 0 182 0 0 0 0 0 1048
7:00 AM 0 188 70 0 0 304 81 0 176 0 116 0 0 0 0 0 935
7:15 AM 0 204 55 0 0 316 84 0 228 0 104 0 0 0 0 0 991
7:30 AM 0 233 78 0 0 248 100 0 232 0 130 0 0 0 0 0 1021 7:45 AM 0 286 77 0 0 253 76 0 294 0 122 0 0 0 0 0 1108
8:00 AM 0 233 84 0 0 270 78 0 296 0 133 0 0 0 0 0 1094
8:15 AM 0 216 66 0 0 314 109 0 301 0 99 0 0 0 0 0 1105
8:30 AM 0 316 77 0 0 435 127 0 239 0 126 0 0 0 0 0 1320 8:45 AM 0 234 79 0 0 365 83 0 261 0 98 0 0 0 0 0 1120

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 2423 781 0 0 3747 971 0 2571 0 1402 0 0 0 0 0 11895 APPROACH %'s : 0.00% 75.62% 24.38% 0.00% 0.00% 79.42% 20.58% 0.00% 64.71% 0.00% 35.29% 0.00% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 0 999 306 0 0 1384 397 0 1097 0 456 0 0 0 0 0 4639 PEAK HR FACTOR : 0.000 0.790 0.911 0.000 0.000 0.795 0.781 0.000 0.911 0.000 0.857 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 4 2 0 0 3 2 0 3 0 2 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
3:00 PM 0 414 122 0 0 287 112 0 370 0 81 0 0 0 0 0 1386 3:15 PM 0 371 98 0 0 308 130 0 325 0 97 0 0 0 0 0 1329
3:30 PM 0 477 109 0 0 301 102 0 351 0 102 0 0 0 0 0 1442 3:45 PM 0 425 117 0 0 330 97 0 307 0 103 0 0 0 0 0 1379 4:00 PM 0 479 138 0 0 321 111 0 323 0 86 0 0 0 0 0 1458 4:15 PM 0 369 101 0 0 305 78 0 290 0 75 0 0 0 0 0 1218
4:30 PM 0 459 108 0 0 295 97 0 320 0 81 0 0 0 0 0 1360
4:45 PM 0 350 92 0 0 265 77 0 347 0 83 0 0 0 0 0 1214
5:00 PM 0 479 109 0 0 316 88 0 323 0 56 0 0 0 0 0 1371
5:15 PM 0 436 101 0 0 275 95 0 325 0 79 0 0 0 0 0 1311
5:30 PM 0 332 106 0 0 260 113 0 261 0 68 0 0 0 0 0 1140 5:45 PM 0 318 87 0 0 273 77 0 251 0 67 0 0 0 0 0 1073

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 4909 1288 0 0 3536 1177 0 3793 0 978 0 0 0 0 0 15681 APPROACH %'s : 0.00% 79.22% 20.78% 0.00% 0.00% 75.03% 24.97% 0.00% 79.50% 0.00% 20.50% 0.00% PEAK HR : 03:15 PM 286 0 0 TOTAL
PEAK HR VOL : 0 1752 462 0 0 1260 440 0 1306 0 388 0 0 0 0 0 5608 PEAK HR FACTOR : 0.000 0.914 0.837 0.000 0.000 0.955 0.846 0.000 0.930 0.000 0.942 0.000 0.000 0.000 0.000 0.000 Data - Totals
Sunrise Blvd Sunrise Blvd US-50 EB Ramps US-50 EB Ramps

0.830 0.792 0.905
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
22-070003-003
1/11/2022
03:15 PM - 04:15 PM

0.962 0.897 0.970 0.935
08:00 AM - 09:00 AM

0.879
ITEM 21.1. ATTACHMENT 1

Page 413 of 1323 ends

National Data & Surveying ServicesIntersection Turning Movement Count Location: Sunrise Blvd & US-50 WB Ramps
City: Rancho Cordova Project ID:

Control: Signalized Date:

NS/EW Streets:
0 3 2 0 0 3 2 0 0 0 0 0 2 0 2 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
6:00 AM 0 150 15 0 0 209 226 0 0 0 0 0 62 0 27 0 689
6:15 AM 0 232 28 0 0 259 259 0 0 0 0 0 50 0 39 0 867
6:30 AM 0 267 45 0 0 316 291 0 0 0 0 0 79 0 47 0 1045
6:45 AM 0 265 53 0 0 427 352 0 0 0 0 0 86 0 51 0 1234
7:00 AM 0 310 47 0 0 310 323 0 0 0 0 0 68 0 55 0 1113
7:15 AM 0 362 62 0 0 337 363 0 0 0 0 0 81 0 86 0 1291
7:30 AM 0 406 64 0 0 271 413 0 0 0 0 0 72 0 86 0 1312
7:45 AM 0 534 53 0 0 261 322 0 0 0 0 0 54 0 110 0 1334
8:00 AM 0 463 61 0 0 304 356 0 0 0 0 0 54 0 132 0 1370
8:15 AM 0 450 74 0 0 339 309 0 0 0 0 0 96 0 84 0 1352
8:30 AM 0 474 73 0 0 444 337 0 0 0 0 0 100 0 72 0 1500
8:45 AM 0 435 66 0 0 344 300 0 0 0 0 0 110 0 86 0 1341

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 4348 641 0 0 3821 3851 0 0 0 0 0 912 0 875 0 14448 APPROACH %'s : 0.00% 87.15% 12.85% 0.00% 0.00% 49.80% 50.20% 0.00% 51.04% 0.00% 48.96% 0.00% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 0 1822 274 0 0 1431 1302 0 0 0 0 0 360 0 374 0 5563 PEAK HR FACTOR : 0.000 0.961 0.926 0.000 0.000 0.806 0.914 0.000 0.000 0.000 0.000 0.000 0.818 0.000 0.708 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 3 2 0 0 3 2 0 0 0 0 0 2 0 2 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
3:00 PM 0 661 132 0 0 335 325 0 0 0 0 0 60 0 101 0 1614 3:15 PM 0 581 102 0 0 348 335 0 0 0 0 0 93 0 106 0 1565 3:30 PM 0 677 160 0 0 348 350 0 0 0 0 0 53 0 110 0 1698 3:45 PM 0 614 108 0 0 370 284 0 0 0 0 0 83 0 94 0 1553
4:00 PM 0 666 122 0 0 338 297 0 0 0 0 0 81 0 108 0 1612 4:15 PM 0 597 87 0 0 302 286 0 0 0 0 0 67 0 86 0 1425
4:30 PM 0 622 124 0 0 303 309 0 0 0 0 0 92 0 101 0 1551 4:45 PM 0 625 100 0 0 285 281 0 0 0 0 0 65 0 93 0 1449
5:00 PM 0 649 133 0 0 328 368 0 0 0 0 0 66 0 95 0 1639
5:15 PM 0 672 105 0 0 319 335 0 0 0 0 0 64 0 109 0 1604 5:30 PM 0 536 67 0 0 307 291 0 0 0 0 0 53 0 73 0 1327
5:45 PM 0 477 80 0 0 286 279 0 0 0 0 0 70 0 95 0 1287

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 7377 1320 0 0 3869 3740 0 0 0 0 0 847 0 1171 0 18324 APPROACH %'s : 0.00% 84.82% 15.18% 0.00% 0.00% 50.85% 49.15% 0.00% 41.97% 0.00% 58.03% 0.00% PEAK HR : 03:00 PM 285 0 0 TOTAL
PEAK HR VOL : 0 2533 502 0 0 1401 1294 0 0 0 0 0 289 0 411 0 6430 PEAK HR FACTOR : 0.000 0.935 0.784 0.000 0.000 0.947 0.924 0.000 0.000 0.000 0.000 0.000 0.777 0.000 0.934 0.000 22-070003-004
1/11/2022
03:00 PM - 04:00 PM

0.947 0.907 0.965 0.879
08:00 AM - 09:00 AM

0.927
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.958 0.875 0.936
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Sunrise Blvd Sunrise Blvd US-50 WB Ramps US-50 WB Ramps ITEM 21.1. ATTACHMENT 1

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National Data & Surveying ServicesIntersection Turning Movement Count Location: Zinfandel Dr & White Rock Rd
City: Rancho Cordova Project ID:

Control: Signalized Date:

NS/EW Streets:
2 3 0 0 2 3 1 0 2 3 0 0 2 1 2 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
6:00 AM 5 75 1 0 82 80 11 0 25 6 4 3 1 6 29 0 328
6:15 AM 3 113 1 0 70 104 23 0 28 9 9 4 1 2 35 0 402
6:30 AM 7 134 1 0 102 130 35 1 38 13 3 0 1 3 46 0 514
6:45 AM 4 161 5 0 124 140 55 0 21 16 6 2 4 4 63 0 605
7:00 AM 5 141 2 0 68 118 43 0 35 6 6 2 2 7 52 0 487
7:15 AM 4 235 4 0 98 167 88 0 28 10 8 0 1 10 45 0 698
7:30 AM 10 281 6 0 129 198 79 0 56 13 7 2 7 8 63 0 859
7:45 AM 10 272 6 0 164 247 87 1 73 23 6 2 3 13 47 0 954 8:00 AM 6 286 2 0 115 264 93 1 66 10 3 1 4 8 44 1 904
8:15 AM 8 230 7 0 111 246 87 1 48 20 9 1 2 5 45 0 820
8:30 AM 9 184 0 0 97 207 69 0 44 10 8 1 8 4 34 0 675
8:45 AM 9 166 3 0 97 211 55 0 36 16 6 4 6 13 52 1 675

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 80 2278 38 0 1257 2112 725 4 498 152 75 22 40 83 555 2 7921 APPROACH %'s : 3.34% 95.08% 1.59% 0.00% 30.67% 51.54% 17.69% 0.10% 66.67% 20.35% 10.04% 2.95% 5.88% 12.21% 81.62% 0.29% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 34 1069 21 0 519 955 346 3 243 66 25 6 16 34 199 1 3537 PEAK HR FACTOR : 0.850 0.934 0.750 0.000 0.791 0.904 0.930 0.750 0.832 0.717 0.694 0.750 0.571 0.654 0.790 0.250 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 3 0 0 2 3 1 0 2 3 0 0 2 1 2 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
3:00 PM 9 310 9 1 61 253 62 1 53 8 9 5 2 14 110 0 907
3:15 PM 10 299 6 1 77 260 55 0 59 13 8 2 9 13 99 1 912
3:30 PM 15 271 9 1 62 255 59 0 77 17 7 2 7 17 186 0 985 3:45 PM 9 265 2 0 77 277 70 0 66 15 11 1 8 18 107 0 926 4:00 PM 10 238 6 2 78 251 62 1 87 22 12 2 3 17 141 0 932 4:15 PM 10 264 9 1 73 263 58 0 74 10 8 0 5 18 101 0 894 4:30 PM 14 326 8 0 80 259 56 0 72 9 7 3 12 14 119 1 980 4:45 PM 11 249 11 0 75 281 80 2 62 16 7 1 7 23 112 0 937 5:00 PM 11 283 5 2 92 246 71 0 92 18 10 2 6 28 204 0 1070 5:15 PM 6 274 7 1 43 274 66 0 55 16 10 2 9 22 110 1 896 5:30 PM 8 224 5 0 68 263 56 2 63 22 7 4 6 16 106 0 850
5:45 PM 10 206 9 0 69 257 57 1 50 9 3 6 5 14 93 1 790

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 123 3209 86 9 855 3139 752 7 810 175 99 30 79 214 1488 4 11079 APPROACH %'s : 3.59% 93.64% 2.51% 0.26% 17.99% 66.04% 15.82% 0.15% 72.71% 15.71% 8.89% 2.69% 4.43% 11.99% 83.36% 0.22% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 42 1132 31 3 290 1060 273 2 281 59 34 8 34 87 545 2 3883 PEAK HR FACTOR : 0.750 0.868 0.705 0.375 0.788 0.943 0.853 0.250 0.764 0.819 0.850 0.667 0.708 0.777 0.668 0.500 22-070003-005
1/11/2022
04:30 PM - 05:30 PM

0.907 0.868 0.928 0.783 0.702
07:30 AM - 08:30 AM

0.927
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.946 0.913 0.817 0.801
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Zinfandel Dr Zinfandel Dr White Rock Rd White Rock Rd
ITEM 21.1. ATTACHMENT 1

Page 415 of 1323 ends

National Data & Surveying ServicesIntersection Turning Movement Count Location: Zinfandel Dr & US-50 EB Ramps/Gold Center Dr
City: Rancho Cordova Project ID:

Control: Signalized Date:

NS/EW Streets:
0 4 0 0 0 0 3 1 0 2 2 2 0 0 0 2 0 0
NL NT NR NU NR2 SL ST SR SU EL ET ER EU WL WT WR WU WU2 TOTAL 6:00 AM 0 98 4 0 25 0 50 14 0 17 27 117 0 0 0 13 0 2 367 6:15 AM 0 126 1 0 44 0 81 23 0 29 40 132 0 0 0 14 0 1 491 6:30 AM 0 169 2 0 53 0 97 30 0 24 28 164 0 0 0 7 0 2 576 6:45 AM 0 182 2 0 57 0 127 31 0 32 72 190 0 0 0 16 0 0 709 7:00 AM 0 179 0 0 54 0 117 35 0 47 54 119 0 0 0 10 0 5 620 7:15 AM 0 230 0 0 72 0 168 31 0 62 63 189 0 0 0 13 0 6 834 7:30 AM 0 295 1 0 109 0 226 53 0 56 59 198 0 0 0 19 0 4 1020 7:45 AM 0 299 3 0 85 0 274 49 0 87 112 220 0 0 0 24 0 5 1158 8:00 AM 0 289 2 0 112 0 301 46 0 83 77 189 0 0 0 17 0 5 1121 8:15 AM 0 216 1 0 103 0 280 47 0 75 70 172 0 0 0 17 0 6 987 8:30 AM 0 187 1 0 77 0 233 25 0 58 46 150 0 0 0 22 0 5 804 8:45 AM 0 191 4 0 61 0 200 22 0 93 58 161 0 0 0 19 0 4 813 NL NT NR NU NR2 SL ST SR SU EL ET ER EU WL WT WR WU WU2 TOTAL TOTAL VOLUMES : 0 2461 21 0 852 0 2154 406 0 663 706 2001 0 0 0 191 0 45 9500 APPROACH %'s : 0.00% 73.82% 0.63% 0.00% 25.55% 0.00% 84.14% 15.86% 0.00% 19.67% 20.95% 59.38% 0.00% 0.00% 0.00% 80.93% 0.00% 19.07% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 0 1099 7 0 409 0 1081 195 0 301 318 779 0 0 0 77 0 20 4286 PEAK HR FACTOR : 0.000 0.919 0.583 0.000 0.913 0.000 0.898 0.920 0.000 0.865 0.710 0.885 0.000 0.000 0.000 0.802 0.000 0.833 Headers NBL NBT NBR NBU NBR2 SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU WBU2 0 4 0 0 0 0 3 1 0 2 2 2 0 0 0 2 0 0
NL NT NR NU NR2 SL ST SR SU EL ET ER EU WL WT WR WU WU2 TOTAL 3:00 PM 0 350 0 0 111 0 242 44 0 127 31 150 0 0 0 38 0 6 1099 3:15 PM 0 337 4 0 128 0 248 47 0 119 23 146 0 0 0 42 0 9 1103 3:30 PM 0 415 5 0 110 0 251 41 0 127 18 130 0 0 0 74 0 11 1182 3:45 PM 0 360 1 0 82 0 297 37 0 131 21 150 0 0 0 37 0 5 1121 4:00 PM 0 336 2 0 114 0 232 42 0 134 21 151 0 0 0 80 0 14 1126 4:15 PM 0 355 1 0 89 0 258 35 0 162 15 158 0 0 0 55 0 10 1138 4:30 PM 0 389 2 0 132 0 243 37 0 116 17 151 0 0 0 77 0 13 1177 4:45 PM 0 330 2 0 90 0 294 28 0 155 22 159 0 0 0 46 0 12 1138 5:00 PM 0 436 1 0 138 0 260 37 0 131 23 170 0 0 0 132 0 27 1355 5:15 PM 0 352 1 0 95 0 232 33 0 137 17 143 0 0 0 55 0 20 1085 5:30 PM 0 301 2 0 84 0 253 42 0 139 26 142 0 0 0 37 0 14 1040 5:45 PM 0 281 1 0 75 0 249 31 0 104 13 144 0 0 0 30 0 9 937 NL NT NR NU NR2 SL ST SR SU EL ET ER EU WL WT WR WU WU2 TOTAL TOTAL VOLUMES : 0 4242 22 0 1248 0 3059 454 0 1582 247 1794 0 0 0 703 0 150 13501 APPROACH %'s : 0.00% 76.96% 0.40% 0.00% 22.64% 0.00% 87.08% 12.92% 0.00% 43.67% 6.82% 49.52% 0.00% 0.00% 0.00% 82.42% 0.00% 17.58% PEAK HR : 04:15 PM 290 0 0 TOTAL
PEAK HR VOL : 0 1510 6 0 449 0 1055 137 0 564 77 638 0 0 0 310 0 62 4808 PEAK HR FACTOR : 0.000 0.866 0.750 0.000 0.813 0.000 0.897 0.926 0.000 0.870 0.837 0.938 0.000 0.000 0.000 0.587 0.000 0.574 22-070003-006
1/11/2022
04:15 PM - 05:15 PM

0.887 0.854 0.925 0.952 0.585
07:30 AM - 08:30 AM

0.925
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.935 0.919 0.834 0.836
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Zinfandel Dr Zinfandel Dr US-50 EB Ramps/Gold Center Dr US-50 EB Ramps/Gold Center Dr ITEM 21.1. ATTACHMENT 1

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National Data & Surveying ServicesIntersection Turning Movement Count Explanation for extra leg movements
Movements entering the extra leg
NR2 Movements coming from NB on Zinfandel Dr entering into the Extra Leg (US50-EB Ramps) WU2 Movements coming from WB on Gold Center Drive entering into the Extra Leg (US50-EB Ramps) ITEM 21.1. ATTACHMENT 1

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National Data & Surveying ServicesIntersection Turning Movement Count Location: Zinfandel Dr & US-50 WB Ramps
City: Rancho Cordova Project ID:

Control: Signalized Date:

NS/EW Streets:
0 3 1 0 0 2 1 0 0 0 0 0 2.5 0 1.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
6:00 AM 0 41 89 0 0 39 52 0 0 0 0 0 26 0 9 0 256
6:15 AM 0 52 114 0 0 52 56 0 0 0 0 0 51 0 14 0 339
6:30 AM 0 59 143 0 0 61 62 0 0 0 0 0 74 0 18 0 417
6:45 AM 0 89 136 0 0 84 56 0 0 0 0 0 67 0 21 0 453
7:00 AM 0 105 136 0 0 106 63 0 0 0 0 0 58 0 22 0 490
7:15 AM 0 131 166 0 0 94 77 0 0 0 0 0 95 0 41 0 604
7:30 AM 0 166 208 0 0 157 100 0 0 0 0 0 124 0 41 0 796
7:45 AM 0 238 165 0 0 152 63 0 0 0 0 0 166 0 56 0 840
8:00 AM 0 212 180 0 0 193 56 0 0 0 0 0 162 0 45 0 848
8:15 AM 0 171 132 0 0 165 70 0 0 0 0 0 157 0 27 0 722
8:30 AM 0 145 131 0 0 140 95 0 0 0 0 0 115 0 48 0 674
8:45 AM 0 170 130 0 0 108 67 0 0 0 0 0 117 0 60 0 652

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1579 1730 0 0 1351 817 0 0 0 0 0 1212 0 402 0 7091 APPROACH %'s : 0.00% 47.72% 52.28% 0.00% 0.00% 62.32% 37.68% 0.00% 75.09% 0.00% 24.91% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 0 787 685 0 0 667 289 0 0 0 0 0 609 0 169 0 3206 PEAK HR FACTOR : 0.000 0.827 0.823 0.000 0.000 0.864 0.723 0.000 0.000 0.000 0.000 0.000 0.917 0.000 0.754 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 3 1 0 0 2 1 0 0 0 0 0 2.5 0 1.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
3:00 PM 0 290 227 0 0 221 98 0 0 0 0 0 73 0 72 0 981
3:15 PM 0 288 204 0 0 202 99 0 0 0 0 0 89 0 62 0 944
3:30 PM 0 312 299 0 0 212 119 0 0 0 0 0 77 0 74 0 1093
3:45 PM 0 336 199 0 0 228 123 0 0 0 0 0 111 0 92 0 1089 4:00 PM 0 301 244 0 0 205 119 0 0 0 0 0 86 0 67 0 1022
4:15 PM 0 335 246 0 0 192 102 0 0 0 0 0 78 0 79 0 1032
4:30 PM 0 317 259 0 0 206 116 0 0 0 0 0 77 0 74 0 1049
4:45 PM 0 340 196 0 0 225 117 0 0 0 0 0 103 0 83 0 1064 5:00 PM 0 316 376 0 0 202 120 0 0 0 0 0 89 0 77 0 1180
5:15 PM 0 321 230 0 0 180 96 0 0 0 0 0 91 0 88 0 1006
5:30 PM 0 276 196 0 0 205 105 0 0 0 0 0 91 0 71 0 944
5:45 PM 0 266 154 0 0 192 99 0 0 0 0 0 79 0 70 0 860

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 3698 2830 0 0 2470 1313 0 0 0 0 0 1044 0 909 0 12264 APPROACH %'s : 0.00% 56.65% 43.35% 0.00% 0.00% 65.29% 34.71% 0.00% 53.46% 0.00% 46.54% 0.00% PEAK HR : 04:15 PM 290 0 0 TOTAL
PEAK HR VOL : 0 1308 1077 0 0 825 455 0 0 0 0 0 347 0 313 0 4325 PEAK HR FACTOR : 0.000 0.962 0.716 0.000 0.000 0.917 0.948 0.000 0.000 0.000 0.000 0.000 0.842 0.000 0.943 0.000 22-070003-007
1/11/2022
04:15 PM - 05:15 PM

0.916 0.862 0.936 0.887
07:30 AM - 08:30 AM

0.945
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.913 0.930 0.876
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Zinfandel Dr Zinfandel Dr US-50 WB Ramps US-50 WB Ramps ITEM 21.1. ATTACHMENT 1

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Appendix B

Analysis Worksheets for
Existing (2022) Conditions
ITEM 21.1. ATTACHMENT 1

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Queues
1: White Rock Rd & Kilgore Rd 05/26/2022
NP Existing AM Residences at Capital Center 12:40 pm 01/11/2022 Existing Baseline Synchro 11 Report Kimley-Horn Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 59 406 16 17 330 27 127 35 93 187 v/c Ratio 0.29 0.39 0.03 0.12 0.36 0.10 0.43 0.10 0.37 0.37 Control Delay 25.5 14.8 0.1 25.7 17.6 20.0 24.1 0.6 24.8 19.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 25.5 14.8 0.1 25.7 17.6 20.0 24.1 0.6 24.8 19.5 Queue Length 50th (ft) 15 37 0 4 26 6 32 0 24 21
Queue Length 95th (ft) 49 103 0 22 55 23 75 0 55 43
Internal Link Dist (ft) 445 491 394 408
Turn Bay Length (ft) 310 375 210 190 290 140
Base Capacity (vph) 1057 3539 1583 1424 4933 1526 1606 1378 1526 2930 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.06 0.11 0.01 0.01 0.07 0.02 0.08 0.03 0.06 0.06 Intersection Summary
ITEM 21.1. ATTACHMENT 1

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HCM 6th Signalized Intersection Summary
1: White Rock Rd & Kilgore Rd 05/26/2022
NP Existing AM Residences at Capital Center 12:40 pm 01/11/2022 Existing Baseline Synchro 11 Report Kimley-Horn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 365 14 15 229 58 22 103 28 70 102 38 Future Volume (veh/h) 53 365 14 15 229 58 22 103 28 70 102 38 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 59 406 16 17 263 67 27 127 35 93 136 51 Peak Hour Factor 0.90 0.90 0.90 0.87 0.87 0.87 0.81 0.81 0.81 0.75 0.75 0.75 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 71 787 351 23 755 183 186 195 165 185 265 96 Arrive On Green 0.04 0.22 0.22 0.01 0.18 0.18 0.10 0.10 0.10 0.10 0.10 0.10 Sat Flow, veh/h 1781 3554 1585 1781 4100 995 1781 1870 1585 1781 2560 921 Grp Volume(v), veh/h 59 406 16 17 216 114 27 127 35 93 93 94 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1702 1691 1781 1870 1585 1781 1777 1705 Q Serve(g_s), s 1.3 3.8 0.3 0.4 2.1 2.2 0.5 2.5 0.8 1.9 1.9 2.0 Cycle Q Clear(g_c), s 1.3 3.8 0.3 0.4 2.1 2.2 0.5 2.5 0.8 1.9 1.9 2.0 Prop In Lane 1.00 1.00 1.00 0.59 1.00 1.00 1.00 0.54
Lane Grp Cap(c), veh/h 71 787 351 23 627 311 186 195 165 185 184 177 V/C Ratio(X) 0.83 0.52 0.05 0.74 0.34 0.37 0.15 0.65 0.21 0.50 0.50 0.53 Avail Cap(c_a), veh/h 1171 6544 2919 1640 6268 3114 1874 1968 1668 1874 1870 1794 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.1 13.0 11.6 18.7 13.5 13.6 15.5 16.4 15.6 16.1 16.1 16.2 Incr Delay (d2), s/veh 9.0 0.2 0.0 15.4 0.1 0.3 0.1 1.4 0.2 0.8 0.8 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 1.2 0.1 0.2 0.7 0.7 0.2 1.0 0.2 0.7 0.7 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.2 13.2 11.7 34.1 13.6 13.8 15.6 17.7 15.8 16.9 16.9 17.1 LnGrp LOS C B B C B B B B B B B B
Approach Vol, veh/h 481 347 189 280
Approach Delay, s/veh 14.9 14.7 17.1 17.0
Approach LOS B B B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.0 12.2 9.4 5.6 13.6 9.4
Change Period (Y+Rc), s 5.5 * 5.2 5.5 * 5.1 * 5.2 5.4
Max Green Setting (Gmax), s 25.0 * 70 40.0 * 35 * 70 40.0 Max Q Clear Time (g_c+I1), s 3.3 4.2 4.0 2.4 5.8 4.5
Green Ext Time (p_c), s 0.0 0.4 0.2 0.0 0.6 0.1
Intersection Summary
HCM 6th Ctrl Delay 15.6
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 21.1. ATTACHMENT 1

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Queues
2: White Rock Rd & Sunrise Blvd 05/26/2022
NP Existing AM Residences at Capital Center 12:40 pm 01/11/2022 Existing Baseline Synchro 11 Report Kimley-Horn Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 142 232 105 88 111 133 141 851 78 328 947 81 v/c Ratio 0.45 0.44 0.32 0.35 0.17 0.41 0.45 0.48 0.13 0.63 0.46 0.12 Control Delay 43.9 37.8 11.1 44.9 36.3 11.7 43.9 22.6 4.9 40.8 18.9 4.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.9 37.8 11.1 44.9 36.3 11.7 43.9 22.6 4.9 40.8 18.9 4.2 Queue Length 50th (ft) 36 57 0 22 19 0 36 122 0 82 124 0 Queue Length 95th (ft) 75 109 41 55 43 52 79 195 27 124 152 15 Internal Link Dist (ft) 802 424 689 453
Turn Bay Length (ft) 265 600 205 185 278 170 251 175
Base Capacity (vph) 1053 1737 830 1053 2509 848 1053 4303 1352 1053 4294 1350 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.13 0.13 0.13 0.08 0.04 0.16 0.13 0.20 0.06 0.31 0.22 0.06 Intersection Summary
ITEM 21.1. ATTACHMENT 1

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HCM 6th Signalized Intersection Summary
2: White Rock Rd & Sunrise Blvd 05/26/2022
NP Existing AM Residences at Capital Center 12:40 pm 01/11/2022 Existing Baseline Synchro 11 Report Kimley-Horn Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 121 197 89 78 99 118 133 800 73 243 701 60 Future Volume (veh/h) 121 197 89 78 99 118 133 800 73 243 701 60 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 142 232 105 88 111 133 141 851 78 328 947 81 Peak Hour Factor 0.85 0.85 0.85 0.89 0.89 0.89 0.94 0.94 0.94 0.74 0.74 0.74 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 222 593 265 152 748 232 221 1860 578 420 2154 669 Arrive On Green 0.06 0.17 0.17 0.04 0.15 0.15 0.06 0.36 0.36 0.12 0.42 0.42 Sat Flow, veh/h 3456 3554 1585 3456 5106 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 142 232 105 88 111 133 141 851 78 328 947 81 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1702 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 3.0 4.4 4.4 1.9 1.4 5.9 3.0 9.6 2.5 6.9 9.9 2.3 Cycle Q Clear(g_c), s 3.0 4.4 4.4 1.9 1.4 5.9 3.0 9.6 2.5 6.9 9.9 2.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 222 593 265 152 748 232 221 1860 578 420 2154 669 V/C Ratio(X) 0.64 0.39 0.40 0.58 0.15 0.57 0.64 0.46 0.14 0.78 0.44 0.12 Avail Cap(c_a), veh/h 1149 1891 843 1149 2717 843 1149 4754 1476 1149 4754 1476 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.3 27.9 27.9 35.3 28.0 29.9 34.3 18.2 16.0 32.1 15.4 13.2 Incr Delay (d2), s/veh 1.1 0.2 0.4 1.3 0.3 7.4 1.1 0.4 0.2 1.2 0.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 1.8 1.7 0.8 0.6 2.6 1.3 3.6 0.9 2.9 3.6 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.5 28.1 28.3 36.6 28.3 37.3 35.5 18.6 16.2 33.3 15.7 13.4 LnGrp LOS D C C D C D D B B C B B
Approach Vol, veh/h 479 332 1070 1356
Approach Delay, s/veh 30.3 34.1 20.6 19.8
Approach LOS C C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.3 37.5 10.3 17.0 14.6 33.2 8.8 18.5 Change Period (Y+Rc), s 5.5 * 5.8 5.5 * 6 5.5 * 5.8 5.5 6.0 Max Green Setting (Gmax), s 25.0 * 70 25.0 * 40 25.0 * 70 25.0 40.0 Max Q Clear Time (g_c+I1), s 5.0 11.9 5.0 7.9 8.9 11.6 3.9 6.4 Green Ext Time (p_c), s 0.1 18.3 0.1 3.1 0.2 15.8 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 23.1
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

Page 1 ends

Summary of All Intervals
Run Number 1 2 3 4 5 6 7
Start Time 6:50 6:50 6:50 6:50 6:50 6:50 6:50
End Time 8:00 8:00 8:00 8:00 8:00 8:00 8:00
Total Time (min) 70 70 70 70 70 70 70
Time Recorded (min) 60 60 60 60 60 60 60
# of Intervals 5 5 5 5 5 5 5
# of Recorded Intervals 4 4 4 4 4 4 4
Vehs Entered 12005 12071 11942 12106 12037 12006 12063
Vehs Exited 12038 12057 11910 12024 11992 11983 12102
Starting Vehs 343 303 302 314 292 303 350
Ending Vehs 310 317 334 396 337 326 311
Travel Distance (mi) 6302 6324 6220 6260 6257 6270 6300 Travel Time (hr) 341.9 335.4 332.9 337.8 331.1 334.7 334.4 Total Delay (hr) 113.1 106.5 107.2 110.6 104.5 107.2 105.8 Total Stops 10323 9942 9841 10011 9615 9799 9947
Fuel Used (gal) 251.5 250.0 246.4 249.3 247.4 249.6 250.2 Summary of All Intervals
Run Number 8 9 10 Avg
Start Time 6:50 6:50 6:50 6:50
End Time 8:00 8:00 8:00 8:00
Total Time (min) 70 70 70 70
Time Recorded (min) 60 60 60 60
# of Intervals 5 5 5 5
# of Recorded Intervals 4 4 4 4
Vehs Entered 11963 12009 12041 12026
Vehs Exited 11985 11963 12024 12008
Starting Vehs 318 297 312 311
Ending Vehs 296 343 329 332
Travel Distance (mi) 6265 6263 6286 6275
Travel Time (hr) 331.7 336.5 338.2 335.5
Total Delay (hr) 104.3 108.6 110.0 107.8
Total Stops 9859 9827 10035 9915
Fuel Used (gal) 247.2 248.4 250.0 249.0
Interval #0 Information Seeding
Start Time 6:50
End Time 7:00
Total Time (min) 10
Volumes adjusted by Growth Factors.

No data recorded this interval.

ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

Page 2 ends

Interval #1 Information
Start Time 7:00
End Time 7:15
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 2867 2943 2879 2937 2803 2888 2967
Vehs Exited 2894 2891 2877 2910 2778 2871 2948
Starting Vehs 343 303 302 314 292 303 350
Ending Vehs 316 355 304 341 317 320 369
Travel Distance (mi) 1521 1542 1541 1525 1463 1516 1566 Travel Time (hr) 80.6 81.1 80.9 79.3 75.3 78.3 82.4
Total Delay (hr) 25.4 25.0 25.2 24.3 22.1 23.3 25.6
Total Stops 2452 2361 2402 2290 2206 2263 2451
Fuel Used (gal) 60.5 60.7 60.7 60.2 57.3 59.4 62.0
Interval #1 Information
Start Time 7:00
End Time 7:15
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 2835 2821 2939 2885
Vehs Exited 2819 2831 2920 2874
Starting Vehs 318 297 312 311
Ending Vehs 334 287 331 325
Travel Distance (mi) 1516 1498 1539 1523
Travel Time (hr) 79.5 79.0 82.1 79.9
Total Delay (hr) 24.6 24.4 26.1 24.6
Total Stops 2393 2286 2471 2355
Fuel Used (gal) 59.6 58.9 61.1 60.0
ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

Page 3 ends

Interval #2 Information
Start Time 7:15
End Time 7:30
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3346 3308 3289 3335 3413 3442 3308
Vehs Exited 3279 3278 3261 3258 3320 3378 3291
Starting Vehs 316 355 304 341 317 320 369
Ending Vehs 383 385 332 418 410 384 386
Travel Distance (mi) 1681 1676 1632 1656 1700 1733 1664 Travel Time (hr) 91.9 89.4 90.6 94.0 95.0 96.6 91.1
Total Delay (hr) 31.0 28.8 31.3 33.6 33.2 33.8 30.7
Total Stops 2793 2583 2677 2917 2765 2871 2772
Fuel Used (gal) 67.1 66.7 65.7 67.3 69.0 70.9 67.2
Interval #2 Information
Start Time 7:15
End Time 7:30
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3315 3293 3327 3337
Vehs Exited 3338 3214 3248 3284
Starting Vehs 334 287 331 325
Ending Vehs 311 366 410 378
Travel Distance (mi) 1670 1640 1660 1671
Travel Time (hr) 91.3 88.9 92.0 92.1
Total Delay (hr) 30.7 29.2 31.6 31.4
Total Stops 2804 2560 2823 2754
Fuel Used (gal) 66.9 65.1 66.8 67.3
ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

Page 4 ends

Interval #3 Information
Start Time 7:30
End Time 7:45
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 2875 2855 2812 2835 2929 2799 2858
Vehs Exited 2959 2923 2842 2924 3003 2849 2897
Starting Vehs 383 385 332 418 410 384 386
Ending Vehs 299 317 302 329 336 334 347
Travel Distance (mi) 1543 1543 1485 1513 1575 1499 1516 Travel Time (hr) 87.4 83.3 78.0 79.9 82.6 79.3 79.8
Total Delay (hr) 31.3 27.6 24.0 25.1 25.7 24.9 24.7
Total Stops 2696 2572 2313 2314 2357 2350 2337
Fuel Used (gal) 62.8 61.1 58.4 59.7 61.8 59.0 59.9
Interval #3 Information
Start Time 7:30
End Time 7:45
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 2907 2939 2845 2864
Vehs Exited 2879 2996 2980 2926
Starting Vehs 311 366 410 378
Ending Vehs 339 309 275 317
Travel Distance (mi) 1533 1563 1542 1531
Travel Time (hr) 79.6 85.0 83.7 81.9
Total Delay (hr) 24.0 28.2 27.7 26.3
Total Stops 2328 2549 2443 2425
Fuel Used (gal) 59.7 62.5 61.8 60.7
ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

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Interval #4 Information Recording
Start Time 7:45
End Time 8:00
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 2917 2965 2962 2999 2892 2877 2930
Vehs Exited 2906 2965 2930 2932 2891 2885 2966
Starting Vehs 299 317 302 329 336 334 347
Ending Vehs 310 317 334 396 337 326 311
Travel Distance (mi) 1557 1563 1562 1566 1519 1522 1554 Travel Time (hr) 82.0 81.7 83.4 84.5 78.3 80.5 81.1
Total Delay (hr) 25.4 25.2 26.7 27.6 23.5 25.2 24.7
Total Stops 2382 2426 2449 2490 2287 2315 2387
Fuel Used (gal) 61.1 61.4 61.6 62.2 59.3 60.3 61.1
Interval #4 Information Recording
Start Time 7:45
End Time 8:00
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 2906 2956 2930 2933
Vehs Exited 2949 2922 2876 2920
Starting Vehs 339 309 275 317
Ending Vehs 296 343 329 332
Travel Distance (mi) 1545 1561 1545 1549
Travel Time (hr) 81.3 83.5 80.4 81.7
Total Delay (hr) 25.0 26.8 24.6 25.5
Total Stops 2334 2432 2298 2381
Fuel Used (gal) 61.0 61.9 60.3 61.0
ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Performance Report DEFAULT
SimTraffic Report

Page 6 ends

3: Sunrise Blvd & US50 EB Ramps Performance by movement Movement EBL EBR NBT SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.1
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.0
Total Delay (hr) 11.9 1.8 3.1 4.6 21.5
Total Del/Veh (s) 37.0 14.1 10.8 11.3 18.7
Stop Delay (hr) 10.3 1.7 2.4 3.2 17.6
Stop Del/Veh (s) 31.9 12.8 8.3 7.9 15.3
4: US50 WB Ramps & Sunrise Blvd Performance by movement Movement WBL WBR NBT SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.2 0.2 0.0 0.0 0.0
Total Delay (hr) 1.6 1.6 4.6 3.5 11.4
Total Del/Veh (s) 15.7 15.0 8.9 8.5 9.9
Stop Delay (hr) 1.3 1.4 2.4 1.9 6.9
Stop Del/Veh (s) 12.1 12.8 4.5 4.5 6.0
5: Zinfandel Dr & White Rock Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 Denied Del/Veh (s) 0.0 0.0 0.0 3.7 0.1 0.1 2.4 0.2 0.4 0.0 0.0 0.0 Total Delay (hr) 4.0 0.8 0.1 0.3 0.6 0.7 0.6 6.6 0.1 8.6 4.2 0.7 Total Del/Veh (s) 53.4 43.3 10.0 59.5 60.6 12.2 65.1 21.4 16.4 56.4 14.5 7.5 Stop Delay (hr) 3.7 0.8 0.1 0.3 0.6 0.7 0.6 5.0 0.1 7.6 2.9 0.4 Stop Del/Veh (s) 49.8 39.1 10.0 56.3 54.1 11.0 60.9 16.3 13.5 49.5 10.0 3.5 5: Zinfandel Dr & White Rock Rd Performance by movement Movement All
Denied Delay (hr) 0.1
Denied Del/Veh (s) 0.1
Total Delay (hr) 27.4
Total Del/Veh (s) 26.3
Stop Delay (hr) 22.5
Stop Del/Veh (s) 21.7
ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Performance Report DEFAULT
SimTraffic Report

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6: US50 EB Ramps & Zinfandel Dr Performance by movement Movement EBL EBT EBR WBR NBT NBR SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0
Total Delay (hr) 2.7 2.8 2.9 0.0 7.3 0.0 4.3 20.1
Total Del/Veh (s) 31.3 29.0 12.8 1.4 16.8 15.5 14.0 17.0 Stop Delay (hr) 2.5 2.5 2.1 0.0 5.0 0.0 3.6 15.8
Stop Del/Veh (s) 29.2 26.6 9.1 0.1 11.4 10.8 11.7 13.3
7: US50 WB Ramps Performance by movement
Movement WBL WBR NBT SBT All
Denied Delay (hr) 0.1 0.0 0.0 0.0 0.1
Denied Del/Veh (s) 0.4 0.2 0.0 0.0 0.1
Total Delay (hr) 6.4 0.5 1.1 0.9 8.9
Total Del/Veh (s) 36.0 9.3 4.8 4.8 13.8
Stop Delay (hr) 5.8 0.3 0.7 0.6 7.4
Stop Del/Veh (s) 32.3 6.6 3.2 3.1 11.5
9: Performance by movement
Movement NBT NBR SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0 0.0
Total Delay (hr) 0.5 0.7 0.3 1.5
Total Del/Veh (s) 2.2 3.4 0.9 1.9
Stop Delay (hr) 0.0 0.0 0.0 0.0
Stop Del/Veh (s) 0.0 0.0 0.1 0.0
10: Performance by movement
Movement NBT SBT SBR All
Denied Delay (hr) 0.0 0.0 0.0 0.1
Denied Del/Veh (s) 0.0 0.2 0.3 0.1
Total Delay (hr) 0.2 0.2 0.1 0.5
Total Del/Veh (s) 0.9 0.8 0.6 0.8
Stop Delay (hr) 0.0 0.0 0.0 0.0
Stop Del/Veh (s) 0.1 0.0 0.0 0.1
ITEM 21.1. ATTACHMENT 1

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Baseline
Queuing and Blocking Report DEFAULT
SimTraffic Report

Page 10 ends

Intersection: 3: Sunrise Blvd & US50 EB Ramps
Movement EB EB EB EB EB NB NB NB NB SB SB SB
Directions Served L L L R R T T T T T T T
Maximum Queue (ft) 290 305 307 148 148 280 138 116 39 262 240 246 Average Queue (ft) 206 219 226 76 78 182 63 47 6 144 140 134 95th Queue (ft) 277 291 300 124 127 272 120 95 28 224 225 216 Link Distance (ft) 1013 1013 1013 1013 54 54 54 54 204 204 204 Upstream Blk Time (%) 29 14 10 0 1 1 1
Queuing Penalty (veh) 73 35 25 0 7 5 5
Storage Bay Dist (ft) 510
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: US50 WB Ramps & Sunrise Blvd
Movement WB WB WB WB NB NB NB SB SB SB
Directions Served L L R R T T T T T T
Maximum Queue (ft) 111 131 113 119 244 254 267 166 162 179 Average Queue (ft) 53 74 59 61 126 128 126 83 97 106
95th Queue (ft) 97 113 96 101 203 211 212 128 146 164
Link Distance (ft) 2272 2272 243 243 243 377 377 377
Upstream Blk Time (%) 0 0 0
Queuing Penalty (veh) 1 1 2
Storage Bay Dist (ft) 416 250
Storage Blk Time (%)
Queuing Penalty (veh)
ITEM 21.1. ATTACHMENT 1

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Baseline
Queuing and Blocking Report DEFAULT
SimTraffic Report

Page 11 ends

Intersection: 5: Zinfandel Dr & White Rock Rd
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L T T TR L L T TR R L L
Maximum Queue (ft) 207 212 119 47 62 2 46 84 119 101 32 148 Average Queue (ft) 88 123 25 18 19 0 14 31 61 21 2 38
95th Queue (ft) 165 185 70 42 47 2 38 68 102 66 15 98
Link Distance (ft) 411 411 351 351 351
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 263 263 167 237 237 143 143
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 5: Zinfandel Dr & White Rock Rd
Movement NB NB NB SB SB SB SB SB SB
Directions Served T T TR L L T T T R
Maximum Queue (ft) 264 279 295 285 302 173 183 190 138
Average Queue (ft) 158 167 168 177 189 64 84 95 42
95th Queue (ft) 239 247 257 261 273 143 158 168 100
Link Distance (ft) 391 391 391 488 488 488 488 488 488
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft)
Storage Blk Time (%) 11
Queuing Penalty (veh) 4
ITEM 21.1. ATTACHMENT 1

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Baseline
Queuing and Blocking Report DEFAULT
SimTraffic Report

Page 12 ends

Intersection: 6: US50 EB Ramps & Zinfandel Dr
Movement EB EB EB EB EB EB B14 B14 WB WB NB NB
Directions Served L L T T R R T T R R T T
Maximum Queue (ft) 145 195 193 498 300 250 157 314 47 33 264 273 Average Queue (ft) 61 93 90 141 174 81 8 23 3 1 117 138 95th Queue (ft) 119 161 158 351 334 264 153 226 22 15 233 257 Link Distance (ft) 440 440 440 440 1753 1753 568 568 488 488 Upstream Blk Time (%) 2
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 200 200
Storage Blk Time (%) 0 12 0
Queuing Penalty (veh) 0 21 1
Intersection: 6: US50 EB Ramps & Zinfandel Dr
Movement NB NB SB SB SB
Directions Served T TR T T T
Maximum Queue (ft) 297 299 188 174 162
Average Queue (ft) 152 155 130 103 113
95th Queue (ft) 271 272 209 184 191
Link Distance (ft) 488 488 50 50 50
Upstream Blk Time (%) 26 22 24
Queuing Penalty (veh) 95 82 90
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: US50 WB Ramps
Movement WB WB WB WB NB NB NB SB SB
Directions Served L L LR R T T T T T
Maximum Queue (ft) 196 226 298 210 162 164 125 140 150
Average Queue (ft) 107 126 161 72 59 58 51 68 65
95th Queue (ft) 172 192 242 176 129 135 111 121 130
Link Distance (ft) 1501 1501 101 101 101 129 129
Upstream Blk Time (%) 2 2 1 0 0
Queuing Penalty (veh) 4 4 3 1 1
Storage Bay Dist (ft) 185 185
Storage Blk Time (%) 0 0 5 0
Queuing Penalty (veh) 0 1 4 0
ITEM 21.1. ATTACHMENT 1

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Queues
1: White Rock Rd & Kilgore Rd 05/26/2022
NP Existing PM Residences at Capital Center 12:40 pm 01/11/2022 Existing Baseline Synchro 11 Report Kimley-Horn Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 62 480 50 64 547 29 123 57 60 261 v/c Ratio 0.34 0.57 0.11 0.34 0.49 0.11 0.45 0.18 0.23 0.49 Control Delay 31.2 22.6 1.7 31.1 20.4 24.3 29.5 3.7 25.7 23.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 31.2 22.6 1.7 31.1 20.4 24.3 29.5 3.7 25.7 23.1 Queue Length 50th (ft) 19 72 0 20 54 8 37 0 17 34
Queue Length 95th (ft) 48 111 0 61 102 29 87 9 43 61
Internal Link Dist (ft) 445 491 394 408
Turn Bay Length (ft) 310 375 210 190 290 140
Base Capacity (vph) 886 3524 1577 1219 4963 1343 1414 1225 1343 2559 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.07 0.14 0.03 0.05 0.11 0.02 0.09 0.05 0.04 0.10 Intersection Summary
ITEM 21.1. ATTACHMENT 1

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HCM 6th Signalized Intersection Summary
1: White Rock Rd & Kilgore Rd 05/26/2022
NP Existing PM Residences at Capital Center 12:40 pm 01/11/2022 Existing Baseline Synchro 11 Report Kimley-Horn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 46 355 37 61 441 84 24 102 47 43 124 64 Future Volume (veh/h) 46 355 37 61 441 84 24 102 47 43 124 64 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 62 480 50 64 459 88 29 123 57 60 172 89 Peak Hour Factor 0.74 0.74 0.74 0.96 0.96 0.96 0.83 0.83 0.83 0.72 0.72 0.72 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 75 685 306 78 796 149 186 195 165 226 292 144 Arrive On Green 0.04 0.19 0.19 0.04 0.18 0.18 0.10 0.10 0.10 0.13 0.13 0.13 Sat Flow, veh/h 1781 3554 1585 1781 4320 808 1781 1870 1585 1781 2304 1138 Grp Volume(v), veh/h 62 480 50 64 359 188 29 123 57 60 131 130 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1702 1725 1781 1870 1585 1781 1777 1665 Q Serve(g_s), s 1.4 5.0 1.0 1.4 3.8 4.0 0.6 2.5 1.3 1.2 2.8 3.0 Cycle Q Clear(g_c), s 1.4 5.0 1.0 1.4 3.8 4.0 0.6 2.5 1.3 1.2 2.8 3.0 Prop In Lane 1.00 1.00 1.00 0.47 1.00 1.00 1.00 0.68
Lane Grp Cap(c), veh/h 75 685 306 78 627 318 186 195 165 226 225 211 V/C Ratio(X) 0.82 0.70 0.16 0.82 0.57 0.59 0.16 0.63 0.34 0.27 0.58 0.62 Avail Cap(c_a), veh/h 1118 6245 2785 1565 5982 3031 1789 1878 1592 1789 1784 1672 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.9 15.0 13.4 18.9 14.8 14.9 16.2 17.1 16.6 15.7 16.4 16.5 Incr Delay (d2), s/veh 8.2 0.5 0.1 7.8 0.3 0.7 0.1 1.2 0.5 0.2 0.9 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 1.7 0.3 0.7 1.3 1.3 0.2 1.0 0.4 0.4 1.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.1 15.5 13.5 26.7 15.1 15.5 16.4 18.3 17.0 15.9 17.3 17.6 LnGrp LOS C B B C B B B B B B B B
Approach Vol, veh/h 592 611 209 321
Approach Delay, s/veh 16.5 16.5 17.7 17.1
Approach LOS B B B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.2 12.5 10.6 6.8 12.9 9.6
Change Period (Y+Rc), s 5.5 * 5.2 5.5 * 5.1 * 5.2 5.4
Max Green Setting (Gmax), s 25.0 * 70 40.0 * 35 * 70 40.0 Max Q Clear Time (g_c+I1), s 3.4 6.0 5.0 3.4 7.0 4.5
Green Ext Time (p_c), s 0.0 0.7 0.3 0.0 0.7 0.1
Intersection Summary
HCM 6th Ctrl Delay 16.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 21.1. ATTACHMENT 1

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Queues
2: White Rock Rd & Sunrise Blvd 05/26/2022
NP Existing PM Residences at Capital Center 12:40 pm 01/11/2022 Existing Baseline Synchro 11 Report Kimley-Horn Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 111 222 145 182 408 394 258 975 67 261 1108 96 v/c Ratio 0.49 0.31 0.34 0.60 0.36 0.65 0.67 0.48 0.10 0.67 0.55 0.14 Control Delay 66.7 44.6 9.6 64.8 41.6 14.7 62.8 28.1 3.6 62.8 29.3 7.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 66.7 44.6 9.6 64.8 41.6 14.7 62.8 28.1 3.6 62.8 29.3 7.5 Queue Length 50th (ft) 41 74 0 67 93 40 95 193 0 96 227 5 Queue Length 95th (ft) 94 147 61 122 146 99 182 304 19 189 364 46 Internal Link Dist (ft) 802 424 689 453
Turn Bay Length (ft) 265 600 205 185 278 170 251 175
Base Capacity (vph) 761 1256 655 761 1814 774 761 3168 1018 761 3159 1015 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.15 0.18 0.22 0.24 0.22 0.51 0.34 0.31 0.07 0.34 0.35 0.09 Intersection Summary
ITEM 21.1. ATTACHMENT 1

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HCM 6th Signalized Intersection Summary
2: White Rock Rd & Sunrise Blvd 05/26/2022
NP Existing PM Residences at Capital Center 12:40 pm 01/11/2022 Existing Baseline Synchro 11 Report Kimley-Horn Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 105 211 138 144 322 311 227 858 59 243 1030 89 Future Volume (veh/h) 105 211 138 144 322 311 227 858 59 243 1030 89 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 111 222 145 182 408 394 258 975 67 261 1108 96 Peak Hour Factor 0.95 0.95 0.95 0.79 0.79 0.79 0.88 0.88 0.88 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 165 987 440 240 1528 474 316 1885 585 319 1889 586 Arrive On Green 0.05 0.28 0.28 0.07 0.30 0.30 0.09 0.37 0.37 0.09 0.37 0.37 Sat Flow, veh/h 3456 3554 1585 3456 5106 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 111 222 145 182 408 394 258 975 67 261 1108 96 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1702 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 3.8 5.7 8.7 6.2 7.2 27.6 8.7 17.7 3.3 8.8 20.8 4.8 Cycle Q Clear(g_c), s 3.8 5.7 8.7 6.2 7.2 27.6 8.7 17.7 3.3 8.8 20.8 4.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 165 987 440 240 1528 474 316 1885 585 319 1889 586 V/C Ratio(X) 0.67 0.23 0.33 0.76 0.27 0.83 0.82 0.52 0.11 0.82 0.59 0.16 Avail Cap(c_a), veh/h 726 1195 533 726 1717 533 726 3004 933 726 3004 933 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.7 33.1 34.2 54.4 31.7 38.9 53.1 29.3 24.7 53.0 30.2 25.1 Incr Delay (d2), s/veh 1.8 0.0 0.2 1.9 0.3 13.7 2.0 0.5 0.2 2.0 0.6 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 2.5 3.4 2.7 3.0 12.4 3.9 7.3 1.3 3.9 8.6 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.5 33.2 34.3 56.3 32.1 52.5 55.0 29.7 24.9 55.0 30.8 25.4 LnGrp LOS E C C E C D E C C D C C
Approach Vol, veh/h 478 984 1300 1465
Approach Delay, s/veh 39.2 44.7 34.5 34.7
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 16.4 49.8 11.2 41.6 16.5 49.7 13.7 39.0 Change Period (Y+Rc), s 5.5 * 5.8 5.5 * 6 5.5 * 5.8 5.5 6.0 Max Green Setting (Gmax), s 25.0 * 70 25.0 * 40 25.0 * 70 25.0 40.0 Max Q Clear Time (g_c+I1), s 10.7 22.8 5.8 29.6 10.8 19.7 8.2 10.7 Green Ext Time (p_c), s 0.2 21.2 0.1 6.0 0.2 18.1 0.1 0.6 Intersection Summary
HCM 6th Ctrl Delay 37.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 21.1. ATTACHMENT 1

Page 437 of 1323 ends

Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

Page 1 ends

Summary of All Intervals
Run Number 1 2 3 4 5 6 7
Start Time 3:05 3:05 3:05 3:05 3:05 3:05 3:05
End Time 4:15 4:15 4:15 4:15 4:15 4:15 4:15
Total Time (min) 70 70 70 70 70 70 70
Time Recorded (min) 60 60 60 60 60 60 60
# of Intervals 5 5 5 5 5 5 5
# of Recorded Intervals 4 4 4 4 4 4 4
Vehs Entered 13663 13759 13759 13672 13598 13699 13787
Vehs Exited 13655 13793 13788 13683 13563 13698 13726
Starting Vehs 348 375 380 404 343 379 337
Ending Vehs 356 341 351 393 378 380 398
Travel Distance (mi) 7150 7220 7214 7114 7120 7164 7198 Travel Time (hr) 390.0 398.3 392.7 389.0 391.4 395.1 395.5 Total Delay (hr) 129.7 134.8 129.7 129.6 131.6 134.0 133.3 Total Stops 11611 11930 11624 11878 11633 11995 11848
Fuel Used (gal) 287.8 293.4 290.8 288.0 288.9 290.1 291.3 Summary of All Intervals
Run Number 8 9 10 Avg
Start Time 3:05 3:05 3:05 3:05
End Time 4:15 4:15 4:15 4:15
Total Time (min) 70 70 70 70
Time Recorded (min) 60 60 60 60
# of Intervals 5 5 5 5
# of Recorded Intervals 4 4 4 4
Vehs Entered 13711 13741 13796 13720
Vehs Exited 13737 13738 13827 13723
Starting Vehs 386 378 374 367
Ending Vehs 360 381 343 369
Travel Distance (mi) 7187 7221 7224 7181
Travel Time (hr) 390.3 397.1 397.9 393.7
Total Delay (hr) 128.7 133.9 134.7 132.0
Total Stops 11737 11928 11903 11807
Fuel Used (gal) 289.7 292.5 293.0 290.6
Interval #0 Information Seeding
Start Time 3:05
End Time 3:15
Total Time (min) 10
Volumes adjusted by Growth Factors.

No data recorded this interval.

ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

Page 2 ends

Interval #1 Information
Start Time 3:15
End Time 3:30
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3293 3347 3256 3245 3206 3270 3424
Vehs Exited 3249 3333 3272 3304 3182 3288 3371
Starting Vehs 348 375 380 404 343 379 337
Ending Vehs 392 389 364 345 367 361 390
Travel Distance (mi) 1743 1762 1730 1741 1710 1730 1811 Travel Time (hr) 96.2 95.9 91.6 92.8 90.9 91.8 99.1
Total Delay (hr) 32.7 31.8 28.8 29.3 28.5 28.6 33.1
Total Stops 2970 2869 2738 2797 2696 2722 2984
Fuel Used (gal) 70.7 71.6 69.3 69.5 68.1 68.9 73.0
Interval #1 Information
Start Time 3:15
End Time 3:30
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3335 3334 3336 3304
Vehs Exited 3315 3345 3313 3297
Starting Vehs 386 378 374 367
Ending Vehs 406 367 397 380
Travel Distance (mi) 1776 1773 1765 1754
Travel Time (hr) 96.2 96.2 93.7 94.4
Total Delay (hr) 31.7 31.5 29.4 30.5
Total Stops 2942 2852 2811 2838
Fuel Used (gal) 71.7 71.4 70.3 70.5
ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

Page 3 ends

Interval #2 Information
Start Time 3:30
End Time 3:45
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3767 3832 3728 3787 3790 3778 3693
Vehs Exited 3765 3746 3670 3649 3731 3719 3659
Starting Vehs 392 389 364 345 367 361 390
Ending Vehs 394 475 422 483 426 420 424
Travel Distance (mi) 1890 1918 1881 1871 1910 1900 1856 Travel Time (hr) 105.6 108.8 105.3 104.1 110.5 109.7 103.0 Total Delay (hr) 36.8 38.8 36.7 35.8 40.6 40.2 35.4
Total Stops 3196 3297 3141 3110 3258 3365 3102
Fuel Used (gal) 77.1 78.7 76.4 76.8 79.4 78.5 75.2
Interval #2 Information
Start Time 3:30
End Time 3:45
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3767 3811 3807 3776
Vehs Exited 3752 3747 3725 3718
Starting Vehs 406 367 397 380
Ending Vehs 421 431 479 439
Travel Distance (mi) 1900 1927 1899 1895
Travel Time (hr) 106.0 111.5 110.6 107.5
Total Delay (hr) 36.9 41.4 41.4 38.4
Total Stops 3208 3414 3308 3242
Fuel Used (gal) 77.8 79.9 79.0 77.9
ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

Page 4 ends

Interval #3 Information
Start Time 3:45
End Time 4:00
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3318 3318 3383 3297 3321 3383 3356
Vehs Exited 3361 3436 3430 3365 3370 3418 3382
Starting Vehs 394 475 422 483 426 420 424
Ending Vehs 351 357 375 415 377 385 398
Travel Distance (mi) 1776 1802 1811 1742 1781 1793 1770 Travel Time (hr) 95.3 100.8 97.9 95.1 96.8 98.7 97.8
Total Delay (hr) 30.5 34.8 32.0 31.5 32.2 33.5 33.2
Total Stops 2802 2978 2805 2930 2843 2955 2926
Fuel Used (gal) 70.9 73.5 72.7 70.5 71.8 72.5 72.0
Interval #3 Information
Start Time 3:45
End Time 4:00
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3265 3332 3346 3331
Vehs Exited 3362 3369 3467 3396
Starting Vehs 421 431 479 439
Ending Vehs 324 394 358 370
Travel Distance (mi) 1760 1786 1809 1783
Travel Time (hr) 93.4 96.7 99.4 97.2
Total Delay (hr) 29.4 31.7 33.7 32.2
Total Stops 2730 2885 2980 2883
Fuel Used (gal) 70.1 71.7 73.5 71.9
ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

Page 5 ends

Interval #4 Information Recording
Start Time 4:00
End Time 4:15
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3285 3262 3392 3343 3281 3268 3314
Vehs Exited 3280 3278 3416 3365 3280 3273 3314
Starting Vehs 351 357 375 415 377 385 398
Ending Vehs 356 341 351 393 378 380 398
Travel Distance (mi) 1740 1739 1792 1760 1720 1741 1761 Travel Time (hr) 92.9 92.8 97.8 97.0 93.1 94.8 95.7
Total Delay (hr) 29.6 29.5 32.3 33.0 30.3 31.7 31.6
Total Stops 2643 2786 2940 3041 2836 2953 2836
Fuel Used (gal) 69.1 69.5 72.4 71.2 69.6 70.2 71.0
Interval #4 Information Recording
Start Time 4:00
End Time 4:15
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3344 3264 3307 3304
Vehs Exited 3308 3277 3322 3309
Starting Vehs 324 394 358 370
Ending Vehs 360 381 343 369
Travel Distance (mi) 1751 1735 1752 1749
Travel Time (hr) 94.7 92.6 94.1 94.6
Total Delay (hr) 30.7 29.4 30.2 30.8
Total Stops 2857 2777 2804 2846
Fuel Used (gal) 70.1 69.5 70.2 70.3
ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Performance Report DEFAULT
SimTraffic Report

Page 6 ends

3: Sunrise Blvd & US50 EB Ramps Performance by movement Movement EBL EBR NBT SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0
Total Delay (hr) 14.1 1.2 7.0 4.4 26.8
Total Del/Veh (s) 38.1 11.1 13.9 12.3 19.9
Stop Delay (hr) 12.0 1.1 5.2 3.3 21.6
Stop Del/Veh (s) 32.2 10.0 10.4 9.0 16.0
4: US50 WB Ramps & Sunrise Blvd Performance by movement Movement WBL WBR NBT SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.2 0.2 0.0 0.0 0.0
Total Delay (hr) 1.9 3.0 7.7 3.2 15.9
Total Del/Veh (s) 23.0 24.5 10.7 7.9 11.9
Stop Delay (hr) 1.7 2.7 3.8 1.8 9.8
Stop Del/Veh (s) 19.5 21.5 5.3 4.3 7.4
5: Zinfandel Dr & White Rock Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 Denied Del/Veh (s) 0.0 0.0 0.0 3.0 0.2 0.2 2.5 0.4 0.7 0.0 0.0 0.0 Total Delay (hr) 5.2 0.8 0.1 0.7 1.5 3.9 0.9 8.9 0.2 5.1 6.9 0.6 Total Del/Veh (s) 58.6 42.4 10.8 62.7 54.4 23.3 70.9 27.4 23.0 61.1 21.8 7.5 Stop Delay (hr) 4.8 0.7 0.1 0.6 1.3 3.4 0.8 6.9 0.2 4.7 5.2 0.3 Stop Del/Veh (s) 54.4 38.3 10.7 59.1 47.4 20.1 66.4 21.1 18.3 55.8 16.4 4.1 5: Zinfandel Dr & White Rock Rd Performance by movement Movement All
Denied Delay (hr) 0.3
Denied Del/Veh (s) 0.2
Total Delay (hr) 34.8
Total Del/Veh (s) 30.3
Stop Delay (hr) 29.0
Stop Del/Veh (s) 25.2
ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Performance Report DEFAULT
SimTraffic Report

Page 7 ends

6: US50 EB Ramps & Zinfandel Dr Performance by movement Movement EBL EBT EBR WBR NBT NBR SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0
Total Delay (hr) 5.8 0.6 1.2 1.4 9.9 0.0 3.7 22.5
Total Del/Veh (s) 35.6 28.2 6.7 10.9 17.0 11.6 12.3 16.4 Stop Delay (hr) 5.2 0.6 0.7 1.0 6.3 0.0 3.0 16.8
Stop Del/Veh (s) 32.2 26.6 4.1 7.8 10.7 7.5 10.2 12.3
7: US50 WB Ramps Performance by movement
Movement WBL WBR NBT SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.1
Denied Del/Veh (s) 0.3 0.2 0.0 0.0 0.1
Total Delay (hr) 3.7 1.1 1.6 0.8 7.2
Total Del/Veh (s) 36.3 12.5 4.2 3.4 9.0
Stop Delay (hr) 3.4 0.9 0.9 0.5 5.7
Stop Del/Veh (s) 33.5 10.2 2.5 1.9 7.1
9: Performance by movement
Movement NBT NBR SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0 0.0
Total Delay (hr) 1.2 1.4 0.3 2.8
Total Del/Veh (s) 3.1 4.6 0.8 2.8
Stop Delay (hr) 0.0 0.0 0.0 0.0
Stop Del/Veh (s) 0.0 0.0 0.1 0.0
10: Performance by movement
Movement NBT SBT SBR All
Denied Delay (hr) 0.0 0.1 0.1 0.1
Denied Del/Veh (s) 0.0 0.2 0.4 0.1
Total Delay (hr) 0.5 0.2 0.1 0.8
Total Del/Veh (s) 1.0 0.8 1.1 1.0
Stop Delay (hr) 0.1 0.0 0.0 0.1
Stop Del/Veh (s) 0.2 0.0 0.2 0.1
ITEM 21.1. ATTACHMENT 1

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Baseline
Queuing and Blocking Report DEFAULT
SimTraffic Report

Page 10 ends

Intersection: 3: Sunrise Blvd & US50 EB Ramps
Movement EB EB EB EB EB NB NB NB NB SB SB SB
Directions Served L L L R R T T T T T T T
Maximum Queue (ft) 344 366 366 116 129 302 256 239 63 249 248 221 Average Queue (ft) 239 256 261 58 63 267 145 130 19 144 137 127 95th Queue (ft) 321 342 345 97 103 321 233 217 51 223 216 198 Link Distance (ft) 1013 1013 1013 1013 54 54 54 54 204 204 204 Upstream Blk Time (%) 34 28 25 2 1 1 0
Queuing Penalty (veh) 151 125 114 9 5 3 2
Storage Bay Dist (ft) 510
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: US50 WB Ramps & Sunrise Blvd
Movement WB WB WB WB NB NB NB SB SB SB
Directions Served L L R R T T T T T T
Maximum Queue (ft) 128 147 171 178 340 335 313 154 178 195 Average Queue (ft) 57 82 92 94 183 185 183 83 99 110
95th Queue (ft) 105 129 151 151 285 289 286 131 154 173 Link Distance (ft) 2272 2272 243 243 243 377 377 377
Upstream Blk Time (%) 2 2 2
Queuing Penalty (veh) 13 14 16
Storage Bay Dist (ft) 416 250
Storage Blk Time (%)
Queuing Penalty (veh)
ITEM 21.1. ATTACHMENT 1

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Baseline
Queuing and Blocking Report DEFAULT
SimTraffic Report

Page 11 ends

Intersection: 5: Zinfandel Dr & White Rock Rd
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L T T TR L L T TR R L L
Maximum Queue (ft) 253 269 266 54 73 15 86 179 300 284 48 167 Average Queue (ft) 115 156 34 17 20 1 32 71 151 136 6 52 95th Queue (ft) 218 236 131 42 53 14 72 138 241 235 29 126 Link Distance (ft) 411 411 351 351 351
Upstream Blk Time (%) 0 0 0
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft) 263 263 167 237 237 143 143
Storage Blk Time (%) 0 1 0 0 0 0
Queuing Penalty (veh) 0 0 0 0 0 0
Intersection: 5: Zinfandel Dr & White Rock Rd
Movement NB NB NB SB SB SB SB SB SB
Directions Served T T TR L L T T T R
Maximum Queue (ft) 318 351 395 200 210 254 258 264 132
Average Queue (ft) 178 212 240 106 117 116 134 144 37
95th Queue (ft) 284 327 372 170 181 218 227 232 95
Link Distance (ft) 391 391 391 488 488 488 488 488 488
Upstream Blk Time (%) 0 0 1
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft)
Storage Blk Time (%) 13
Queuing Penalty (veh) 6
ITEM 21.1. ATTACHMENT 1

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Baseline
Queuing and Blocking Report DEFAULT
SimTraffic Report

Page 12 ends

Intersection: 6: US50 EB Ramps & Zinfandel Dr
Movement EB EB EB EB EB EB WB WB NB NB NB NB
Directions Served L L T T R R R R T T T TR
Maximum Queue (ft) 234 326 61 123 268 235 199 200 291 330 359 408 Average Queue (ft) 119 194 26 20 98 22 92 70 137 179 197 222 95th Queue (ft) 203 287 54 77 238 128 176 156 255 307 328 365 Link Distance (ft) 440 440 440 440 568 568 488 488 488 488 Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 200 200
Storage Blk Time (%) 2 0
Queuing Penalty (veh) 1 0
Intersection: 6: US50 EB Ramps & Zinfandel Dr
Movement SB SB SB
Directions Served T T T
Maximum Queue (ft) 184 170 167
Average Queue (ft) 114 100 105
95th Queue (ft) 183 170 178
Link Distance (ft) 50 50 50
Upstream Blk Time (%) 23 23 23
Queuing Penalty (veh) 82 83 83
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: US50 WB Ramps
Movement WB WB WB WB NB NB NB SB SB
Directions Served L L LR R T T T T T
Maximum Queue (ft) 114 129 169 151 182 183 152 152 152
Average Queue (ft) 56 80 106 69 77 82 70 64 60
95th Queue (ft) 97 121 154 115 156 157 133 121 125
Link Distance (ft) 1501 1501 101 101 101 129 129
Upstream Blk Time (%) 3 3 2 0 0
Queuing Penalty (veh) 13 12 7 1 1
Storage Bay Dist (ft) 185 185
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
ITEM 21.1. ATTACHMENT 1

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Appendix C

Analysis Worksheets for
Opening Year (2024) plus Proposed Project Conditions
ITEM 21.1. ATTACHMENT 1

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Queues
1: White Rock Rd & Kilgore Rd 05/26/2022
PP Opening Year AM Residences at Capital Center 12:40 pm 01/11/2022 Opening Year plus Project Synchro 11 Report Kimley-Horn Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 60 413 41 40 324 76 116 77 79 158 v/c Ratio 0.30 0.50 0.09 0.23 0.32 0.28 0.41 0.24 0.34 0.34 Control Delay 26.0 19.1 0.9 26.1 16.5 22.7 24.7 6.4 25.4 20.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 26.0 19.1 0.9 26.1 16.5 22.7 24.7 6.4 25.4 20.2 Queue Length 50th (ft) 16 53 0 10 26 19 29 0 20 17
Queue Length 95th (ft) 51 106 3 39 55 57 80 23 61 47
Internal Link Dist (ft) 445 491 394 408
Turn Bay Length (ft) 310 375 210 190 290 140
Base Capacity (vph) 1053 3539 1583 1413 4933 1514 1593 1368 1514 2906 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.06 0.12 0.03 0.03 0.07 0.05 0.07 0.06 0.05 0.05 Intersection Summary
ITEM 21.1. ATTACHMENT 1

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HCM 6th Signalized Intersection Summary
1: White Rock Rd & Kilgore Rd 05/26/2022
PP Opening Year AM Residences at Capital Center 12:40 pm 01/11/2022 Opening Year plus Project Synchro 11 Report Kimley-Horn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 55 380 38 37 238 60 70 107 71 73 106 40 Future Volume (veh/h) 55 380 38 37 238 60 70 107 71 73 106 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 60 413 41 40 259 65 76 116 77 79 115 43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 72 745 332 49 764 183 192 201 171 165 238 85 Arrive On Green 0.04 0.21 0.21 0.03 0.19 0.19 0.11 0.11 0.11 0.09 0.09 0.09 Sat Flow, veh/h 1781 3554 1585 1781 4114 984 1781 1870 1585 1781 2564 918 Grp Volume(v), veh/h 60 413 41 40 212 112 76 116 77 79 78 80 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1702 1693 1781 1870 1585 1781 1777 1705 Q Serve(g_s), s 1.3 3.9 0.8 0.8 2.0 2.2 1.5 2.2 1.7 1.6 1.6 1.7 Cycle Q Clear(g_c), s 1.3 3.9 0.8 0.8 2.0 2.2 1.5 2.2 1.7 1.6 1.6 1.7 Prop In Lane 1.00 1.00 1.00 0.58 1.00 1.00 1.00 0.54
Lane Grp Cap(c), veh/h 72 745 332 49 632 315 192 201 171 165 165 158 V/C Ratio(X) 0.83 0.55 0.12 0.82 0.34 0.36 0.40 0.58 0.45 0.48 0.47 0.51 Avail Cap(c_a), veh/h 1182 6603 2945 1655 6325 3146 1891 1986 1683 1891 1887 1810 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.9 13.3 12.1 18.2 13.3 13.4 15.7 16.0 15.8 16.2 16.2 16.3 Incr Delay (d2), s/veh 8.9 0.2 0.1 12.1 0.1 0.3 0.5 1.0 0.7 0.8 0.8 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 1.3 0.2 0.5 0.6 0.7 0.5 0.9 0.6 0.6 0.6 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.8 13.6 12.1 30.3 13.4 13.6 16.2 17.0 16.5 17.0 17.0 17.2 LnGrp LOS C B B C B B B B B B B B
Approach Vol, veh/h 514 364 269 237
Approach Delay, s/veh 15.0 15.3 16.6 17.1
Approach LOS B B B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.0 12.2 9.0 6.1 13.1 9.5
Change Period (Y+Rc), s 5.5 * 5.2 5.5 * 5.1 * 5.2 5.4
Max Green Setting (Gmax), s 25.0 * 70 40.0 * 35 * 70 40.0 Max Q Clear Time (g_c+I1), s 3.3 4.2 3.7 2.8 5.9 4.2
Green Ext Time (p_c), s 0.0 0.4 0.1 0.0 0.6 0.1
Intersection Summary
HCM 6th Ctrl Delay 15.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 21.1. ATTACHMENT 1

Page 450 of 1323 ends

Queues
2: White Rock Rd & Sunrise Blvd 05/26/2022
PP Opening Year AM Residences at Capital Center 12:40 pm 01/11/2022 Opening Year plus Project Synchro 11 Report Kimley-Horn Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 171 235 101 88 117 134 150 904 83 275 792 84 v/c Ratio 0.50 0.42 0.30 0.36 0.17 0.41 0.47 0.48 0.13 0.60 0.38 0.12 Control Delay 44.9 37.6 10.9 46.6 37.4 11.8 45.3 22.3 5.2 43.1 18.8 4.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.9 37.6 10.9 46.6 37.4 11.8 45.3 22.3 5.2 43.1 18.8 4.5 Queue Length 50th (ft) 44 59 0 23 20 0 39 131 0 70 104 0 Queue Length 95th (ft) 95 119 48 57 46 56 86 208 30 138 165 28 Internal Link Dist (ft) 802 424 689 453
Turn Bay Length (ft) 265 600 205 185 278 170 251 175
Base Capacity (vph) 1022 1686 807 1022 2435 828 1022 4198 1321 1022 4189 1319 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.17 0.14 0.13 0.09 0.05 0.16 0.15 0.22 0.06 0.27 0.19 0.06 Intersection Summary
ITEM 21.1. ATTACHMENT 1

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HCM 6th Signalized Intersection Summary
2: White Rock Rd & Sunrise Blvd 05/26/2022
PP Opening Year AM Residences at Capital Center 12:40 pm 01/11/2022 Opening Year plus Project Synchro 11 Report Kimley-Horn Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 157 216 93 81 108 123 138 832 76 253 729 77 Future Volume (veh/h) 157 216 93 81 108 123 138 832 76 253 729 77 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 171 235 101 88 117 134 150 904 83 275 792 84 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 254 626 279 151 748 232 230 1944 604 364 2141 665 Arrive On Green 0.07 0.18 0.18 0.04 0.15 0.15 0.07 0.38 0.38 0.11 0.42 0.42 Sat Flow, veh/h 3456 3554 1585 3456 5106 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 171 235 101 88 117 134 150 904 83 275 792 84 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1702 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 3.7 4.5 4.3 1.9 1.6 6.1 3.3 10.3 2.7 6.0 8.3 2.5 Cycle Q Clear(g_c), s 3.7 4.5 4.3 1.9 1.6 6.1 3.3 10.3 2.7 6.0 8.3 2.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 254 626 279 151 748 232 230 1944 604 364 2141 665 V/C Ratio(X) 0.67 0.38 0.36 0.58 0.16 0.58 0.65 0.46 0.14 0.76 0.37 0.13 Avail Cap(c_a), veh/h 1114 1833 818 1114 2634 818 1114 4610 1431 1114 4610 1431 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.0 28.2 28.1 36.4 28.9 30.9 35.3 18.1 15.7 33.7 15.5 13.8 Incr Delay (d2), s/veh 1.2 0.1 0.3 1.3 0.3 7.6 1.2 0.4 0.2 1.2 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 1.9 1.6 0.8 0.6 2.8 1.4 3.9 0.9 2.5 3.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.2 28.3 28.4 37.7 29.2 38.4 36.5 18.4 15.9 34.9 15.7 14.0 LnGrp LOS D C C D C D D B B C B B
Approach Vol, veh/h 507 339 1137 1151
Approach Delay, s/veh 31.0 35.1 20.6 20.2
Approach LOS C D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.7 38.3 11.2 17.4 13.7 35.3 8.9 19.7 Change Period (Y+Rc), s 5.5 * 5.8 5.5 * 6 5.5 * 5.8 5.5 6.0 Max Green Setting (Gmax), s 25.0 * 70 25.0 * 40 25.0 * 70 25.0 40.0 Max Q Clear Time (g_c+I1), s 5.3 10.3 5.7 8.1 8.0 12.3 3.9 6.5 Green Ext Time (p_c), s 0.1 14.5 0.1 3.2 0.2 17.2 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 23.7
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 21.1. ATTACHMENT 1

Page 452 of 1323 ends

Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

Page 1 ends

Summary of All Intervals
Run Number 1 2 3 4 5 6 7
Start Time 6:50 6:50 6:50 6:50 6:50 6:50 6:50
End Time 8:00 8:00 8:00 8:00 8:00 8:00 8:00
Total Time (min) 70 70 70 70 70 70 70
Time Recorded (min) 60 60 60 60 60 60 60
# of Intervals 5 5 5 5 5 5 5
# of Recorded Intervals 4 4 4 4 4 4 4
Vehs Entered 11999 12030 12213 12009 12199 12089 12215
Vehs Exited 12111 12069 12201 11981 12220 12089 12233
Starting Vehs 390 416 368 363 353 376 383
Ending Vehs 278 377 380 391 332 376 365
Travel Distance (mi) 6576 6579 6664 6534 6645 6617 6678 Travel Time (hr) 358.0 360.3 363.0 353.1 360.3 365.1 365.4 Total Delay (hr) 118.2 120.6 120.3 114.5 117.9 123.9 121.8 Total Stops 10899 11023 11034 10462 11023 11172 11091
Fuel Used (gal) 262.6 264.0 267.4 260.0 265.4 266.6 267.9 Summary of All Intervals
Run Number 8 9 10 Avg
Start Time 6:50 6:50 6:50 6:50
End Time 8:00 8:00 8:00 8:00
Total Time (min) 70 70 70 70
Time Recorded (min) 60 60 60 60
# of Intervals 5 5 5 5
# of Recorded Intervals 4 4 4 4
Vehs Entered 12034 12141 12008 12095
Vehs Exited 12035 12123 12049 12112
Starting Vehs 345 360 377 373
Ending Vehs 344 378 336 357
Travel Distance (mi) 6594 6666 6536 6609
Travel Time (hr) 362.0 359.9 357.0 360.4
Total Delay (hr) 121.9 117.2 118.4 119.5
Total Stops 10987 10813 10830 10931
Fuel Used (gal) 264.6 265.6 261.2 264.5
Interval #0 Information Seeding
Start Time 6:50
End Time 7:00
Total Time (min) 10
Volumes adjusted by Growth Factors.

No data recorded this interval.

ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

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Interval #1 Information
Start Time 7:00
End Time 7:15
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 2903 2988 2938 2878 2952 2930 3052
Vehs Exited 2936 3033 2959 2913 2950 2953 3086
Starting Vehs 390 416 368 363 353 376 383
Ending Vehs 357 371 347 328 355 353 349
Travel Distance (mi) 1600 1636 1611 1578 1603 1612 1669 Travel Time (hr) 88.3 89.1 84.9 82.5 87.5 87.8 90.1
Total Delay (hr) 30.0 29.5 26.5 25.1 28.8 29.1 29.4
Total Stops 2733 2678 2494 2393 2675 2621 2695
Fuel Used (gal) 64.2 65.9 63.5 62.0 64.0 64.6 67.0
Interval #1 Information
Start Time 7:00
End Time 7:15
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 2965 2959 2947 2950
Vehs Exited 2986 3015 3003 2982
Starting Vehs 345 360 377 373
Ending Vehs 324 304 321 344
Travel Distance (mi) 1640 1636 1620 1620
Travel Time (hr) 90.4 88.6 89.7 87.9
Total Delay (hr) 31.0 29.0 30.5 28.9
Total Stops 2906 2594 2698 2644
Fuel Used (gal) 65.8 65.4 65.2 64.8
ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

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Interval #2 Information
Start Time 7:15
End Time 7:30
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3247 3155 3224 3174 3296 3228 3151
Vehs Exited 3261 3178 3189 3126 3261 3176 3131
Starting Vehs 357 371 347 328 355 353 349
Ending Vehs 343 348 382 376 390 405 369
Travel Distance (mi) 1763 1723 1755 1711 1783 1742 1708 Travel Time (hr) 95.9 96.4 97.9 94.3 97.7 97.3 97.4
Total Delay (hr) 31.6 33.6 33.9 32.0 32.6 33.8 35.2
Total Stops 2872 2967 2964 2761 3020 2906 3147
Fuel Used (gal) 70.5 70.0 70.8 68.9 71.9 70.3 69.8
Interval #2 Information
Start Time 7:15
End Time 7:30
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3160 3205 3155 3199
Vehs Exited 3101 3091 3067 3156
Starting Vehs 324 304 321 344
Ending Vehs 383 418 409 379
Travel Distance (mi) 1725 1743 1693 1735
Travel Time (hr) 95.2 95.5 92.4 96.0
Total Delay (hr) 32.3 32.1 30.6 32.8
Total Stops 2900 2950 2763 2924
Fuel Used (gal) 69.2 69.7 67.4 69.8
ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

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Interval #3 Information
Start Time 7:30
End Time 7:45
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 2927 2904 2985 2963 3031 2941 3019
Vehs Exited 2939 2882 2994 2994 3060 3054 3010
Starting Vehs 343 348 382 376 390 405 369
Ending Vehs 331 370 373 345 361 292 378
Travel Distance (mi) 1624 1588 1626 1617 1664 1641 1670 Travel Time (hr) 88.0 85.5 87.4 87.5 89.5 89.7 90.9
Total Delay (hr) 28.7 27.6 28.0 28.2 29.0 29.8 30.0
Total Stops 2669 2598 2669 2665 2722 2720 2711
Fuel Used (gal) 64.5 62.8 65.1 64.5 66.1 65.9 66.7
Interval #3 Information
Start Time 7:30
End Time 7:45
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 2953 2945 2952 2962
Vehs Exited 2988 2996 2997 2992
Starting Vehs 383 418 409 379
Ending Vehs 348 367 364 354
Travel Distance (mi) 1615 1626 1622 1629
Travel Time (hr) 86.1 86.0 87.3 87.8
Total Delay (hr) 27.3 26.7 28.0 28.3
Total Stops 2497 2446 2615 2627
Fuel Used (gal) 64.2 63.9 64.4 64.8
ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

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Interval #4 Information Recording
Start Time 7:45
End Time 8:00
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 2922 2983 3066 2994 2920 2990 2993
Vehs Exited 2975 2976 3059 2948 2949 2906 3006
Starting Vehs 331 370 373 345 361 292 378
Ending Vehs 278 377 380 391 332 376 365
Travel Distance (mi) 1590 1631 1672 1628 1594 1622 1631 Travel Time (hr) 85.8 89.3 92.8 88.7 85.6 90.3 86.9
Total Delay (hr) 27.9 30.0 31.8 29.3 27.4 31.2 27.3
Total Stops 2625 2780 2907 2643 2606 2925 2538
Fuel Used (gal) 63.3 65.3 67.8 64.6 63.4 65.8 64.5
Interval #4 Information Recording
Start Time 7:45
End Time 8:00
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 2956 3032 2954 2980
Vehs Exited 2960 3021 2982 2976
Starting Vehs 348 367 364 354
Ending Vehs 344 378 336 357
Travel Distance (mi) 1614 1661 1601 1624
Travel Time (hr) 90.2 89.8 87.7 88.7
Total Delay (hr) 31.3 29.4 29.3 29.5
Total Stops 2684 2823 2754 2727
Fuel Used (gal) 65.3 66.5 64.3 65.1
ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Performance Report DEFAULT
SimTraffic Report

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3: Sunrise Blvd & US50 EB Ramps Performance by movement Movement EBL EBR NBT SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0
Total Delay (hr) 12.2 2.1 3.3 4.6 22.2
Total Del/Veh (s) 37.4 15.0 11.0 11.3 18.9
Stop Delay (hr) 10.5 1.9 2.5 3.2 18.2
Stop Del/Veh (s) 32.3 13.6 8.4 7.9 15.5
4: US50 WB Ramps & Sunrise Blvd Performance by movement Movement WBL WBR NBT SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.2 0.2 0.0 0.0 0.0
Total Delay (hr) 1.8 1.9 5.0 3.7 12.4
Total Del/Veh (s) 16.9 16.7 9.3 8.7 10.5
Stop Delay (hr) 1.4 1.6 2.5 2.0 7.5
Stop Del/Veh (s) 13.1 14.2 4.7 4.6 6.3
5: Zinfandel Dr & White Rock Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 Denied Del/Veh (s) 0.0 0.0 0.0 3.5 0.1 0.2 2.4 0.3 0.5 0.0 0.0 0.0 Total Delay (hr) 4.1 0.9 0.1 0.3 0.7 1.1 0.8 8.0 0.2 9.4 5.0 0.9 Total Del/Veh (s) 56.5 46.2 10.7 64.4 61.2 14.9 66.8 25.5 24.6 57.9 16.5 8.6 Stop Delay (hr) 3.8 0.9 0.1 0.3 0.6 1.0 0.7 6.1 0.1 8.3 3.5 0.5 Stop Del/Veh (s) 52.6 41.9 10.6 61.3 54.9 13.6 62.6 19.3 20.2 50.8 11.6 4.4 5: Zinfandel Dr & White Rock Rd Performance by movement Movement All
Denied Delay (hr) 0.2
Denied Del/Veh (s) 0.1
Total Delay (hr) 31.5
Total Del/Veh (s) 28.9
Stop Delay (hr) 25.8
Stop Del/Veh (s) 23.7
ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Performance Report DEFAULT
SimTraffic Report

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6: US50 EB Ramps & Zinfandel Dr Performance by movement Movement EBL EBT EBR WBR NBT NBR SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0
Total Delay (hr) 2.7 2.8 3.4 0.0 8.7 0.0 5.0 22.6
Total Del/Veh (s) 30.2 29.0 14.4 1.6 19.1 14.8 15.3 18.3 Stop Delay (hr) 2.5 2.6 2.5 0.0 5.8 0.0 4.2 17.5
Stop Del/Veh (s) 28.0 26.6 10.5 0.3 12.7 9.2 12.9 14.2
7: US50 WB Ramps Performance by movement
Movement WBL WBR NBT SBT All
Denied Delay (hr) 0.1 0.0 0.0 0.0 0.1
Denied Del/Veh (s) 0.4 0.3 0.0 0.0 0.1
Total Delay (hr) 7.1 0.5 1.3 1.1 10.0
Total Del/Veh (s) 37.7 10.0 5.4 5.3 14.8
Stop Delay (hr) 6.4 0.4 0.9 0.7 8.3
Stop Del/Veh (s) 33.7 6.9 3.8 3.5 12.3
9: Performance by movement
Movement NBT NBR SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0 0.0
Total Delay (hr) 0.5 0.9 0.3 1.7
Total Del/Veh (s) 2.3 4.0 0.9 2.1
Stop Delay (hr) 0.0 0.0 0.0 0.0
Stop Del/Veh (s) 0.0 0.0 0.1 0.0
10: Performance by movement
Movement NBT SBT SBR All
Denied Delay (hr) 0.0 0.0 0.0 0.1
Denied Del/Veh (s) 0.0 0.2 0.3 0.1
Total Delay (hr) 0.3 0.2 0.1 0.5
Total Del/Veh (s) 1.0 0.8 0.7 0.9
Stop Delay (hr) 0.0 0.0 0.0 0.0
Stop Del/Veh (s) 0.2 0.0 0.0 0.1
ITEM 21.1. ATTACHMENT 1

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Baseline
Queuing and Blocking Report DEFAULT
SimTraffic Report

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Intersection: 3: Sunrise Blvd & US50 EB Ramps
Movement EB EB EB EB EB NB NB NB NB SB SB SB
Directions Served L L L R R T T T T T T T
Maximum Queue (ft) 311 324 337 148 160 289 146 132 37 241 252 232 Average Queue (ft) 211 224 232 80 85 188 66 53 5 141 137 131 95th Queue (ft) 284 302 308 131 136 284 127 110 25 222 223 214 Link Distance (ft) 1013 1013 1013 1013 54 54 54 54 204 204 204 Upstream Blk Time (%) 29 14 10 0 1 1 1
Queuing Penalty (veh) 80 39 28 0 6 4 4
Storage Bay Dist (ft) 510
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: US50 WB Ramps & Sunrise Blvd
Movement WB WB WB WB NB NB NB SB SB SB
Directions Served L L R R T T T T T T
Maximum Queue (ft) 111 144 131 135 233 258 257 160 186 192 Average Queue (ft) 57 79 66 71 135 137 138 88 102 111
95th Queue (ft) 97 122 107 116 207 216 219 137 159 167
Link Distance (ft) 2272 2272 243 243 243 377 377 377
Upstream Blk Time (%) 0 0 0
Queuing Penalty (veh) 1 1 2
Storage Bay Dist (ft) 416 250
Storage Blk Time (%)
Queuing Penalty (veh)
ITEM 21.1. ATTACHMENT 1

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Baseline
Queuing and Blocking Report DEFAULT
SimTraffic Report

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Intersection: 5: Zinfandel Dr & White Rock Rd
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L T T TR L L T TR R L L
Maximum Queue (ft) 225 232 127 52 65 6 63 85 122 124 51 164 Average Queue (ft) 78 139 27 20 18 0 15 31 66 40 5 46
95th Queue (ft) 165 215 75 45 46 4 46 69 112 93 31 113
Link Distance (ft) 411 411 351 351 351
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 263 263 167 237 237 143 143
Storage Blk Time (%) 0 0 0
Queuing Penalty (veh) 0 0 0
Intersection: 5: Zinfandel Dr & White Rock Rd
Movement NB NB NB SB SB SB SB SB SB
Directions Served T T TR L L T T T R
Maximum Queue (ft) 268 336 380 304 311 189 202 217 179
Average Queue (ft) 156 207 234 198 211 80 100 115 53
95th Queue (ft) 240 307 338 287 296 169 181 194 129
Link Distance (ft) 391 391 391 488 488 488 488 488 488
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft)
Storage Blk Time (%) 9
Queuing Penalty (veh) 3
ITEM 21.1. ATTACHMENT 1

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Baseline
Queuing and Blocking Report DEFAULT
SimTraffic Report

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Intersection: 6: US50 EB Ramps & Zinfandel Dr
Movement EB EB EB EB EB EB B14 B14 WB WB NB NB
Directions Served L L T T R R T T R R T T
Maximum Queue (ft) 126 218 166 448 300 250 10 124 57 52 243 293 Average Queue (ft) 47 108 91 160 202 118 0 9 6 4 113 152 95th Queue (ft) 98 188 144 387 351 311 8 117 33 27 218 271 Link Distance (ft) 440 440 440 440 1753 1753 568 568 488 488 Upstream Blk Time (%) 1
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 200 200
Storage Blk Time (%) 16 1
Queuing Penalty (veh) 27 1
Intersection: 6: US50 EB Ramps & Zinfandel Dr
Movement NB NB SB SB SB
Directions Served T TR T T T
Maximum Queue (ft) 310 390 190 175 166
Average Queue (ft) 179 220 144 115 120
95th Queue (ft) 292 363 219 195 194
Link Distance (ft) 488 488 50 50 50
Upstream Blk Time (%) 29 26 28
Queuing Penalty (veh) 110 99 106
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: US50 WB Ramps
Movement WB WB WB WB NB NB NB SB SB
Directions Served L L LR R T T T T T
Maximum Queue (ft) 195 258 298 210 175 180 146 164 146
Average Queue (ft) 118 137 169 87 65 64 53 77 75
95th Queue (ft) 182 212 249 202 145 147 123 135 133
Link Distance (ft) 1501 1501 101 101 101 129 129
Upstream Blk Time (%) 3 2 1 1 0
Queuing Penalty (veh) 8 7 4 2 2
Storage Bay Dist (ft) 185 185
Storage Blk Time (%) 0 1 6 0
Queuing Penalty (veh) 1 2 5 0
ITEM 21.1. ATTACHMENT 1

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Queues
1: White Rock Rd & Kilgore Rd 05/26/2022
PP Opening Year PM Residences at Capital Center 12:40 pm 01/11/2022 Opening Year plus Project Synchro 11 Report Kimley-Horn Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 52 401 91 113 594 57 115 80 49 213 v/c Ratio 0.31 0.56 0.23 0.46 0.38 0.24 0.45 0.27 0.22 0.47 Control Delay 31.0 23.6 6.6 29.9 16.9 25.6 29.5 7.4 26.5 22.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 31.0 23.6 6.6 29.9 16.9 25.6 29.5 7.4 26.5 22.9 Queue Length 50th (ft) 16 58 0 33 56 16 33 0 14 26
Queue Length 95th (ft) 52 119 30 88 104 51 90 27 48 66
Internal Link Dist (ft) 445 491 394 408
Turn Bay Length (ft) 310 375 210 190 290 140
Base Capacity (vph) 852 3539 1583 1193 4963 1363 1435 1241 1363 2597 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.06 0.11 0.06 0.09 0.12 0.04 0.08 0.06 0.04 0.08 Intersection Summary
ITEM 21.1. ATTACHMENT 1

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HCM 6th Signalized Intersection Summary
1: White Rock Rd & Kilgore Rd 05/26/2022
PP Opening Year PM Residences at Capital Center 12:40 pm 01/11/2022 Opening Year plus Project Synchro 11 Report Kimley-Horn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 48 369 84 104 459 87 52 106 74 45 129 67 Future Volume (veh/h) 48 369 84 104 459 87 52 106 74 45 129 67 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 52 401 91 113 499 95 57 115 80 49 140 73 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 62 622 277 144 912 170 186 195 165 196 253 125 Arrive On Green 0.03 0.18 0.18 0.08 0.21 0.21 0.10 0.10 0.10 0.11 0.11 0.11 Sat Flow, veh/h 1781 3554 1585 1781 4324 806 1781 1870 1585 1781 2303 1139 Grp Volume(v), veh/h 52 401 91 113 391 203 57 115 80 49 106 107 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1702 1725 1781 1870 1585 1781 1777 1665 Q Serve(g_s), s 1.2 4.2 2.0 2.5 4.1 4.2 1.2 2.3 1.9 1.0 2.3 2.4 Cycle Q Clear(g_c), s 1.2 4.2 2.0 2.5 4.1 4.2 1.2 2.3 1.9 1.0 2.3 2.4 Prop In Lane 1.00 1.00 1.00 0.47 1.00 1.00 1.00 0.68
Lane Grp Cap(c), veh/h 62 622 277 144 718 364 186 195 165 196 195 183 V/C Ratio(X) 0.84 0.64 0.33 0.79 0.54 0.56 0.31 0.59 0.48 0.25 0.54 0.58 Avail Cap(c_a), veh/h 1114 6221 2775 1559 5959 3020 1782 1871 1586 1782 1777 1666 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.2 15.3 14.4 18.0 14.1 14.1 16.6 17.1 16.9 16.3 16.9 16.9 Incr Delay (d2), s/veh 10.6 0.4 0.3 3.5 0.2 0.5 0.3 1.1 0.8 0.2 0.9 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 1.5 0.6 1.0 1.3 1.4 0.4 0.9 0.6 0.4 0.8 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.8 15.8 14.7 21.6 14.3 14.6 16.9 18.1 17.7 16.5 17.7 18.0 LnGrp LOS C B B C B B B B B B B B
Approach Vol, veh/h 544 707 252 262
Approach Delay, s/veh 16.9 15.6 17.7 17.6
Approach LOS B B B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.9 13.6 9.9 8.3 12.2 9.6
Change Period (Y+Rc), s 5.5 * 5.2 5.5 * 5.1 * 5.2 5.4
Max Green Setting (Gmax), s 25.0 * 70 40.0 * 35 * 70 40.0 Max Q Clear Time (g_c+I1), s 3.2 6.2 4.4 4.5 6.2 4.3
Green Ext Time (p_c), s 0.0 0.8 0.2 0.0 0.5 0.1
Intersection Summary
HCM 6th Ctrl Delay 16.6
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 21.1. ATTACHMENT 1

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Queues
2: White Rock Rd & Sunrise Blvd 05/26/2022
PP Opening Year PM Residences at Capital Center 12:40 pm 01/11/2022 Opening Year plus Project Synchro 11 Report Kimley-Horn Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 138 245 157 163 376 351 257 970 66 275 1164 135 v/c Ratio 0.54 0.36 0.36 0.58 0.37 0.62 0.67 0.46 0.09 0.68 0.55 0.19 Control Delay 67.7 46.7 9.7 67.1 44.8 13.5 64.5 27.4 3.3 64.1 28.6 11.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 67.7 46.7 9.7 67.1 44.8 13.5 64.5 27.4 3.3 64.1 28.6 11.0 Queue Length 50th (ft) 53 86 0 62 92 26 98 191 0 105 239 23 Queue Length 95th (ft) 113 161 64 128 159 140 187 311 20 198 383 79 Internal Link Dist (ft) 802 424 689 453
Turn Bay Length (ft) 265 600 205 185 278 170 251 175
Base Capacity (vph) 738 1218 647 738 1759 750 738 3072 989 738 3063 987 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.19 0.20 0.24 0.22 0.21 0.47 0.35 0.32 0.07 0.37 0.38 0.14 Intersection Summary
ITEM 21.1. ATTACHMENT 1

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HCM 6th Signalized Intersection Summary
2: White Rock Rd & Sunrise Blvd 05/26/2022
PP Opening Year PM Residences at Capital Center 12:40 pm 01/11/2022 Opening Year plus Project Synchro 11 Report Kimley-Horn Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 127 225 144 150 346 323 236 892 61 253 1071 124 Future Volume (veh/h) 127 225 144 150 346 323 236 892 61 253 1071 124 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 138 245 157 163 376 351 257 970 66 275 1164 135 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 193 957 427 219 1414 439 314 1951 606 332 1978 614 Arrive On Green 0.06 0.27 0.27 0.06 0.28 0.28 0.09 0.38 0.38 0.10 0.39 0.39 Sat Flow, veh/h 3456 3554 1585 3456 5106 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 138 245 157 163 376 351 257 970 66 275 1164 135 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1702 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 4.7 6.5 9.7 5.6 6.9 24.8 8.8 17.5 3.2 9.4 21.8 6.9 Cycle Q Clear(g_c), s 4.7 6.5 9.7 5.6 6.9 24.8 8.8 17.5 3.2 9.4 21.8 6.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 193 957 427 219 1414 439 314 1951 606 332 1978 614 V/C Ratio(X) 0.71 0.26 0.37 0.74 0.27 0.80 0.82 0.50 0.11 0.83 0.59 0.22 Avail Cap(c_a), veh/h 716 1178 525 716 1693 525 716 2962 919 716 2962 919 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.0 34.6 35.8 55.5 34.1 40.5 53.9 28.4 24.0 53.6 29.3 24.8 Incr Delay (d2), s/veh 1.8 0.1 0.2 1.9 0.3 12.0 2.0 0.4 0.2 2.0 0.6 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 2.8 3.8 2.5 2.9 11.1 3.9 7.2 1.3 4.2 9.0 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.8 34.6 35.9 57.4 34.4 52.5 55.9 28.8 24.2 55.6 29.9 25.1 LnGrp LOS E C D E C D E C C E C C
Approach Vol, veh/h 540 890 1293 1574
Approach Delay, s/veh 41.0 45.8 34.0 34.0
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 16.5 52.5 12.3 39.4 17.1 51.9 13.2 38.5 Change Period (Y+Rc), s 5.5 * 5.8 5.5 * 6 5.5 * 5.8 5.5 6.0 Max Green Setting (Gmax), s 25.0 * 70 25.0 * 40 25.0 * 70 25.0 40.0 Max Q Clear Time (g_c+I1), s 10.8 23.8 6.7 26.8 11.4 19.5 7.6 11.7 Green Ext Time (p_c), s 0.2 22.9 0.1 6.6 0.2 18.0 0.1 0.7 Intersection Summary
HCM 6th Ctrl Delay 37.3
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

Page 1 ends

Summary of All Intervals
Run Number 1 2 3 4 5 6 7
Start Time 3:05 3:05 3:05 3:05 3:05 3:05 3:05
End Time 4:15 4:15 4:15 4:15 4:15 4:15 4:15
Total Time (min) 70 70 70 70 70 70 70
Time Recorded (min) 60 60 60 60 60 60 60
# of Intervals 5 5 5 5 5 5 5
# of Recorded Intervals 4 4 4 4 4 4 4
Vehs Entered 14090 14110 14194 14186 14044 14259 14197
Vehs Exited 14046 14150 14148 14138 13977 14268 14156
Starting Vehs 377 393 377 379 374 405 394
Ending Vehs 421 353 423 427 441 396 435
Travel Distance (mi) 7458 7519 7517 7524 7451 7580 7496 Travel Time (hr) 417.0 423.1 415.7 417.8 411.7 428.8 418.8 Total Delay (hr) 145.1 149.5 142.0 143.6 140.9 152.4 145.4 Total Stops 12461 12671 12428 12210 12248 13020 12601
Fuel Used (gal) 303.9 308.2 305.0 305.4 302.8 310.7 306.1 Summary of All Intervals
Run Number 8 9 10 Avg
Start Time 3:05 3:05 3:05 3:05
End Time 4:15 4:15 4:15 4:15
Total Time (min) 70 70 70 70
Time Recorded (min) 60 60 60 60
# of Intervals 5 5 5 5
# of Recorded Intervals 4 4 4 4
Vehs Entered 14084 14310 14063 14152
Vehs Exited 14080 14340 14058 14138
Starting Vehs 409 397 407 391
Ending Vehs 413 367 412 410
Travel Distance (mi) 7506 7620 7471 7514
Travel Time (hr) 423.1 427.3 417.2 420.1
Total Delay (hr) 149.6 149.3 144.6 146.2
Total Stops 12706 12671 12454 12544
Fuel Used (gal) 306.3 311.4 304.9 306.5
Interval #0 Information Seeding
Start Time 3:05
End Time 3:15
Total Time (min) 10
Volumes adjusted by Growth Factors.

No data recorded this interval.

ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

Page 2 ends

Interval #1 Information
Start Time 3:15
End Time 3:30
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3386 3562 3508 3445 3358 3434 3471
Vehs Exited 3358 3515 3505 3445 3323 3453 3416
Starting Vehs 377 393 377 379 374 405 394
Ending Vehs 405 440 380 379 409 386 449
Travel Distance (mi) 1794 1897 1867 1827 1763 1831 1831 Travel Time (hr) 100.1 107.6 103.3 97.5 96.7 100.6 99.7 Total Delay (hr) 34.8 38.6 35.5 31.1 32.5 33.8 33.0
Total Stops 3076 3218 3048 2829 2877 3059 3056
Fuel Used (gal) 73.2 78.2 75.7 73.3 71.5 74.8 73.9
Interval #1 Information
Start Time 3:15
End Time 3:30
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3435 3594 3456 3467
Vehs Exited 3435 3573 3468 3450
Starting Vehs 409 397 407 391
Ending Vehs 409 418 395 406
Travel Distance (mi) 1830 1902 1841 1838
Travel Time (hr) 100.8 104.8 100.5 101.2
Total Delay (hr) 34.1 35.4 33.3 34.2
Total Stops 2935 3165 2935 3021
Fuel Used (gal) 74.1 76.8 74.6 74.6
ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

Page 3 ends

Interval #2 Information
Start Time 3:30
End Time 3:45
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3734 3631 3603 3743 3815 3799 3787
Vehs Exited 3715 3632 3549 3640 3748 3751 3731
Starting Vehs 405 440 380 379 409 386 449
Ending Vehs 424 439 434 482 476 434 505
Travel Distance (mi) 1968 1932 1896 1936 2014 2001 1980 Travel Time (hr) 112.7 108.2 105.1 107.8 113.6 117.4 114.6 Total Delay (hr) 41.0 37.8 36.1 37.0 40.3 44.2 42.5
Total Stops 3413 3200 3206 3049 3325 3563 3462
Fuel Used (gal) 80.8 78.8 77.0 78.3 82.2 82.9 81.9
Interval #2 Information
Start Time 3:30
End Time 3:45
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3702 3819 3842 3747
Vehs Exited 3652 3789 3735 3695
Starting Vehs 409 418 395 406
Ending Vehs 459 448 502 461
Travel Distance (mi) 1966 2033 2008 1973
Travel Time (hr) 113.7 117.6 118.6 112.9
Total Delay (hr) 42.1 43.7 45.4 41.0
Total Stops 3447 3397 3638 3365
Fuel Used (gal) 80.9 84.4 83.5 81.1
ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

Page 4 ends

Interval #3 Information
Start Time 3:45
End Time 4:00
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3437 3496 3547 3478 3451 3476 3395
Vehs Exited 3467 3451 3555 3546 3503 3455 3458
Starting Vehs 424 439 434 482 476 434 505
Ending Vehs 394 484 426 414 424 455 442
Travel Distance (mi) 1829 1847 1888 1879 1873 1847 1806 Travel Time (hr) 100.6 105.4 105.1 107.1 103.3 102.9 99.0 Total Delay (hr) 33.8 38.0 36.2 38.6 35.3 35.7 33.1
Total Stops 2978 3161 3111 3199 3120 3169 2879
Fuel Used (gal) 74.3 76.0 76.6 77.3 76.2 74.9 73.4
Interval #3 Information
Start Time 3:45
End Time 4:00
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3477 3380 3330 3446
Vehs Exited 3507 3408 3454 3480
Starting Vehs 459 448 502 461
Ending Vehs 429 420 378 426
Travel Distance (mi) 1850 1803 1812 1844
Travel Time (hr) 101.4 99.0 97.8 102.1
Total Delay (hr) 34.1 32.9 31.7 35.0
Total Stops 2977 2935 2844 3038
Fuel Used (gal) 74.7 72.7 73.1 74.9
ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

Page 5 ends

Interval #4 Information Recording
Start Time 4:00
End Time 4:15
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3533 3421 3536 3520 3420 3550 3544
Vehs Exited 3506 3552 3539 3507 3403 3609 3551
Starting Vehs 394 484 426 414 424 455 442
Ending Vehs 421 353 423 427 441 396 435
Travel Distance (mi) 1867 1842 1867 1881 1801 1900 1879 Travel Time (hr) 103.6 101.9 102.3 105.5 98.1 108.0 105.5 Total Delay (hr) 35.5 35.0 34.3 36.8 32.8 38.7 36.8
Total Stops 2994 3092 3063 3133 2926 3229 3204
Fuel Used (gal) 75.5 75.2 75.8 76.5 72.9 78.1 76.8
Interval #4 Information Recording
Start Time 4:00
End Time 4:15
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3470 3517 3435 3495
Vehs Exited 3486 3570 3401 3512
Starting Vehs 429 420 378 426
Ending Vehs 413 367 412 410
Travel Distance (mi) 1860 1882 1810 1859
Travel Time (hr) 107.4 106.0 100.3 103.9
Total Delay (hr) 39.3 37.2 34.2 36.1
Total Stops 3347 3174 3037 3116
Fuel Used (gal) 76.7 77.5 73.6 75.9
ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Performance Report DEFAULT
SimTraffic Report

Page 6 ends

3: Sunrise Blvd & US50 EB Ramps Performance by movement Movement EBL EBR NBT SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0
Total Delay (hr) 15.8 1.5 7.8 4.9 29.9
Total Del/Veh (s) 39.7 12.3 14.8 12.9 21.0
Stop Delay (hr) 13.3 1.3 5.8 3.6 24.0
Stop Del/Veh (s) 33.4 11.1 11.1 9.4 16.9
4: US50 WB Ramps & Sunrise Blvd Performance by movement Movement WBL WBR NBT SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.2 0.2 0.0 0.0 0.0
Total Delay (hr) 2.3 3.3 9.0 3.5 18.1
Total Del/Veh (s) 25.5 26.3 11.9 8.2 13.0
Stop Delay (hr) 2.0 2.9 4.5 2.0 11.3
Stop Del/Veh (s) 21.8 23.1 5.9 4.7 8.1
5: Zinfandel Dr & White Rock Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 Denied Del/Veh (s) 0.0 0.0 0.0 2.9 0.1 0.3 2.4 0.4 0.5 0.0 0.0 0.0 Total Delay (hr) 5.1 0.7 0.1 0.7 1.4 4.0 0.9 9.9 0.3 6.1 7.6 0.7 Total Del/Veh (s) 61.3 42.5 11.6 65.2 52.3 23.2 68.4 29.4 29.6 61.2 22.5 8.2 Stop Delay (hr) 4.8 0.6 0.1 0.7 1.2 3.5 0.8 7.7 0.3 5.6 5.7 0.4 Stop Del/Veh (s) 57.0 38.6 11.5 61.7 45.6 20.0 63.6 22.8 24.8 55.6 16.9 4.5 5: Zinfandel Dr & White Rock Rd Performance by movement Movement All
Denied Delay (hr) 0.2
Denied Del/Veh (s) 0.2
Total Delay (hr) 37.5
Total Del/Veh (s) 31.3
Stop Delay (hr) 31.2
Stop Del/Veh (s) 26.0
ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Performance Report DEFAULT
SimTraffic Report

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6: US50 EB Ramps & Zinfandel Dr Performance by movement Movement EBL EBT EBR WBR NBT NBR SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0
Total Delay (hr) 5.9 0.6 1.7 1.0 11.8 0.0 4.4 25.4
Total Del/Veh (s) 35.1 27.2 8.8 8.8 19.9 20.7 14.0 18.1 Stop Delay (hr) 5.3 0.6 1.1 0.7 7.7 0.0 3.7 19.1
Stop Del/Veh (s) 31.6 25.6 5.8 6.3 13.0 14.5 11.6 13.6
7: US50 WB Ramps Performance by movement
Movement WBL WBR NBT SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.1
Denied Del/Veh (s) 0.3 0.2 0.0 0.0 0.1
Total Delay (hr) 3.8 1.2 1.6 0.9 7.4
Total Del/Veh (s) 36.0 12.7 4.0 3.5 8.9
Stop Delay (hr) 3.5 1.0 0.9 0.5 5.8
Stop Del/Veh (s) 33.1 10.5 2.3 1.9 7.0
9: Performance by movement
Movement NBT NBR SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0 0.0
Total Delay (hr) 1.2 1.7 0.3 3.2
Total Del/Veh (s) 3.2 5.3 0.8 3.0
Stop Delay (hr) 0.0 0.0 0.0 0.0
Stop Del/Veh (s) 0.0 0.0 0.1 0.0
10: Performance by movement
Movement NBT SBT SBR All
Denied Delay (hr) 0.0 0.1 0.1 0.1
Denied Del/Veh (s) 0.0 0.3 0.4 0.1
Total Delay (hr) 0.5 0.2 0.1 0.8
Total Del/Veh (s) 1.0 0.8 1.1 1.0
Stop Delay (hr) 0.1 0.0 0.0 0.1
Stop Del/Veh (s) 0.2 0.0 0.2 0.1
ITEM 21.1. ATTACHMENT 1

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Baseline
Queuing and Blocking Report DEFAULT
SimTraffic Report

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Intersection: 3: Sunrise Blvd & US50 EB Ramps
Movement EB EB EB EB EB NB NB NB NB SB SB SB
Directions Served L L L R R T T T T T T T
Maximum Queue (ft) 384 409 411 132 131 300 274 274 83 261 268 228 Average Queue (ft) 259 277 286 65 69 272 164 145 18 153 149 137 95th Queue (ft) 345 363 374 110 112 318 257 243 58 233 233 215 Link Distance (ft) 1013 1013 1013 1013 54 54 54 54 204 204 204 Upstream Blk Time (%) 35 29 28 3 1 1 1
Queuing Penalty (veh) 165 137 133 15 6 5 3
Storage Bay Dist (ft) 510
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: US50 WB Ramps & Sunrise Blvd
Movement WB WB WB WB NB NB NB SB SB SB
Directions Served L L R R T T T T T T
Maximum Queue (ft) 153 160 188 188 346 348 370 187 208 219 Average Queue (ft) 65 88 101 99 204 210 208 94 106 117
95th Queue (ft) 120 135 164 160 316 327 327 152 169 186 Link Distance (ft) 2272 2272 243 243 243 377 377 377
Upstream Blk Time (%) 3 3 4
Queuing Penalty (veh) 27 29 33
Storage Bay Dist (ft) 416 250
Storage Blk Time (%)
Queuing Penalty (veh)
ITEM 21.1. ATTACHMENT 1

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Baseline
Queuing and Blocking Report DEFAULT
SimTraffic Report

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Intersection: 5: Zinfandel Dr & White Rock Rd
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L T T TR L L T TR R L L
Maximum Queue (ft) 234 258 225 54 86 19 83 157 275 245 46 167 Average Queue (ft) 111 156 35 16 21 1 32 63 154 142 7 54 95th Queue (ft) 211 241 142 42 56 9 72 123 231 223 31 131 Link Distance (ft) 411 411 351 351 351
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 263 263 167 237 237 143 143
Storage Blk Time (%) 0 1 0 0
Queuing Penalty (veh) 0 0 0 0
Intersection: 5: Zinfandel Dr & White Rock Rd
Movement NB NB NB SB SB SB SB SB SB
Directions Served T T TR L L T T T R
Maximum Queue (ft) 345 383 410 217 236 268 291 298 144
Average Queue (ft) 195 238 267 126 139 128 146 157 43
95th Queue (ft) 302 348 386 192 208 227 244 253 108
Link Distance (ft) 391 391 391 488 488 488 488 488 488
Upstream Blk Time (%) 0 0 1
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft)
Storage Blk Time (%) 15
Queuing Penalty (veh) 7
ITEM 21.1. ATTACHMENT 1

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Baseline
Queuing and Blocking Report DEFAULT
SimTraffic Report

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Intersection: 6: US50 EB Ramps & Zinfandel Dr
Movement EB EB EB EB EB EB B14 WB WB NB NB NB
Directions Served L L T T R R T R R T T T
Maximum Queue (ft) 287 362 69 239 289 240 12 169 164 338 380 439 Average Queue (ft) 120 208 26 28 126 47 0 80 56 159 199 221 95th Queue (ft) 214 314 58 142 284 192 10 152 125 282 332 364 Link Distance (ft) 440 440 440 440 1753 568 568 488 488 488 Upstream Blk Time (%) 0 0 0 0
Queuing Penalty (veh) 0 0 0 0
Storage Bay Dist (ft) 200 200
Storage Blk Time (%) 5 0
Queuing Penalty (veh) 2 0
Intersection: 6: US50 EB Ramps & Zinfandel Dr
Movement NB SB SB SB
Directions Served TR T T T
Maximum Queue (ft) 447 185 174 168
Average Queue (ft) 249 131 115 119
95th Queue (ft) 399 199 184 188
Link Distance (ft) 488 50 50 50
Upstream Blk Time (%) 0 27 27 26
Queuing Penalty (veh) 0 100 100 97
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: US50 WB Ramps
Movement WB WB WB WB NB NB NB SB SB
Directions Served L L LR R T T T T T
Maximum Queue (ft) 133 164 186 155 187 176 144 172 153
Average Queue (ft) 61 87 108 71 79 78 68 67 64
95th Queue (ft) 106 134 161 124 154 148 127 130 128
Link Distance (ft) 1501 1501 101 101 101 129 129
Upstream Blk Time (%) 3 2 1 0 0
Queuing Penalty (veh) 13 9 6 2 2
Storage Bay Dist (ft) 185 185
Storage Blk Time (%) 0 0 0 0
Queuing Penalty (veh) 0 0 0 0
ITEM 21.1. ATTACHMENT 1

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Appendix D

Analysis Worksheets for
Cumulative Conditions
ITEM 21.1. ATTACHMENT 1

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Queues
1: White Rock Rd & Kilgore Rd 05/26/2022
NP Cumulative AM Residences at Capital Center 12:40 pm 01/11/2022 Cumulative Baseline Synchro 11 Report Kimley-Horn Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 98 402 22 120 717 87 109 152 76 163 v/c Ratio 0.44 0.49 0.05 0.48 0.62 0.38 0.45 0.45 0.38 0.41 Control Delay 31.5 21.9 0.2 30.8 22.2 29.4 30.8 10.2 31.4 25.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 31.5 21.9 0.2 30.8 22.2 29.4 30.8 10.2 31.4 25.2 Queue Length 50th (ft) 30 58 0 36 74 26 33 0 23 22
Queue Length 95th (ft) 83 120 0 95 135 74 89 47 69 57
Internal Link Dist (ft) 445 491 394 408
Turn Bay Length (ft) 310 375 210 190 290 140
Base Capacity (vph) 819 3516 1573 1147 5004 1311 1380 1212 1311 2523 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.12 0.11 0.01 0.10 0.14 0.07 0.08 0.13 0.06 0.06 Intersection Summary
ITEM 21.1. ATTACHMENT 1

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HCM 6th Signalized Intersection Summary
1: White Rock Rd & Kilgore Rd 05/26/2022
NP Cumulative AM Residences at Capital Center 12:40 pm 01/11/2022 Cumulative Baseline Synchro 11 Report Kimley-Horn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 370 20 110 590 70 80 100 140 70 110 40 Future Volume (veh/h) 90 370 20 110 590 70 80 100 140 70 110 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 98 402 22 120 641 76 87 109 152 76 120 43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 124 682 304 153 921 108 246 258 219 161 234 81 Arrive On Green 0.07 0.19 0.19 0.09 0.20 0.20 0.14 0.14 0.14 0.09 0.09 0.09 Sat Flow, veh/h 1781 3554 1585 1781 4633 544 1781 1870 1585 1781 2595 892 Grp Volume(v), veh/h 98 402 22 120 469 248 87 109 152 76 81 82 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1702 1772 1781 1870 1585 1781 1777 1710 Q Serve(g_s), s 2.3 4.4 0.5 2.8 5.5 5.6 1.9 2.3 3.9 1.7 1.9 2.0 Cycle Q Clear(g_c), s 2.3 4.4 0.5 2.8 5.5 5.6 1.9 2.3 3.9 1.7 1.9 2.0 Prop In Lane 1.00 1.00 1.00 0.31 1.00 1.00 1.00 0.52
Lane Grp Cap(c), veh/h 124 682 304 153 677 353 246 258 219 161 161 155 V/C Ratio(X) 0.79 0.59 0.07 0.78 0.69 0.70 0.35 0.42 0.70 0.47 0.50 0.53 Avail Cap(c_a), veh/h 1037 5794 2584 1452 5550 2890 1660 1743 1477 1660 1655 1593 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.7 15.8 14.2 19.2 16.0 16.0 16.8 16.9 17.6 18.6 18.6 18.7 Incr Delay (d2), s/veh 4.1 0.3 0.0 3.3 0.5 1.0 0.3 0.4 1.5 0.8 0.9 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 1.6 0.2 1.2 1.9 2.0 0.7 0.9 1.3 0.7 0.7 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.8 16.1 14.3 22.5 16.5 17.0 17.1 17.3 19.1 19.4 19.5 19.7 LnGrp LOS C B B C B B B B B B B B
Approach Vol, veh/h 522 837 348 239
Approach Delay, s/veh 17.5 17.5 18.1 19.5
Approach LOS B B B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.5 13.7 9.4 8.8 13.4 11.3
Change Period (Y+Rc), s 5.5 * 5.2 5.5 * 5.1 * 5.2 5.4
Max Green Setting (Gmax), s 25.0 * 70 40.0 * 35 * 70 40.0 Max Q Clear Time (g_c+I1), s 4.3 7.6 4.0 4.8 6.4 5.9
Green Ext Time (p_c), s 0.0 1.0 0.1 0.0 0.6 0.1
Intersection Summary
HCM 6th Ctrl Delay 17.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 21.1. ATTACHMENT 1

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Queues
2: White Rock Rd & Sunrise Blvd 05/26/2022
NP Cumulative AM Residences at Capital Center 12:40 pm 01/11/2022 Cumulative Baseline Synchro 11 Report Kimley-Horn Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 250 217 141 87 293 130 424 870 76 261 870 152 v/c Ratio 0.64 0.29 0.32 0.41 0.36 0.36 0.70 0.44 0.11 0.65 0.52 0.25 Control Delay 56.1 39.0 8.8 59.8 44.0 11.2 50.1 25.1 4.7 55.8 30.7 9.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 56.1 39.0 8.8 59.8 44.0 11.2 50.1 25.1 4.7 55.8 30.7 9.1 Queue Length 50th (ft) 84 65 0 29 65 0 139 154 0 88 173 14 Queue Length 95th (ft) 156 124 56 68 118 58 243 239 27 162 261 66 Internal Link Dist (ft) 802 424 689 453
Turn Bay Length (ft) 265 600 205 185 278 170 251 175
Base Capacity (vph) 829 1367 698 829 1975 694 829 3449 1100 829 3439 1110 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.30 0.16 0.20 0.10 0.15 0.19 0.51 0.25 0.07 0.31 0.25 0.14 Intersection Summary
ITEM 21.1. ATTACHMENT 1

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HCM 6th Signalized Intersection Summary
2: White Rock Rd & Sunrise Blvd 05/26/2022
NP Cumulative AM Residences at Capital Center 12:40 pm 01/11/2022 Cumulative Baseline Synchro 11 Report Kimley-Horn Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 230 200 130 80 270 120 390 800 70 240 800 140 Future Volume (veh/h) 230 200 130 80 270 120 390 800 70 240 800 140 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 250 217 141 87 293 130 424 870 76 261 870 152 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 326 771 344 145 842 261 500 2007 623 337 1766 548 Arrive On Green 0.09 0.22 0.22 0.04 0.16 0.16 0.14 0.39 0.39 0.10 0.35 0.35 Sat Flow, veh/h 3456 3554 1585 3456 5106 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 250 217 141 87 293 130 424 870 76 261 870 152 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1702 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 6.4 4.6 7.0 2.3 4.6 6.8 10.9 11.3 2.8 6.7 12.2 6.3 Cycle Q Clear(g_c), s 6.4 4.6 7.0 2.3 4.6 6.8 10.9 11.3 2.8 6.7 12.2 6.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 326 771 344 145 842 261 500 2007 623 337 1766 548 V/C Ratio(X) 0.77 0.28 0.41 0.60 0.35 0.50 0.85 0.43 0.12 0.78 0.49 0.28 Avail Cap(c_a), veh/h 949 1562 697 949 2244 697 949 3927 1219 949 3927 1219 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.2 29.7 30.6 42.8 33.7 34.6 38.0 20.2 17.6 40.1 23.5 21.5 Incr Delay (d2), s/veh 1.4 0.1 0.3 1.5 0.8 5.0 1.6 0.3 0.2 1.5 0.4 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 2.0 2.6 1.0 2.0 2.9 4.6 4.4 1.0 2.9 4.8 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.7 29.8 30.9 44.3 34.5 39.5 39.5 20.5 17.8 41.6 23.9 22.1 LnGrp LOS D C C D C D D C B D C C
Approach Vol, veh/h 608 510 1370 1283
Approach Delay, s/veh 34.9 37.5 26.2 27.3
Approach LOS C D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.7 37.3 14.1 21.0 14.4 41.6 9.3 25.8 Change Period (Y+Rc), s 5.5 * 5.8 5.5 * 6 5.5 * 5.8 5.5 6.0 Max Green Setting (Gmax), s 25.0 * 70 25.0 * 40 25.0 * 70 25.0 40.0 Max Q Clear Time (g_c+I1), s 12.9 14.2 8.4 8.8 8.7 13.3 4.3 9.0 Green Ext Time (p_c), s 0.3 17.2 0.2 6.2 0.2 16.2 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 29.5
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

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Summary of All Intervals
Run Number 1 2 3 4 5 6 7
Start Time 6:50 6:50 6:50 6:50 6:50 6:50 6:50
End Time 8:00 8:00 8:00 8:00 8:00 8:00 8:00
Total Time (min) 70 70 70 70 70 70 70
Time Recorded (min) 60 60 60 60 60 60 60
# of Intervals 5 5 5 5 5 5 5
# of Recorded Intervals 4 4 4 4 4 4 4
Vehs Entered 13083 13230 13264 13153 13220 13221 13239
Vehs Exited 13105 13327 13217 13151 13202 13240 13232
Starting Vehs 412 441 356 444 424 364 420
Ending Vehs 390 344 403 446 442 345 427
Travel Distance (mi) 6977 7064 7030 7029 7046 7063 7038 Travel Time (hr) 405.7 403.1 407.6 406.1 423.9 399.3 398.5 Total Delay (hr) 151.8 146.1 152.3 149.9 167.6 142.2 142.8 Total Stops 12769 12666 13155 12805 14202 12451 12546
Fuel Used (gal) 287.3 290.0 290.3 290.1 294.1 288.4 287.8 Summary of All Intervals
Run Number 8 9 10 Avg
Start Time 6:50 6:50 6:50 6:50
End Time 8:00 8:00 8:00 8:00
Total Time (min) 70 70 70 70
Time Recorded (min) 60 60 60 60
# of Intervals 5 5 5 5
# of Recorded Intervals 4 4 4 4
Vehs Entered 12838 13130 13019 13137
Vehs Exited 12821 13092 13082 13146
Starting Vehs 403 387 414 408
Ending Vehs 420 425 351 397
Travel Distance (mi) 6846 6990 6923 7001
Travel Time (hr) 386.9 405.9 390.0 402.7
Total Delay (hr) 138.2 151.9 138.0 148.1
Total Stops 12119 13173 12140 12801
Fuel Used (gal) 279.3 289.2 282.1 287.9
Interval #0 Information Seeding
Start Time 6:50
End Time 7:00
Total Time (min) 10
Volumes adjusted by Growth Factors.

No data recorded this interval.

ITEM 21.1. ATTACHMENT 1

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SimTraffic Simulation Summary DEFAULT
SimTraffic Report

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Interval #1 Information
Start Time 7:00
End Time 7:15
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3185 3242 3253 3141 3187 3204 3247
Vehs Exited 3266 3317 3230 3251 3216 3202 3283
Starting Vehs 412 441 356 444 424 364 420
Ending Vehs 331 366 379 334 395 366 384
Travel Distance (mi) 1715 1733 1734 1706 1702 1707 1740 Travel Time (hr) 97.0 98.4 101.6 97.6 98.0 94.4 94.9
Total Delay (hr) 34.5 35.2 38.7 35.4 36.3 32.3 31.8
Total Stops 2982 3116 3299 3145 3295 2907 2878
Fuel Used (gal) 70.2 71.4 72.0 70.4 69.9 68.9 70.3
Interval #1 Information
Start Time 7:00
End Time 7:15
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3227 3210 3215 3208
Vehs Exited 3241 3183 3236 3242
Starting Vehs 403 387 414 408
Ending Vehs 389 414 393 377
Travel Distance (mi) 1739 1700 1723 1720
Travel Time (hr) 97.8 99.0 97.3 97.6
Total Delay (hr) 34.7 37.0 34.8 35.1
Total Stops 2982 3157 2998 3075
Fuel Used (gal) 70.7 70.3 69.8 70.4
ITEM 21.1. ATTACHMENT 1

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SimTraffic Simulation Summary DEFAULT
SimTraffic Report

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Interval #2 Information
Start Time 7:15
End Time 7:30
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3533 3567 3389 3508 3511 3510 3489
Vehs Exited 3424 3514 3360 3408 3422 3466 3446
Starting Vehs 331 366 379 334 395 366 384
Ending Vehs 440 419 408 434 484 410 427
Travel Distance (mi) 1845 1911 1783 1843 1850 1862 1840 Travel Time (hr) 110.9 111.9 103.0 109.7 114.6 105.8 104.1 Total Delay (hr) 43.6 42.5 38.3 42.6 47.5 38.1 37.2
Total Stops 3604 3501 3330 3507 3816 3262 3269
Fuel Used (gal) 76.7 79.3 73.1 76.5 78.2 76.0 75.2
Interval #2 Information
Start Time 7:15
End Time 7:30
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3305 3403 3418 3462
Vehs Exited 3299 3374 3380 3407
Starting Vehs 389 414 393 377
Ending Vehs 395 443 431 426
Travel Distance (mi) 1764 1801 1804 1830
Travel Time (hr) 105.8 104.2 102.4 107.3
Total Delay (hr) 41.9 38.9 36.6 40.7
Total Stops 3466 3389 3185 3430
Fuel Used (gal) 73.7 74.6 73.9 75.7
ITEM 21.1. ATTACHMENT 1

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SimTraffic Simulation Summary DEFAULT
SimTraffic Report

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Interval #3 Information
Start Time 7:30
End Time 7:45
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3178 3180 3334 3203 3250 3293 3302
Vehs Exited 3221 3244 3315 3275 3323 3302 3291
Starting Vehs 440 419 408 434 484 410 427
Ending Vehs 397 355 427 362 411 401 438
Travel Distance (mi) 1726 1719 1770 1740 1756 1751 1759 Travel Time (hr) 101.9 97.1 104.4 98.9 107.4 101.4 99.6 Total Delay (hr) 39.4 34.3 40.0 35.6 43.4 37.6 35.4
Total Stops 3232 2999 3505 3022 3713 3351 3157
Fuel Used (gal) 71.5 69.9 73.5 71.8 74.2 72.3 72.1
Interval #3 Information
Start Time 7:30
End Time 7:45
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3155 3193 3264 3234
Vehs Exited 3230 3250 3289 3274
Starting Vehs 395 443 431 426
Ending Vehs 320 386 406 386
Travel Distance (mi) 1696 1722 1733 1737
Travel Time (hr) 92.4 100.7 98.4 100.2
Total Delay (hr) 30.7 38.2 35.2 37.0
Total Stops 2826 3396 3101 3230
Fuel Used (gal) 68.5 71.5 70.9 71.6
ITEM 21.1. ATTACHMENT 1

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SimTraffic Simulation Summary DEFAULT
SimTraffic Report

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Interval #4 Information Recording
Start Time 7:45
End Time 8:00
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3187 3241 3288 3301 3272 3214 3201
Vehs Exited 3194 3252 3312 3217 3241 3270 3212
Starting Vehs 397 355 427 362 411 401 438
Ending Vehs 390 344 403 446 442 345 427
Travel Distance (mi) 1691 1701 1743 1740 1737 1743 1699 Travel Time (hr) 95.9 95.8 98.6 99.9 103.9 97.6 99.9
Total Delay (hr) 34.4 34.1 35.3 36.3 40.4 34.2 38.3
Total Stops 2951 3050 3021 3131 3378 2931 3242
Fuel Used (gal) 69.0 69.4 71.7 71.3 71.8 71.2 70.2
Interval #4 Information Recording
Start Time 7:45
End Time 8:00
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3151 3324 3122 3227
Vehs Exited 3051 3285 3177 3222
Starting Vehs 320 386 406 386
Ending Vehs 420 425 351 397
Travel Distance (mi) 1648 1767 1663 1713
Travel Time (hr) 90.9 102.0 91.8 97.6
Total Delay (hr) 31.0 37.8 31.5 35.3
Total Stops 2845 3231 2856 3060
Fuel Used (gal) 66.4 72.9 67.4 70.1
ITEM 21.1. ATTACHMENT 1

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SimTraffic Performance Report DEFAULT
SimTraffic Report

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3: Sunrise Blvd & US50 EB Ramps Performance by movement Movement EBL EBR NBT SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0
Total Delay (hr) 11.6 3.6 3.9 4.5 23.5
Total Del/Veh (s) 36.3 18.1 11.4 11.6 18.9
Stop Delay (hr) 10.0 3.2 2.9 3.2 19.3
Stop Del/Veh (s) 31.4 15.9 8.7 8.1 15.5
4: US50 WB Ramps & Sunrise Blvd Performance by movement Movement WBL WBR NBT SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.2 0.2 0.0 0.0 0.0
Total Delay (hr) 1.7 2.0 5.4 3.7 12.8
Total Del/Veh (s) 16.7 16.5 9.8 9.0 10.8
Stop Delay (hr) 1.4 1.7 2.8 2.0 7.9
Stop Del/Veh (s) 13.1 13.9 5.1 5.0 6.7
5: Zinfandel Dr & White Rock Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 Denied Del/Veh (s) 0.0 0.0 0.0 3.1 0.1 0.2 2.9 1.0 1.1 0.0 0.0 0.0 Total Delay (hr) 4.4 1.1 0.1 1.0 1.1 3.0 0.7 11.9 1.3 9.8 8.1 0.8 Total Del/Veh (s) 60.4 45.2 14.5 64.6 59.3 21.8 74.8 35.6 39.0 64.8 19.8 7.8 Stop Delay (hr) 4.1 1.0 0.1 1.0 1.0 2.6 0.6 9.1 1.0 8.8 5.7 0.4 Stop Del/Veh (s) 56.4 41.0 14.4 61.0 52.8 19.2 70.1 27.3 32.3 57.9 14.0 3.6 5: Zinfandel Dr & White Rock Rd Performance by movement Movement All
Denied Delay (hr) 0.5
Denied Del/Veh (s) 0.4
Total Delay (hr) 43.2
Total Del/Veh (s) 32.9
Stop Delay (hr) 35.4
Stop Del/Veh (s) 27.0
ITEM 21.1. ATTACHMENT 1

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SimTraffic Performance Report DEFAULT
SimTraffic Report

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6: US50 EB Ramps & Zinfandel Dr Performance by movement Movement EBL EBT EBR WBR NBT NBR SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0
Total Delay (hr) 2.8 2.8 6.5 0.1 11.5 0.1 6.4 30.3
Total Del/Veh (s) 31.6 29.1 25.8 2.8 21.2 27.0 17.0 21.7 Stop Delay (hr) 2.6 2.6 5.1 0.0 7.7 0.1 5.4 23.6
Stop Del/Veh (s) 29.2 26.5 20.4 1.4 14.2 20.8 14.3 16.9 7: US50 WB Ramps Performance by movement
Movement WBL WBR NBT SBT All
Denied Delay (hr) 0.1 0.0 0.0 0.0 0.1
Denied Del/Veh (s) 0.3 0.2 0.0 0.0 0.1
Total Delay (hr) 6.8 0.5 1.3 1.3 9.9
Total Del/Veh (s) 36.6 9.7 5.1 5.2 13.3
Stop Delay (hr) 6.1 0.3 0.9 0.8 8.1
Stop Del/Veh (s) 32.8 6.8 3.5 3.3 10.9
9: Performance by movement
Movement NBT NBR SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0 0.0
Total Delay (hr) 0.6 1.2 0.4 2.2
Total Del/Veh (s) 2.5 4.6 0.9 2.3
Stop Delay (hr) 0.0 0.0 0.0 0.0
Stop Del/Veh (s) 0.0 0.0 0.1 0.0
10: Performance by movement
Movement NBT SBT SBR All
Denied Delay (hr) 0.0 0.1 0.0 0.1
Denied Del/Veh (s) 0.0 0.2 0.3 0.1
Total Delay (hr) 0.3 0.2 0.1 0.6
Total Del/Veh (s) 1.0 0.9 0.6 0.9
Stop Delay (hr) 0.0 0.0 0.0 0.0
Stop Del/Veh (s) 0.1 0.0 0.0 0.1
ITEM 21.1. ATTACHMENT 1

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Baseline
Queuing and Blocking Report DEFAULT
SimTraffic Report

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Intersection: 3: Sunrise Blvd & US50 EB Ramps
Movement EB EB EB EB EB B33 NB NB NB NB SB SB
Directions Served L L L R R T T T T T T T
Maximum Queue (ft) 281 293 308 207 213 118 289 180 151 45 273 260 Average Queue (ft) 200 216 223 115 121 4 214 79 66 6 150 143 95th Queue (ft) 265 282 294 182 190 86 303 141 123 27 236 229 Link Distance (ft) 1013 1013 1013 1013 611 54 54 54 54 204 204 Upstream Blk Time (%) 0 30 17 13 0 1 1
Queuing Penalty (veh) 0 91 52 40 1 7 4
Storage Bay Dist (ft) 510
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Sunrise Blvd & US50 EB Ramps
Movement SB
Directions Served T
Maximum Queue (ft) 223
Average Queue (ft) 133
95th Queue (ft) 210
Link Distance (ft) 204
Upstream Blk Time (%) 1
Queuing Penalty (veh) 3
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: US50 WB Ramps & Sunrise Blvd
Movement WB WB WB WB NB NB NB SB SB SB
Directions Served L L R R T T T T T T
Maximum Queue (ft) 114 140 160 148 244 243 255 165 179 202 Average Queue (ft) 54 77 71 73 140 140 143 87 101 115
95th Queue (ft) 94 119 120 119 213 216 223 138 154 175
Link Distance (ft) 2272 2272 243 243 243 377 377 377
Upstream Blk Time (%) 0 0 0
Queuing Penalty (veh) 1 1 2
Storage Bay Dist (ft) 416 250
Storage Blk Time (%)
Queuing Penalty (veh)
ITEM 21.1. ATTACHMENT 1

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Baseline
Queuing and Blocking Report DEFAULT
SimTraffic Report

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Intersection: 5: Zinfandel Dr & White Rock Rd
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L T T TR L L T TR R L L
Maximum Queue (ft) 234 248 204 66 71 84 93 120 208 199 28 168 Average Queue (ft) 90 148 38 23 21 5 45 49 123 108 2 52 95th Queue (ft) 196 227 127 53 51 40 87 98 186 190 16 140 Link Distance (ft) 411 411 351 351 351
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 263 263 167 237 237 143 143
Storage Blk Time (%) 0 1 0 0
Queuing Penalty (veh) 0 0 0 1
Intersection: 5: Zinfandel Dr & White Rock Rd
Movement NB NB NB SB SB SB SB SB SB
Directions Served T T TR L L T T T R
Maximum Queue (ft) 347 397 420 309 321 284 305 313 138
Average Queue (ft) 200 287 337 198 212 137 157 168 41
95th Queue (ft) 314 404 457 282 295 250 268 274 102
Link Distance (ft) 391 391 391 488 488 488 488 488 488
Upstream Blk Time (%) 0 0 8
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft)
Storage Blk Time (%) 15
Queuing Penalty (veh) 5
ITEM 21.1. ATTACHMENT 1

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Baseline
Queuing and Blocking Report DEFAULT
SimTraffic Report

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Intersection: 6: US50 EB Ramps & Zinfandel Dr
Movement EB EB EB EB EB EB B14 B14 WB WB NB NB
Directions Served L L T T R R T T R R T T
Maximum Queue (ft) 123 213 171 524 300 250 789 1105 79 66 286 335 Average Queue (ft) 45 114 94 321 265 187 115 234 13 9 138 181 95th Queue (ft) 99 191 149 622 368 357 643 884 55 42 251 305 Link Distance (ft) 440 440 440 440 1753 1753 568 568 488 488 Upstream Blk Time (%) 10 0 0
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft) 200 200
Storage Blk Time (%) 0 35 2
Queuing Penalty (veh) 0 61 3
Intersection: 6: US50 EB Ramps & Zinfandel Dr
Movement NB NB SB SB SB
Directions Served T TR T T T
Maximum Queue (ft) 402 438 193 186 161
Average Queue (ft) 208 260 163 146 141
95th Queue (ft) 335 412 212 202 190
Link Distance (ft) 488 488 50 50 50
Upstream Blk Time (%) 0 0 34 33 33
Queuing Penalty (veh) 0 1 151 147 149
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: US50 WB Ramps
Movement WB WB WB WB NB NB NB SB SB
Directions Served L L LR R T T T T T
Maximum Queue (ft) 179 210 268 210 178 176 136 177 184
Average Queue (ft) 106 132 162 73 67 68 57 90 89
95th Queue (ft) 164 191 231 176 145 146 120 154 160
Link Distance (ft) 1501 1501 101 101 101 129 129
Upstream Blk Time (%) 3 2 1 1 1
Queuing Penalty (veh) 8 7 4 5 6
Storage Bay Dist (ft) 185 185
Storage Blk Time (%) 0 0 4 0
Queuing Penalty (veh) 0 1 3 0
ITEM 21.1. ATTACHMENT 1

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Residences at Capital Center Cumulative Baseline
1: White Rock Rd & Kilgore Rd Timing Plan: PM Peak Hour Kimley-Horn Synchro 11 Report
Queues Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 76 717 43 239 565 76 109 217 43 206 v/c Ratio 0.46 0.71 0.08 0.63 0.26 0.37 0.50 0.58 0.24 0.54 Control Delay 47.0 30.1 0.3 37.7 15.5 41.5 45.0 12.6 41.0 33.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 47.0 30.1 0.3 37.7 15.5 41.5 45.0 12.6 41.0 33.0 Queue Length 50th (ft) 35 157 0 103 61 34 49 0 19 36
Queue Length 95th (ft) 95 285 0 222 110 93 123 67 61 89 Internal Link Dist (ft) 445 491 394 408
Turn Bay Length (ft) 310 375 210 190 290 140
Base Capacity (vph) 599 3095 1397 838 4614 958 1008 956 958 1835 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.13 0.23 0.03 0.29 0.12 0.08 0.11 0.23 0.04 0.11 Intersection Summary
ITEM 21.1. ATTACHMENT 1

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Residences at Capital Center Cumulative Baseline
1: White Rock Rd & Kilgore Rd Timing Plan: PM Peak Hour Kimley-Horn Synchro 11 Report
HCM 6th Signalized Intersection Summary Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 660 40 220 440 80 70 100 200 40 120 70 Future Volume (veh/h) 70 660 40 220 440 80 70 100 200 40 120 70 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 76 717 43 239 478 87 76 109 217 43 130 76 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 97 855 381 286 1483 264 295 310 263 168 208 115 Arrive On Green 0.05 0.24 0.24 0.16 0.34 0.34 0.17 0.17 0.17 0.09 0.09 0.09 Sat Flow, veh/h 1781 3554 1585 1781 4359 776 1781 1870 1585 1781 2211 1217 Grp Volume(v), veh/h 76 717 43 239 371 194 76 109 217 43 103 103 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1702 1731 1781 1870 1585 1781 1777 1651 Q Serve(g_s), s 2.6 12.0 1.3 8.1 5.0 5.2 2.3 3.2 8.3 1.4 3.5 3.8 Cycle Q Clear(g_c), s 2.6 12.0 1.3 8.1 5.0 5.2 2.3 3.2 8.3 1.4 3.5 3.8 Prop In Lane 1.00 1.00 1.00 0.45 1.00 1.00 1.00 0.74
Lane Grp Cap(c), veh/h 97 855 381 286 1158 589 295 310 263 168 168 156 V/C Ratio(X) 0.78 0.84 0.11 0.84 0.32 0.33 0.26 0.35 0.83 0.26 0.61 0.66 Avail Cap(c_a), veh/h 712 3977 1774 997 3810 1937 1139 1196 1014 1139 1136 1056 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.2 22.6 18.5 25.5 15.3 15.3 22.7 23.1 25.2 26.3 27.2 27.4 Incr Delay (d2), s/veh 5.1 0.9 0.0 2.5 0.1 0.1 0.2 0.3 2.5 0.3 1.4 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 4.7 0.5 3.4 1.8 1.9 0.9 1.4 3.1 0.6 1.5 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.3 23.5 18.6 28.0 15.3 15.5 22.9 23.4 27.7 26.6 28.6 29.2 LnGrp LOS C C B C B B C C C C C C
Approach Vol, veh/h 836 804 402 249
Approach Delay, s/veh 24.2 19.1 25.6 28.5
Approach LOS C B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.9 26.5 11.4 15.1 20.3 15.8
Change Period (Y+Rc), s 5.5 * 5.2 5.5 * 5.1 * 5.2 5.4
Max Green Setting (Gmax), s 25.0 * 70 40.0 * 35 * 70 40.0 Max Q Clear Time (g_c+I1), s 4.6 7.2 5.8 10.1 14.0 10.3 Green Ext Time (p_c), s 0.0 0.7 0.2 0.1 1.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 23.1
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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Residences at Capital Center Cumulative Baseline
2: White Rock Rd & Sunrise Blvd Timing Plan: PM Peak Hour Kimley-Horn Synchro 11 Report
Queues Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 228 413 370 152 348 337 337 1011 65 261 1120 228 v/c Ratio 0.67 0.56 0.66 0.59 0.37 0.66 0.75 0.47 0.09 0.70 0.55 0.32 Control Delay 71.5 51.9 18.2 73.9 50.2 19.0 69.3 28.7 3.2 70.8 32.2 12.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 71.5 51.9 18.2 73.9 50.2 19.0 69.3 28.7 3.2 70.8 32.2 12.6 Queue Length 50th (ft) 96 166 56 64 95 49 142 214 0 110 256 44 Queue Length 95th (ft) 181 274 194 130 160 179 253 354 20 203 415 135 Internal Link Dist (ft) 802 424 689 453
Turn Bay Length (ft) 265 600 205 185 278 170 251 175
Base Capacity (vph) 686 1147 710 686 1634 692 686 2875 931 686 2846 948 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.33 0.36 0.52 0.22 0.21 0.49 0.49 0.35 0.07 0.38 0.39 0.24 Intersection Summary
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Residences at Capital Center Cumulative Baseline
2: White Rock Rd & Sunrise Blvd Timing Plan: PM Peak Hour Kimley-Horn Synchro 11 Report
HCM 6th Signalized Intersection Summary Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 210 380 340 140 320 310 310 930 60 240 1030 210 Future Volume (veh/h) 210 380 340 140 320 310 310 930 60 240 1030 210 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 228 413 370 152 348 337 337 1011 65 261 1120 228 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 281 1004 448 204 1330 413 390 1999 621 314 1887 586 Arrive On Green 0.08 0.28 0.28 0.06 0.26 0.26 0.11 0.39 0.39 0.09 0.37 0.37 Sat Flow, veh/h 3456 3554 1585 3456 5106 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 228 413 370 152 348 337 337 1011 65 261 1120 228 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1702 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 8.4 12.2 28.3 5.6 7.0 25.9 12.4 19.5 3.4 9.6 23.0 13.7 Cycle Q Clear(g_c), s 8.4 12.2 28.3 5.6 7.0 25.9 12.4 19.5 3.4 9.6 23.0 13.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 281 1004 448 204 1330 413 390 1999 621 314 1887 586 V/C Ratio(X) 0.81 0.41 0.83 0.74 0.26 0.82 0.86 0.51 0.10 0.83 0.59 0.39 Avail Cap(c_a), veh/h 666 1096 489 666 1575 489 666 2756 856 666 2756 856 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.6 37.8 43.5 60.0 38.1 45.0 56.5 29.9 25.0 58.0 33.0 30.1 Incr Delay (d2), s/veh 2.1 0.1 9.4 2.0 0.4 14.0 2.6 0.4 0.1 2.2 0.6 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 5.4 12.2 2.5 3.0 11.8 5.6 8.1 1.3 4.3 9.6 5.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.7 37.9 52.9 62.0 38.4 59.0 59.1 30.3 25.2 60.1 33.6 31.0 LnGrp LOS E D D E D E E C C E C C
Approach Vol, veh/h 1011 837 1413 1609
Approach Delay, s/veh 48.5 51.0 37.0 37.5
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.1 53.7 16.1 39.8 17.3 56.6 13.2 42.6 Change Period (Y+Rc), s 5.5 * 5.8 5.5 * 6 5.5 * 5.8 5.5 6.0 Max Green Setting (Gmax), s 25.0 * 70 25.0 * 40 25.0 * 70 25.0 40.0 Max Q Clear Time (g_c+I1), s 14.4 25.0 10.4 27.9 11.6 21.5 7.6 30.3 Green Ext Time (p_c), s 0.2 23.0 0.1 5.9 0.2 18.7 0.1 1.0 Intersection Summary
HCM 6th Ctrl Delay 42.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 21.1. ATTACHMENT 1

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SimTraffic Simulation Summary
SimTraffic Report

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Summary of All Intervals
Run Number 1 2 3 4 5 6 7
Start Time 3:05 3:05 3:05 3:05 3:05 3:05 3:05
End Time 4:15 4:15 4:15 4:15 4:15 4:15 4:15
Total Time (min) 70 70 70 70 70 70 70
Time Recorded (min) 60 60 60 60 60 60 60
# of Intervals 5 5 5 5 5 5 5
# of Recorded Intervals 4 4 4 4 4 4 4
Vehs Entered 15233 15176 15312 15005 14976 15117 15011
Vehs Exited 15191 15193 15301 14984 15003 15144 14956
Starting Vehs 417 421 455 461 427 449 397
Ending Vehs 459 404 466 482 400 422 452
Travel Distance (mi) 7897 7861 7947 7787 7783 7870 7808 Travel Time (hr) 477.5 460.7 494.0 498.9 463.1 471.4 461.1 Total Delay (hr) 189.6 175.0 204.9 215.4 179.6 184.6 177.3 Total Stops 14317 14008 14440 14162 13978 14135 14354
Fuel Used (gal) 332.6 327.9 338.3 334.9 326.6 330.6 326.4 Summary of All Intervals
Run Number 8 9 10 Avg
Start Time 3:05 3:05 3:05 3:05
End Time 4:15 4:15 4:15 4:15
Total Time (min) 70 70 70 70
Time Recorded (min) 60 60 60 60
# of Intervals 5 5 5 5
# of Recorded Intervals 4 4 4 4
Vehs Entered 15025 15250 15010 15112
Vehs Exited 15052 15228 14985 15105
Starting Vehs 432 432 451 433
Ending Vehs 405 454 476 442
Travel Distance (mi) 7825 7891 7792 7846
Travel Time (hr) 464.9 469.7 454.5 471.6
Total Delay (hr) 180.7 182.7 170.7 186.0
Total Stops 14077 14159 13992 14156
Fuel Used (gal) 327.3 332.2 324.2 330.1
Interval #0 Information Seeding
Start Time 3:05
End Time 3:15
Total Time (min) 10
Volumes adjusted by Growth Factors.

No data recorded this interval.

ITEM 21.1. ATTACHMENT 1

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SimTraffic Simulation Summary
SimTraffic Report

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Interval #1 Information
Start Time 3:15
End Time 3:30
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3740 3836 3644 3642 3648 3647 3698
Vehs Exited 3733 3805 3662 3703 3616 3665 3592
Starting Vehs 417 421 455 461 427 449 397
Ending Vehs 424 452 437 400 459 431 503
Travel Distance (mi) 1949 1996 1886 1912 1882 1922 1894 Travel Time (hr) 115.7 115.6 113.5 115.2 111.6 110.4 111.0 Total Delay (hr) 44.8 42.9 44.8 45.7 43.0 40.6 42.3
Total Stops 3500 3604 3425 3432 3439 3293 3573
Fuel Used (gal) 81.9 83.0 79.2 80.4 78.7 79.4 78.9
Interval #1 Information
Start Time 3:15
End Time 3:30
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3736 3751 3713 3704
Vehs Exited 3710 3751 3693 3693
Starting Vehs 432 432 451 433
Ending Vehs 458 432 471 444
Travel Distance (mi) 1943 1947 1933 1926
Travel Time (hr) 116.0 111.8 114.8 113.6
Total Delay (hr) 45.7 41.0 44.5 43.5
Total Stops 3486 3452 3666 3485
Fuel Used (gal) 81.1 80.9 80.7 80.4
ITEM 21.1. ATTACHMENT 1

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SimTraffic Simulation Summary
SimTraffic Report

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Interval #2 Information
Start Time 3:30
End Time 3:45
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3973 3970 4005 3852 4052 4028 3966
Vehs Exited 3924 3936 3933 3745 3990 3981 3952
Starting Vehs 424 452 437 400 459 431 503
Ending Vehs 473 486 509 507 521 478 517
Travel Distance (mi) 2031 2020 2068 1986 2087 2073 2046 Travel Time (hr) 129.0 122.1 128.0 126.5 124.3 128.5 122.0 Total Delay (hr) 55.0 48.6 52.8 54.2 48.6 53.0 47.6
Total Stops 3747 3670 3770 3744 3760 3844 3694
Fuel Used (gal) 87.3 85.3 88.2 85.3 87.7 88.3 86.0
Interval #2 Information
Start Time 3:30
End Time 3:45
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3930 4031 3958 3975
Vehs Exited 3860 3937 3851 3910
Starting Vehs 458 432 471 444
Ending Vehs 528 526 578 513
Travel Distance (mi) 2013 2062 2028 2042
Travel Time (hr) 124.5 125.8 119.7 125.1
Total Delay (hr) 51.4 50.9 45.8 50.8
Total Stops 3804 3813 3661 3750
Fuel Used (gal) 85.7 87.4 84.8 86.6
ITEM 21.1. ATTACHMENT 1

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SimTraffic Simulation Summary
SimTraffic Report

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Interval #3 Information
Start Time 3:45
End Time 4:00
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3777 3764 3815 3728 3624 3747 3661
Vehs Exited 3757 3781 3840 3778 3711 3809 3670
Starting Vehs 473 486 509 507 521 478 517
Ending Vehs 493 469 484 457 434 416 508
Travel Distance (mi) 1977 1963 1989 1947 1921 1946 1931 Travel Time (hr) 120.3 114.5 126.1 128.7 116.9 119.0 112.9 Total Delay (hr) 48.1 43.1 53.7 58.0 46.7 47.9 42.7
Total Stops 3730 3372 3583 3527 3442 3415 3477
Fuel Used (gal) 83.2 81.6 85.1 85.1 81.1 82.1 80.3
Interval #3 Information
Start Time 3:45
End Time 4:00
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3699 3684 3651 3713
Vehs Exited 3774 3740 3798 3764
Starting Vehs 528 526 578 513
Ending Vehs 453 470 431 463
Travel Distance (mi) 1956 1940 1938 1951
Travel Time (hr) 114.1 117.5 113.2 118.3
Total Delay (hr) 43.1 46.9 42.7 47.3
Total Stops 3429 3512 3393 3489
Fuel Used (gal) 81.3 82.3 80.9 82.3
ITEM 21.1. ATTACHMENT 1

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SimTraffic Simulation Summary
SimTraffic Report

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Interval #4 Information Recording
Start Time 4:00
End Time 4:15
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3743 3606 3848 3783 3652 3695 3686
Vehs Exited 3777 3671 3866 3758 3686 3689 3742
Starting Vehs 493 469 484 457 434 416 508
Ending Vehs 459 404 466 482 400 422 452
Travel Distance (mi) 1940 1882 2004 1942 1894 1929 1936 Travel Time (hr) 112.5 108.6 126.4 128.4 110.3 113.4 115.2 Total Delay (hr) 41.6 40.4 53.6 57.5 41.3 43.1 44.7
Total Stops 3340 3362 3662 3459 3337 3583 3610
Fuel Used (gal) 80.3 78.1 85.8 84.0 79.0 80.8 81.1
Interval #4 Information Recording
Start Time 4:00
End Time 4:15
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3660 3784 3688 3714
Vehs Exited 3708 3800 3643 3733
Starting Vehs 453 470 431 463
Ending Vehs 405 454 476 442
Travel Distance (mi) 1913 1941 1893 1927
Travel Time (hr) 110.4 114.6 106.7 114.6
Total Delay (hr) 40.5 43.8 37.7 44.4
Total Stops 3358 3382 3272 3431
Fuel Used (gal) 79.2 81.6 77.7 80.7
ITEM 21.1. ATTACHMENT 1

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SimTraffic Performance Report
SimTraffic Report

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3: Sunrise Blvd & US50 EB Ramps Performance by movement Movement EBL EBR NBT SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0
Total Delay (hr) 14.6 2.6 7.4 4.7 29.3
Total Del/Veh (s) 38.6 14.7 14.2 13.0 20.4
Stop Delay (hr) 12.3 2.3 5.5 3.4 23.6
Stop Del/Veh (s) 32.5 13.0 10.6 9.5 16.4
4: US50 WB Ramps & Sunrise Blvd Performance by movement Movement WBL WBR NBT SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.2 0.2 0.0 0.0 0.0
Total Delay (hr) 2.1 3.2 8.4 3.3 17.0
Total Del/Veh (s) 24.2 24.8 11.6 8.2 12.6
Stop Delay (hr) 1.8 2.8 4.3 1.8 10.7
Stop Del/Veh (s) 20.7 21.7 5.9 4.6 8.0
5: Zinfandel Dr & White Rock Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Delay (hr) 0.0 0.0 0.0 0.1 0.0 0.0 0.2 6.0 0.2 0.0 0.0 0.0 Denied Del/Veh (s) 0.0 0.0 0.0 2.9 0.2 0.3 14.7 13.6 15.5 0.0 0.0 0.0 Total Delay (hr) 5.6 1.0 0.1 2.3 1.9 4.3 1.2 23.2 0.7 12.0 8.5 0.7 Total Del/Veh (s) 67.6 52.0 15.0 64.5 56.8 27.2 86.4 52.5 50.3 74.0 23.2 8.3 Stop Delay (hr) 5.2 0.9 0.1 2.2 1.6 3.7 1.1 18.6 0.6 10.8 6.3 0.4 Stop Del/Veh (s) 63.3 47.7 14.8 60.1 49.7 23.9 79.5 42.2 41.9 66.4 17.1 4.5 5: Zinfandel Dr & White Rock Rd Performance by movement Movement All
Denied Delay (hr) 6.5
Denied Del/Veh (s) 4.7
Total Delay (hr) 61.4
Total Del/Veh (s) 43.5
Stop Delay (hr) 51.5
Stop Del/Veh (s) 36.4
ITEM 21.1. ATTACHMENT 1

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SimTraffic Performance Report
SimTraffic Report

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6: US50 EB Ramps & Zinfandel Dr Performance by movement Movement EBL EBT EBR WBR NBT NBR SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0
Total Delay (hr) 5.6 0.8 3.2 1.0 15.2 0.1 6.2 32.0
Total Del/Veh (s) 34.0 25.6 14.9 9.2 22.5 21.3 16.1 20.2 Stop Delay (hr) 5.0 0.8 2.4 0.7 9.8 0.0 5.2 23.9
Stop Del/Veh (s) 30.6 24.0 11.1 6.6 14.5 14.6 13.4 15.1 7: US50 WB Ramps Performance by movement
Movement WBL WBR NBT SBT All
Denied Delay (hr) 0.1 0.0 0.0 0.0 0.1
Denied Del/Veh (s) 0.4 0.3 0.0 0.0 0.1
Total Delay (hr) 5.1 1.4 2.0 1.6 10.1
Total Del/Veh (s) 36.4 14.5 4.9 5.0 10.4
Stop Delay (hr) 4.6 1.2 1.2 0.9 7.9
Stop Del/Veh (s) 33.0 11.9 3.0 2.8 8.1
9: Performance by movement
Movement NBT NBR SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0 0.0
Total Delay (hr) 1.5 1.9 0.4 3.8
Total Del/Veh (s) 3.7 5.7 0.9 3.2
Stop Delay (hr) 0.0 0.0 0.0 0.1
Stop Del/Veh (s) 0.0 0.0 0.1 0.1
10: Performance by movement
Movement NBT SBT SBR All
Denied Delay (hr) 0.0 0.1 0.1 0.2
Denied Del/Veh (s) 0.0 0.3 0.5 0.2
Total Delay (hr) 0.5 0.3 0.2 1.0
Total Del/Veh (s) 1.1 1.0 1.2 1.1
Stop Delay (hr) 0.1 0.0 0.0 0.1
Stop Del/Veh (s) 0.1 0.0 0.2 0.1
ITEM 21.1. ATTACHMENT 1

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Queuing and Blocking Report
SimTraffic Report

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Intersection: 3: Sunrise Blvd & US50 EB Ramps
Movement EB EB EB EB EB B33 NB NB NB NB SB SB
Directions Served L L L R R T T T T T T T
Maximum Queue (ft) 365 382 390 167 178 124 298 259 272 76 253 235 Average Queue (ft) 247 264 274 93 96 4 267 147 146 21 150 141 95th Queue (ft) 331 353 363 143 151 91 319 234 239 59 227 214 Link Distance (ft) 1013 1013 1013 1013 611 54 54 54 54 204 204 Upstream Blk Time (%) 0 34 28 27 2 2 1
Queuing Penalty (veh) 0 159 129 126 12 7 3
Storage Bay Dist (ft) 510
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Sunrise Blvd & US50 EB Ramps
Movement SB
Directions Served T
Maximum Queue (ft) 220
Average Queue (ft) 133
95th Queue (ft) 208
Link Distance (ft) 204
Upstream Blk Time (%) 1
Queuing Penalty (veh) 2
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: US50 WB Ramps & Sunrise Blvd
Movement WB WB WB WB NB NB NB SB SB SB
Directions Served L L R R T T T T T T
Maximum Queue (ft) 129 154 179 179 347 365 349 157 179 191 Average Queue (ft) 58 84 96 97 198 199 198 89 99 112
95th Queue (ft) 106 131 155 153 306 308 312 139 154 173 Link Distance (ft) 2272 2272 243 243 243 377 377 377
Upstream Blk Time (%) 3 3 3
Queuing Penalty (veh) 24 22 26
Storage Bay Dist (ft) 416 250
Storage Blk Time (%)
Queuing Penalty (veh)
ITEM 21.1. ATTACHMENT 1

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Queuing and Blocking Report
SimTraffic Report

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Intersection: 5: Zinfandel Dr & White Rock Rd
Movement EB EB EB EB EB B32 WB WB WB WB WB NB
Directions Served L L T T TR T L L T TR R L
Maximum Queue (ft) 259 269 245 59 74 19 134 142 192 269 263 82 Average Queue (ft) 120 163 43 22 22 1 37 83 86 167 155 12 95th Queue (ft) 224 247 164 50 54 21 116 131 165 245 234 47 Link Distance (ft) 411 411 267 351 351 351
Upstream Blk Time (%) 1 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 263 263 167 237 237 143
Storage Blk Time (%) 0 1 0 0 0
Queuing Penalty (veh) 0 0 1 0 0
Intersection: 5: Zinfandel Dr & White Rock Rd
Movement NB NB NB NB SB SB SB SB SB SB
Directions Served L T T TR L L T T T R
Maximum Queue (ft) 168 408 415 430 383 390 338 325 320 153 Average Queue (ft) 81 337 365 392 236 250 150 166 174 41 95th Queue (ft) 182 443 450 462 347 355 280 282 282 106 Link Distance (ft) 391 391 391 488 488 488 488 488 488
Upstream Blk Time (%) 5 10 31 0
Queuing Penalty (veh) 0 0 0 0
Storage Bay Dist (ft) 143
Storage Blk Time (%) 0 41
Queuing Penalty (veh) 2 21
ITEM 21.1. ATTACHMENT 1

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SimTraffic Report

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Intersection: 6: US50 EB Ramps & Zinfandel Dr
Movement EB EB EB EB EB EB B14 WB WB NB NB NB
Directions Served L L T T R R T R R T T T
Maximum Queue (ft) 223 344 75 452 300 250 92 165 150 445 476 508 Average Queue (ft) 115 206 34 93 207 111 4 79 59 202 242 266 95th Queue (ft) 201 304 65 335 340 304 70 151 126 385 431 462 Link Distance (ft) 440 440 440 440 1753 568 568 488 488 488 Upstream Blk Time (%) 1 0 0 0
Queuing Penalty (veh) 0 0 0 1
Storage Bay Dist (ft) 200 200
Storage Blk Time (%) 15 0
Queuing Penalty (veh) 8 0
Intersection: 6: US50 EB Ramps & Zinfandel Dr
Movement NB SB SB SB
Directions Served TR T T T
Maximum Queue (ft) 496 200 177 172
Average Queue (ft) 293 163 140 138
95th Queue (ft) 481 215 199 190
Link Distance (ft) 488 50 50 50
Upstream Blk Time (%) 0 33 32 32
Queuing Penalty (veh) 2 154 147 150
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: US50 WB Ramps
Movement WB WB WB WB NB NB NB SB SB
Directions Served L L LR R T T T T T
Maximum Queue (ft) 169 190 206 182 189 187 161 238 182
Average Queue (ft) 86 105 126 80 92 94 79 106 92
95th Queue (ft) 138 156 183 141 172 175 143 194 164
Link Distance (ft) 1501 1501 101 101 101 129 129
Upstream Blk Time (%) 5 4 2 2 2
Queuing Penalty (veh) 24 20 12 14 10
Storage Bay Dist (ft) 185 185
Storage Blk Time (%) 0 0 1 0
Queuing Penalty (veh) 0 0 1 0
ITEM 21.1. ATTACHMENT 1

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Appendix E

Analysis Worksheets for
Cumulative plus Proposed Project Conditions
ITEM 21.1. ATTACHMENT 1

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Queues
1: White Rock Rd & Kilgore Rd 05/26/2022
PP Cumulative AM Residences at Capital Center 1:34 pm 01/24/2022 Cumulative plus Project Synchro 11 Report Kimley-Horn Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 98 402 47 142 717 138 109 198 76 163 v/c Ratio 0.45 0.53 0.11 0.52 0.62 0.51 0.38 0.48 0.39 0.41 Control Delay 33.3 24.3 1.4 32.1 23.2 32.1 28.7 9.1 33.4 26.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.3 24.3 1.4 32.1 23.2 32.1 28.7 9.1 33.4 26.7 Queue Length 50th (ft) 32 64 0 45 78 44 34 0 25 24
Queue Length 95th (ft) 87 130 5 114 144 111 90 52 73 61 Internal Link Dist (ft) 445 491 394 408
Turn Bay Length (ft) 310 375 210 190 290 140
Base Capacity (vph) 783 3475 1556 1096 5004 1254 1319 1179 1254 2413 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.13 0.12 0.03 0.13 0.14 0.11 0.08 0.17 0.06 0.07 Intersection Summary
ITEM 21.1. ATTACHMENT 1

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HCM 6th Signalized Intersection Summary
1: White Rock Rd & Kilgore Rd 05/26/2022
PP Cumulative AM Residences at Capital Center 1:34 pm 01/24/2022 Cumulative plus Project Synchro 11 Report Kimley-Horn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 370 43 131 590 70 127 100 182 70 110 40 Future Volume (veh/h) 90 370 43 131 590 70 127 100 182 70 110 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 98 402 47 142 641 76 138 109 198 76 120 43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 125 614 274 182 909 107 294 309 262 158 231 79 Arrive On Green 0.07 0.17 0.17 0.10 0.20 0.20 0.17 0.17 0.17 0.09 0.09 0.09 Sat Flow, veh/h 1781 3554 1585 1781 4633 544 1781 1870 1585 1781 2595 892 Grp Volume(v), veh/h 98 402 47 142 469 248 138 109 198 76 81 82 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1702 1772 1781 1870 1585 1781 1777 1710 Q Serve(g_s), s 2.4 4.7 1.1 3.5 5.8 5.9 3.2 2.3 5.4 1.8 1.9 2.1 Cycle Q Clear(g_c), s 2.4 4.7 1.1 3.5 5.8 5.9 3.2 2.3 5.4 1.8 1.9 2.1 Prop In Lane 1.00 1.00 1.00 0.31 1.00 1.00 1.00 0.52
Lane Grp Cap(c), veh/h 125 614 274 182 668 348 294 309 262 158 158 152 V/C Ratio(X) 0.79 0.65 0.17 0.78 0.70 0.71 0.47 0.35 0.76 0.48 0.51 0.54 Avail Cap(c_a), veh/h 989 5525 2465 1385 5293 2756 1583 1662 1408 1583 1579 1519 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.6 17.4 15.9 19.7 16.9 16.9 17.0 16.7 17.9 19.5 19.6 19.6 Incr Delay (d2), s/veh 4.1 0.4 0.1 2.7 0.5 1.0 0.4 0.3 1.7 0.8 0.9 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 1.7 0.4 1.4 2.0 2.2 1.2 0.9 1.8 0.7 0.8 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.7 17.8 16.0 22.5 17.4 17.9 17.4 16.9 19.6 20.4 20.5 20.7 LnGrp LOS C B B C B B B B B C C C
Approach Vol, veh/h 547 859 445 239
Approach Delay, s/veh 18.9 18.4 18.3 20.5
Approach LOS B B B C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.6 14.0 9.5 9.7 13.0 12.8
Change Period (Y+Rc), s 5.5 * 5.2 5.5 * 5.1 * 5.2 5.4
Max Green Setting (Gmax), s 25.0 * 70 40.0 * 35 * 70 40.0 Max Q Clear Time (g_c+I1), s 4.4 7.9 4.1 5.5 6.7 7.4
Green Ext Time (p_c), s 0.0 1.0 0.1 0.0 0.5 0.1
Intersection Summary
HCM 6th Ctrl Delay 18.7
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 21.1. ATTACHMENT 1

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Queues
2: White Rock Rd & Sunrise Blvd 05/26/2022
PP Cumulative AM Residences at Capital Center 1:34 pm 01/24/2022 Cumulative plus Project Synchro 11 Report Kimley-Horn Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 284 229 141 87 299 130 424 870 76 261 870 168 v/c Ratio 0.67 0.30 0.31 0.42 0.37 0.36 0.71 0.44 0.11 0.65 0.51 0.27 Control Delay 57.2 39.3 8.7 61.7 45.5 11.3 52.1 25.8 4.8 57.7 31.4 9.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.2 39.3 8.7 61.7 45.5 11.3 52.1 25.8 4.8 57.7 31.4 9.2 Queue Length 50th (ft) 99 71 0 30 69 0 144 159 0 91 178 16 Queue Length 95th (ft) 179 132 56 70 123 59 252 247 27 167 268 73 Internal Link Dist (ft) 802 424 689 453
Turn Bay Length (ft) 265 600 205 185 278 170 251 175
Base Capacity (vph) 805 1328 682 805 1918 678 805 3349 1071 805 3340 1085 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.35 0.17 0.21 0.11 0.16 0.19 0.53 0.26 0.07 0.32 0.26 0.15 Intersection Summary
ITEM 21.1. ATTACHMENT 1

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HCM 6th Signalized Intersection Summary
2: White Rock Rd & Sunrise Blvd 05/26/2022
PP Cumulative AM Residences at Capital Center 1:34 pm 01/24/2022 Cumulative plus Project Synchro 11 Report Kimley-Horn Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 261 211 130 80 275 120 390 800 70 240 800 155 Future Volume (veh/h) 261 211 130 80 275 120 390 800 70 240 800 155 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 284 229 141 87 299 130 424 870 76 261 870 168 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 358 802 358 144 837 260 498 1996 620 335 1755 545 Arrive On Green 0.10 0.23 0.23 0.04 0.16 0.16 0.14 0.39 0.39 0.10 0.34 0.34 Sat Flow, veh/h 3456 3554 1585 3456 5106 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 284 229 141 87 299 130 424 870 76 261 870 168 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1702 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 7.5 5.0 7.0 2.3 4.8 7.0 11.2 11.7 2.9 6.9 12.6 7.3 Cycle Q Clear(g_c), s 7.5 5.0 7.0 2.3 4.8 7.0 11.2 11.7 2.9 6.9 12.6 7.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 358 802 358 144 837 260 498 1996 620 335 1755 545 V/C Ratio(X) 0.79 0.29 0.39 0.60 0.36 0.50 0.85 0.44 0.12 0.78 0.50 0.31 Avail Cap(c_a), veh/h 927 1525 680 927 2192 680 927 3836 1191 927 3836 1191 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.8 29.9 30.7 43.9 34.6 35.5 38.9 20.8 18.2 41.1 24.2 22.4 Incr Delay (d2), s/veh 1.5 0.1 0.3 1.5 0.9 5.1 1.6 0.3 0.2 1.5 0.4 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 2.1 2.7 1.0 2.1 3.0 4.8 4.6 1.1 3.0 5.0 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.3 29.9 30.9 45.4 35.5 40.5 40.5 21.1 18.3 42.6 24.6 23.1 LnGrp LOS D C C D D D D C B D C C
Approach Vol, veh/h 654 516 1370 1299
Approach Delay, s/veh 35.5 38.4 27.0 28.0
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.9 37.8 15.2 21.3 14.5 42.2 9.4 27.0 Change Period (Y+Rc), s 5.5 * 5.8 5.5 * 6 5.5 * 5.8 5.5 6.0 Max Green Setting (Gmax), s 25.0 * 70 25.0 * 40 25.0 * 70 25.0 40.0 Max Q Clear Time (g_c+I1), s 13.2 14.6 9.5 9.0 8.9 13.7 4.3 9.0 Green Ext Time (p_c), s 0.3 17.5 0.2 6.3 0.2 16.1 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 30.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

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Summary of All Intervals
Run Number 1 2 3 4 5 6 7
Start Time 6:50 6:50 6:50 6:50 6:50 6:50 6:50
End Time 8:00 8:00 8:00 8:00 8:00 8:00 8:00
Total Time (min) 70 70 70 70 70 70 70
Time Recorded (min) 60 60 60 60 60 60 60
# of Intervals 5 5 5 5 5 5 5
# of Recorded Intervals 4 4 4 4 4 4 4
Vehs Entered 13843 13823 13726 13840 13675 13784 13880
Vehs Exited 13870 13841 13696 13802 13659 13764 13847
Starting Vehs 400 414 432 393 390 395 360
Ending Vehs 373 396 462 431 406 415 393
Travel Distance (mi) 7145 7111 7047 7121 7043 7097 7100 Travel Time (hr) 409.9 402.0 405.3 397.7 424.3 399.5 421.2 Total Delay (hr) 149.9 143.3 149.7 139.1 168.6 141.3 163.2 Total Stops 13137 12518 12879 12325 14149 12640 13999
Fuel Used (gal) 294.6 292.2 291.7 291.1 295.8 290.3 297.2 Summary of All Intervals
Run Number 8 9 10 Avg
Start Time 6:50 6:50 6:50 6:50
End Time 8:00 8:00 8:00 8:00
Total Time (min) 70 70 70 70
Time Recorded (min) 60 60 60 60
# of Intervals 5 5 5 5
# of Recorded Intervals 4 4 4 4
Vehs Entered 13874 13919 13702 13804
Vehs Exited 13832 13906 13642 13785
Starting Vehs 409 364 340 387
Ending Vehs 451 377 400 413
Travel Distance (mi) 7117 7166 7027 7097
Travel Time (hr) 410.7 412.8 404.7 408.8
Total Delay (hr) 151.6 152.0 149.0 150.8
Total Stops 13190 12981 13142 13093
Fuel Used (gal) 294.4 295.9 290.8 293.4
Interval #0 Information Seeding
Start Time 6:50
End Time 7:00
Total Time (min) 10
Volumes adjusted by Growth Factors.

No data recorded this interval.

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SimTraffic Simulation Summary DEFAULT
SimTraffic Report

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Interval #1 Information
Start Time 7:00
End Time 7:15
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3379 3477 3293 3283 3261 3353 3386
Vehs Exited 3365 3496 3371 3298 3257 3381 3388
Starting Vehs 400 414 432 393 390 395 360
Ending Vehs 414 395 354 378 394 367 358
Travel Distance (mi) 1733 1794 1695 1689 1666 1731 1731 Travel Time (hr) 103.1 101.4 94.3 92.8 92.2 95.7 93.8
Total Delay (hr) 39.8 36.1 33.1 31.6 31.6 32.7 31.0
Total Stops 3520 3185 3054 2832 2885 2964 2895
Fuel Used (gal) 72.4 73.7 69.8 68.5 67.4 70.4 69.9
Interval #1 Information
Start Time 7:00
End Time 7:15
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3384 3437 3317 3355
Vehs Exited 3427 3415 3259 3364
Starting Vehs 409 364 340 387
Ending Vehs 366 386 398 378
Travel Distance (mi) 1752 1758 1700 1725
Travel Time (hr) 97.9 99.5 95.8 96.6
Total Delay (hr) 34.1 35.2 33.8 33.9
Total Stops 2955 3085 3138 3048
Fuel Used (gal) 71.6 71.9 69.6 70.5
ITEM 21.1. ATTACHMENT 1

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SimTraffic Simulation Summary DEFAULT
SimTraffic Report

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Interval #2 Information
Start Time 7:15
End Time 7:30
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3650 3658 3644 3634 3779 3668 3636
Vehs Exited 3643 3593 3554 3611 3668 3615 3527
Starting Vehs 414 395 354 378 394 367 358
Ending Vehs 421 460 444 401 505 420 467
Travel Distance (mi) 1877 1848 1869 1861 1914 1871 1830 Travel Time (hr) 109.4 101.7 106.3 104.2 119.9 109.6 109.5 Total Delay (hr) 41.1 34.6 38.5 36.7 50.2 41.5 43.3
Total Stops 3507 3021 3264 3247 4035 3561 3673
Fuel Used (gal) 78.2 75.4 76.8 76.1 81.8 77.4 76.9
Interval #2 Information
Start Time 7:15
End Time 7:30
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3661 3714 3644 3666
Vehs Exited 3588 3645 3581 3600
Starting Vehs 366 386 398 378
Ending Vehs 439 455 461 447
Travel Distance (mi) 1859 1889 1845 1866
Travel Time (hr) 109.8 108.5 109.4 108.9
Total Delay (hr) 42.1 39.8 42.2 41.0
Total Stops 3521 3339 3654 3480
Fuel Used (gal) 77.5 78.1 77.0 77.5
ITEM 21.1. ATTACHMENT 1

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SimTraffic Simulation Summary DEFAULT
SimTraffic Report

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Interval #3 Information
Start Time 7:30
End Time 7:45
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3398 3324 3362 3418 3302 3370 3519
Vehs Exited 3434 3403 3426 3387 3360 3428 3547
Starting Vehs 421 460 444 401 505 420 467
Ending Vehs 385 381 380 432 447 362 439
Travel Distance (mi) 1769 1741 1746 1753 1725 1753 1790 Travel Time (hr) 99.0 100.8 98.9 97.1 109.3 98.3 111.2
Total Delay (hr) 34.7 37.3 35.5 33.4 46.8 34.4 45.8
Total Stops 3108 3146 3025 3088 3726 3140 3796
Fuel Used (gal) 72.3 72.1 71.9 71.7 73.7 71.8 76.3
Interval #3 Information
Start Time 7:30
End Time 7:45
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3454 3357 3374 3390
Vehs Exited 3504 3382 3474 3434
Starting Vehs 439 455 461 447
Ending Vehs 389 430 361 402
Travel Distance (mi) 1794 1747 1773 1759
Travel Time (hr) 105.2 103.7 103.6 102.7
Total Delay (hr) 40.1 40.1 39.2 38.7
Total Stops 3466 3410 3336 3324
Fuel Used (gal) 74.8 72.6 74.3 73.2
ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

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Interval #4 Information Recording
Start Time 7:45
End Time 8:00
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3416 3364 3427 3505 3333 3393 3339
Vehs Exited 3428 3349 3345 3506 3374 3340 3385
Starting Vehs 385 381 380 432 447 362 439
Ending Vehs 373 396 462 431 406 415 393
Travel Distance (mi) 1766 1729 1737 1817 1739 1742 1749 Travel Time (hr) 98.4 98.1 105.8 103.5 103.0 95.8 106.6 Total Delay (hr) 34.4 35.4 42.6 37.4 40.0 32.6 43.1
Total Stops 3002 3166 3536 3158 3503 2975 3635
Fuel Used (gal) 71.7 71.0 73.2 74.8 72.8 70.7 74.1
Interval #4 Information Recording
Start Time 7:45
End Time 8:00
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3375 3411 3367 3396
Vehs Exited 3313 3464 3328 3383
Starting Vehs 389 430 361 402
Ending Vehs 451 377 400 413
Travel Distance (mi) 1713 1771 1709 1747
Travel Time (hr) 97.7 101.2 95.9 100.6
Total Delay (hr) 35.3 36.9 33.8 37.1
Total Stops 3248 3147 3014 3235
Fuel Used (gal) 70.4 73.3 69.9 72.2
ITEM 21.1. ATTACHMENT 1

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Baseline
SimTraffic Performance Report DEFAULT
SimTraffic Report

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3: Sunrise Blvd & US50 EB Ramps Performance by movement Movement EBL EBR NBT SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0
Total Delay (hr) 11.3 3.7 4.0 4.6 23.6
Total Del/Veh (s) 36.6 18.7 11.4 11.5 18.8
Stop Delay (hr) 9.8 3.3 3.0 3.2 19.3
Stop Del/Veh (s) 31.9 16.5 8.6 8.2 15.5
4: US50 WB Ramps & Sunrise Blvd Performance by movement Movement WBL WBR NBT SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.2 0.2 0.0 0.0 0.0
Total Delay (hr) 1.8 2.0 5.2 3.7 12.7
Total Del/Veh (s) 16.5 16.6 9.6 9.0 10.7
Stop Delay (hr) 1.4 1.7 2.7 2.0 7.8
Stop Del/Veh (s) 12.8 14.0 5.0 4.9 6.6
5: Zinfandel Dr & White Rock Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 Denied Del/Veh (s) 0.0 0.0 0.0 3.1 0.1 0.2 2.5 0.4 0.8 0.0 0.0 0.0 Total Delay (hr) 4.4 1.0 0.1 0.9 1.0 3.0 0.6 10.1 1.0 9.9 7.4 0.8 Total Del/Veh (s) 61.1 43.1 15.3 65.0 57.3 19.8 71.0 30.7 30.1 63.4 18.4 7.9 Stop Delay (hr) 4.1 0.9 0.1 0.8 0.9 2.6 0.6 7.7 0.8 8.8 5.0 0.4 Stop Del/Veh (s) 57.4 38.9 15.2 61.6 50.8 17.3 66.5 23.4 24.0 56.4 12.5 3.6 5: Zinfandel Dr & White Rock Rd Performance by movement Movement All
Denied Delay (hr) 0.3
Denied Del/Veh (s) 0.2
Total Delay (hr) 40.2
Total Del/Veh (s) 30.6
Stop Delay (hr) 32.7
Stop Del/Veh (s) 24.9
ITEM 21.1. ATTACHMENT 1

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SimTraffic Performance Report DEFAULT
SimTraffic Report

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6: US50 EB Ramps & Zinfandel Dr Performance by movement Movement EBL EBT EBR WBR NBT NBR SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0
Total Delay (hr) 2.6 2.8 7.2 0.1 13.1 0.1 6.6 32.5
Total Del/Veh (s) 29.8 29.1 28.3 2.5 23.7 23.3 17.3 23.0 Stop Delay (hr) 2.4 2.6 5.7 0.0 9.2 0.0 5.5 25.5
Stop Del/Veh (s) 27.6 26.5 22.6 1.1 16.6 16.4 14.5 18.1 7: US50 WB Ramps Performance by movement
Movement WBL WBR NBT SBT All
Denied Delay (hr) 0.1 0.0 0.0 0.0 0.1
Denied Del/Veh (s) 0.3 0.2 0.0 0.0 0.1
Total Delay (hr) 6.8 0.5 1.4 1.4 10.2
Total Del/Veh (s) 36.8 9.9 5.3 5.6 13.5
Stop Delay (hr) 6.1 0.4 0.9 0.9 8.3
Stop Del/Veh (s) 32.9 7.0 3.6 3.5 11.0
9: Performance by movement
Movement NBT NBR SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0 0.0
Total Delay (hr) 1.1 1.3 0.4 2.7
Total Del/Veh (s) 2.6 4.8 0.9 2.4
Stop Delay (hr) 0.0 0.0 0.0 0.0
Stop Del/Veh (s) 0.0 0.0 0.1 0.0
10: Performance by movement
Movement NBT SBT SBR All
Denied Delay (hr) 0.0 0.1 0.0 0.1
Denied Del/Veh (s) 0.0 0.3 0.3 0.1
Total Delay (hr) 0.3 0.2 0.1 0.6
Total Del/Veh (s) 1.0 0.9 0.6 0.9
Stop Delay (hr) 0.0 0.0 0.0 0.1
Stop Del/Veh (s) 0.2 0.0 0.0 0.1
ITEM 21.1. ATTACHMENT 1

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Baseline
Queuing and Blocking Report DEFAULT
SimTraffic Report

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Intersection: 3: Sunrise Blvd & US50 EB Ramps
Movement EB EB EB EB EB B33 NB NB NB NB SB SB
Directions Served L L L R R T T T T T T T
Maximum Queue (ft) 291 309 319 224 236 63 290 192 161 50 249 253 Average Queue (ft) 196 209 214 119 124 4 211 85 66 7 145 142 95th Queue (ft) 264 281 289 191 203 91 303 158 131 31 226 222 Link Distance (ft) 1013 1013 1013 1013 611 54 54 54 54 204 204 Upstream Blk Time (%) 0 30 17 14 0 1 1
Queuing Penalty (veh) 0 94 54 44 1 6 4
Storage Bay Dist (ft) 510
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Sunrise Blvd & US50 EB Ramps
Movement SB
Directions Served T
Maximum Queue (ft) 215
Average Queue (ft) 133
95th Queue (ft) 208
Link Distance (ft) 204
Upstream Blk Time (%) 0
Queuing Penalty (veh) 2
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: US50 WB Ramps & Sunrise Blvd
Movement WB WB WB WB NB NB NB SB SB SB
Directions Served L L R R T T T T T T
Maximum Queue (ft) 114 143 152 150 260 249 261 155 174 191 Average Queue (ft) 54 78 71 73 136 140 139 85 101 113
95th Queue (ft) 96 121 118 121 216 218 222 130 152 172
Link Distance (ft) 2272 2272 243 243 243 377 377 377
Upstream Blk Time (%) 0 0 0
Queuing Penalty (veh) 2 1 2
Storage Bay Dist (ft) 416 250
Storage Blk Time (%)
Queuing Penalty (veh)
ITEM 21.1. ATTACHMENT 1

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Baseline
Queuing and Blocking Report DEFAULT
SimTraffic Report

Page 11 ends

Intersection: 5: Zinfandel Dr & White Rock Rd
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L T T TR L L T TR R L L
Maximum Queue (ft) 206 227 118 64 73 62 103 126 222 208 31 166 Average Queue (ft) 85 131 29 22 21 3 37 46 125 111 4 44 95th Queue (ft) 167 199 81 51 52 28 81 100 186 189 19 122 Link Distance (ft) 411 411 351 351 351
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 263 263 167 237 237 143 143
Storage Blk Time (%) 0 0 0
Queuing Penalty (veh) 0 0 0
Intersection: 5: Zinfandel Dr & White Rock Rd
Movement NB NB NB SB SB SB SB SB SB
Directions Served T T TR L L T T T R
Maximum Queue (ft) 334 379 414 307 316 261 278 290 160
Average Queue (ft) 199 252 288 200 211 127 147 159 40
95th Queue (ft) 302 363 414 285 297 236 248 260 104
Link Distance (ft) 391 391 391 488 488 488 488 488 488
Upstream Blk Time (%) 0 0 2
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft)
Storage Blk Time (%) 17
Queuing Penalty (veh) 5
ITEM 21.1. ATTACHMENT 1

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Baseline
Queuing and Blocking Report DEFAULT
SimTraffic Report

Page 12 ends

Intersection: 6: US50 EB Ramps & Zinfandel Dr
Movement EB EB EB EB EB EB B14 B14 WB WB NB NB
Directions Served L L T T R R T T R R T T
Maximum Queue (ft) 134 199 232 525 300 250 797 1047 78 70 302 341 Average Queue (ft) 57 97 99 333 275 203 185 281 12 7 167 206 95th Queue (ft) 114 169 196 640 357 357 886 1027 51 37 291 329 Link Distance (ft) 440 440 440 440 1753 1753 568 568 488 488 Upstream Blk Time (%) 13 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 200 200
Storage Blk Time (%) 0 40 2
Queuing Penalty (veh) 1 69 3
Intersection: 6: US50 EB Ramps & Zinfandel Dr
Movement NB NB SB SB SB
Directions Served T TR T T T
Maximum Queue (ft) 382 419 201 179 170
Average Queue (ft) 227 262 164 145 142
95th Queue (ft) 352 397 213 203 190
Link Distance (ft) 488 488 50 50 50
Upstream Blk Time (%) 34 33 33
Queuing Penalty (veh) 153 147 147
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: US50 WB Ramps
Movement WB WB WB WB NB NB NB SB SB
Directions Served L L LR R T T T T T
Maximum Queue (ft) 194 242 267 200 164 168 142 200 190
Average Queue (ft) 107 133 160 69 70 70 63 96 91
95th Queue (ft) 166 205 233 163 138 141 126 171 166
Link Distance (ft) 1501 1501 101 101 101 129 129
Upstream Blk Time (%) 2 2 1 2 2
Queuing Penalty (veh) 7 6 5 8 8
Storage Bay Dist (ft) 185 185
Storage Blk Time (%) 0 1 3 0
Queuing Penalty (veh) 0 2 3 0
ITEM 21.1. ATTACHMENT 1

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Residences at Capital Center Cumulative plus Project
1: White Rock Rd & Kilgore Rd Timing Plan: PM Peak Hour Kimley-Horn Synchro 11 Report
Queues Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 76 717 93 284 565 105 109 245 43 206 v/c Ratio 0.49 0.73 0.18 0.60 0.25 0.54 0.54 0.63 0.26 0.57 Control Delay 52.5 34.1 6.5 35.1 15.1 50.8 49.8 13.5 44.9 36.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 52.5 34.1 6.5 35.1 15.1 50.8 49.8 13.5 44.9 36.7 Queue Length 50th (ft) 39 181 0 131 63 54 56 0 22 41
Queue Length 95th (ft) 100 305 35 266 110 128 130 74 65 94 Internal Link Dist (ft) 445 491 394 408
Turn Bay Length (ft) 310 375 210 190 290 140
Base Capacity (vph) 537 2915 1321 752 4448 859 904 894 859 1651 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.14 0.25 0.07 0.38 0.13 0.12 0.12 0.27 0.05 0.12 Intersection Summary
ITEM 21.1. ATTACHMENT 1

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Residences at Capital Center Cumulative plus Project
1: White Rock Rd & Kilgore Rd Timing Plan: PM Peak Hour Kimley-Horn Synchro 11 Report
HCM 6th Signalized Intersection Summary Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 660 86 261 440 80 97 100 225 40 120 70 Future Volume (veh/h) 70 660 86 261 440 80 97 100 225 40 120 70 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 76 717 93 284 478 87 105 109 245 43 130 76 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 97 841 375 328 1570 279 321 337 286 163 203 112 Arrive On Green 0.05 0.24 0.24 0.18 0.36 0.36 0.18 0.18 0.18 0.09 0.09 0.09 Sat Flow, veh/h 1781 3554 1585 1781 4359 776 1781 1870 1585 1781 2211 1217 Grp Volume(v), veh/h 76 717 93 284 371 194 105 109 245 43 103 103 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1702 1731 1781 1870 1585 1781 1777 1651 Q Serve(g_s), s 2.9 13.3 3.3 10.7 5.4 5.6 3.5 3.5 10.3 1.5 3.9 4.2 Cycle Q Clear(g_c), s 2.9 13.3 3.3 10.7 5.4 5.6 3.5 3.5 10.3 1.5 3.9 4.2 Prop In Lane 1.00 1.00 1.00 0.45 1.00 1.00 1.00 0.74
Lane Grp Cap(c), veh/h 97 841 375 328 1226 623 321 337 286 163 163 151 V/C Ratio(X) 0.78 0.85 0.25 0.87 0.30 0.31 0.33 0.32 0.86 0.26 0.63 0.68 Avail Cap(c_a), veh/h 646 3606 1609 904 3455 1756 1033 1085 919 1033 1030 958 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.2 25.2 21.3 27.3 15.8 15.9 24.6 24.6 27.4 29.2 30.2 30.4 Incr Delay (d2), s/veh 5.0 1.0 0.1 2.7 0.1 0.1 0.2 0.2 2.9 0.3 1.5 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 5.4 1.2 4.6 2.0 2.1 1.4 1.5 3.9 0.7 1.7 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.2 26.1 21.5 30.1 15.9 16.0 24.8 24.8 30.3 29.5 31.7 32.4 LnGrp LOS D C C C B B C C C C C C
Approach Vol, veh/h 886 849 459 249
Approach Delay, s/veh 26.6 20.7 27.7 31.6
Approach LOS C C C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.3 30.0 11.8 17.8 21.5 17.8
Change Period (Y+Rc), s 5.5 * 5.2 5.5 * 5.1 * 5.2 5.4
Max Green Setting (Gmax), s 25.0 * 70 40.0 * 35 * 70 40.0 Max Q Clear Time (g_c+I1), s 4.9 7.6 6.2 12.7 15.3 12.3 Green Ext Time (p_c), s 0.0 0.7 0.2 0.1 1.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 25.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 21.1. ATTACHMENT 1

Page 522 of 1323 ends

Residences at Capital Center Cumulative plus Project
2: White Rock Rd & Sunrise Blvd Timing Plan: PM Peak Hour Kimley-Horn Synchro 11 Report
Queues Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 248 420 370 152 360 337 337 1011 65 261 1120 262 v/c Ratio 0.70 0.55 0.65 0.60 0.38 0.66 0.76 0.47 0.09 0.71 0.55 0.36 Control Delay 73.3 52.2 18.0 76.1 51.5 19.9 71.8 29.4 3.1 72.9 32.9 13.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.3 52.2 18.0 76.1 51.5 19.9 71.8 29.4 3.1 72.9 32.9 13.0 Queue Length 50th (ft) 109 174 57 67 102 54 147 220 0 114 263 53 Queue Length 95th (ft) 196 278 193 131 166 186 256 361 20 205 423 156 Internal Link Dist (ft) 802 424 689 453
Turn Bay Length (ft) 265 600 205 185 278 170 251 175
Base Capacity (vph) 669 1127 703 669 1595 679 669 2816 914 669 2778 938 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.37 0.37 0.53 0.23 0.23 0.50 0.50 0.36 0.07 0.39 0.40 0.28 Intersection Summary
ITEM 21.1. ATTACHMENT 1

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Residences at Capital Center Cumulative plus Project
2: White Rock Rd & Sunrise Blvd Timing Plan: PM Peak Hour Kimley-Horn Synchro 11 Report
HCM 6th Signalized Intersection Summary Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 228 386 340 140 331 310 310 930 60 240 1030 241 Future Volume (veh/h) 228 386 340 140 331 310 310 930 60 240 1030 241 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 248 420 370 152 360 337 337 1011 65 261 1120 262 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 300 1020 455 204 1322 410 389 1996 620 313 1884 585 Arrive On Green 0.09 0.29 0.29 0.06 0.26 0.26 0.11 0.39 0.39 0.09 0.37 0.37 Sat Flow, veh/h 3456 3554 1585 3456 5106 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 248 420 370 152 360 337 337 1011 65 261 1120 262 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1702 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 9.3 12.6 28.7 5.7 7.4 26.4 12.7 19.9 3.4 9.8 23.4 16.5 Cycle Q Clear(g_c), s 9.3 12.6 28.7 5.7 7.4 26.4 12.7 19.9 3.4 9.8 23.4 16.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 300 1020 455 204 1322 410 389 1996 620 313 1884 585 V/C Ratio(X) 0.83 0.41 0.81 0.75 0.27 0.82 0.87 0.51 0.10 0.83 0.59 0.45 Avail Cap(c_a), veh/h 654 1076 480 654 1546 480 654 2705 840 654 2705 840 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.3 38.1 43.8 61.2 39.0 46.1 57.7 30.6 25.6 59.1 33.7 31.5 Incr Delay (d2), s/veh 2.2 0.1 9.0 2.1 0.4 14.5 3.1 0.4 0.2 2.2 0.6 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 5.6 12.4 2.6 3.2 12.0 5.7 8.3 1.3 4.4 9.8 6.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.6 38.2 52.8 63.3 39.4 60.5 60.7 31.0 25.7 61.3 34.3 32.6 LnGrp LOS E D D E D E E C C E C C
Approach Vol, veh/h 1038 849 1413 1643
Approach Delay, s/veh 49.0 52.1 37.8 38.3
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.4 54.6 17.0 40.2 17.5 57.5 13.3 43.9 Change Period (Y+Rc), s 5.5 * 5.8 5.5 * 6 5.5 * 5.8 5.5 6.0 Max Green Setting (Gmax), s 25.0 * 70 25.0 * 40 25.0 * 70 25.0 40.0 Max Q Clear Time (g_c+I1), s 14.7 25.4 11.3 28.4 11.8 21.9 7.7 30.7 Green Ext Time (p_c), s 0.2 23.3 0.2 5.8 0.2 18.6 0.1 1.0 Intersection Summary
HCM 6th Ctrl Delay 42.8
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 21.1. ATTACHMENT 1

Page 524 of 1323 ends

SimTraffic Simulation Summary
SimTraffic Report

Page 1 ends

Summary of All Intervals
Run Number 1 2 3 4 5 6 7
Start Time 3:05 3:05 3:05 3:05 3:05 3:05 3:05
End Time 4:15 4:15 4:15 4:15 4:15 4:15 4:15
Total Time (min) 70 70 70 70 70 70 70
Time Recorded (min) 60 60 60 60 60 60 60
# of Intervals 5 5 5 5 5 5 5
# of Recorded Intervals 4 4 4 4 4 4 4
Vehs Entered 15372 15149 15250 15093 14948 15220 15288
Vehs Exited 15372 15151 15241 15040 14916 15129 15255
Starting Vehs 488 454 442 423 445 445 452
Ending Vehs 488 452 451 476 477 536 485
Travel Distance (mi) 7981 7837 7875 7829 7741 7864 7921 Travel Time (hr) 535.8 490.5 562.0 481.4 463.4 508.2 495.6 Total Delay (hr) 245.5 205.6 274.8 196.1 181.9 221.5 207.4 Total Stops 15672 14474 15579 14913 14189 14306 14697
Fuel Used (gal) 349.2 335.3 352.1 331.5 324.4 339.3 338.1 Summary of All Intervals
Run Number 8 9 10 Avg
Start Time 3:05 3:05 3:05 3:05
End Time 4:15 4:15 4:15 4:15
Total Time (min) 70 70 70 70
Time Recorded (min) 60 60 60 60
# of Intervals 5 5 5 5
# of Recorded Intervals 4 4 4 4
Vehs Entered 15450 15392 15349 15251
Vehs Exited 15412 15337 15284 15214
Starting Vehs 499 417 436 450
Ending Vehs 537 472 501 488
Travel Distance (mi) 8005 7947 7969 7897
Travel Time (hr) 552.1 483.8 535.7 510.8
Total Delay (hr) 261.1 194.3 246.1 223.4
Total Stops 16449 14557 14564 14935
Fuel Used (gal) 352.8 336.1 347.7 340.7
Interval #0 Information Seeding
Start Time 3:05
End Time 3:15
Total Time (min) 10
Volumes adjusted by Growth Factors.

No data recorded this interval.

ITEM 21.1. ATTACHMENT 1

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SimTraffic Simulation Summary
SimTraffic Report

Page 2 ends

Interval #1 Information
Start Time 3:15
End Time 3:30
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3807 3703 3697 3660 3576 3662 3736
Vehs Exited 3825 3752 3593 3618 3493 3698 3727
Starting Vehs 488 454 442 423 445 445 452
Ending Vehs 470 405 546 465 528 409 461
Travel Distance (mi) 1980 1927 1873 1901 1837 1919 1930 Travel Time (hr) 118.6 119.2 147.1 115.2 109.7 111.6 116.0 Total Delay (hr) 46.6 48.9 78.7 46.2 43.0 41.7 45.9
Total Stops 3674 3614 4247 3611 3366 3445 3461
Fuel Used (gal) 83.0 82.7 87.1 80.2 76.8 79.8 81.4
Interval #1 Information
Start Time 3:15
End Time 3:30
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3782 3789 3760 3719
Vehs Exited 3839 3811 3696 3707
Starting Vehs 499 417 436 450
Ending Vehs 442 395 500 461
Travel Distance (mi) 1995 1973 1932 1927
Travel Time (hr) 121.9 118.2 119.7 119.7
Total Delay (hr) 49.4 46.4 49.4 49.6
Total Stops 3726 3487 3604 3624
Fuel Used (gal) 84.0 83.3 81.8 82.0
ITEM 21.1. ATTACHMENT 1

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SimTraffic Simulation Summary
SimTraffic Report

Page 3 ends

Interval #2 Information
Start Time 3:30
End Time 3:45
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 4158 4003 4058 3965 4043 4037 4112
Vehs Exited 4068 3880 4063 3905 4070 3948 4045
Starting Vehs 470 405 546 465 528 409 461
Ending Vehs 560 528 541 525 501 498 528
Travel Distance (mi) 2117 2035 2105 2026 2089 2059 2116 Travel Time (hr) 141.6 131.2 138.7 122.3 125.4 129.4 140.8 Total Delay (hr) 64.3 57.1 61.8 48.5 49.3 54.2 63.8
Total Stops 4206 3792 4219 3801 3641 3781 4028
Fuel Used (gal) 92.9 87.9 91.7 85.0 88.0 88.4 92.5
Interval #2 Information
Start Time 3:30
End Time 3:45
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3999 4040 4008 4041
Vehs Exited 3838 3963 3948 3973
Starting Vehs 442 395 500 461
Ending Vehs 603 472 560 527
Travel Distance (mi) 2034 2054 2076 2071
Travel Time (hr) 137.3 129.2 135.5 133.2
Total Delay (hr) 63.3 54.2 59.9 57.6
Total Stops 4104 3826 3885 3927
Fuel Used (gal) 89.0 87.6 89.3 89.2
ITEM 21.1. ATTACHMENT 1

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SimTraffic Simulation Summary
SimTraffic Report

Page 4 ends

Interval #3 Information
Start Time 3:45
End Time 4:00
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3752 3747 3739 3695 3650 3714 3744
Vehs Exited 3796 3829 3835 3775 3711 3727 3757
Starting Vehs 560 528 541 525 501 498 528
Ending Vehs 516 446 445 445 440 485 515
Travel Distance (mi) 1965 1968 1955 1965 1929 1924 1949 Travel Time (hr) 136.4 120.1 136.2 125.7 116.5 132.9 125.0 Total Delay (hr) 65.0 48.7 64.9 54.0 46.4 62.6 53.8
Total Stops 3877 3550 3512 3877 3661 3548 3763
Fuel Used (gal) 86.8 83.0 86.5 84.7 80.8 85.0 84.0
Interval #3 Information
Start Time 3:45
End Time 4:00
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3831 3757 3710 3734
Vehs Exited 3895 3781 3829 3793
Starting Vehs 603 472 560 527
Ending Vehs 539 448 441 472
Travel Distance (mi) 1981 1970 1973 1958
Travel Time (hr) 140.6 119.0 143.2 129.6
Total Delay (hr) 68.7 47.1 71.7 58.3
Total Stops 3974 3603 3504 3684
Fuel Used (gal) 87.9 83.3 89.0 85.1
ITEM 21.1. ATTACHMENT 1

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SimTraffic Simulation Summary
SimTraffic Report

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Interval #4 Information Recording
Start Time 4:00
End Time 4:15
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 3655 3696 3756 3773 3679 3807 3696
Vehs Exited 3683 3690 3750 3742 3642 3756 3726
Starting Vehs 516 446 445 445 440 485 515
Ending Vehs 488 452 451 476 477 536 485
Travel Distance (mi) 1919 1907 1942 1937 1887 1961 1926 Travel Time (hr) 139.2 119.9 139.9 118.1 111.8 134.3 113.8 Total Delay (hr) 69.6 50.9 69.3 47.4 43.2 63.0 43.9
Total Stops 3915 3518 3601 3624 3521 3532 3445
Fuel Used (gal) 86.4 81.8 86.8 81.5 78.8 86.2 80.3
Interval #4 Information Recording
Start Time 4:00
End Time 4:15
Total Time (min) 15
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 3838 3806 3871 3757
Vehs Exited 3840 3782 3811 3741
Starting Vehs 539 448 441 472
Ending Vehs 537 472 501 488
Travel Distance (mi) 1995 1949 1987 1941
Travel Time (hr) 152.2 117.4 137.3 128.4
Total Delay (hr) 79.7 46.6 65.1 57.9
Total Stops 4645 3641 3571 3702
Fuel Used (gal) 91.9 82.0 87.6 84.3
ITEM 21.1. ATTACHMENT 1

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SimTraffic Performance Report
SimTraffic Report

Page 6 ends

3: Sunrise Blvd & US50 EB Ramps Performance by movement Movement EBL EBR NBT SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0
Total Delay (hr) 14.9 2.8 7.4 4.8 29.9
Total Del/Veh (s) 39.0 15.6 14.3 13.2 20.7
Stop Delay (hr) 12.6 2.5 5.6 3.6 24.2
Stop Del/Veh (s) 32.9 13.8 10.7 9.8 16.7
4: US50 WB Ramps & Sunrise Blvd Performance by movement Movement WBL WBR NBT SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.2 0.2 0.0 0.0 0.0
Total Delay (hr) 1.9 3.0 8.0 3.3 16.2
Total Del/Veh (s) 22.8 24.0 11.0 8.0 12.0
Stop Delay (hr) 1.6 2.7 3.9 1.8 9.9
Stop Del/Veh (s) 19.4 21.0 5.3 4.4 7.4
5: Zinfandel Dr & White Rock Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Delay (hr) 0.0 0.0 0.0 0.1 0.0 0.0 0.6 19.7 0.7 0.0 0.0 0.0 Denied Del/Veh (s) 0.0 0.0 0.0 2.8 0.2 0.3 42.0 44.4 44.9 0.0 0.0 0.0 Total Delay (hr) 6.0 1.0 0.1 2.5 1.8 4.9 1.4 27.9 1.0 17.6 9.7 0.6 Total Del/Veh (s) 70.0 50.0 14.0 67.9 57.3 28.9 92.4 63.4 66.9 99.8 26.6 8.1 Stop Delay (hr) 5.6 0.9 0.1 2.4 1.6 4.3 1.3 23.0 0.8 16.0 7.3 0.3 Stop Del/Veh (s) 65.5 46.0 13.9 63.5 50.2 25.3 85.3 52.2 57.7 90.7 20.1 4.2 5: Zinfandel Dr & White Rock Rd Performance by movement Movement All
Denied Delay (hr) 21.2
Denied Del/Veh (s) 14.8
Total Delay (hr) 74.4
Total Del/Veh (s) 51.7
Stop Delay (hr) 63.5
Stop Del/Veh (s) 44.1
ITEM 21.1. ATTACHMENT 1

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SimTraffic Performance Report
SimTraffic Report

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6: US50 EB Ramps & Zinfandel Dr Performance by movement Movement EBL EBT EBR WBR NBT NBR SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0
Total Delay (hr) 5.5 0.9 5.3 1.1 16.8 0.1 6.8 36.5
Total Del/Veh (s) 34.4 26.9 23.3 10.0 24.5 24.9 17.5 22.7 Stop Delay (hr) 5.0 0.8 4.2 0.8 11.2 0.1 5.7 27.8
Stop Del/Veh (s) 31.1 25.1 18.7 7.3 16.3 18.0 14.7 17.3 7: US50 WB Ramps Performance by movement
Movement WBL WBR NBT SBT All
Denied Delay (hr) 0.1 0.0 0.0 0.0 0.1
Denied Del/Veh (s) 0.4 0.3 0.0 0.0 0.1
Total Delay (hr) 5.1 1.5 2.2 1.6 10.4
Total Del/Veh (s) 36.2 14.2 5.2 5.1 10.5
Stop Delay (hr) 4.6 1.2 1.4 1.0 8.1
Stop Del/Veh (s) 32.7 11.3 3.3 3.0 8.2
9: Performance by movement
Movement NBT NBR SBT All
Denied Delay (hr) 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.0 0.0
Total Delay (hr) 1.7 2.0 0.4 4.1
Total Del/Veh (s) 3.9 5.9 0.9 3.3
Stop Delay (hr) 0.0 0.0 0.0 0.1
Stop Del/Veh (s) 0.0 0.0 0.1 0.0
10: Performance by movement
Movement NBT SBT SBR All
Denied Delay (hr) 0.0 0.1 0.1 0.2
Denied Del/Veh (s) 0.0 0.3 0.4 0.2
Total Delay (hr) 0.6 0.3 0.2 1.1
Total Del/Veh (s) 1.1 1.0 1.2 1.1
Stop Delay (hr) 0.1 0.0 0.0 0.1
Stop Del/Veh (s) 0.1 0.0 0.2 0.1
ITEM 21.1. ATTACHMENT 1

Page 531 of 1323 ends

Queuing and Blocking Report
SimTraffic Report

Page 10 ends

Intersection: 3: Sunrise Blvd & US50 EB Ramps
Movement EB EB EB EB EB B33 NB NB NB NB SB SB
Directions Served L L L R R T T T T T T T
Maximum Queue (ft) 350 368 380 188 195 63 301 254 273 86 258 262 Average Queue (ft) 247 263 272 101 106 2 268 147 148 23 152 147 95th Queue (ft) 332 349 362 167 173 64 319 236 245 63 230 232 Link Distance (ft) 1013 1013 1013 1013 611 54 54 54 54 204 204 Upstream Blk Time (%) 0 34 28 28 3 2 1
Queuing Penalty (veh) 0 162 132 129 15 7 5
Storage Bay Dist (ft) 510
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Sunrise Blvd & US50 EB Ramps
Movement SB
Directions Served T
Maximum Queue (ft) 221
Average Queue (ft) 138
95th Queue (ft) 207
Link Distance (ft) 204
Upstream Blk Time (%) 1
Queuing Penalty (veh) 2
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: US50 WB Ramps & Sunrise Blvd
Movement WB WB WB WB NB NB NB SB SB SB
Directions Served L L R R T T T T T T
Maximum Queue (ft) 118 132 174 174 308 324 328 158 181 199 Average Queue (ft) 53 77 93 94 187 186 188 87 102 113
95th Queue (ft) 96 116 150 149 285 286 297 140 158 176
Link Distance (ft) 2272 2272 243 243 243 377 377 377
Upstream Blk Time (%) 2 2 2
Queuing Penalty (veh) 16 14 18
Storage Bay Dist (ft) 416 250
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
ITEM 21.1. ATTACHMENT 1

Page 532 of 1323 ends

Queuing and Blocking Report
SimTraffic Report

Page 11 ends

Intersection: 5: Zinfandel Dr & White Rock Rd
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L T T TR L L T TR R L L
Maximum Queue (ft) 261 270 234 47 58 146 152 208 302 286 52 168 Average Queue (ft) 129 171 34 19 19 47 89 86 182 170 14 92 95th Queue (ft) 235 255 120 45 47 135 140 168 266 252 42 193 Link Distance (ft) 411 411 351 351 351
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 263 263 167 237 237 143 143
Storage Blk Time (%) 0 1 0 0 0
Queuing Penalty (veh) 0 0 1 0 2
Intersection: 5: Zinfandel Dr & White Rock Rd
Movement NB NB NB SB SB SB SB SB SB
Directions Served T T TR L L T T T R
Maximum Queue (ft) 413 424 434 463 459 448 454 468 259
Average Queue (ft) 352 382 403 314 321 211 213 227 48
95th Queue (ft) 440 445 441 476 473 428 407 445 180
Link Distance (ft) 391 391 391 488 488 488 488 488 488
Upstream Blk Time (%) 10 20 47 1 0 1 1 3 0
Queuing Penalty (veh) 0 0 0 3 2 3 4 12 0
Storage Bay Dist (ft)
Storage Blk Time (%) 48
Queuing Penalty (veh) 25
ITEM 21.1. ATTACHMENT 1

Page 533 of 1323 ends

Queuing and Blocking Report
SimTraffic Report

Page 12 ends

Intersection: 6: US50 EB Ramps & Zinfandel Dr
Movement EB EB EB EB EB EB B14 B14 WB WB NB NB
Directions Served L L T T R R T T R R T T
Maximum Queue (ft) 264 351 121 515 300 250 573 666 172 171 441 482 Average Queue (ft) 116 202 37 189 241 151 100 138 86 62 224 267 95th Queue (ft) 213 310 94 532 357 342 690 774 156 134 407 457 Link Distance (ft) 440 440 440 440 1753 1753 568 568 488 488 Upstream Blk Time (%) 8 0 1 0 0
Queuing Penalty (veh) 0 0 0 0 1
Storage Bay Dist (ft) 200 200
Storage Blk Time (%) 0 27 1
Queuing Penalty (veh) 0 15 1
Intersection: 6: US50 EB Ramps & Zinfandel Dr
Movement NB NB SB SB SB
Directions Served T TR T T T
Maximum Queue (ft) 512 505 194 179 173
Average Queue (ft) 286 314 167 143 139
95th Queue (ft) 482 510 213 202 194
Link Distance (ft) 488 488 50 50 50
Upstream Blk Time (%) 0 1 36 33 34
Queuing Penalty (veh) 1 5 165 155 156
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: US50 WB Ramps
Movement WB WB WB WB NB NB NB SB SB
Directions Served L L LR R T T T T T
Maximum Queue (ft) 168 192 210 199 191 189 164 229 197
Average Queue (ft) 88 105 124 80 100 101 85 110 99
95th Queue (ft) 137 159 177 140 188 186 149 198 173
Link Distance (ft) 1501 1501 101 101 101 129 129
Upstream Blk Time (%) 6 5 3 3 2
Queuing Penalty (veh) 30 26 16 16 12
Storage Bay Dist (ft) 185 185
Storage Blk Time (%) 0 0 0 0
Queuing Penalty (veh) 0 0 1 0
ITEM 21.1. ATTACHMENT 1

Page 534 of 1323 ends

Appendix F

Analysis Worksheets for
Signal Warrants
ITEM 21.1. ATTACHMENT 1

Page 535 of 1323 ends

1/26/2022
Traffic Signal Warrants Worksheet Warrant 3:

Peak Hour
Source: MUTCD 2012 California Supplement
Scenario: Existing Plus Project Conditions AM
Intersection: Kilgore Rd AND Project Driveway
Comments:

PART A or PART B SATISFIED NO
PART A
(All parts 1, 2, and 3 below must be satisfied) SATISFIED NO

1. No

2. Yes

3. No
PART B SATISFIED No
APPROACH LANES One
Both Approaches - Major Street 373
Highest Approach - Minor Street 157
1397 593 82 8
571 1326 56 4
The Residences at Capital Center
The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach and five vehicle hours for a two-lane approach; AND The volume on the same minor street approach equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes; AND The total entering volume serviced during the hour equals or exceeds 800 vph for intersection with four or more approaches or 650 vph for intersection with less than four approaches.
2 or More
The plotted points for vehicles per hour on major streets (both approaches) and the corresponding per hour higher volume minor street approach (one direction only) for one hour (any consecutive 15 minute period) fall above applicable curves in MUTCD Figure 4C-3.

ITEM 21.1. ATTACHMENT 1

Page 536 of 1323 ends

1/26/2022
Traffic Signal Warrants Worksheet Warrant 3:

Peak Hour
Source: MUTCD 2012 California Supplement
Scenario: Existing Plus Project Conditions PM
Intersection: Kilgore Rd AND Project Driveway
Comments:

PART A or PART B SATISFIED NO
PART A
(All parts 1, 2, and 3 below must be satisfied) SATISFIED NO

1. No

2. No

3. No
PART B SATISFIED No
APPROACH LANES One
Both Approaches - Major Street 497
Highest Approach - Minor Street 91
1397 593 82 8
571 1326 56 4
The Residences at Capital Center
The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach and five vehicle hours for a two-lane approach; AND The volume on the same minor street approach equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes; AND The total entering volume serviced during the hour equals or exceeds 800 vph for intersection with four or more approaches or 650 vph for intersection with less than four approaches.
2 or More
The plotted points for vehicles per hour on major streets (both approaches) and the corresponding per hour higher volume minor street approach (one direction only) for one hour (any consecutive 15 minute period) fall above applicable curves in MUTCD Figure 4C-3.

ITEM 21.1. ATTACHMENT 1

Page 537 of 1323 ends

1/26/2022
Traffic Signal Warrants Worksheet Warrant 3:

Peak Hour
Source: MUTCD 2012 California Supplement
Scenario: Cumulative Year Conditions AM
Intersection: Kilgore Rd AND Project Driveway
Comments:

PART A or PART B SATISFIED NO
PART A
(All parts 1, 2, and 3 below must be satisfied) SATISFIED NO

1. No

2. Yes

3. No
PART B SATISFIED No
APPROACH LANES One
Both Approaches - Major Street 471
Highest Approach - Minor Street 157
1397 593 82 8
571 1326 56 4
The Residences at Capital Center
The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach and five vehicle hours for a two-lane approach; AND The volume on the same minor street approach equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes; AND The total entering volume serviced during the hour equals or exceeds 800 vph for intersection with four or more approaches or 650 vph for intersection with less than four approaches.
2 or More
The plotted points for vehicles per hour on major streets (both approaches) and the corresponding per hour higher volume minor street approach (one direction only) for one hour (any consecutive 15 minute period) fall above applicable curves in MUTCD Figure 4C-3.

ITEM 21.1. ATTACHMENT 1

Page 538 of 1323 ends

1/26/2022
Traffic Signal Warrants Worksheet Warrant
3: Peak Hour
Source: MUTCD 2012 California Supplement
Scenario: Cumulative Year Conditions PM
Intersection: Kilgore Rd AND Project Driveway
Comments:

PART A or PART B SATISFIED NO
PART A
(All parts 1, 2, and 3 below must be satisfied) SATISFIED NO

1. No

2. No

3. Yes
PART B SATISFIED No
APPROACH LANES One
Both Approaches - Major Street 764
Highest Approach - Minor Street 91
1397 593 82 8
571 1326 56 4
The Residences at Capital Center
The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach and five vehicle hours for a two-lane approach; AND The volume on the same minor street approach equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes; AND The total entering volume serviced during the hour equals or exceeds 800 vph for intersection with four or more approaches or 650 vph for intersection with less than four approaches.
2 or More
The plotted points for vehicles per hour on major streets (both approaches) and the corresponding per hour higher volume minor street approach (one direction only) for one hour (any consecutive 15 minute period) fall above applicable curves in MUTCD Figure 4C-3.

ITEM 21.1. ATTACHMENT 1

Page 539 of 1323 ends

1/26/2022
Traffic Signal Warrants Worksheet
Warrant 3: Peak Hour
Source: MUTCD 2012 California Supplement
Scenario: Cumulative Year Plus Project Conditions AM
Intersection: Kilgore Rd AND Project Driveway
Comments:

PART A or PART B SATISFIED NO
PART A
(All parts 1, 2, and 3 below must be satisfied) SATISFIED NO

1. No

2. Yes

3. Yes
PART B SATISFIED No
APPROACH LANES One
Both Approaches - Major Street 637
Highest Approach - Minor Street 157
1397 593 82 8
571 1326 56 4
The Residences at Capital Center
The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach and five vehicle hours for a two-lane approach; AND The volume on the same minor street approach equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes; AND The total entering volume serviced during the hour equals or exceeds 800 vph for intersection with four or more approaches or 650 vph for intersection with less than four approaches.
2 or More
The plotted points for vehicles per hour on major streets (both approaches) and the corresponding per hour higher volume minor street approach (one direction only) for one hour (any consecutive 15 minute period) fall above applicable curves in MUTCD Figure 4C-3.

ITEM 21.1. ATTACHMENT 1

Page 540 of 1323 ends

1/26/2022
Traffic Signal Warrants Worksheet
Warrant 3: Peak Hour
Source: MUTCD 2012 California Supplement
Scenario: Cumulative Year Plus Project Conditions PM
Intersection: Kilgore Rd AND Project Driveway
Comments:

PART A or PART B SATISFIED NO
PART A
(All parts 1, 2, and 3 below must be satisfied) SATISFIED NO

1. No

2. No

3. Yes
PART B SATISFIED No
APPROACH LANES One
Both Approaches - Major Street 910
Highest Approach - Minor Street 91
1397 593 82 8
571 1326 56 4
The Residences at Capital Center
The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach and five vehicle hours for a two-lane approach; AND The volume on the same minor street approach equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes; AND The total entering volume serviced during the hour equals or exceeds 800 vph for intersection with four or more approaches or 650 vph for intersection with less than four approaches.
2 or More
The plotted points for vehicles per hour on major streets (both approaches) and the corresponding per hour higher volume minor street approach (one direction only) for one hour (any consecutive 15 minute period) fall above applicable curves in MUTCD Figure 4C-3.

ITEM 21.1. ATTACHMENT 1

Page 541 of 1323 ends

Appendix G

Streetlight Data Sheets
ITEM 21.1. ATTACHMENT 1

Page 542 of 1323 ends

National Data & Surveying ServicesIntersection Turning Movement Count Location: Sunrise Blvd & US-50 EB Ramps
City: Rancho Cordova Project ID:

Control: Signalized Date:

NS/EW Streets:
0 4 2 0 0 3 2 0 3 0 2 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
6:00 AM 0 95 0 0 0 286 0 0 104 0 92 0 0 0 0 0 577
6:15 AM 0 148 0 0 0 244 0 0 113 0 104 0 0 0 0 0 609
6:30 AM 0 179 0 0 0 392 0 0 168 0 122 0 0 0 0 0 861
6:45 AM 0 208 0 0 0 359 0 0 180 0 134 0 0 0 0 0 881
7:00 AM 0 204 0 0 0 383 0 0 201 0 146 0 0 0 0 0 934
7:15 AM 0 217 0 0 0 270 0 0 296 0 162 0 0 0 0 0 945
7:30 AM 0 263 0 0 0 379 0 0 273 0 193 0 0 0 0 0 1108
7:45 AM 0 262 0 0 0 495 0 0 344 0 225 0 0 0 0 0 1326
8:00 AM 0 314 0 0 0 346 0 0 351 0 155 0 0 0 0 0 1166
8:15 AM 0 219 0 0 0 534 0 0 393 0 107 0 0 0 0 0 1253
8:30 AM 0 242 0 0 0 541 0 0 306 0 129 0 0 0 0 0 1218
8:45 AM 0 270 0 0 0 469 0 0 345 0 124 0 0 0 0 0 1208

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 2621 0 0 0 4698 0 0 3074 0 1693 0 0 0 0 0 12086 APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 64.49% 0.00% 35.51% 0.00% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 0 1045 0 0 0 1890 0 0 1395 0 515 0 0 0 0 0 4845 PEAK HR FACTOR : 0.000 0.832 0.000 0.000 0.000 0.873 0.000 0.000 0.887 0.000 0.831 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 4 2 0 0 3 2 0 3 0 2 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 598 0 0 0 455 0 0 404 0 95 0 0 0 0 0 1552
4:15 PM 0 513 0 0 0 552 0 0 468 0 112 0 0 0 0 0 1645
4:30 PM 0 576 0 0 0 498 0 0 398 0 128 0 0 0 0 0 1600
4:45 PM 0 520 0 0 0 585 0 0 449 0 128 0 0 0 0 0 1682
5:00 PM 0 529 0 0 0 558 0 0 405 0 117 0 0 0 0 0 1609
5:15 PM 0 577 0 0 0 555 0 0 356 0 149 0 0 0 0 0 1637
5:30 PM 0 446 0 0 0 423 0 0 463 0 147 0 0 0 0 0 1479
5:45 PM 0 431 0 0 0 502 0 0 487 0 141 0 0 0 0 0 1561
6:00 PM 0 511 0 0 0 447 0 0 409 0 130 0 0 0 0 0 1497
6:15 PM 0 348 0 0 0 443 0 0 409 0 127 0 0 0 0 0 1327
6:30 PM 0 442 0 0 0 322 0 0 335 0 128 0 0 0 0 0 1227
6:45 PM 0 241 0 0 0 325 0 0 349 0 116 0 0 0 0 0 1031

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 5732 0 0 0 5665 0 0 4932 0 1518 0 0 0 0 0 17847 APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 76.47% 0.00% 23.53% 0.00% PEAK HR : 03:15 PM 286 0 0 TOTAL
PEAK HR VOL : 0 2138 0 0 0 2193 0 0 1720 0 485 0 0 0 0 0 6536 PEAK HR FACTOR : 0.000 0.928 0.000 0.000 0.000 0.937 0.000 0.000 0.919 0.000 0.947 0.000 0.000 0.000 0.000 0.000 08:00 AM - 09:00 AM
22-070003-003
1/11/2022
Streetlight Data - Totals
Sunrise Blvd Sunrise Blvd US-50 EB Ramps US-50 EB Ramps AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.967 0.832 0.873 0.944
03:15 PM - 04:15 PM
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.971 0.928 0.937 0.950
ITEM 21.1. ATTACHMENT 1

Page 543 of 1323 ends

National Data & Surveying ServicesIntersection Turning Movement Count Location: Zinfandel Dr & US-50 EB Ramps/Gold Center Dr
City: Rancho Cordova Project ID:

Control: Signalized Date:

NS/EW Streets:
0 4 0 0 0 0 3 1 0 2 2 2 0 0 0 2 0 0
NL NT NR NU NR2 SL ST SR SU EL ET ER EU WL WT WR WU WU2 TOTAL 6:00 AM 0 209 2 0 0 0 104 0 0 27 174 9 0 4 0 31 0 2 562 6:15 AM 0 313 0 0 0 0 122 0 0 50 103 0 0 7 0 21 0 1 617 6:30 AM 0 302 0 0 0 0 164 0 0 62 109 6 0 7 0 26 0 2 678 6:45 AM 0 283 0 0 0 0 187 0 0 93 148 18 0 2 0 17 0 0 748 7:00 AM 0 350 0 0 0 0 170 0 0 62 155 6 0 0 0 9 0 5 757
7:15 AM 0 489 0 0 0 0 312 0 0 68 167 0 0 2 0 25 0 6 1069 7:30 AM 0 462 0 0 0 0 275 0 0 104 159 0 0 0 0 47 0 4 1051 7:45 AM 0 606 0 0 0 0 359 0 0 147 210 0 0 0 0 48 0 5 1375 8:00 AM 0 602 0 0 0 0 359 0 0 147 214 0 0 0 0 36 0 5 1363 8:15 AM 0 508 1 0 0 0 291 0 0 125 229 2 0 2 0 31 0 6 1195 8:30 AM 0 331 9 0 0 0 314 0 0 125 208 7 0 5 0 29 0 5 1033 8:45 AM 0 317 19 0 0 0 245 0 0 142 213 8 0 2 0 33 0 4 983 NL NT NR NU NR2 SL ST SR SU EL ET ER EU WL WT WR WU WU2 TOTAL TOTAL VOLUMES : 0 4772 31 0 0 0 2902 0 0 1152 2089 56 0 31 0 353 0 45 11431 APPROACH %'s : 0.00% 99.35% 0.65% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 34.94% 63.36% 1.70% 0.00% 7.23% 0.00% 82.28% 0.00% 10.49% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 0 2178 1 0 0 0 1284 0 0 523 812 2 0 2 0 162 0 20 4984 PEAK HR FACTOR : 0.000 0.899 0.250 0.000 0.000 0.000 0.894 0.000 0.000 0.889 0.886 0.250 0.000 0.250 0.000 0.844 0.000 0.833 Headers NBL NBT NBR NBU NBR2 SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU WBU2 0 4 0 0 0 0 3 1 0 2 2 2 0 0 0 2 0 0
NL NT NR NU NR2 SL ST SR SU EL ET ER EU WL WT WR WU WU2 TOTAL 4:00 PM 0 727 5 0 0 0 302 0 0 326 53 4 0 0 0 134 0 6 1557 4:15 PM 0 727 18 0 0 0 414 0 0 341 48 9 0 2 0 155 0 9 1723 4:30 PM 0 748 18 0 0 0 417 0 0 434 46 23 0 2 0 189 0 11 1888 4:45 PM 0 723 5 0 0 0 443 0 0 380 46 33 0 6 0 191 0 5 1832 5:00 PM 0 1038 0 0 0 0 428 0 0 372 33 33 0 2 0 222 0 14 2142 5:15 PM 0 585 3 0 0 0 503 0 0 346 31 14 0 0 0 166 0 10 1658 5:30 PM 0 629 2 0 0 0 371 0 0 306 54 6 0 2 0 113 0 13 1496 5:45 PM 0 607 3 0 0 0 413 0 0 254 74 5 0 1 0 95 0 12 1464 6:00 PM 0 532 7 0 0 0 296 0 0 214 64 2 0 0 3 106 0 27 1251 6:15 PM 0 455 8 0 0 0 497 0 0 197 34 0 0 0 0 81 0 20 1292 6:30 PM 0 499 11 0 0 0 406 0 0 219 38 0 0 0 0 60 0 14 1247 6:45 PM 2 527 17 0 0 0 299 0 0 288 56 0 0 6 0 44 0 9 1248 NL NT NR NU NR2 SL ST SR SU EL ET ER EU WL WT WR WU WU2 TOTAL TOTAL VOLUMES : 2 7797 97 0 0 0 4789 0 0 3677 577 129 0 21 3 1556 0 150 18798 APPROACH %'s : 0.03% 98.75% 1.23% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 83.89% 13.16% 2.94% 0.00% 1.21% 0.17% 89.94% 0.00% 8.67% PEAK HR : 04:15 PM 290 0 0 TOTAL
PEAK HR VOL : 0 2353 15 0 0 0 1583 0 0 1120 223 27 0 3 3 480 0 62 5869 PEAK HR FACTOR : 0.000 0.935 0.536 0.000 0.000 0.000 0.787 0.000 0.000 0.809 0.753 0.482 0.000 0.375 0.250 0.723 0.000 0.574 0.885 0.938 0.787 0.876 0.778 PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
04:15 PM - 05:15 PM

0.906 0.899 0.894 0.926 0.868
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
07:30 AM - 08:30 AM
22-070003-006
1/11/2022
Streetlight Data - Totals
Zinfandel Dr Zinfandel Dr US-50 EB Ramps/Gold Center Dr US-50 EB Ramps/Gold Center Dr ITEM 21.1. ATTACHMENT 1

Page 544 of 1323 ends

National Data & Surveying ServicesIntersection Turning Movement Count Location: Zinfandel Dr & US-50 WB Ramps
City: Rancho Cordova Project ID:

Control: Signalized Date:

NS/EW Streets:
0 3 1 0 0 2 1 0 0 0 0 0 2.5 0 1.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
6:00 AM 0 50 0 0 0 32 0 0 0 0 0 0 69 0 10 0 161
6:15 AM 0 56 0 0 0 62 0 0 0 0 0 0 69 0 17 0 204
6:30 AM 0 80 0 0 0 86 0 0 0 0 0 0 76 0 33 0 275
6:45 AM 0 113 0 0 0 68 0 0 0 0 0 0 95 0 36 0 312
7:00 AM 0 123 0 0 0 43 0 0 0 0 0 0 111 0 47 0 324
7:15 AM 0 123 0 0 0 64 0 0 0 0 0 0 239 0 46 0 472
7:30 AM 0 163 0 0 0 85 0 0 0 0 0 0 191 0 35 0 474
7:45 AM 0 322 0 0 0 103 0 0 0 0 0 0 233 0 50 0 708
8:00 AM 0 249 0 0 0 125 0 0 0 0 0 0 200 0 60 0 634
8:15 AM 0 184 0 0 0 140 0 0 0 0 0 0 159 0 52 0 535
8:30 AM 0 150 0 0 0 126 0 0 0 0 0 0 143 0 36 0 455
8:45 AM 0 179 0 0 0 96 0 0 0 0 0 0 132 0 29 0 436

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1792 0 0 0 1030 0 0 0 0 0 0 1717 0 451 0 4990 APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 79.20% 0.00% 20.80% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 0 918 0 0 0 453 0 0 0 0 0 0 783 0 197 0 2351 PEAK HR FACTOR : 0.000 0.713 0.000 0.000 0.000 0.809 0.000 0.000 0.000 0.000 0.000 0.000 0.840 0.000 0.821 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 3 1 0 0 2 1 0 0 0 0 0 2.5 0 1.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 367 0 0 0 250 0 0 0 0 0 0 132 0 68 0 817
4:15 PM 0 424 0 0 0 216 0 0 0 0 0 0 102 0 79 0 821
4:30 PM 0 397 0 0 0 247 0 0 0 0 0 0 119 0 89 0 852
4:45 PM 0 417 0 0 0 212 0 0 0 0 0 0 138 0 98 0 865
5:00 PM 0 572 0 0 0 210 0 0 0 0 0 0 137 0 95 0 1014
5:15 PM 0 360 0 0 0 234 0 0 0 0 0 0 124 0 87 0 805
5:30 PM 0 358 0 0 0 245 0 0 0 0 0 0 115 0 88 0 806
5:45 PM 0 353 0 0 0 215 0 0 0 0 0 0 113 0 73 0 754
6:00 PM 0 294 0 0 0 201 0 0 0 0 0 0 124 0 88 0 707
6:15 PM 0 243 0 0 0 305 0 0 0 0 0 0 143 0 75 0 766
6:30 PM 0 312 0 0 0 251 0 0 0 0 0 0 116 0 59 0 738
6:45 PM 0 354 0 0 0 188 0 0 0 0 0 0 96 0 72 0 710

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 4451 0 0 0 2774 0 0 0 0 0 0 8680 0 971 0 16876 APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 89.94% 0.00% 10.06% 0.00% PEAK HR : 04:15 PM 290 0 0 TOTAL
PEAK HR VOL : 0 1365 0 0 0 895 0 0 0 0 0 0 476 0 336 0 3072 PEAK HR FACTOR : 0.000 0.948 0.000 0.000 0.000 0.913 0.000 0.000 0.000 0.000 0.000 0.000 0.960 0.000 0.955 0.000 07:30 AM - 08:30 AM
22-070003-007
1/11/2022
Streetlight Data - Totals
Zinfandel Dr Zinfandel Dr US-50 WB Ramps US-50 WB Ramps AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.830 0.713 0.809 0.866
04:15 PM - 05:15 PM
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.953 0.948 0.913 0.958
ITEM 21.1. ATTACHMENT 1

Page 545 of 1323 ends

Appendix H

NCHRP-684 Internal Capture Data Sheets
ITEM 21.1. ATTACHMENT 1

Page 546 of 1323 ends

Project Name: Organization:

Project Location: Performed By:

Scenario Description: Date:

Analysis Year: Checked By:

Analysis Period: Date:

ITE LUCs1 Quantity Units Total Entering Exiting
Office - 1,000 Sq Ft 0 0 0
Retail - 1,000 Sq Ft 0 0 0
Restaurant 9 1,000 Sq Ft 81 45 36
Cinema/Entertainment - Screen(s) 0 0 0
Residential 417 Dwelling Unit(s) 172 41 131
Hotel - Room(s) 0 0 0
All Other Land Uses2
- 0 0 0 0
253 86 167
Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized Office 1.00 0% 0% 1.00 0% 0%
Retail 1.00 0% 0% 1.00 0% 0%
Restaurant 1.00 0% 0% 1.00 0% 0%
Cinema/Entertainment 1.00 0% 0% 1.00 0% 0%
Residential 1.00 0% 0% 1.00 0% 0%
Hotel 1.00 0% 0% 1.00 0% 0%
All Other Land Uses2 1.00 0% 0% 1.00 0% 0%
Office Retail Restaurant Residential Hotel
Office
Retail
Restaurant
Cinema/Entertainment
Residential
Hotel
Office Retail Restaurant Residential Hotel
Office 0 0 0 0
Retail 0 0 0 0
Restaurant 0 0 1 0
Cinema/Entertainment 0 0 0 0 0
Residential 0 0 9 0
Hotel 0 0 0 0
Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 253 86 167 Office N/A N/A
Internal Capture Percentage 8% 12% 6% Retail N/A N/A
Restaurant 20% 3%
External Vehicle-Trips5 233 76 157 Cinema/Entertainment N/A N/A External Transit-Trips6 0 0 0 Residential 2% 7%
External Non-Motorized Trips6 0 0 0 Hotel N/A N/A
6Person-Trips
*Indicates computation that has been rounded to the nearest whole number.

Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 1 Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers. 2 Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator. 4Enter vehicle occupancy assumed in Table 1-A vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be made to Tables 5-A, 9-A (O and D). Enter transit, non-motorized percentages that will result with proposed mixed-use project complete. 5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A. 3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual ).

Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use 0 0
0 0
Table 4-A: Internal Person-Trip Origin-Destination Matrix* Origin (From)
Destination (To)
Cinema/Entertainment
0 Origin (From)
Destination (To)
Cinema/Entertainment
SD
AM Street Peak Hour 5/10/2022
Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Land Use
Development Data (For Information Only ) Estimated Vehicle-Trips3 Table 2-A: Mode Split and Vehicle Occupancy Estimates
Land Use
Entering Trips Exiting Trips
Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance) Opening Year plus Project 1/10/2022
NCHRP 684 Internal Trip Capture Estimation Tool
Residences at Capital Center Kimley-Horn and Associates, Inc.

Rancho Cordova, CA AB
ITEM 21.1. ATTACHMENT 1

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Project Name:

Analysis Period:

Veh. Occ. Vehicle-Trips Person-Trips* Veh. Occ. Vehicle-Trips Person-Trips* Office 1.00 0 0 1.00 0 0
Retail 1.00 0 0 1.00 0 0
Restaurant 1.00 45 45 1.00 36 36
Cinema/Entertainment 1.00 0 0 1.00 0 0
Residential 1.00 41 41 1.00 130.71 131
Hotel 1.00 0 0 1.00 0 0
Office Retail Restaurant Residential Hotel
Office 0 0 0 0
Retail 0 0 0 0
Restaurant 11 5 1 1
Cinema/Entertainment 0 0 0 0 0
Residential 3 1 26 0
Hotel 0 0 0 0
Office Retail Restaurant Residential Hotel
Office 0 10 0 0
Retail 0 23 1 0
Restaurant 0 0 2 0
Cinema/Entertainment 0 0 0 0 0
Residential 0 0 9 0
Hotel 0 0 3 0
Internal External Total Vehicles1
Transit2 Non-Motorized2
Office 0 0 0 0 0 0
Retail 0 0 0 0 0 0
Restaurant 9 36 45 36 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 1 40 41 40 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 0 0 0 0 0 0
Internal External Total Vehicles1
Transit2 Non-Motorized2
Office 0 0 0 0 0 0
Retail 0 0 0 0 0 0
Restaurant 1 35 36 35 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 9 122 131 122 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 0 0 0 0 0 0
1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A 2Person-Trips
3 Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number.

Table 9-A (D): Internal and External Trips Summary (Entering Trips) Destination Land Use
Person-Trip Estimates External Trips by Mode*
Table 9-A (O): Internal and External Trips Summary (Exiting Trips) Origin Land Use Person-Trip Estimates External Trips by Mode* 0 0
0 Table 8-A (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination) Origin (From) Destination (To)
Cinema/Entertainment
0 0
0 0
0 Table 7-A: Conversion of Vehicle-Trip Ends to Person-Trip Ends Land Use
Table 7-A (D): Entering Trips Table 7-A (O): Exiting Trips Table 8-A (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin) Origin (From) Destination (To)
Cinema/Entertainment
0 0
Residences at Capital Center
AM Street Peak Hour
ITEM 21.1. ATTACHMENT 1

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Project Name: Organization:

Project Location: Performed By:

Scenario Description: Date:

Analysis Year: Checked By:

Analysis Period: Date:

ITE LUCs1 Quantity Units Total Entering Exiting
Office - 1,000 Sq Ft 0 0 0
Retail - 1,000 Sq Ft 0 0 0
Restaurant 9 1,000 Sq Ft 77 47 30
Cinema/Entertainment - Screen(s) 0 0 0
Residential 417 Dwelling Unit(s) 191 118 73
Hotel - Room(s) 0 0 0
All Other Land Uses2
- 0 0 0 0
268 165 103
Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized Office 1.00 0% 0% 1.00 0% 0%
Retail 1.00 0% 0% 1.00 0% 0%
Restaurant 1.00 0% 0% 1.00 0% 0%
Cinema/Entertainment 1.00 0% 0% 1.00 0% 0%
Residential 1.00 0% 0% 1.00 0% 0%
Hotel 1.00 0% 0% 1.00 0% 0%
All Other Land Uses2 1.00 0% 0% 1.00 0% 0%
Office Retail Restaurant Residential Hotel
Office
Retail
Restaurant
Cinema/Entertainment
Residential
Hotel
Office Retail Restaurant Residential Hotel
Office 0 0 0 0
Retail 0 0 0 0
Restaurant 0 0 5 0
Cinema/Entertainment 0 0 0 0 0
Residential 0 0 7 0
Hotel 0 0 0 0
Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 268 165 103 Office N/A N/A
Internal Capture Percentage 9% 7% 12% Retail N/A N/A
Restaurant 15% 17%
External Vehicle-Trips5 244 153 91 Cinema/Entertainment N/A N/A External Transit-Trips6 0 0 0 Residential 4% 10%
External Non-Motorized Trips6 0 0 0 Hotel N/A N/A
6Person-Trips
*Indicates computation that has been rounded to the nearest whole number.

Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 1 Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers. 2 Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator. 4Enter vehicle occupancy assumed in Table 1-P vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be 5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P. 3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual ).

Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use 0 0
0 0
Table 4-P: Internal Person-Trip Origin-Destination Matrix* Origin (From)
Destination (To)
Cinema/Entertainment
0 Origin (From)
Destination (To)
Cinema/Entertainment
SD
PM Street Peak Hour 5/10/2022
Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Land Use
Development Data (For Information Only ) Estimated Vehicle-Trips3 Table 2-P: Mode Split and Vehicle Occupancy Estimates
Land Use
Entering Trips Exiting Trips
Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance) Opening Year plus Project 1/10/2022
NCHRP 684 Internal Trip Capture Estimation Tool
Residences at Capital Center Kimley-Horn and Associates, Inc.

Rancho Cordova, CA AB
ITEM 21.1. ATTACHMENT 1

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Project Name:

Analysis Period:

Veh. Occ. Vehicle-Trips Person-Trips* Veh. Occ. Vehicle-Trips Person-Trips* Office 1.00 0 0 1.00 0 0
Retail 1.00 0 0 1.00 0 0
Restaurant 1.00 47 47 1.00 30 30
Cinema/Entertainment 1.00 0 0 1.00 0 0
Residential 1.00 118 118 1.00 72.6 73
Hotel 1.00 0 0 1.00 0 0
Office Retail Restaurant Residential Hotel
Office 0 0 0 0
Retail 0 0 0 0
Restaurant 1 12 5 2
Cinema/Entertainment 0 0 0 0 0
Residential 3 31 15 2
Hotel 0 0 0 0
Office Retail Restaurant Residential Hotel
Office 0 1 5 0
Retail 0 14 54 0
Restaurant 0 0 19 0
Cinema/Entertainment 0 0 1 5 0
Residential 0 0 7 0
Hotel 0 0 2 0
Internal External Total Vehicles1
Transit2 Non-Motorized2
Office 0 0 0 0 0 0
Retail 0 0 0 0 0 0
Restaurant 7 40 47 40 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 5 113 118 113 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 0 0 0 0 0 0
Internal External Total Vehicles1
Transit2 Non-Motorized2
Office 0 0 0 0 0 0
Retail 0 0 0 0 0 0
Restaurant 5 25 30 25 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 7 66 73 66 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 0 0 0 0 0 0
*Indicates computation that has been rounded to the nearest whole number.

Origin Land Use
Person-Trip Estimates External Trips by Mode*
1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips
3 Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator Table 9-P (O): Internal and External Trips Summary (Exiting Trips) 0 0
0 0
0 Table 9-P (D): Internal and External Trips Summary (Entering Trips) Destination Land Use
Person-Trip Estimates External Trips by Mode*
Origin (From)
Destination (To)
Cinema/Entertainment
Origin (From)
Destination (To)
Cinema/Entertainment
0 0
2 0
0 Table 8-P (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination) Table 7-P: Conversion of Vehicle-Trip Ends to Person-Trip Ends Land Use
Table 7-P (D): Entering Trips Table 7-P (O): Exiting Trips Table 8-P (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin) Residences at Capital Center
PM Street Peak Hour
ITEM 21.1. ATTACHMENT 1

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Sent Via E-Mail
October 17, 2022
Nick Sosa, Associate Planner
City of Rancho Cordova Planning Division
2729 Prospect Park Drive
Rancho Cordova, CA 95670
[email protected]
Subject: The Residences at Capital Center Major Design Review / 2022090063 / MND
Dear Mr. Sosa:

The Sacramento Municipal Utility District (SMUD) appreciates the opportunity to provide comments on the Mitigated Negative Declaration (MND) for The Residences at Capital Center Major Design Review (Project, SCH 2022090063). SMUD is the primary energy provider for Sacramento County and the proposed Project area.

SMUD’s vision is to empower our customers with solutions and options that increase energy efficiency, protect the environment, reduce global warming, and lower the cost to serve our region. As a Responsible Agency, SMUD aims to ensure that the proposed Project limits the potential for significant environmental effects on SMUD facilities, employees, and customers.

It is our desire that the Project will acknowledge any impacts related to the following:
• Overhead and or underground transmission and distribution line easements. Please view the following links on smud.org for more information regarding transmission encroachment:
• https://www.smud.org/en/Business-Solutions-and-Rebates/Designand-Construction-Services • https://www.smud.org/en/Corporate/Do-Business-with-SMUD/LandUse/Transmission-Right-of-Way • Utility line routing
• Electrical load needs/requirements
• Energy Efficiency
• Climate Change
• Cumulative impacts related to the need for increased electrical delivery • The potential need to relocate and or remove any SMUD infrastructure that may be affected in or around the project area
ITEM 21.1. ATTACHMENT 1

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Please ensure that the information included in this response is conveyed to the Project planners and the appropriate Project proponents.

Environmental leadership is a core value of SMUD and we look forward to collaborating with you on this Project. Again, we appreciate the opportunity to provide input on this MND. If you have any questions regarding this letter, please do not hesitate to contact me at 916.732.7406, or by email at [email protected].

Sincerely,
Jerry Park
Environmental Services Specialist
Sacramento Municipal Utility District
6201 S Street
Sacramento, CA 95817
cc: Entitlements
ITEM 21.1. ATTACHMENT 1

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Central Valley Regional Water Quality Control Board
10 October 2022
Nicholas Sosa
City of Rancho Cordova
2729 Prospect Park Drive
Rancho Cordova, CA 95670
[email protected]

COMMENTS TO REQUEST FOR REVIEW FOR THE MITIGATED NEGATIVE

DECLARATION, RESIDENCES AT CAPITAL CENTER MAJOR DESIGN REVIEW PROJECT, SCH#2022090063, SACRAMENTO COUNTY
Pursuant to the State Clearinghouse’s 6 September 2022 request, the Central Valley Regional Water Quality Control Board (Central Valley Water Board) has reviewed the Request for Review for the Mitigated Negative Declaration for the Residences at Capital Center Major Design Review Project, located in Sacramento County.

Our agency is delegated with the responsibility of protecting the quality of surface and groundwaters of the state; therefore, our comments will address concerns surrounding those issues.

I. Regulatory Setting
Basin Plan
The Central Valley Water Board is required to formulate and adopt Basin Plans for all areas within the Central Valley region under Section 13240 of the Porter-Cologne Water Quality Control Act. Each Basin Plan must contain water quality objectives to ensure the reasonable protection of beneficial uses, as well as a program of implementation for achieving water quality objectives with the Basin Plans. Federal regulations require each state to adopt water quality standards to protect the public health or welfare, enhance the quality of water and serve the purposes of the Clean Water Act. In California, the beneficial uses, water quality objectives, and the Antidegradation Policy are the State’s water quality standards. Water quality standards are also contained in the National Toxics Rule, 40 CFR Section 131.36, and the California Toxics Rule, 40 CFR Section 131.38.

The Basin Plan is subject to modification as necessary, considering applicable laws, policies, technologies, water quality conditions and priorities. The original Basin Plans were adopted in 1975, and have been updated and revised periodically as required, using Basin Plan amendments. Once the Central Valley Water Board has adopted a Basin Plan amendment in noticed public hearings, it must be approved by the State Water Resources Control Board (State Water Board), Office of ITEM 21.1. ATTACHMENT 1

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Residences at Capital Center - 2 - 10 October 2022
Major Design Review Project
Sacramento County
Administrative Law (OAL) and in some cases, the United States Environmental Protection Agency (USEPA). Basin Plan amendments only become effective after they have been approved by the OAL and in some cases, the USEPA. Every three (3) years, a review of the Basin Plan is completed that assesses the appropriateness of existing standards and evaluates and prioritizes Basin Planning issues. For more information on the Water Quality Control Plan for the Sacramento and San Joaquin River Basins, please visit our website:
http://www.waterboards.ca.gov/centralvalley/water_issues/basin_plans/ Antidegradation Considerations
All wastewater discharges must comply with the Antidegradation Policy (State Water Board Resolution 68-16) and the Antidegradation Implementation Policy contained in the Basin Plan. The Antidegradation Implementation Policy is available on page 74 at:
https://www.waterboards.ca.gov/centralvalley/water_issues/basin_plans/sacsjr_2018

05.pdf
In part it states:

Any discharge of waste to high quality waters must apply best practicable treatment or control not only to prevent a condition of pollution or nuisance from occurring, but also to maintain the highest water quality possible consistent with the maximum benefit to the people of the State.

This information must be presented as an analysis of the impacts and potential impacts of the discharge on water quality, as measured by background concentrations and applicable water quality objectives.

The antidegradation analysis is a mandatory element in the National Pollutant Discharge Elimination System and land discharge Waste Discharge Requirements (WDRs) permitting processes. The environmental review document should evaluate potential impacts to both surface and groundwater quality.

II. Permitting Requirements
Construction Storm Water General Permit
Dischargers whose project disturb one or more acres of soil or where projects disturb less than one acre but are part of a larger common plan of development that in total disturbs one or more acres, are required to obtain coverage under the General Permit for Storm Water Discharges Associated with Construction and Land Disturbance Activities (Construction General Permit), Construction General Permit Order No. 2009-0009-DWQ. Construction activity subject to this permit includes clearing, grading, grubbing, disturbances to the ground, such as stockpiling, or excavation, but does not include regular maintenance activities performed to restore the original line, grade, or capacity of the facility. The Construction General Permit requires the development and implementation of a Storm Water Pollution Prevention Plan (SWPPP). For more information on the Construction General Permit, visit the State Water Resources Control Board website at:

ITEM 21.1. ATTACHMENT 1

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Residences at Capital Center - 3 - 10 October 2022
Major Design Review Project
Sacramento County
http://www.waterboards.ca.gov/water_issues/programs/stormwater/constpermits.sht ml
Clean Water Act Section 404 Permit
If the project will involve the discharge of dredged or fill material in navigable waters or wetlands, a permit pursuant to Section 404 of the Clean Water Act may be needed from the United States Army Corps of Engineers (USACE). If a Section 404 permit is required by the USACE, the Central Valley Water Board will review the permit application to ensure that discharge will not violate water quality standards. If the project requires surface water drainage realignment, the applicant is advised to contact the Department of Fish and Game for information on Streambed Alteration Permit requirements. If you have any questions regarding the Clean Water Act Section 404 permits, please contact the Regulatory Division of the Sacramento District of USACE at (916) 557-5250.

Clean Water Act Section 401 Permit – Water Quality Certification If an USACE permit (e.g., Non-Reporting Nationwide Permit, Nationwide Permit, Letter of Permission, Individual Permit, Regional General Permit, Programmatic General Permit), or any other federal permit (e.g., Section 10 of the Rivers and Harbors Act or Section 9 from the United States Coast Guard), is required for this project due to the disturbance of waters of the United States (such as streams and wetlands), then a Water Quality Certification must be obtained from the Central Valley Water Board prior to initiation of project activities. There are no waivers for 401 Water Quality Certifications. For more information on the Water Quality Certification, visit the Central Valley Water Board website at:
https://www.waterboards.ca.gov/centralvalley/water_issues/water_quality_certificatio n/
Waste Discharge Requirements – Discharges to Waters of the State If USACE determines that only non-jurisdictional waters of the State (i.e., “nonfederal” waters of the State) are present in the proposed project area, the proposed project may require a Waste Discharge Requirement (WDR) permit to be issued by Central Valley Water Board. Under the California Porter-Cologne Water Quality Control Act, discharges to all waters of the State, including all wetlands and other waters of the State including, but not limited to, isolated wetlands, are subject to State regulation. For more information on the Waste Discharges to Surface Water NPDES Program and WDR processes, visit the Central Valley Water Board website at:https://www.waterboards.ca.gov/centralvalley/water_issues/waste_to_surface_wat er/
Projects involving excavation or fill activities impacting less than 0.2 acre or 400 linear feet of non-jurisdictional waters of the state and projects involving dredging activities impacting less than 50 cubic yards of non-jurisdictional waters of the state may be eligible for coverage under the State Water Resources Control Board Water Quality Order No. 2004-0004-DWQ (General Order 2004-0004). For more information on the General Order 2004-0004, visit the State Water Resources Control Board website at:

ITEM 21.1. ATTACHMENT 1

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Residences at Capital Center - 4 - 10 October 2022
Major Design Review Project
Sacramento County
https://www.waterboards.ca.gov/board_decisions/adopted_orders/water_quality/200 4/wqo/wqo2004-0004.pdf
Dewatering Permit
If the proposed project includes construction or groundwater dewatering to be discharged to land, the proponent may apply for coverage under State Water Board General Water Quality Order (Low Threat General Order) 2003-0003 or the Central Valley Water Board’s Waiver of Report of Waste Discharge and Waste Discharge Requirements (Low Threat Waiver) R5-2018-0085. Small temporary construction dewatering projects are projects that discharge groundwater to land from excavation activities or dewatering of underground utility vaults. Dischargers seeking coverage under the General Order or Waiver must file a Notice of Intent with the Central Valley Water Board prior to beginning discharge.

For more information regarding the Low Threat General Order and the application process, visit the Central Valley Water Board website at:
http://www.waterboards.ca.gov/board_decisions/adopted_orders/water_quality/2003/ wqo/wqo2003-0003.pdf
For more information regarding the Low Threat Waiver and the application process, visit the Central Valley Water Board website at:
https://www.waterboards.ca.gov/centralvalley/board_decisions/adopted_orders/waiv ers/r5-2018-0085.pdf
Limited Threat General NPDES Permit
If the proposed project includes construction dewatering and it is necessary to discharge the groundwater to waters of the United States, the proposed project will require coverage under a National Pollutant Discharge Elimination System (NPDES) permit. Dewatering discharges are typically considered a low or limited threat to water quality and may be covered under the General Order for Limited Threat Discharges to Surface Water (Limited Threat General Order). A complete Notice of Intent must be submitted to the Central Valley Water Board to obtain coverage under the Limited Threat General Order. For more information regarding the Limited Threat General Order and the application process, visit the Central Valley Water Board website at:
https://www.waterboards.ca.gov/centralvalley/board_decisions/adopted_orders/gene ral_orders/r5-2016-0076-01.pdf
NPDES Permit
If the proposed project discharges waste that could affect the quality of surface waters of the State, other than into a community sewer system, the proposed project will require coverage under a National Pollutant Discharge Elimination System (NPDES) permit. A complete Report of Waste Discharge must be submitted with the Central Valley Water Board to obtain a NPDES Permit. For more information regarding the NPDES Permit and the application process, visit the Central Valley Water Board website at: https://www.waterboards.ca.gov/centralvalley/help/permit/ ITEM 21.1. ATTACHMENT 1

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Residences at Capital Center - 5 - 10 October 2022
Major Design Review Project
Sacramento County
If you have questions regarding these comments, please contact me at (916) 464-4684 or [email protected].

Peter Minkel
Engineering Geologist
cc: State Clearinghouse unit, Governor’s Office of Planning and Research, Sacramento
ITEM 21.1. ATTACHMENT 1

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1 Nicholas Sosa
From: Joseph J. Hurley <[email protected]>
Sent: Tuesday, October 11, 2022 3:34 PM
To: Nicholas Sosa
Subject: Initial Study/Proposed Mitigated Negative Declaration for the Residences at Capital Center Follow Up Flag: Follow up
Flag Status: Flagged
Good Afternoon Mr. Sosa,
Thank you for providing the Sacramento Metropolitan Air Quality Management District (Sac Metro Air District) with the opportunity to review the project routing for the Initial Study/Proposed Mitigated Negative Declaration for the Residences at Capital Center. The project consists of developing a mixed‐use infill residential development with a destination commercial‐retail component. The Residences at Capital Center Project would result in 417 units comprised of 240 multifamily units, 177 townhome rental units, and approximately 5,000 square feet of commercial. We offer the comments below on project development to benefit air quality and public health and reduce greenhouse gas emissions.

California Environmental Quality Act Review:

Construction
All projects undergoing CEQA review must implement Sac Metro Air District Basic Construction Emission Control Practices, also available on our website, to use the non‐zero particulate matter CEQA thresholds of significance.

Additionally, all projects are subject to Sac Metro Air District rules and regulations in effect at the time of construction.

Please visit our website to find a list of the most common rules that apply during the construction phase of projects Design Comments:

Urban Heat Island (UHI) Effects:

According to the Capital Region Transportation Sector Urban Heat Island Mitigation Project (UHI Project), the urban heat island effect already presents a severe challenge to our region, with urbanized areas in Sacramento some 3 to 9 degrees Fahrenheit warmer than their surrounding areas. Higher ambient temperatures increase the formation of ozone, a respiratory system irritant. These higher temperatures can lead to heat stress, heat stroke, and even heat mortality during extreme heat and extended heat waves, especially for the elderly, the young, and those with pre‐existing health conditions. The urban heat island results from converting undeveloped land to urbanized land.

For construction, we recommend (1) all new pavements, including sidewalks, roads, bike lanes, pedestrian paths, and parking lots, having an albedo of at least 0.25‐0.5, and (2) all new structures utilize certified cool roofs. The California Energy Commission’s Title 24, Part 6, suggests an aged solar reflectance of at least 0.63 for low‐sloped roofs and at least

0.20 for steep‐sloped roofs, with a minimum thermal emittance of 0.75. The Cool Roof Rating Council provides a product directory of roofs.

We recommend that the landscaping plan incorporate new trees to shade new pavements and structures to the extent feasible. The Sacramento Tree Foundation’s Shady Eighty guide is a directory of air‐quality supportive trees, a more extensive tree list is available on page 153 of the UHI Technical Analysis Report.

ITEM 21.1. ATTACHMENT 1

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2 We thank the City of Rancho Cordova for the opportunity to comment on this document. You may contact me at [email protected] or (279) 207‐1130 if you have questions regarding these comments.

Respectfully,
‐JJ Hurley
Joseph J. Hurley
Associate Air Quality Planner/Analyst
CEQA and Land Use Section
ITEM 21.1. ATTACHMENT 1

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1 Nicholas Sosa
From: Lynn Keay <[email protected]>
Sent: Friday, October 7, 2022 3:13 PM
To: Nicholas Sosa
Subject: Public Comment: The Residences at Capital Center Design Review Project Follow Up Flag: Follow up
Flag Status: Flagged
Dear Mr. Sosa and Rancho Cordova City Council Members,
In regards to above project under review and draft IS/MND, my comments below summarize my opposition to the proposed zoning use change and residential project.

Currently acreage zoning has GP Designation ‐ Office Mixed Use, (OMU) Zoning ‐ Office Professional Mixed Use (OPMU).  The proposed extreme change of land use to 417 high density three level residential apartment and townhome units is NOT even close to meeting conditions considered or intended under the General Plan for Specific Plan Area.  The human traffic, road congestion, RCPD and Fire/Emergency support, and consumption of all services for the area are in excess of reasonable use in this small area compared with OMU or OPMU which the entire area was designed to accommodate.  The ratio of indoor square footage allocated to OPMU retail compared to total residential square footage is minuscule at less than 5% of the entire project. This is a high density residential proposal unfitting for the surrounding area of pure Office/Commercial and adjacent to the already massive Elliott Single Family Home development underway that will severely increase congestion as International Blvd is widened for direct route into Rio Del Oro with Rancho Cordova Parkway.

Additional traffic congestion of tractor trailer trucking for proposed distribution warehouses being considered would severely impact the community without adding another 417 high density residential units.  There is a limit to what a community can absorb and thus a reason for General Plans and Specific Plan Areas.  This mitigates ALL of the SPA goals for cohesion and Air Quality.

Would add unreasonable formerly unplanned increased demand for retail, gas, health care, public services, water, transportation, sewer, water treatment, fire, safety, and schools.  We don't have enough space in schools for our current population as it is, especially for middle and high school level children.

Another objection is the legacy use intended for the development.  OMU/OPMU zoning allows for a variety of future uses of developed structures and can be adapted to fit demand.  High density residential development of apartments is much less flexible.  Think 15‐25+ years from now.  We need more businesses and employment here in Rancho Cordova to balance and serve the already aggressively planned residential needs.  High density Residential Infill of vacant lots formerly zoned for OMU is not appropriate planning simply to satisfy Out of State developers thirst for investment profits. We already have significant residential multi‐family development planned for appropriately zoned areas in the most unaffordable state in the country to live in.  Stick with the PLAN for stabilized use and growth, PLEASE!  It affects ALL of us in the community.

Sincerely,
Lynn Keay
Homeowner and resident since 1989
ITEM 21.1. ATTACHMENT 1

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September 30, 2022
Nicholas Sosa, Associate Planner
City of Rancho Cordova Planning Division
2729 Prospect Park Dr.

Rancho Cordova, CA 95670
Subject: The Residences at Capital Center Design Review Project - Notice of Intent to Adopt a Mitigated Negative Declaration
APN: 072-0260-051, -054, -056 & 072-0680-065, -068
Mr. Sosa,
The Sacramento Area Sewer District (SacSewer) has reviewed the subject documents.

Cole Partners Development Company and The Grupe Company are proposing a mixed-use project located on a property zoned Office Professional Mixed Use (OPMU) within the Office Mixed Use (OMU) designation of the General Plan. The project will include an approx. 4,999 SF commercial building area with approx. 3,500 square feet of outdoor area and will have a total of 240 multifamily units with a 7,000 square foot two-story clubhouse with pool and fitness center. The multi-family portion also includes a dog park, barbecue area, and lounge areas. The project also includes 177 townhome units with a separate 7,000 square-foot single story clubhouse with pool and fitness center. Outdoor amenities also include a children's playground, dog park, barbecue area and lounge areas.

SacSewer expects that if the project is subject to currently established policies, ordinances, fees, and to conditions of approval, then mitigation measures within the Mitigated Negative Declaration will adequately address the sewage aspects of the project. SacSewer anticipates a less than significant impact to the sewage facilities due to mitigation.

Attached are minor comments on the Report.

If you have any questions regarding these comments, please call me at (916) 876-6336.

Sincerely,
Yadira Lewis
Yadira Lewis
SacSewer Development Services

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Once operational, the project site would be developed with approximately 15.2 acres of impervious area (70 percent of the total area), including buildings, asphalt parking lots, and concrete walkways (RSC Engineering, Inc. 2021a:

Appendix C). As described in the Preliminary Stormwater Quality Report, the project would be designed to meet the stormwater quality and low impact development (LID) requirements of the Stormwater Quality Design Manual for the Sacramento Region (RSC Engineering, Inc. 2021a). Proposed stormwater features, which include stormwater planter facilities, underground stormwater treatment devices, and disconnected roof drain systems, would reduce erosion potential from operational runoff. Furthermore, landscaping would reduce erosion potential in unpaved areas. With adherence to applicable rules and regulations and implementation of BMPs and LID practices, the project would result in a less-than-significant impact related to erosion and loss of topsoil. c) Be located on a geologic unit or soil that is unstable, or that would become unstable as a result of the project, and potentially result in on- or off-site landslide, lateral spreading, subsidence, liquefaction, or collapse?
Less than Significant. Refer to Sections 3.7.2(a)(iii) and (iv) above. The project site is underlain with dredge spoil sediments composed of gravels, cobbles, and boulders (CSS Environmental Services, Inc. 2020a). The potential for on- or off-site landslides, lateral spreading, liquefaction, or collapse is considered low because the topography of the project site and surrounding area is generally flat, the depth to groundwater is greater than 50 feet bgs, and the distance to the nearest active fault is over 40 miles from the project site.

The soils in the former slickens ponds are not considered suitable for support of proposed improvements and engineered fill, due to the risk of excessive settlement associated with the low-density soils. Deep deposits of clay and silt exist beneath proposed building footprints could result in settlement in response to fill and structural loads.

Therefore, slickens materials will require complete removal and recompaction. However, these soils would be suitable for use in engineered construction, if they are excavated, mixed with on-site gravels and cobbles, moisture conditioned and properly compacted. The project would include over excavation of soils within the building pads and placement of engineered fill to improve the uniformity of support and bearing capacity of the native soils, and to reduce the risk of differential settlement. The specific requirements will be developed in a design-level geotechnical investigation (MPE 2020).
d) Be located on expansive soil, as defined in Table 18-1-B of the Uniform Building Code (1994, as updated), creating substantial direct or indirect risks to life or property? Less than Significant. Expansive soils are typically associated with fine-grained clayey soils that have the potential to shrink and swell with repeated cycles of wetting and drying. Laboratory testing of the on-site clays indicates they possess a medium expansion potential when tested in accordance with the ASTM D4829 test method. These soils experience volume changes with varying soil moisture contents and are capable of exerting moderate expansion pressures upon foundations and concrete slabs-on-grade, including sidewalks (MPE 2020).

The Residences Project would be subject to California Building Code standards, which include common engineering practices requiring special design and construction methods that reduce or eliminate potential expansive soil related impacts. Therefore, substantial risks to life or property would not occur. e) Have soils incapable of adequately supporting the use of septic tanks or alternative waste water disposal systems where sewers are not available for the disposal of waste water?
No Impact. The Sacramento Area Sewer District (SASD) provides sewer services within the City and operates utility lines within the roadways adjacent to the project site. In addition, the project site is within the service area of Sacramento Regional County Sanitation District (Regional San), which provides regional wastewater conveyance and treatment services. Wastewater within the Regional San service area is treated at the Sacramento Regional Wastewater Treatment Plant (SRWTP) in the City of Elk Grove. The Residences Project would be served by SASD and Regional San and does not propose the use of septic tanks or alternative waste water disposal systems. Therefore, ITEM 21.1. ATTACHMENT 1

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water portfolio and implementation of the water shortage contingency plan provide GSWC Cordova with stable and reliable water service to meet its current and 2045 projected water demands in normal, single dry, and five consecutive dry year scenarios.

In 2020, the agency’s public water supply served a total of 14,759 connections (GSWC 2021: 1-2) for a population of approximately 44,050 people. In 2020, the water demand for the service area was 14,206 acre-feet (AF) (GSWC 2021:
4-1). In 2025 and 2045, the projected water demand for normal (non-drought conditions) is estimated to be 13,605 acre-feet per year (AFY) and 15,032 AFY, respectively (GSWC 2021: 4-6), for population estimates of 45,162, and 49,900. The UWMP determined that the agency would have sufficient water supply to meet projected demand for the service area through 2045, even in the event of multiple dry year conditions (GSWC 2021: 5-1).

WASTEWATER
Wastewater conveyance is provided by SASD, which manages and maintains the region’s sewer systems. Wastewater collected in SASD’s system is processed at the SRWTP, which is managed by Regional San located at 8521 Laguna Station Road in the City of Elk Grove. The network of pipelines comprising the sewer system collection pipelines are categorized based on their size, function, and flow capacity.  Collectors generally receive flow directly from individual homes and businesses, are generally 6-8 inches in diameter, designed to carry less than 1 million of gallons per day (mgd) wastewater flow.  Trunk sewers collect flows from collectors and are generally 12-36 inches in diameter, have a flow capacity between one and 10 mgd.
 Interceptors are between 36 and 144 inches in diameter and have a flow capacity of 10 mgd or greater.

DRY UTILITIES
The Sacramento Municipal Utility District would provide electricity and Pacific Gas and Electric would provide natural gas. AT&T would provide telecommunications services.

SOLID WASTE
Republic Services, Inc. would provide solid waste collection services to the project site, and Waste Management (WM) manages local recovery stations and landfills. The Kiefer Road Landfill is classified as a major landfill, which is defined as a facility that receives more than 50,000 tons of solid waste per year and is the only facility in Sacramento County that accepts solid waste from the public (City of Rancho Cordova 2021b: 4-180). Kiefer landfill currently has 117 million cubic yard (58 million tons) total capacity and is divided into 11 modules (City of Rancho Cordova 2021b: 4-180. To date, Kiefer has placed approximately 40 million cubic yards of waste into Modules 1-3, leaving 77 million cubic yards (38 million tons) of available capacity. The maximum tons per day (tpd) allowed at the Kiefer Road Landfill is 10,815 tpd, with an average intake of 6,362 tpd. Currently, the Kiefer Road Landfill is operating below permitted capacity and would have capacity for the next 30 to 40 years based on current disposal rates (City of Rancho Cordova 2021b).

Chapters 6.20, “Solid Waste Requirements,” 6.21, “Business and Multifamily Recycling and Organics Recycling” describe City requirements related to the provision of solid waste disposal services including collection and transport, waste diversion, and container requirements for commercial, single family residential, and multifamily residential waste generators. The California Integrated Waste Management Act of 1989 (AB 939) required a diversion of a minimum of 50 percent of discarded materials away from disposal in landfills.

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Ascent Environmental, Inc., 455 Capitol Mall, Suite 300, Sacramento, CA 95814 Main: 916.444.7301 Fax: 916.444.3927 ascentenvironmental.com Residences at Capital Center
Response to Comments on the Initial Study/
Proposed Mitigated Negative Declaration
1 INTRODUCTION
The proposed Residences at Capital Center Project (Residences Project) is a mixed-use infill residential development with a destination commercial-retail component. The Residences Project would result in the construction of 417 dwelling units (240 multifamily units and 177 townhome rental units) and approximately 5,000 square feet of commercial development on a 22.9-acre site that is located along International Drive, east of Kilgore Road, and adjacent to the Folsom South Canal. The vacant property is located in the city’s Capital Center and surrounded by residential uses, park facilities, and office and industrial uses. The site is located near the Rancho CordoVan Village bus route, which provides access to the Zinfandel Light Rail Station.

The Residences Project site is designated as Office Mixed Use in the City’s General Plan Land Use Diagram. As described in the City’s General Plan Land Use Element, this designation encourages the integration of commercial and/or residential use in conjunction with office use. The zoning designation for the Residences Project site is Office Professional Mixed-Use (OPMU). The Residences Project is consistent with the existing General Plan land use designation and zoning of the site.

The City prepared an Initial Study (IS) and proposed Mitigated Negative Declaration (MND) for the Residences Project to present decision-makers and the public with information about the environmental consequences of implementing the project. The City released the draft IS and proposed MND for public review and comment between September 9, 2022 and October 10, 2022.

The City received six comment letters regarding the Residences Project during the 30-day review period. This document provides responses to the concerns raised in each of the comments. 2 RESPONSE TO COMMENTS
9/30/2022

YADIRA LEWIS, SACRAMENTO AREA SEWER DISTRICT
The comment expresses concurrence with the conclusion that there would be a less than significant impact to sewage facilities and offers minor text clarifications for the IS/MND. In response to this comment, the document has been revised to replace “SASD” with “SacSewer.” In addition, the description of sewer system collection pipeline classification on page 3-81 has been revised to indicate that collectors are generally 6 to 10 inches in diameter. 10/10/2022

PETER MINKEL, CENTRAL VALLEY REGIONAL WATER QUALITY CONTROL BOARD The comment provides a summary of Central Valley Regional Water Quality Control Board regulations. This information is consistent with the analyses in Section 3.10, “Hydrology and Water Quality,” of the IS. The comment does not offer specific direction or comments regarding development of the Residences Project or comment on the ITEM 21.1. ATTACHMENT 1

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analysis or conclusions in the IS/MND. These comments are noted. No revisions to the IS/MND have been made in response to this comment.
10/10/2022
LAURA L. TAYLOR, CORDOVA RECREATION AND PARK DISTRICT
The comment indicates that park fees would be applied to the proposed development through Chapter 22.170.020 of the City’s Municipal Code and that the project site would be annexed into the Villages at Zinfandel Community Facilities District No. 01-01. The comment recommends several specific text revisions to the IS to more accurately reflect Cordova Park and Recreation District’s (CRPD’s) conditions for approval of the project.

Specifically, the comment suggests that Cordova Park and Recreation District should be added to the list of public agencies whose approval is required in Section 2.6, “Project Approvals,” of the IS. The document has been revised as suggested. See page 2-7 on the Final IS.

The comment also suggests clarification of the discussion of the potential for impacts to parks in Section 3.15, “Public Services,” and Section 3.16, “Recreation,” so that the text more accurately reflects CRPD’s jurisdiction and requirements. These discussions have been revised as suggested. See pages 3-66, 3-68, 3-69, and 3-70 of the Final IS. 10/11/2022
JOSEPH J. HURLEY, SACRAMENTO METROPOLITAN AIR QUALITY MANAGEMENT

DISTRICT
The comment provides a summary of the Sacramento Metropolitan Air District’s requirement that projects implement Sac Metro Air District Basic Construction Emission Control Practices “to use the non-zero particulate matter CEQA thresholds of significance.”
The IS provides an analysis that is consistent with the requirements cited in the comment. As indicated in Section 3.3, “Air Quality:”
The project intends to implement SMAQMD’s best management practices of fugitive dust and exhaust emissions control including, but not limited to, watering the site two times daily, limiting vehicle speeds on unpaved roads to 15 miles per hour, reduce idling to no more than five minutes, etc. With implementation of SMAQMD’s best management practices identified in Section 2.5 of Chapter 2, “Project Description,” the SMAQMD’s peak daily and annual thresholds increase from zero to 80 pounds per day (lb/day) or 14.6 tons per year (tpy) for PM10 and 82 lb/day or 15 tpy for PM2.5.

The comment also offers design suggestions related to the solar reflectance of hard surfaces including sidewalks and roofs and incorporating trees into the landscape plan. The proposed project includes these features. As described in the IS, Chapter 2, “Project Description,” (p.2-4 and p.2-6) all new structures developed in the Residences Project would have cool roofs and the landscape plans include 804 new tree plantings. In addition, at least 25 percent of paved area will have an albedo of no less than 0.25.
10/17/2022

JERRY PARK, SACRAMENTO MUNICIPAL UTILITY DISTRICT
The comments requests that the any conflicts with electrical transmission lines and easements are identified, as well as any impacts related to electrical demand, energy efficiency, and climate change. Refer to Sections 3.6, “Energy,”

3.8, “Greenhouse Gas Emissions,” and 3.19, “Utilities and Service Systems,” in the IS for discussion of these topics. The ITEM 21.1. ATTACHMENT 1

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project would not conflict with existing electrical facilities. The comment does not provide specific comments on the analysis or conclusions in the IS. The comment is noted for the record. 10/7/2022

LYNN KEAY
The comment identifies the existing General Plan designation and zoning of the project site and indicates that the Residences Project is inconsistent with these designations, which could result in development that exceeds planning assumptions for this land use. This is an incorrect interpretation of the proposal and the allowable uses on the project site. As summarized above, the Residences Project is consistent with the existing land use designation; the OPMU zoning designation allows 18 dwelling units per acre. The comment that high-density residential and commercial mixed use is an “unfitting” land use between “pure Office/Commercial” and an existing development of single-family homes is noted and will be forwarded to the decision-makers for consideration.

The comment specifically indicates that the Residences Project would result in traffic congestion that exceeds roadway capacity as a result of perceived inconsistencies with these existing land use planning documents. As stated above, the project is consistent with the land use a designation. Refer to Appendix F (Transportation Impact Study) of the IS for evaluation of traffic congestion due to the project. As indicated in the Transportation Impact Study, with adjustment to the signal timing of the intersection of Kilgore Road and White Rock Road, all intersections in the vicinity are expected to operate within the acceptable Level of Service (based on consistency with the threshold established in the City of Rancho Cordova’s General Plan).

The comment references the potential for increased demand for public services and utilities. These topics are addressed in Section 3.15, “Public Services,” and 3.19, “Utilities and Service Systems,” of the IS. No impacts associated with the need for new or altered facilities were identified in this analysis. As described in the IS, the City’s General Plan provides policies for ensuring adequate services in accordance with projected growth and development. Population growth, including student population, from the Residences Project would be consistent with the type of growth anticipated in the City’s General Plan. The project would not result in substantial adverse physical impacts associated with the provision of new or physically altered school facilities. The commenter does not offer direct comments on this evaluation and no further response can be provided.

The comment states that approval of the Residences Project would commit the project site to residential uses in the future and suggests that the land use designation and zoning should not be changed. As stated above, the Residence Project is consistent with the established land use designations. The project would not require a General Plan amendment or change in zoning designation. The comment offers speculation about the balance of jobs to housing in the future and suggests that there is not a need for multi-family development, but offers no evidence to support this claim. This comment is noted.

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August 2022

INITIAL STUDY/PROPOSED MITIGATED NEGATIVE DECLARATION
The Residences at Capital Center
PREPARED FOR:

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Initial Study/Proposed Mitigated Negative Declaration
for the
Residences at Capital Center
Prepared for:

City of Rancho Cordova
2729 Prospect Park Drive
Rancho Cordova, CA 95670
Contact: Nick Sosa, Associate Planner
Prepared By:

Ascent Environmental, Inc.
455 Capitol Mall, Suite 300
Sacramento, California 95814
916/444-7301
Contact: Jessica Babcock, Project Manager
August 2022
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TABLE OF CONTENTS
Section Page
ACRONYMS AND ABBREVIATIONS ....................................................................................................................................................... vi 1 INTRODUCTION ........................................................................................................................................................................ 1-1

1.1 Introduction and Regulatory Guidance ......................................................................................................................1-1

1.2 Why this Document?.........................................................................................................................................................1-1

1.3 Summary of Findings ....................................................................................................................................................... 1-2

1.4 Project Approvals .............................................................................................................................................................. 1-2

1.5 Document Organization ................................................................................................................................................. 1-2 2 PROJECT DESCRIPTION ...........................................................................................................................................................2-1

2.1 Project Overview................................................................................................................................................................ 2-1

2.2 Project Location and Existing Setting......................................................................................................................... 2-1

2.3 Project Objectives.............................................................................................................................................................. 2-1

2.4 Residences Project Features ......................................................................................................................................... 2-4

2.5 Residences Project Construction................................................................................................................................. 2-6

2.6 Project Approvals ............................................................................................................................................................. 2-7 3 ENVIRONMENTAL IMPACTS AND MITIGATION MEASURES ........................................................................................3-1

3.1 Aesthetics ............................................................................................................................................................................ 3-5

3.2 Agriculture and Forest Resources............................................................................................................................... 3-8

3.3 Air Quality ......................................................................................................................................................................... 3-10

3.4 Biological Resources...................................................................................................................................................... 3-18

3.5 Cultural Resources ......................................................................................................................................................... 3-27

3.6 Energy................................................................................................................................................................................. 3-30

3.7 Geology and Soils .......................................................................................................................................................... 3-33

3.8 Greenhouse Gas Emissions ......................................................................................................................................... 3-38

3.9 Hazards and Hazardous Materials .......................................................................................................................... 3-44

3.10 Hydrology and Water Quality.................................................................................................................................... 3-49

3.11 Land Use and Planning................................................................................................................................................. 3-54

3.12 Mineral Resources.......................................................................................................................................................... 3-55

3.13 Noise................................................................................................................................................................................... 3-56

3.14 Population and Housing.............................................................................................................................................. 3-63

3.15 Public Services ................................................................................................................................................................. 3-64

3.16 Recreation......................................................................................................................................................................... 3-69

3.17 Transportation................................................................................................................................................................. 3-70

3.18 Tribal Cultural Resources ............................................................................................................................................. 3-78

3.19 Utilities and Service Systems ...................................................................................................................................... 3-80

3.20 Wildfire............................................................................................................................................................................... 3-85

3.21 Mandatory Findings of Significance......................................................................................................................... 3-87 4 REFERENCES .............................................................................................................................................................................. 4-1 5 REPORT PREPARERS .................................................................................................................................................................5-1 ITEM 21.1. ATTACHMENT 1

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Appendices (included in a CD on back cover)
Appendix A – Architectural Exhibits
Appendix B – Aquatic Resource Assessment
Appendix C – South Sacramento Habitat Conservation Plan Avoidance and Minimization Measures Appendix D – Air Quality, Greenhouse Gas, and Energy Modeling Appendix E – Noise Modeling
Appendix F – Traffic Impact Study
Figures
Figure 2-1 Regional Location............................................................................................................................................................. 2-2 Figure 2-2 Project Site.......................................................................................................................................................................... 2-3 Figure 2-3 Site Plan............................................................................................................................................................................... 2-5 Figure 3-1 South Sacramento Habitat Conservation Plan Baseline Landcover Types................................................. 3-20 Figure 3-2 South Sacramento Habitat Conservation Plan Landcover Types Identified Through Field Survey................................................................................................................................................................................. 3-21 Tables
Table 3.3-1 Sources and Health Effects of Criteria Air Pollutants ......................................................................................... 3-12 Table 3.3-2 Attainment Status Designations for Sacramento County................................................................................. 3-13 Table 3.3-3 Maximum Daily Emissions of Criteria Air Pollutants and Precursors Emissions Associated with Project Construction (lb/day) ..................................................................................................................................... 3-15 Table 3.3-5 Unmitigated Criteria Air Pollutant and Precursor Emissions Associated with Project Operations ........................................................................................................................................................................ 3-15 Table 3.4-1 Special Status Plant Species Known to Occur in the Project Region and Their Potential for Occurrence on the Project Site.................................................................................................................................. 3-23 Table 3.6-1 Construction Energy Consumption.......................................................................................................................... 3-31 Table 3.6-2 Operational Energy Consumption............................................................................................................................ 3-31 Table 3.8-1 Construction-Generated Greenhouse Gas Emissions........................................................................................ 3-40 Table 3.8-2 Unmitigated Operational Greenhouse Gas Emissions....................................................................................... 3-41 Table 3.8-3 Adjusted Operational Greenhouse Gas Emissions.............................................................................................. 3-42 Table 3.13-1 Acoustic Term Definitions............................................................................................................................................ 3-56 Table 3.13-2 Typical Noise Levels....................................................................................................................................................... 3-57 Table 3.13-3 Groundborne Vibration Impact Criteria for Human Response....................................................................... 3-58 Table 3.13-4 Structural Damage Potential to Buildings at Various Groundborne Vibration Levels............................ 3-59 Table 3.13-5 City of Rancho Cordova Performance Standards for Stationary Noise Sources...................................... 3-59 Table 3.13-6 City of Rancho Cordova Maximum Transportation Noise Exposure............................................................ 3-59 Table 3.13-7 Summary of Modeled Existing Plus Project Traffic Noise Levels ................................................................... 3-61 Table 3.15-1 Public School Facilities Serving the Residences Project Site ........................................................................... 3-65 Table 3.15-2 Public Parks and Recreational Facilities in Proximity to the Residences Project Site.............................. 3-65 Table 3.15-3 Student Yield Rates for the Residences Project................................................................................................... 3-67 ITEM 21.1. ATTACHMENT 1

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ACRONYMS AND ABBREVIATIONS
AB Assembly Bill
AF acre-feet
AFY acre-feet per year
AQAP air quality attainment plans
Basin Plan Sacramento and San Joaquin River Basins
bgs below ground surface
CAAQS California ambient air quality standards
CalEEMod California Emissions Estimator Model
CARB California Air Resources Board
CDFW California Department of Fish and Wildlife
CEQA California Environmental Quality Act
City City of Rancho Cordova
CNDDB California Natural Diversity Database
CNEL Community Noise Equivalent Level
CO2 carbon dioxide
CRHR California Register of Historic Resources
CRPD Cordova Recreation and Park District
CWD Carmichael Water District
dB decibels
dBA A-weighted decibel
DTSC Department of Toxic Substances Control
EIR Environmental Impact Report
EPA U.S. Environmental Protection Agency
ESA Environmental Site Assessments
EV electric vehicle
EVSE electric vehicle supply equipment
FCUSD Folsom Cordova Unified School District
FTA Federal Transit Administration
GHG greenhouse gas
GSWC Golden State Water Company
IS/Proposed MND Initial Study/Proposed Mitigated Negative Declaration lb/day pounds per day
lbs pounds
Leq Equivalent Noise Level
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LID low impact development
Lmax Maximum Noise Level
LOS level of service
mgd million gallons per day
MMRP mitigation monitoring and reporting program
mph miles per hour
MRZ Mineral Resource Zones
MS4 municipal separate storm sewer system
MTCO2e metric tons of carbon dioxide equivalent
NAAQS national ambient air quality standards
NAHC Native American Heritage Commission
NOX oxides of nitrogen
NPDES National Pollutant Discharge Elimination System
NRHP National Register of Historic Places
OPR Office of Planning and Research
PCB polychlorinated biphenyls
PM10 respirable particulate matter
PM2.5 fine particulate matter
RCPD Rancho Cordova Police Department
REC recognized environmental conditions
Regional San Sacramento Regional County Sanitation District Residences Project Residences at Capital Center Project ROG reactive organic gases
RWQCB Regional Water Quality Control Board
SacRT Sacramento Regional Transit
SASb South American Subbasin
SASD Sacramento Area Sewer District
SB Senate Bill
SCMDP Sacramento County Multi-Hazard Disaster Plan
SIP State Implementation Plan
SMAQMD Sacramento Metropolitan Air Quality Management District SMFD Sacramento Metropolitan Fire District
SQDM Stormwater Quality Design Manual
SRWTP Sacramento Regional Wastewater Treatment Plant
SSHCP South Sacramento Habitat Conservation Plan
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SVAB Sacramento Valley Air Basin
SWPPP Storm Water Pollution Prevention Plan
TAC toxic air contaminants
the Project Applicant GGC Project Ventures
TIS Transportation Impact Study
tpd tons per day
tpy tons per years
U.S. 50 United States Route
UDA Urban Development Area
VHFHSZ very high fire hazard severity zone
VMT vehicle miles traveled
WM Waste Management
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1 INTRODUCTION

1.1 INTRODUCTION AND REGULATORY GUIDANCE
This Initial Study/Proposed Mitigated Negative Declaration (IS/Proposed MND) has been prepared for the City of Rancho Cordova (City), as the lead agency, to evaluate potential environmental effects resulting from the Residences at Capital Center Project. Under CEQA, the lead agency is the public agency with primary responsibility over approval of the project. Chapter 2 “Project Description” presents the detailed project information.

This document has been prepared in accordance with the California Environmental Quality Act (CEQA) (Public Resources Code Section 21000 et seq.) and the State CEQA Guidelines (California Code of Regulations Section 15000 et seq.). An Initial Study is prepared by a lead agency to determine if a project may have a significant effect on the environment (State CEQA Guidelines Section 15063[a]), and thus to determine the appropriate environmental document. In accordance with State CEQA Guidelines Section 15070, a “public agency shall prepare…a proposed negative declaration or mitigated negative declaration…when: (a) The Initial Study shows that there is no substantial evidence…that the project may have a significant impact on the environment, or (b) The Initial Study identifies potentially significant effects but revisions to the project plans or proposal are agreed to by the applicant and such revisions would reduce potentially significant effects to a less-than-significant level.” In this circumstance, the lead agency prepares a written statement describing its reasons for concluding that the project would not have a significant effect on the environment and, therefore, does not require the preparation of an Environmental Impact Report (EIR). By contrast, an EIR is required when the project may have a significant environmental impact that cannot clearly be reduced to a less-than-significant effect by adoption of mitigation or by revisions in the project design.

1.2 WHY THIS DOCUMENT?
As described in the environmental checklist (Chapter 3), the project would not result in any unmitigated significant environmental impacts. Therefore, an IS/Proposed MND is the appropriate document for compliance with the requirements of CEQA. This IS/Proposed MND conforms to these requirements and to the content requirements of State CEQA Guidelines Section 15071.

The purpose of this document is to present to decision-makers and the public information about the environmental consequences of implementing the project. This disclosure document is being made available to the public for review and comment. This IS/Proposed MND will be available for a 30-day public review period from September 9, 2022 to October 10, 2022.

Supporting documentation referenced in this document is available for review at:

City of Rancho Cordova
2729 Prospect Park Drive
Rancho Cordova, CA 95670
Comments should be addressed to:

Nick Sosa, Associate Planner
City of Rancho Cordova Planning Division
2729 Prospect Park Drive
Rancho Cordova, CA 95670
E-mail comments may be addressed to: [email protected] If you have questions regarding the IS/Proposed MND, please call Nick Sosa at: (916) 851-8753. If you wish to send written comments (including via e-mail), they must be postmarked by October 10, 2022.

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