Agenda packet, regular meeting — Rancho Cordova City Council, December 5, 2022 (part 7 of 9)

3.4 Building Construction - 2024
ROG NOx CO SO2 Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e
Category lb/day lb/day
Off-Road 1.4716 13.4438 16.1668 0.0270 0.6133 0.6133 0.5769 0.5769 0.0000 2,555.698 9 2,555.698
9 0.6044 2,570.807
7 Total 1.4716 13.4438 16.1668 0.0270 0.6133 0.6133 0.5769 0.5769 0.0000 2,555.698 9 2,555.698
9 0.6044 2,570.807
7 Mitigated Construction On-Site
ROG NOx CO SO2 Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e
Category lb/day lb/day
Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0593 2.3420 0.7011 8.9800e0030.2706 0.0124 0.2830 0.0787 0.0118 0.0905 963.1723 963.1723 0.0235 0.1417 1,005.993 9 Worker 0.8631 0.5465 6.8407 0.0185 2.1667 0.0115 2.1783 0.5784 0.0106 0.5890 1,907.510 0 1,907.510
0 0.0631 0.0576 1,926.248
8 Total 0.9224 2.8885 7.5418 0.0275 2.4373 0.0239 2.4612 0.6571 0.0224 0.6795 2,870.682 3 2,870.682
3 0.0866 0.1993 2,932.242
8 Mitigated Construction Off-Site
CalEEMod Version: CalEEMod.2020.4.0 Page 19 of 32 Date: 6/13/2022 2:00 PM Residences at Capital Center - Sacramento County, Winter EMFAC Off-Model Adjustment Factors for Gasoline Light Duty Vehicle to Account for the SAFE Vehicle Rule Applied ITEM 21.1. ATTACHMENT 1

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3.4 Building Construction - 2025
ROG NOx CO SO2 Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e
Category lb/day lb/day
Off-Road 1.3674 12.4697 16.0847 0.0270 0.5276 0.5276 0.4963 0.4963 2,556.474 4 2,556.474
4 0.6010 2,571.498
1 Total 1.3674 12.4697 16.0847 0.0270 0.5276 0.5276 0.4963 0.4963 2,556.474 4 2,556.474
4 0.6010 2,571.498
1 Unmitigated Construction On-Site
ROG NOx CO SO2 Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e
Category lb/day lb/day
Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0571 2.2951 0.6846 8.7900e0030.2891 0.0121 0.3012 0.0832 0.0116 0.0948 943.7479 943.7479 0.0230 0.1391 985.7787 Worker 0.8114 0.4904 6.4101 0.0179 2.3506 0.0110 2.3616 0.6235 0.0102 0.6337 1,861.490 7 1,861.490
7 0.0574 0.0538 1,878.966
1 Total 0.8684 2.7854 7.0947 0.0267 2.6397 0.0231 2.6628 0.7067 0.0217 0.7285 2,805.238 6 2,805.238
6 0.0804 0.1929 2,864.744
8 Unmitigated Construction Off-Site
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3.4 Building Construction - 2025
ROG NOx CO SO2 Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e
Category lb/day lb/day
Off-Road 1.3674 12.4697 16.0847 0.0270 0.5276 0.5276 0.4963 0.4963 0.0000 2,556.474 4 2,556.474
4 0.6010 2,571.498
1 Total 1.3674 12.4697 16.0847 0.0270 0.5276 0.5276 0.4963 0.4963 0.0000 2,556.474 4 2,556.474
4 0.6010 2,571.498
1 Mitigated Construction On-Site
ROG NOx CO SO2 Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e
Category lb/day lb/day
Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0571 2.2951 0.6846 8.7900e0030.2706 0.0121 0.2827 0.0787 0.0116 0.0902 943.7479 943.7479 0.0230 0.1391 985.7787 Worker 0.8114 0.4904 6.4101 0.0179 2.1667 0.0110 2.1778 0.5784 0.0102 0.5885 1,861.490 7 1,861.490
7 0.0574 0.0538 1,878.966
1 Total 0.8684 2.7854 7.0947 0.0267 2.4373 0.0231 2.4604 0.6570 0.0217 0.6788 2,805.238 6 2,805.238
6 0.0804 0.1929 2,864.744
8 Mitigated Construction Off-Site
CalEEMod Version: CalEEMod.2020.4.0 Page 21 of 32 Date: 6/13/2022 2:00 PM Residences at Capital Center - Sacramento County, Winter EMFAC Off-Model Adjustment Factors for Gasoline Light Duty Vehicle to Account for the SAFE Vehicle Rule Applied ITEM 21.1. ATTACHMENT 1

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3.5 Paving - 2025
ROG NOx CO SO2 Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e
Category lb/day lb/day
Off-Road 0.9152 8.5816 14.5780 0.0228 0.4185 0.4185 0.3850 0.3850 2,206.745 2 2,206.745
2 0.7137 2,224.587
8 Paving 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Total 0.9152 8.5816 14.5780 0.0228 0.4185 0.4185 0.3850 0.3850 2,206.745 2 2,206.745
2 0.7137 2,224.587
8 Unmitigated Construction On-Site
ROG NOx CO SO2 Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e
Category lb/day lb/day
Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.0394 0.0238 0.3112 8.7000e0040.1141 5.4000e0040.1146 0.0303 4.9000e0040.0308 90.3636 90.3636 2.7900e0032.6100e00391.2120 Total 0.0394 0.0238 0.3112 8.7000e0040.1141 5.4000e0040.1146 0.0303 4.9000e0040.0308 90.3636 90.3636 2.7900e0032.6100e00391.2120 Unmitigated Construction Off-Site
CalEEMod Version: CalEEMod.2020.4.0 Page 22 of 32 Date: 6/13/2022 2:00 PM Residences at Capital Center - Sacramento County, Winter EMFAC Off-Model Adjustment Factors for Gasoline Light Duty Vehicle to Account for the SAFE Vehicle Rule Applied ITEM 21.1. ATTACHMENT 1

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3.5 Paving - 2025
ROG NOx CO SO2 Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e
Category lb/day lb/day
Off-Road 0.9152 8.5816 14.5780 0.0228 0.4185 0.4185 0.3850 0.3850 0.0000 2,206.745 2 2,206.745
2 0.7137 2,224.587
8 Paving 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Total 0.9152 8.5816 14.5780 0.0228 0.4185 0.4185 0.3850 0.3850 0.0000 2,206.745 2 2,206.745
2 0.7137 2,224.587
8 Mitigated Construction On-Site
ROG NOx CO SO2 Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e
Category lb/day lb/day
Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.0394 0.0238 0.3112 8.7000e0040.1052 5.4000e0040.1057 0.0281 4.9000e0040.0286 90.3636 90.3636 2.7900e0032.6100e00391.2120 Total 0.0394 0.0238 0.3112 8.7000e0040.1052 5.4000e0040.1057 0.0281 4.9000e0040.0286 90.3636 90.3636 2.7900e0032.6100e00391.2120 Mitigated Construction Off-Site
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3.6 Architectural Coating - 2025
ROG NOx CO SO2 Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e
Category lb/day lb/day
Archit. Coating 99.6525 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Off-Road 0.1709 1.1455 1.8091 2.9700e0030.0515 0.0515 0.0515 0.0515 281.4481 281.4481 0.0154 281.8319 Total 99.8234 1.1455 1.8091 2.9700e0030.0515 0.0515 0.0515 0.0515 281.4481 281.4481 0.0154 281.8319 Unmitigated Construction On-Site
ROG NOx CO SO2 Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e
Category lb/day lb/day
Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.1628 0.0984 1.2862 3.5900e0030.4716 2.2100e0030.4739 0.1251 2.0400e0030.1271 373.5030 373.5030 0.0115 0.0108 377.0094 Total 0.1628 0.0984 1.2862 3.5900e0030.4716 2.2100e0030.4739 0.1251 2.0400e0030.1271 373.5030 373.5030 0.0115 0.0108 377.0094 Unmitigated Construction Off-Site
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3.6 Architectural Coating - 2025
ROG NOx CO SO2 Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e
Category lb/day lb/day
Archit. Coating 99.6525 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Off-Road 0.1709 1.1455 1.8091 2.9700e0030.0515 0.0515 0.0515 0.0515 0.0000 281.4481 281.4481 0.0154 281.8319 Total 99.8234 1.1455 1.8091 2.9700e0030.0515 0.0515 0.0515 0.0515 0.0000 281.4481 281.4481 0.0154 281.8319 Mitigated Construction On-Site
ROG NOx CO SO2 Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e
Category lb/day lb/day
Hauling 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Vendor 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Worker 0.1628 0.0984 1.2862 3.5900e0030.4348 2.2100e0030.4370 0.1161 2.0400e0030.1181 373.5030 373.5030 0.0115 0.0108 377.0094 Total 0.1628 0.0984 1.2862 3.5900e0030.4348 2.2100e0030.4370 0.1161 2.0400e0030.1181 373.5030 373.5030 0.0115 0.0108 377.0094 Mitigated Construction Off-Site
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4.0 Operational Detail - Mobile
ROG NOx CO SO2 Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e
Category lb/day lb/day
Mitigated 6.0881 7.1990 53.9939 0.0898 10.1951 0.0751 10.2702 2.7175 0.0701 2.7876 9,445.212 7 9,445.212
7 0.8529 0.5576 9,632.695
9 Unmitigated 6.0881 7.1990 53.9939 0.0898 10.1951 0.0751 10.2702 2.7175 0.0701 2.7876 9,445.212 7 9,445.212
7 0.8529 0.5576 9,632.695
9 4.1 Mitigation Measures Mobile

4.2 Trip Summary Information

4.3 Trip Type Information
Average Daily Trip Rate Unmitigated Mitigated
Land Use Weekday Saturday Sunday Annual VMT Annual VMT
Apartments Mid Rise 1,099.20 1,099.20 1099.20 1,684,778 1,684,778 Condo/Townhouse 1,210.68 1,210.68 1210.68 1,841,192 1,841,192 Health Club 0.00 0.00 0.00
High Turnover (Sit Down Restaurant) 911.04 911.04 911.04 1,310,549 1,310,549 Total 3,220.92 3,220.92 3,220.92 4,836,520 4,836,520
Miles Trip % Trip Purpose %
Land Use H-W or C-W H-S or C-C H-O or C-NW H-W or C-W H-S or C-C H-O or C-NW Primary Diverted Pass-by Apartments Mid Rise 5.00 4.00 3.38 46.50 12.50 41.00 100 0 0 Condo/Townhouse 5.00 4.00 3.30 46.50 12.50 41.00 100 0 0 Health Club 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0
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Miles Trip % Trip Purpose %
Land Use H-W or C-W H-S or C-C H-O or C-NW H-W or C-W H-S or C-C H-O or C-NW Primary Diverted Pass-by High Turnover (Sit Down
Restaurant)

5.00 4.00 3.30 8.50 72.50 19.00 100 0 0

4.4 Fleet Mix
Land Use LDA LDT1 LDT2 MDV LHD1 LHD2 MHD HHD OBUS UBUS MCY SBUS MH Apartments Mid Rise 0.550065 0.056538 0.183073 0.126916 0.023794 0.005777 0.013314 0.009484 0.000878 0.000597 0.025554 0.000937 0.003071 Condo/Townhouse 0.550065 0.056538 0.183073 0.126916 0.023794 0.005777 0.013314 0.009484 0.000878 0.000597 0.025554 0.000937 0.003071 Health Club 0.550065 0.056538 0.183073 0.126916 0.023794 0.005777 0.013314 0.009484 0.000878 0.000597 0.025554 0.000937 0.003071 High Turnover (Sit Down
Restaurant)

0.550065 0.056538 0.183073 0.126916 0.023794 0.005777 0.013314 0.009484 0.000878 0.000597 0.025554 0.000937 0.003071

5.0 Energy Detail
ROG NOx CO SO2 Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e
Category lb/day lb/day
NaturalGas
Mitigated

0.0416 0.3782 0.3177 2.2700e0030.0287 0.0287 0.0287 0.0287 453.8572 453.8572 8.7000e0038.3200e003456.5543 NaturalGas
Unmitigated

0.0416 0.3782 0.3177 2.2700e0030.0287 0.0287 0.0287 0.0287 453.8572 453.8572 8.7000e0038.3200e003456.5543

5.1 Mitigation Measures Energy
Historical Energy Use: N
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5.2 Energy by Land Use - NaturalGas
NaturalGa
s Use
ROG NOx CO SO2 Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e
Land Use kBTU/yr lb/day lb/day
Apartments Mid
Rise
0 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Condo/Townhous
e
0 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Health Club 2240.8 0.0242 0.2197 0.1845 1.3200e0030.0167 0.0167 0.0167 0.0167 263.6235 263.6235 5.0500e0034.8300e003265.1901 High Turnover (Sit
Down Restaurant)
1616.99 0.0174 0.1585 0.1332 9.5000e0040.0121 0.0121 0.0121 0.0121 190.2337 190.2337 3.6500e0033.4900e003191.3642 Total 0.0416 0.3782 0.3177 2.2700e0030.0288 0.0288 0.0288 0.0288 453.8572 453.8572 8.7000e0038.3200e003456.5543 Unmitigated
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6.1 Mitigation Measures Area

6.0 Area Detail

1.61699 0.0174 0.1585 0.1332 9.5000e0040.0121 0.0121 0.0121 0.0121 190.2337 190.2337 3.6500e0033.4900e003191.3642 Total 0.0416 0.3782 0.3177 2.2700e0030.0288 0.0288 0.0288 0.0288 453.8572 453.8572 8.7000e0038.3200e003456.5543 Mitigated
CalEEMod Version: CalEEMod.2020.4.0 Page 29 of 32 Date: 6/13/2022 2:00 PM Residences at Capital Center - Sacramento County, Winter EMFAC Off-Model Adjustment Factors for Gasoline Light Duty Vehicle to Account for the SAFE Vehicle Rule Applied ITEM 21.1. ATTACHMENT 1

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ROG NOx CO SO2 Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e
Category lb/day lb/day
Mitigated 11.3037 0.3959 34.3724 1.8200e0030.1907 0.1907 0.1907 0.1907 0.0000 61.9506 61.9506 0.0593 0.0000 63.4339 Unmitigated 11.3037 0.3959 34.3724 1.8200e0030.1907 0.1907 0.1907 0.1907 0.0000 61.9506 61.9506 0.0593 0.0000 63.4339

6.2 Area by SubCategory
ROG NOx CO SO2 Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2 NBio- CO2 Total CO2 CH4 N2O CO2e
SubCategory lb/day lb/day
Architectural
Coating

0.9283 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Consumer
Products

9.3432 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Hearth 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Landscaping 1.0321 0.3959 34.3724 1.8200e0030.1907 0.1907 0.1907 0.1907 61.9506 61.9506 0.0593 63.4339 Total 11.3037 0.3959 34.3724 1.8200e0030.1907 0.1907 0.1907 0.1907 0.0000 61.9506 61.9506 0.0593 0.0000 63.4339 Unmitigated
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7.1 Mitigation Measures Water

7.0 Water Detail

0.9283 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Consumer
Products

9.3432 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Hearth 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Landscaping 1.0321 0.3959 34.3724 1.8200e0030.1907 0.1907 0.1907 0.1907 61.9506 61.9506 0.0593 63.4339 Total 11.3037 0.3959 34.3724 1.8200e0030.1907 0.1907 0.1907 0.1907 0.0000 61.9506 61.9506 0.0593 0.0000 63.4339 Mitigated
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11.0 Vegetation

8.1 Mitigation Measures Waste

8.0 Waste Detail

9.0 Operational Offroad
Equipment Type Number Hours/Day Days/Year Horse Power Load Factor Fuel Type

10.0 Stationary Equipment
Fire Pumps and Emergency Generators
Equipment Type Number Hours/Day Hours/Year Horse Power Load Factor Fuel Type Boilers
Equipment Type Number Heat Input/Day Heat Input/Year Boiler Rating Fuel Type User Defined Equipment
Equipment Type Number
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CalEEMod VMT Calculator
Daily VMT Provided 320 days per year
Annual VMT Provided 4,832,236
Trip Type
CalEEMod defaults based on land uses inputted
H-w or C-W H-S or C-C H-O or C-O H-w or C-W H-S or C-C H-O or C-O Primary Diverted Pass-by Apartments Mid Rise 5.00 4.00 3.38 46.5% 12.5% 41.0% 100.0% 0.0% 0.0% Townhomes 5.00 4.00 3.30 46.5% 12.5% 41.0% 100.0% 0.0% 0.0% High Turnover Restaurant 5.00 4.00 3.30 8.5% 72.5% 19.0% 100.0% 0.0% 0.0% Total Trips
Total Trips = (TripRate weekday x 5 +Trip Sat + Trip Sun) Average Daily Trips Based on CalEEMod Trip Gen Defaults per land use unit. Total trips Calculated weekday Saturday Sunday Total Trips (weekly)
Apartments Mid Rise 1,098.00 1,098.00 1,098.00 7,686.00 Townhomes 1,210.00 1,210.00 1,210.00 8,470.00
High Turnover Restaurant 911.00 911.00 911.00 6,377.00
Trip Length Calc
AVG Trip Length = Link % primary x trip length primary+link % divertedx0.25x length trip primary+link % passbyx0.1 Trip length calculated for each trip type based on trip purpose % and length defaults from CalEEMod Land Use
Apartments Mid Rise link % primary
trip length
primary link % diverted Constant (0.25)
trip length
primary link % passby constant Trip Length
H-W or c-w 100.0% 5.00 0.0% 0.25 5 0.0% 0.1 5.0
h-s or c-c 100.0% 4.00 0.0% 0.25 4 0.0% 0.1 4.0
h-o or c-o 100.0% 3.38 0.0% 0.25 3.38 0.0% 0.1 3.4
Townhomes link % primary
trip length
primary link % diverted Constant (0.25)
trip length
primary link % passby constant Trip Length
H-W or c-w 100.0% 5.00 0.0% 0.25 5.00 0.0% 0.1 5.0
h-s or c-c 100.0% 4.00 0.0% 0.25 4.00 0.0% 0.1 4.0
h-o or c-o 100.0% 3.30 0.0% 0.25 3.30 0.0% 0.1 3.3
High Turnover Restaurant link % primary
trip length
primary link % diverted Constant (0.25)
trip length
primary link % passby constant Trip Length
H-W or c-w 100.0% 5.00 0.0% 0.25 5.00 0.0% 0.1 5.0
h-s or c-c 100.0% 4.00 0.0% 0.25 4.00 0.0% 0.1 4.0
h-o or c-o 100.0% 3.30 0.0% 0.25 3.30 0.0% 0.1 3.3
0 link % primary
trip length
primary link % diverted Constant (0.25)
trip length
primary link % passby constant Trip Length
H-W or c-w 0.0% 0.00 0.0% 0.25 0.00 0.0% 0.1 0.0
h-s or c-c 0.0% 0.00 0.0% 0.25 0.00 0.0% 0.1 0.0
h-o or c-o 0.0% 0.00 0.0% 0.25 0.00 0.0% 0.1 0.0
0 link % primary
trip length
primary link % diverted Constant (0.25)
trip length
primary link % passby constant Trip Length
H-W or c-w 0.0% 0.00 0.0% 0.25 0.00 0.0% 0.1 0.0
h-s or c-c 0.0% 0.00 0.0% 0.25 0.00 0.0% 0.1 0.0
h-o or c-o 0.0% 0.00 0.0% 0.25 0.00 0.0% 0.1 0.0
This calcultor was created based on the default trip inputs for the unmitigated CalEEMod run. The calculator calculateds the annual VMT from the proposed project using the same methodology from CalEEMod, described in Appendix A, for the UNMITIGATED SCENARIO. This calculator can be used to adjust land use trip rates for the MITIGATED PROJECT scenario which is based on the traffic study conducted for the project
Land Use Miles Trip % Trip Purpose
Land Use Average Daily Trip Rate
ITEM 21.1. ATTACHMENT 1

Page 848 of 1323 ends

VMT Calc Per Land Use Type (Weekly)
VMT = #Trips x AVG Trip Length per land use and trip type Apartments Mid Rise # trips trip length Weekly VMT Annual VMT H-W or c-w 3,574 5.0 17,870
h-s or c-c 961 4.0 3,843
h-o or c-o 3,151 3.4 10,651 1,682,938.86
Townhomes
H-W or c-w 3,939 5.0 19,693
h-s or c-c 1,059 4.0 4,235
h-o or c-o 3,473 3.3 11,460 1,840,158.32
High Turnover Restaurant
h-s or c-c 542 5.0 2,710
h-o or c-o 4,623 4.0 18,493
h-o or c-o 1,212 3.3 3,998 1,310,499.01
0 H-W or c-w 0 0.0 -
h-s or c-c 0 0.0 -
h-o or c-o 0 0.0 - -
0 H-W or c-w 0 0.0 -
h-s or c-c 0 0.0 -
h-o or c-o 0 0.0 - -
Total VMT 92,954 4,833,596.19
Annual VMT Calc
Summed Weekly VMT from Each Land Use 92,953.77
Weeks per Year CalEEMod Uses for Annual VMT 52.00 52.0000 52.14285714 Calculated Annual VMT 4,833,596
Trip number for each trip type are derived by multiplying the total trips for each land use calculated above in the Total Trip Calcs by the trip % shown in the Trip Type table for each land use
the calculated weekly VMT for each land use is summed. This value is multiplied by 50 weeks/year to equal the annual VMT number calculated by CalEEMod ITEM 21.1. ATTACHMENT 1

Page 849 of 1323 ends

Natural Gas Conversion to Electricity
T24E NT24E LightingElect T24NG NT24NG T24NG NT24NG T24NG NT24NG Land Use Unit Amount Size Metric SF kWh/size/yr kWh/size/yr kWh/size/yr kBTU/size/year kBTU/size/year kBTU/size/year kBTU/size/year Apartments Mid Rise 240 DU 240,000.00 98.18 3,054.10 741.44 6,729.23 2,687.00 1,973.38 787.98 2,071.56 3,842.08 Condo/Townhouse 177 DU 177,000.00 80.14 3,795.01 1,001.10 16,185.01 2,687.00 4,746.34 787.98 4,826.48 8,621.49 Health Club 14.6 1000 SF 14,600.00 3.05 7.20 4.57 23.15 12.42 6.79 9.84 55.98 High Turnover (Sit Down Restaurant) 4.999 1000 SF 4,999.00 7.86 26.72 6.19 59.07 118.04 17.32 25.18 Energy Conversion Factors 3.41 kWh/kBTU
Gas Firepit Natural Gas Use Value Unit Source
Burner Rating 92000 BTU/HR homedepot.com
Hours per use 4 assumption
days / month 12 assumption
days / year 72 assumption
NG / fire pit / year 317952000 BTU/YR
Project (2 fire pits) 635904000 BTU/YR
Annual NG Use 635904 KBTU/YR
CalEEmod Input
Health Club 14600 SF

43.6 KBTU/SF/YR
Notes: NG use was converted to electricty use based on CalEEMod default energy demand and converting BTU to KWH. Then the converted values were added to the projects' Electricity demand. Hihglighted cells represent NG values converted to electricity. Natural gas for the non-residential uses would be limited to pool/spa heating and 2 outdoor firepits. Firepit gas use was added to NONT24 NG Use for the health club/community center use CalEEMod Land Use Inputs
CalEEMod Energy Use Defaults NG To E Conversion CalEEMod Override ITEM 21.1. ATTACHMENT 1

Page 850 of 1323 ends

Construction Schedule Adjustment
Phase Name Phase Type CalEEMod Total Days
Portion of
Construction
Schedule
Construction
Schedule for
36 months Check
Site Preparation Site Preparation 10 2% 17 2%
Grading Grading 35 8% 60 8%
Building Construction Building Construction 370 81% 634 81% Paving Paving 20 4% 34 4%
Architectural Coating Architectural Coating 20 4% 34 4% 455 100% 780 100%
ITEM 21.1. ATTACHMENT 1

Page 851 of 1323 ends

Electric Vehicle Charging GHG Credit Calculation
EV Chargers
1 Number of EV Chargers 12 From calcualted number of electrically connected parking spaces 2 Percent of EV vehicles in Sacramento County - Residential 8% Calculated using EMFAC 2021 3 Connections per Charging Station 1 1 connection at each charging station 4 Average Charging Hours per Connection per Day 3 Note 1 5 Average Total Hours Charging per year for all Connections 13,140 Item 1 * Item 2 * Item 3 * Item 4 * 365 6 Typical Average Charging Rate (kWh/hr) 6 Note 2
7 Total kWh charged per year 78,840 Item 5 * Item 6
8 Total MWh charged per year 79 Item 7 / 1000
9 Public Charging Stations
10 Average Efficiency of EV LDV (kWh/100 mi) 34.0 Note 3 11 Average Efficiency of EV LDV (miles per kWh) 2.9 100 mi / Item 10 12 Number of Equivalent Miles Charged per year (gasoline miles avoided) 231,882 Item 7 * Item 11 13 14 SMUD CO2 intensity in 2026 (lbs/MWh) 186.1 Note 4 15 16 CO2 running emission factor for gasoline vehicles in 2026 (g/mi) 281.1 Note 5 17 18 Annual CO2 Emissions Saved through Charging (tons per year) 71.8 Item 12 * Item 16 converted to tons 19 Annual CO2 Emissions Saved through Charging (metric tons per year) 65.2 Convert Item 18 to metric tons 20 Annual CO2 Emissions from Electricity required to charge (metric tons per year) 6.7 Item 8 * Item 14 converted to metric tons 21 Net Annual CO2 Emissions Saved (metric tons per year) 58.5 Item 19 minus Item 20 Note 1: Drive Clean California states that it takes 4 to 6 hours to fully charge an EV. But one would not typically allow the vehicle to be empty before charging, thus assumed 3 hrs/charge.

Note 2: Drive Clean California states that EVs have battery capacities of 24 to 36 kWh and fully charge in 4 to 6 hours, so 6 kWh/hr.

Note 3: Average effeciency of 24 model year 2019 electric vehicles, per USDOE. Used only model year 2019 because vehicles will be more efficient in 2035 than in the past.

Note 4: 2026 operational year adjusted according to SMUD 2030 carbon neutrality goal Note 5: From EMFAC 2021 for gasoline engines, all models and model years; calendar year 2026.

ITEM 21.1. ATTACHMENT 1

Page 852 of 1323 ends

Tree Type Quantity
Red Maple 48
Chinese pistache 49
Frontier Elm 49
village green 49
deodar cedar 28
fern pine 28
holly oak 28
western redbud 68
red crape myrtle 69
little gem 69
pink dawn 69
trident maple 47
princeton sentry 47
golden rain 47
musashino 48
Red oak 30
True green lacebark elm 31
Total Trees 804
MTCO2 Accumulation per tree/year 0.0354
Total Redux (MT/yr) 28
Notes: Annual CO2 accumulation rate from CalEEMod 2020 Appendix A for miscellaneoous trees.

Sequestration Credit Calculation
ITEM 21.1. ATTACHMENT 1

Page 853 of 1323 ends

Operational Energy Summary
Land Use
Natural Gas
kBTU/year
Natural Gas
therm/year
Electricity
kWh/year
Electricity
MWh/year
Apartments Mid Rise 0 0 1,597,110 1,597
Condo/Townhouse 0 0 2,557,490
Health Club 817,892 8,179 315,506
High Turnover (Sit Down Restaurant) 590,200 5,902 290,450 0 0 0
Total 1,408,092 14,081 4,760,556 1,597
ITEM 21.1. ATTACHMENT 1

Page 854 of 1323 ends

Energy Calculations Summary
Operational Fuel Use Summary
Fuel Type Fleet Mix (%)
Gallons per
Mile Annual VMT Gallons
Gasoline 98.81% 0.04 196,025
Diesel 1.19% 0.12 6,770
Notes:

1. Fleet mix calculated from CalEEMod default values.

2. Gallons per mile calculated from EMFAC 2021.

3. Annual VMT obtained from CalEEMod output file.
4,836,520
ITEM 21.1. ATTACHMENT 1

Page 855 of 1323 ends

Source: EMFAC2021 (v1.0.1) Emissions Inventory
Region Type: County
Region: Sacramento
Calendar Year: 2026
Season: Annual
Vehicle Classification: EMFAC2011 Categories
Units: miles/day for CVMT and EVMT, trips/day for Trips, kWh/day for Energy Consumption, tons/day for Emissions, 1000 gallons/day for Fuel Consumption Region CalYr VehClass MdlYr Speed Fuel Population VMT CVMT EVMT Trips Gasoline Fuel
Consumption
Diesel Fuel
Consumption
miles/hr vehicles miles/day miles/day miles/day trips/day 1,000 gallons/day 1,000 gallons/day Sacramento 2026 All Other Buses Aggregate Aggregate Diesel 469.187762 24539.43255 24539.43255 0 4175.771082 2.749873598 Sacramento 2026 All Other Buses Aggregate Aggregate Natural Ga 63.96416593 3722.56086 3722.56086 0 569.2810768 0 Sacramento 2026 LDA Aggregate Aggregate Gasoline 490520.664 17966701.5 17966701.5 0 2254615.988 604.9983217 Sacramento 2026 LDA Aggregate Aggregate Diesel 1430.745301 37721.50272 37721.50272 0 5893.808305 0.864720808 Sacramento 2026 LDA Aggregate Aggregate Electricity 28982.42278 1380306.326 0 1380306.326 143407.6929 0 Sacramento 2026 LDA Aggregate Aggregate Plug-in Hyb 14977.6109 654841.653 312089.4567 342752.1963 61932.42107 0 Sacramento 2026 LDT1 Aggregate Aggregate Gasoline 47430.07468 1500520.957 1500520.957 0 206539.2245 60.50798247 Sacramento 2026 LDT1 Aggregate Aggregate Diesel 16.20559695 143.3004056 143.3004056 0 44.90788683 0.006017598 Sacramento 2026 LDT1 Aggregate Aggregate Electricity 175.1803744 7332.135322 0 7332.135322 826.2935804 0 Sacramento 2026 LDT1 Aggregate Aggregate Plug-in Hyb 92.6274366 4507.170864 1927.974638 2579.196226 383.0144504 0 Sacramento 2026 LDT2 Aggregate Aggregate Gasoline 241263.535 9009804.273 9009804.273 0 1117072.271 374.4565018 Sacramento 2026 LDT2 Aggregate Aggregate Diesel 773.0221254 30675.15942 30675.15942 0 3663.465023 0.929146636 Sacramento 2026 LDT2 Aggregate Aggregate Electricity 1942.902522 68690.07787 0 68690.07787 9829.02384 0 Sacramento 2026 LDT2 Aggregate Aggregate Plug-in Hyb 2236.214513 103421.9192 46576.65582 56845.26342 9246.747013 0 Sacramento 2026 LHD1 Aggregate Aggregate Gasoline 20553.00978 740600.0124 740600.0124 0 306209.2217 76.09755447 Sacramento 2026 LHD1 Aggregate Aggregate Diesel 13789.3624 491992.1781 491992.1781 0 173452.8319 30.6578936 Sacramento 2026 LHD1 Aggregate Aggregate Electricity 243.7058975 16291.82349 0 16291.82349 3410.850772 0 Sacramento 2026 LHD2 Aggregate Aggregate Gasoline 2842.835824 102173.044 102173.044 0 42354.01795 11.68314156 Sacramento 2026 LHD2 Aggregate Aggregate Diesel 5354.107557 200747.7344 200747.7344 0 67347.9376 15.02769638 Sacramento 2026 LHD2 Aggregate Aggregate Electricity 62.04140345 3950.499601 0 3950.499601 823.0006996 0 Sacramento 2026 MCY Aggregate Aggregate Gasoline 26668.73903 143066.9299 143066.9299 0 53337.47807 3.556738291 Sacramento 2026 MDV Aggregate Aggregate Gasoline 152420.7174 5305204.632 5305204.632 0 692362.459 270.171663 Sacramento 2026 MDV Aggregate Aggregate Diesel 2517.863077 91089.26373 91089.26373 0 11617.91905 3.686918234 Sacramento 2026 MDV Aggregate Aggregate Electricity 2074.444415 73273.89269 0 73273.89269 10492.0296 0 Sacramento 2026 MDV Aggregate Aggregate Plug-in Hyb 1385.855033 62349.05819 28424.07977 33924.97841 5730.510562 0 Sacramento 2026 MH Aggregate Aggregate Gasoline 2559.574889 22993.19608 22993.19608 0 256.0598719 5.210088179 Sacramento 2026 MH Aggregate Aggregate Diesel 1079.195807 9690.490905 9690.490905 0 107.9195807 1.031832885 Sacramento 2026 Motor Coach Aggregate Aggregate Diesel 100.32814 12949.10452 12949.10452 0 2305.540658 2.309416706 Sacramento 2026 OBUS Aggregate Aggregate Gasoline 495.2475434 20608.72061 20608.72061 0 9908.912848 4.303585972 Sacramento 2026 OBUS Aggregate Aggregate Electricity 2.88628539 251.4188919 0 251.4188919 57.74879808 0 Sacramento 2026 PTO Aggregate Aggregate Diesel 0 24092.85203 24092.85203 0 0 4.755018899 Sacramento 2026 PTO Aggregate Aggregate Electricity 0 481.9543973 0 481.9543973 0 0 Sacramento 2026 SBUS Aggregate Aggregate Gasoline 124.4030436 6562.066813 6562.066813 0 497.6121745 0.644930373 Sacramento 2026 SBUS Aggregate Aggregate Diesel 978.5761745 21442.65244 21442.65244 0 14169.78301 2.627989581 Sacramento 2026 SBUS Aggregate Aggregate Electricity 10.02998753 298.0278886 0 298.0278886 130.771368 0 Sacramento 2026 SBUS Aggregate Aggregate Natural Ga 21.01785741 543.0029585 543.0029585 0 304.3385753 0 Sacramento 2026 T6 CAIRP heavy Aggregate Aggregate Diesel 86.00951747 17475.87079 17475.87079 0 1976.498711 1.754150003 Sacramento 2026 T6 CAIRP heavy Aggregate Aggregate Electricity 1.487381231 319.9836782 0 319.9836782 34.18002069 0 Sacramento 2026 T6 CAIRP small Aggregate Aggregate Diesel 79.61842908 4571.996471 4571.996471 0 1829.6315 0.499597629 Sacramento 2026 T6 CAIRP small Aggregate Aggregate Electricity 2.201360175 142.3572475 0 142.3572475 50.58725682 0 Sacramento 2026 T6 instate heavy Aggregate Aggregate Diesel 1843.780194 94154.78748 94154.78748 0 21847.76304 10.53189865 Sacramento 2026 T6 instate heavy Aggregate Aggregate Electricity 17.53914364 1223.031882 0 1223.031882 207.4182443 0 Sacramento 2026 T6 instate heavy Aggregate Aggregate Natural Ga 22.09919057 1176.416337 1176.416337 0 263.1639654 0 Sacramento 2026 T6 instate small Aggregate Aggregate Diesel 8555.548547 342046.6012 342046.6012 0 105744.0557 40.04575231 Sacramento 2026 T6 instate small Aggregate Aggregate Electricity 130.3058239 5927.817245 0 5927.817245 1609.535127 0 Sacramento 2026 T6 OOS heavy Aggregate Aggregate Diesel 40.80334327 10424.70385 10424.70385 0 937.6608284 1.035209095 Sacramento 2026 T6 OOS small Aggregate Aggregate Diesel 41.63624961 2382.316205 2382.316205 0 956.8010162 0.254734086 Sacramento 2026 T6 Public Aggregate Aggregate Diesel 4314.307581 176583.4194 176583.4194 0 22132.39789 22.20162172 Sacramento 2026 T6 Public Aggregate Aggregate Electricity 74.23363427 4012.929923 0 4012.929923 380.8185438 0 0 Sacramento 2026 T6 Public Aggregate Aggregate Natural Ga 315.5112084 15001.6853 15001.6853 0 1618.572499 0 Sacramento 2026 T6 Utility Aggregate Aggregate Diesel 56.74396494 2370.191415 2370.191415 0 726.3227512 0.264506374 Sacramento 2026 T6 Utility Aggregate Aggregate Electricity 1.658707928 76.41549833 0 76.41549833 21.23146147 0 0 Sacramento 2026 T6 Utility Aggregate Aggregate Natural Ga 0.226900822 8.924759104 8.924759104 0 2.904330522 0 Sacramento 2026 T6TS Aggregate Aggregate Gasoline 1903.640767 88998.34196 88998.34196 0 38088.04447 18.97044875 Sacramento 2026 T6TS Aggregate Aggregate Electricity 14.9545781 1303.3502 0 1303.3502 299.2111987 0 Sacramento 2026 T7 CAIRP Aggregate Aggregate Diesel 944.067804 190960.7055 190960.7055 0 21694.67814 30.29237639 Sacramento 2026 T7 CAIRP Aggregate Aggregate Electricity 20.48343024 4095.007002 0 4095.007002 470.709227 0 0 Sacramento 2026 T7 CAIRP Aggregate Aggregate Natural Ga 16.00862633 3223.636003 3223.636003 0 367.878233 0 Sacramento 2026 T7 NNOOS Aggregate Aggregate Diesel 835.5760283 228,427 228,427 0 19201.53713 34.89437454 Sacramento 2026 T7 NOOS Aggregate Aggregate Diesel 356.6723128 83,058 83,058 0 8196.329747 13.065692 Sacramento 2026 T7 Other Port Aggregate Aggregate Diesel 11.32242384 2,158 2,158 0 185.234854 0.357830914 Sacramento 2026 T7 Other Port Aggregate Aggregate Electricity 0.088238037 22 0 22 1.443574288 0 0 Sacramento 2026 T7 POAK Aggregate Aggregate Diesel 37.29725649 3,758 3,758 0 610.1831162 0.637245925 Sacramento 2026 T7 POAK Aggregate Aggregate Electricity 0.357840542 32 0 32 5.854271264 0 0 Sacramento 2026 T7 Public Aggregate Aggregate Diesel 4151.305876 177,857 177,857 0 21296.19914 33.47375916 Sacramento 2026 T7 Public Aggregate Aggregate Electricity 50.6323713 3,126 0 3,126 259.7440648 0 Sacramento 2026 T7 Public Aggregate Aggregate Natural Ga 70.34116703 3,357 3,357 0 360.8501869 0 0 Sacramento 2026 T7 Single Aggregate Aggregate Diesel 2123.052317 118,067 118,067 0 19999.15283 19.96260812 Sacramento 2026 T7 Single Aggregate Aggregate Electricity 33.2038691 2,427 0 2,427 312.780447 0 Sacramento 2026 T7 Single Aggregate Aggregate Natural Ga 60.89407745 3,269 3,269 0 573.6222095 0 Sacramento 2026 T7 SWCV Aggregate Aggregate Diesel 263.6072934 17,098 17,098 0 1212.59355 7.201061966 Sacramento 2026 T7 SWCV Aggregate Aggregate Electricity 10.62555179 678 0 678 48.87753825 0 Sacramento 2026 T7 SWCV Aggregate Aggregate Natural Ga 645.7133562 41,831 41,831 0 2970.281438 0 0 Sacramento 2026 T7 Tractor Aggregate Aggregate Diesel 1078.537414 78,676 78,676 0 15671.14863 12.68992142 Sacramento 2026 T7 Tractor Aggregate Aggregate Electricity 10.00988609 818 0 818 145.4436448 0 Sacramento 2026 T7 Tractor Aggregate Aggregate Natural Ga 11.80534026 816 816 0 171.5315939 0 0 Sacramento 2026 T7 Utility Aggregate Aggregate Diesel 30.09060645 1,316 1,316 0 385.1597625 0.224192357 Sacramento 2026 T7 Utility Aggregate Aggregate Electricity 0.315515578 20 0 20 4.038599395 0 Sacramento 2026 T7IS Aggregate Aggregate Gasoline 5.564040018 168 168 0 111.3253127 0.046390148 Sacramento 2026 T7IS Aggregate Aggregate Electricity 0.013175005 4 0 4 0.263605508 0 Sacramento 2026 UBUS Aggregate Aggregate Gasoline 189.1264912 14,348 14,348 0 756.5059648 3.053781283 Sacramento 2026 UBUS Aggregate Aggregate Diesel 6.215216529 294 294 0 24.86086612 0.03113556 Sacramento 2026 UBUS Aggregate Aggregate Electricity 4.985657859 521 0 521 19.94263144 0 Sacramento 2026 UBUS Aggregate Aggregate Natural Ga 359.717215 34,419 34,419 0 1438.86886 1433.70 294.06
TOTAL 39,926,625
Total (Gas) 34,921,749
Total (Diesel) 2,496,762
Annual VMT
4,832,236
Mix (%) Miles Gallons
Gas 98.8% 4,774,742 196,025
Diesel 1.2% 57,484 6,770
ITEM 21.1. ATTACHMENT 1

Page 856 of 1323 ends

Fleet Mix
Land Use LDA LDT1 LDT2 MDV LHD1 LHD2 MHD HHD OBUS UBUS MCY SBUS MH All Project Land Uses 0.550065 0.056538 0.183073 0.126916 0.023794 0.005777 0.013314 0.009484 0.000878 0.000597 0.025554 0.000937 0.003071 Gas 98.8%
Diesel 1.2%

23.1 0.04

24.4 0.04

8.5 0.12
ITEM 21.1. ATTACHMENT 1

Page 857 of 1323 ends

Energy Calculations Summary
Construction Fuel Usage Summary
Diesel Gasoline Diesel Diesel
Construction
Year
Off-road
Equipment
(gallons)
On-road
(gallons)
On-road
(gallons) Combined
2022 14,448 5,372 76 14,524
2023 18,039 37,039 76 18,115
2024 1,302 36,759 76 1,377
2025 7,873 12,024 75 7,948
TOTAL 41,661 91,194 303 41,964
Total Gasoline 91,194 gallons
Total Diesel 41,964 gallons
ITEM 21.1. ATTACHMENT 1

Page 858 of 1323 ends

Construction Offroad Equipment
2022
Phase Name Offroad
Equipment
Type
Amount Usage Hours Horse Power Load Factor Number of
days
Average Daily
Factor
Diesel Fuel
Usage
Year Start Date End Date Network Days
Site Preparation Rubber Tired
Dozers
3 8.00 247 0.40 17 0.6 1,209
Site Preparation 2022 8/1/2022 8/23/2022 17
Site Preparation Tractors/Loa
ders/Backho
es
4 8.00 97 0.37 17 0.6 586
Grading 2022 8/24/2022 11/15/2022 60
Grading Excavators 2 8.00 158 0.38 60 0.6 1,729 Building Construction 2022 11/16/2022 12/31/2022 33 Grading Graders 1 8.00 187 0.41 60 0.6 1,104 2023 1/1/2023 12/31/2023 260 Grading Rubber Tired
Dozers
1 8.00 247 0.40 60 0.6 1,423
2024 1/1/2024 12/31/2024 262
Grading Scrapers 2 8.00 367 0.48 60 0.6 5,073 2025 1/1/2025 4/21/2025 79 Grading Tractors/Loa
ders/Backho
es
2 8.00 97 0.37 60 0.6 1,034
Paving 2025 4/22/2025 6/6/2025 34
Building
Construction
Cranes 1 7.00 231 0.29 33 0.6 464
Architectural Coating 2025 6/9/2025 7/24/2025 34
Building
Construction
Forklifts 3 8.00 89 0.20 33 0.6 423
Building
Construction
Generator
Sets
1 8.00 84 0.74 33 0.6 492
Building
Construction
Tractors/Loa
ders/Backho
es
3 7.00 97 0.37 33 0.6 746
Building
Construction Welders
1 8.00 46 0.45 33 0.6 164
TOTAL 14,448
2023
Phase Name Offroad
Equipment
Type
Amount Usage Hours Horse Power Load Factor Number of
days
Average Daily
Factor
Diesel Fuel
Usage
Building
Construction
Cranes 1 7.00 231 0.29 260 0.6 3,658
Building
Construction
Forklifts 3 8.00 89 0.20 260 0.6 3,332
Building
Construction
Generator
Sets
1 8.00 84 0.74 260 0.6 3,879
Building
Construction
Tractors/Loa
ders/Backho
es
3 7.00 97 0.37 260 0.6 5,879
Building
Construction
Welders 1 8.00 46 0.45 260 0.6 1,292
TOTAL 18,039
2024
Phase Name Offroad
Equipment
Type
Amount Usage Hours Horse Power Load Factor Number of
days
Average Daily
Factor
Diesel Fuel
Usage
Building
Construction
Cranes 1 7.00 231 0.29 262 0.6 3,686
Building
Construction
Forklifts 3 8.00 89 0.20 262 0.6 3,358
Building
Construction
Generator
Sets
1 8.00 84 0.74 262 0.6 3,909
Building
Construction
Tractors/Loa
ders/Backho
es
3 7.00 97 0.37 262 0.6 5,924
Building
Construction
Welders 1 8.00 46 0.45 262 0.6 1,302
TOTAL 18,178
2025
Phase Name Offroad
Equipment
Type
Amount Usage Hours Horse Power Load Factor Number of
days
Average Daily
Factor
Diesel Fuel
Usage
ITEM 21.1. ATTACHMENT 1

Page 859 of 1323 ends

Building
Construction
Cranes1 7.00 231 0.29 79 0.6 1,111
Building
Construction
Forklifts3 8.00 89 0.20 79 0.6 1,012
Building
Construction
Generator
Sets
1 8.00 84 0.74 79 0.6 1,179
Building
Construction
Tractors/Loa
ders/Backho
es
3 7.00 97 0.37 79 0.6 1,786
Building
Construction
Welders1 8.00 46 0.45 79 0.6 392
Paving Pavers2 8.00 130 0.42 34 0.6 891
Paving Paving
Equipment
2 8.00 132 0.36 34 0.6 776
Paving Rollers2 8.00 80 0.38 34 0.6 496
Architectural
Coating
Air
Compressors
1 6.00 78 0.48 34 0.6 229
TOTAL 7,873
ITEM 21.1. ATTACHMENT 1

Page 860 of 1323 ends

Trips and VMT
2022
Phase Name Daily Worker
Trip
Days per
Year
Total Worker
Trips
Total Vendor
Trips
Total Hauling
Trips
Worker Trip
Length
(miles)
Vendor Trip
Length
(miles)
Haul Trip
Length (miles)
Total Worker
Trip Length
(miles)
Total Vendor
Trip Length
(miles)
Total Haul Trip
Length (miles)
Total gallons of gasoline Total
gallons of
diesel
Site Preparation 18 17 306 0 0 10.00 6.50 20.00 3060 0 0 121 0 Grading 20 60 1200 0 0 10.00 6.50 20.00 12000 0 0 473 0 Building
Construction
367 33 12111 71 0 10.00 6.50 20.00 121110 461.5 0 4,778 76 TOTAL 5,372 76
2023
Phase Name Daily Worker
Trip
Days per
Year
Total Worker
Trips
Total Vendor
Trips
Total Hauling
Trips
Worker Trip
Length
(miles)
Vendor Trip
Length
(miles)
Haul Trip
Length (miles)
Total Worker
Trip Length
(miles)
Total Vendor
Trip Length
(miles)
Total Haul Trip
Length (miles)
Total gallons of gasoline Total
gallons of
diesel
Building
Construction
367 260 95420 71 0 10.00 6.50 20.00 954200 461.5 0 37,039 76 TOTAL 37,039 76
2024
Phase Name Daily Worker
Trip
Days per
Year
Total Worker
Trips
Total Vendor
Trips
Total Hauling
Trips
Worker Trip
Length
(miles)
Vendor Trip
Length
(miles)
Haul Trip
Length (miles)
Total Worker
Trip Length
(miles)
Total Vendor
Trip Length
(miles)
Total Haul Trip
Length (miles)
Total gallons of gasoline Total
gallons of
diesel
Building
Construction
367 262 96154 71 0 10.00 6.50 20.00 961540 461.5 0 36,759 76 TOTAL 36,759 76
2025
Phase Name Daily Worker
Trip
Days per
Year
Total Worker
Trips
Total Vendor
Trips
Total Hauling
Trips
Worker Trip
Length
(miles)
Vendor Trip
Length
(miles)
Haul Trip
Length (miles)
Total Worker
Trip Length
(miles)
Total Vendor
Trip Length
(miles)
Total Haul Trip
Length (miles)
Total gallons of gasoline Total
gallons of
diesel
Building
Construction
367 79 28993 71 0 10.00 6.50 20.00 289930 461.5 0 10,899 75 Architectural
Coating
15 34 510 0 0 10.00 6.50 20.00 5100 0 0 192 0
Paving 73 34 2482 0 0 10.00 6.50 20.00 24820 0 0 933 0
TOTAL 12,024 75
Notes: Consistent with CalEEMod, worker vehicles assumed to be gasoline and 50% LDA, 25% LDT1, and 25% LDT2. Vendor and haul trips are assumed to be 100% diesel Heavy-Duty Trucks (T7).

ITEM 21.1. ATTACHMENT 1

Page 861 of 1323 ends

Source: EMFAC2021 (v1.0.1) Emissions Inventory
Region Type: County
Region: Sacramento
Calendar Year: 2022
Season: Annual
Vehicle Classification: EMFAC2011 Categories
Units: miles/day for CVMT and EVMT, trips/day for Trips, kWh/day for Energy Consumption, tons/day for Emissions, 1000 gallons/day for Fuel Consumption Region CalYr VehClass MdlYr Speed Fuel Population VMT CVMT EVMT Trips Fuel gas Diesel gas miles/hr vehicles miles/day miles/day miles/day trips/day 1,000 gallons/day 1,000 gallons/day Sacramento 2022 LDA Aggregate Aggregate Gasoline 498280.3185 17917435.6 17917435.6 0 2295902.336 644.537125 0.00 27.80 Sacramento 2022 LDT1 Aggregate Aggregate Gasoline 53385.04527 1674043.998 1674043.998 0 234015.9091 71.26492603 0.00 23.49 Sacramento 2022 LDT2 Aggregate Aggregate Gasoline 223889.1265 8219931.936 8219931.936 0 1039827.381 368.4103964 0.00 22.31 Sacramento 2022 T7 Tractor Aggregate Aggregate Diesel 874.6914234 72842.33002 72842.33002 0 12709.26638 0.00 12.06334267 6.04 Notes: Consistent with CalEEMod, worker vehicles assumed to be gasoline and 50% LDA, 25% LDT1, and 25% LDT2. Vendor and haul trips are assumed to be 100% diesel Heavy-Duty Trucks (T7).

Miles per
gallon
Gasoline miles per
gallon
Diesel miles per
gallon

25.35 6.04
ITEM 21.1. ATTACHMENT 1

Page 862 of 1323 ends

Source: EMFAC2021 (v1.0.1) Emissions Inventory
Region Type: County
Region: Sacramento
Calendar Year: 2023
Season: Annual
Vehicle Classification: EMFAC2011 Categories
Units: miles/day for CVMT and EVMT, trips/day for Trips, kWh/day for Energy Consumption, tons/day for Emissions, 1000 gallons/day for Fuel Consumption Region CalYr VehClass MdlYr Speed Fuel Population VMT CVMT EVMT Trips Fuel gas Diesel gas miles/hr vehicles miles/day miles/day miles/day trips/day 1,000 gallons/day 1,000 gallons/day Sacramento 2023 LDA Aggregate Aggregate Gasoline 495444.1701 18039887.07 18039887.07 0 2281180.251 638.6074247 0.00 28.25 Sacramento 2023 LDT1 Aggregate Aggregate Gasoline 51757.60145 1638073.93 1638073.93 0 226418.361 68.8387086 0.00 23.80 Sacramento 2023 LDT2 Aggregate Aggregate Gasoline 228403.2253 8495404.827 8495404.827 0 1060056.933 373.3642939 0.00 22.75 Sacramento 2023 T7 Tractor Aggregate Aggregate Diesel 917.7542763 74396.80266 74396.80266 0 13334.96964 0.00 12.25004566 6.07 Notes: Consistent with CalEEMod, worker vehicles assumed to be gasoline and 50% LDA, 25% LDT1, and 25% LDT2. Vendor and haul trips are assumed to be 100% diesel Heavy-Duty Trucks (T7).

Miles per
gallon
Gasoline miles per
gallon
Diesel miles per
gallon

25.76 6.07
ITEM 21.1. ATTACHMENT 1

Page 863 of 1323 ends

Source: EMFAC2021 (v1.0.1) Emissions Inventory
Region Type: County
Region: Sacramento
Calendar Year: 2024
Season: Annual
Vehicle Classification: EMFAC2011 Categories
Units: miles/day for CVMT and EVMT, trips/day for Trips, kWh/day for Energy Consumption, tons/day for Emissions, 1000 gallons/day for Fuel Consumption Region CalYr VehClass MdlYr Speed Fuel Population VMT CVMT EVMT Trips Fuel gas Diesel gas miles/hr vehicles miles/day miles/day miles/day trips/day 1,000 gallons/day 1,000 gallons/day Sacramento 2024 LDA Aggregate Aggregate Gasoline 493200.1993 18074528.65 18074528.65 0 2269233.534 630.0875563 0.00 28.69 Sacramento 2024 LDT1 Aggregate Aggregate Gasoline 50226.44621 1595989.731 1595989.731 0 219342.9065 66.24563327 0.00 24.09 Sacramento 2024 LDT2 Aggregate Aggregate Gasoline 232779.326 8714872.614 8714872.614 0 1079554.899 376.1530767 0.00 23.17 Sacramento 2024 T7 Tractor Aggregate Aggregate Diesel 974.1598058 75896.02217 75896.02217 0 14154.54198 0.00 12.42667686 6.11 Notes: Consistent with CalEEMod, worker vehicles assumed to be gasoline and 50% LDA, 25% LDT1, and 25% LDT2. Vendor and haul trips are assumed to be 100% diesel Heavy-Duty Trucks (T7).

Miles per
gallon
Gasoline
miles per
gallon
Diesel miles
per gallon

26.16 6.11
ITEM 21.1. ATTACHMENT 1

Page 864 of 1323 ends

Source: EMFAC2021 (v1.0.1) Emissions Inventory
Region Type: County
Region: Sacramento
Calendar Year: 2025
Season: Annual
Vehicle Classification: EMFAC2011 Categories
Units: miles/day for CVMT and EVMT, trips/day for Trips, kWh/day for Energy Consumption, tons/day for Emissions, 1000 gallons/day for Fuel Consumption Region CalYr VehClass MdlYr Speed Fuel Population VMT CVMT EVMT Trips Fuel gas Diesel gas miles/hr vehicles miles/day miles/day miles/day trips/day 1,000 gallons/day 1,000 gallons/day Sacramento 2025 LDA Aggregate Aggregate Gasoline 491398.2875 18017006.84 18017006.84 0 2259539.787 617.4841021 0.00 29.18 Sacramento 2025 LDT1 Aggregate Aggregate Gasoline 48785.93501 1547597.8 1547597.8 0 212712.1866 63.33573387 0.00 24.43 Sacramento 2025 LDT2 Aggregate Aggregate Gasoline 237055.1324 8875175.116 8875175.116 0 1098484.37 375.8620765 0.00 23.61 Sacramento 2025 T7 Tractor Aggregate Aggregate Diesel 1028.071352 77318.93006 77318.93006 0 14937.87675 0.00 12.56836859 6.15 Notes: Consistent with CalEEMod, worker vehicles assumed to be gasoline and 50% LDA, 25% LDT1, and 25% LDT2. Vendor and haul trips are assumed to be 100% diesel Heavy-Duty Trucks (T7).

Miles per
gallon
Gasoline
miles per
gallon
Diesel miles
per gallon

26.60 6.15
ITEM 21.1. ATTACHMENT 1

Page 865 of 1323 ends

Latitude 38.587036
Longitude -121.268507
Incidences Across the
Reduced Sacramento 4-
km Modeling Domain
Resulting from Project
Emissions (per year)2,5
Incidences Across the 5-AirDistrict Region Resulting from Project Emissions (per year)2
Percent of Background
Health Incidences
Across the 5-Air-District
Region3
Total Number of
Health Incidences
Across the 5-AirDistrict Region (per
year)4
(Mean) (Mean)
Emergency Room Visits, Asthma 0 - 99 0.94 0.87 0.0047% 18419 Hospital Admissions, Asthma 0 - 64 0.061 0.057 0.0031% 1846 Hospital Admissions, All Respiratory 65 - 99 0.34 0.30 0.0015% 19644 Hospital Admissions, All Cardiovascular (less
Myocardial Infarctions) 65 - 99

0.19 0.17 0.00071% 24037
Acute Myocardial Infarction, Nonfatal 18 - 24 0.000077 0.000071 0.0019% 4 Acute Myocardial Infarction, Nonfatal 25 - 44 0.0070 0.0066 0.0022% 308 Acute Myocardial Infarction, Nonfatal 45 - 54 0.018 0.017 0.0023% 741 Acute Myocardial Infarction, Nonfatal 55 - 64 0.029 0.028 0.0022% 1239 Acute Myocardial Infarction, Nonfatal 65 - 99 0.12 0.11 0.0022% 5052 Mortality, All Cause 30 - 99 2.2 2.0 0.0045% 44766
Incidences Across the
Reduced Sacramento 4-
km Modeling Domain
Resulting from Project
Emissions (per year)2,5
Incidences Across the 5-AirDistrict Region Resulting from Project Emissions (per year)2
Percent of Background
Health Incidences
Across the 5-Air-District
Region3
Total Number of
Health Incidences
Across the 5-AirDistrict Region (per
year)4
(Mean) (Mean)
Hospital Admissions, All Respiratory 65 - 99 0.079 0.064 0.00032% 19644 Emergency Room Visits, Asthma 0 - 17 0.33 0.27 0.0046% 5859 Emergency Room Visits, Asthma 18 - 99 0.55 0.47 0.0037% 12560 Mortality, Non-Accidental 0 - 99 0.050 0.042 0.00014% 30386 Sac Metro Air District Minor Project Health Effects Tool, version 2, published June 2020

4. The total number of health incidences across the 5-Air-District Region is calculated based on the modeling data. The information is presented to assist in providing overall health context.

5. The technical specifications and map for the Reduced Sacramento 4-km Modeling Domain are included in Appendix A, Table A-1 and Appendix B, Figure B-2 of the Guidance to Address the Friant Ranch Ruling for CEQA Projects in the Sac Metro Air District.

1. Affected age ranges are shown. Other age ranges are available, but the endpoints and age ranges shown here are the ones used by the USEPA in their health assessments. The age ranges are consistent with the epidemiological study that is the basis of the health function.

3. The percent of background health incidence uses the mean incidence. The background health incidence is an estimate of the average number of people that are affected by the health endpoint in a given population over a given period of time. In this case, the background incidence rates cover the 5-Air-District Region (estimated 2035 population of 3,271,451 persons). Health incidence rates and other health data are typically collected by the government as well as the World Health Organization. The background incidence rates used here are obtained from BenMAP.

2. Health effects are shown in terms of incidences of each health endpoint and how it compares to the base (2035 base year health effect incidences, or “background health incidence”) values. Health effects are shown for the Reduced Sacramento 4-km Modeling Domain and the 5-Air-District Region.

PM2.5 Health Endpoint Age Range1
Minor Project Health Effects Tool
<-- Step 1: Input latitude
(Please chose a value between 38.0 and 39.7)
<-- Step 2: Input longitude
(Please chose a value between -122.5 and -120.0)
Mortality
Respiratory
Respiratory
Cardiovascular
Mortality
Ozone Health Endpoint Age Range1
ITEM 21.1. ATTACHMENT 1

Page 866 of 1323 ends

Appendix E
Noise Modeling
ITEM 21.1. ATTACHMENT 1

Page 867 of 1323 ends

Attenuation Calculations for Stationary Noise Sources
KEY: Orange cells are for input.

Grey cells are intermediate calculations performed by the model.

Green cells are data to present in a written analysis (output).

Noise Source/ID Attenuated Noise Level at Receptor
noise level distance Ground Type noise level distance
(dBA) @ (ft) (soft/hard) (dBA) @ (ft)
hard 12 5 0.00
hard 12 5 0.00
HVAC 60.0 @ 20 soft 12 5 0.60 34 @ 200
soft 12 5 0.60
soft 12 5 0.60
soft 12 5 0.60

0.66 0.66

0.66 0.66
Notes:

Sources:

Computation of the ground factor is based on the equation presentd in Figure 6-23 on pg. 6-23 of FTA 2006, where the distance of the reference noise leve can be adjusted and the usage factor is not applied (i.e., the usage factor is equal to 1).

STEP 1: Identify the noise source and enter the
reference noise level (dBA and distance).

STEP 2: Select the ground type (hard or soft),
and enter the source and receiver heights.

STEP 3: Select the distance to the
receiver.

Estimates of attenuated noise levels do not account for reductions from intervening barriers, including walls, trees, vegetation, or structures of any type.

Computation of the attenuated noise level is based on the equation presented on pg. 12-3 and 12-4 of FTA 2006.

Source
Height (ft)
Receiver
Height (ft)
Ground
Factor
Reference Noise Level Attenuation Characteristics
ITEM 21.1. ATTACHMENT 1

Page 868 of 1323 ends

Federal Transit Association (FTA). 2006 (May). Transit Noise and Vibration Impact Assessment. FTA-VA-90-1003-06. Washington, D.C. Available:
<http://www.fta.dot.gov/documents/FTA_Noise_and_Vibration_Manual.pdf>. Accessed: September 24, 2010.

ITEM 21.1. ATTACHMENT 1

Page 869 of 1323 ends

Construction Source Noise Prediction Model
Location
Distance to Nearest
Receptor in feet Equipment
Usage
Factor1
Threshold 50 Excavator 1
Residence 1 200 Dozer 1
Office 140 Backhoe 1
Grader 1
Ground Type HARD
Source Height 8
Receiver Height 5
Ground Factor2 0.00
Predicted Noise Level 3
Excavator 85.0
Dozer 85.0
Backhoe 80.0
Grader 85.0
Sources:
1 Obtained from the FHWA Roadway Construction Noise Model, January 2006. Table 1. 2 Based on Figure 6-5 from the Federal Transit Noise and Vibration Impact Assessment, 2006 (pg 6-23). 3 Based on the following from the Federal Transit Noise and Vibration Impact Assessment, 2006 (pg 12-3).

Leq(equip) = E.L.+10*log (U.F.) - 20*log (D/50) - 10*G*log (D/50) Where: E.L. = Emission Level;
U.F.= Usage Factor;
G = Constant that accounts for topography and ground effects (FTA 2006: pg 6-23); and D = Distance from source to receiver.

78.2 85
Combined Predicted
Noise Level (Leq dBA)
Reference Emission
Noise Levels (Lmax) at 50
feet1

90.2 85

81.3 80
85 Combined Predicted Noise Level (Leq dBA at 50 feet)

90.2 Leq dBA at 50 feet3
ITEM 21.1. ATTACHMENT 1

Page 870 of 1323 ends

Construction Source Noise Prediction Model
Location
Distance to Nearest
Receptor in feet Equipment
Usage
Factor1
Threshold 50 Excavator 0.4
Residence 1 200 Dozer 0.4
Office 140 Backhoe 0.4
Grader 0.4
Ground Type HARD
Source Height 8
Receiver Height 5
Ground Factor2 0.00
Predicted Noise Level 3
Excavator 81.0
Dozer 81.0
Backhoe 76.0
Grader 81.0
Sources:
1 Obtained from the FHWA Roadway Construction Noise Model, January 2006. Table 1. 2 Based on Figure 6-5 from the Federal Transit Noise and Vibration Impact Assessment, 2006 (pg 6-23). 3 Based on the following from the Federal Transit Noise and Vibration Impact Assessment, 2006 (pg 12-3).

Combined Predicted Noise Level (Leq dBA at 50 feet)

86.2 Leq dBA at 50 feet3

77.3 80
85 74.2 85
Combined Predicted
Noise Level (Leq dBA)
Reference Emission
Noise Levels (Lmax) at 50
feet1

86.2 85
ITEM 21.1. ATTACHMENT 1

Page 871 of 1323 ends

KEY: Orange cells are for input.

Grey cells are intermediate calculations performed by the model.

Green cells are data to present in a written analysis (output).

Table A. Propagation of vibration decibels (VdB) with distance Noise Source/ID Attenuated Noise Level at Receptor
vibration level distance vibration level distance
(VdB) @ (ft) (VdB) @ (ft)
Roller 94 @ 25 71.6 @ 140
The Lv metric (VdB) is used to assess the likelihood for vibration to result in human annoyance.

Table B. Propagation of peak particle velocity (PPV) with distance Noise Source/ID Attenuated Noise Level at Receptor
vibration level distance vibration level distance
(PPV) @ (ft) (PPV) @ (ft)
Roller 0.210 @ 25 0.016 @ 140
The PPV metric (in/sec) is used for assessing the likelihood for the potential of structural damage.

Notes:

Federal Transit Association (FTA). 2018 (September). Transit Noise and Vibration Impact Assessment Manual. FTA Report N https://www.transit.dot.gov/sites/fta.dot.gov/files/docs/research-innovation/118131/transit-noise-and-vibration-impact-a Reference Noise Level
STEP 2A: Identify the vibration source and enter the reference vibration level (VdB) and distance.

Reference Noise Level
Computation of propagated vibration levels is based on the equations presented on pg. 185 of FTA 2018. Estimates of attenuated vibration levels do not account for reductions from intervening underground barriers or other underground structures of any type, or changes in soil type.

Distance Propagation Calculations for
Stationary Sources of Ground Vibration
STEP 1: Determine units in which to perform calculation. — If vibration decibels (VdB), then use Table A and proceed to Steps 2A and 3A. — If peak particle velocity (PPV), then use Table B and proceed to Steps 2B and 3B.

STEP 3A: Select the distance to
the receiver.

STEP 3B: Select the distance to
the receiver.

STEP 2B: Identify the vibration source and enter the reference peak particle velocity (PPV) and distance.

ITEM 21.1. ATTACHMENT 1

Page 872 of 1323 ends

No. 0123. Washington, D.C. Accessed: December 20, 2020. Page Available:

ITEM 21.1. ATTACHMENT 1

Page 873 of 1323 ends

Traffic Noise Spreadsheet Calculator
Project: Residences at Capital Center
Number Name From To
Summary of Net Changes
1 Zinfandel Dr White Rock Rd International Dr 72.9 72.9 0.0 2 Zinfandel Dr US-50 EB Ramps White Rock Rd 75.3 75.4 0.1 3 Zinfandel Dr US-50 EB Ramps US-50 WB Ramps 74.5 74.6 0.1 4 Zinfandel Dr Folsom Blvd US-50 WB Ramps 73.4 73.5 0.0 5 White Rock Rd Zinfandel Dr Kigore Rd 71.8 72.1 0.3
6 White Rock Rd Kilgore Rd Sunrise Blvd 71.9 72.2 0.3
7 Kilgore Rd Folsom Blvd White Rock Rd 68.4 68.4 0.0
8 Kilgore Rd White Rock Rd International Dr 66.4 68.6 2.2 9 White Rock Rd Sunrise Blvd Grant Line Rd 68.9 69.1 0.2 10 Sunrise Blvd White Rock Rd Douglas Rd 76.3 76.3 0.0
11 Sunrise Blvd Folsom Blvd White Rock Rd 77.8 77.9 0.1 12 Sunrise Blvd US-50 EB Ramps Folsom Blvd 78.2 78.2 0.1 13 Sunrise Blvd US-50 WB Ramps US-50 EB Ramps 76.7 76.8 0.1 14 Sunrise Blvd US-50 EB Ramps Coloma 79.6 79.7 0.0
*All modeling assumes average pavement, level roadways (less than 1.5% grade), constant traffic flow and does not account for shielding of any type or finite roadway adjustments. All levels are reported as A-weighted noise levels.

Cumulative
Conditions
Cumulative
+Project
Conditions
Δ Cumulative
– Cumulative +
Project
Segment Description and Location Existing
Conditions
Existing +
Project
Conditions
Δ Existing –
Existing +
Project
ITEM 21.1. ATTACHMENT 1

Page 874 of 1323 ends

Traffic Noise Spreadsheet Calculator
Project: Residences at Capital CenExisting Conditions
Noise Level Descriptor: Ldn
Site Conditions: Soft
Traffic Input: Peak
Traffic K-Factor: 10
Ldn,
Number Name From To (mph) Near Far % Auto % Medium % Heavy % Day % Eve % Night (dBA)5,6,7 70 dBA 65 dBA 60 dBA 55 dBA Existing Conditions
1 Zinfandel Dr White Rock Rd International Dr 28,910 35 80 127 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 72.9 2 Zinfandel Dr US-50 EB Ramps White Rock Rd 46,520 35 73 133 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 75.3 3 Zinfandel Dr US-50 EB Ramps US-50 WB Ramps 42,770 35 83 123 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 74.5 4 Zinfandel Dr Folsom Blvd US-50 WB Ramps 33,040 35 85 117 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 73.4 5 White Rock Rd Zinfandel Dr Kigore Rd 10,990 45 80 125 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 71.8 6 White Rock Rd Kilgore Rd Sunrise Blvd 11,170 45 80 125 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 71.9 7 Kilgore Rd Folsom Blvd White Rock Rd 5,320 45 95 107 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 68.4 8 Kilgore Rd White Rock Rd International Dr 4,570 40 84 118 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 66.4 9 White Rock Rd Sunrise Blvd Grant Line Rd 5,790 45 80 130 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 68.9 10 Sunrise Blvd White Rock Rd Douglas Rd 26,780 45 70 120 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 76.3 11 Sunrise Blvd Folsom Blvd White Rock Rd 44,730 45 80 130 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 77.8 12 Sunrise Blvd US-50 EB Ramps Folsom Blvd 44,820 45 70 150 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 78.2 13 Sunrise Blvd US-50 WB Ramps US-50 EB Ramps 36,510 45 85 125 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 76.7 14 Sunrise Blvd US-50 EB Ramps Coloma 63,710 45 75 130 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 79.6 35 100 100 97.0% 2.0% 1.0% 80.0% 15.0% 5.0%
35 100 100 97.0% 2.0% 1.0% 80.0% 15.0% 5.0%
35 100 100 97.0% 2.0% 1.0% 80.0% 15.0% 5.0%
35 100 100 97.0% 2.0% 1.0% 80.0% 15.0% 5.0%
35 100 100 97.0% 2.0% 1.0% 80.0% 15.0% 5.0%
35 100 100 97.0% 2.0% 1.0% 80.0% 15.0% 5.0%
35 100 100 97.0% 2.0% 1.0% 80.0% 15.0% 5.0%
35 100 100 97.0% 2.0% 1.0% 80.0% 15.0% 5.0%
35 100 100 97.0% 2.0% 1.0% 80.0% 15.0% 5.0%
*All modeling assumes average pavement, level roadways (less than 1.5% grade), constant traffic flow and does not account for shielding of any type or finite roadway adjustments. All levels are reported as A-weighted noise levels. 4327
3592
290 626 1348 2904
2423
338 728 1568 3378
784
58 124 268 577
86 186
Distance to Contour, (feet)3
242 522
359 774
433 932
Input
Speed Traffic Distribution Characteristics
Output
Distance to
Directional
Centerline, (feet)4
284
1125
1667
2008
222
203
1316
479
437
Segment Description and Location
158 732
Peak
Hour
Volume
340
169 364
132 611
133 287
78 1577
2223
2026
169 364 1689
1032
940
784
401 864
618 1331
ITEM 21.1. ATTACHMENT 1

Page 875 of 1323 ends

Traffic Noise Spreadsheet Calculator
Project: Residences at Capital CenExisting + Project Conditions Noise Level Descriptor: Ldn
Site Conditions: Soft
Traffic Input: Peak
Traffic K-Factor: 10
Ldn,
Number Name From To (mph) Near Far % Auto % Medium % Heavy % Day % Eve % Night (dBA)5,6,7 70 dBA 65 dBA 60 dBA 55 dBA Existing + Project Conditions
1 Zinfandel Dr White Rock Rd International Dr 28,910 35 80 127 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 72.9 2 Zinfandel Dr US-50 EB Ramps White Rock Rd 47,407 35 73 133 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 75.4 3 Zinfandel Dr US-50 EB Ramps US-50 WB Ramps 43,302 35 83 123 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 74.6 4 Zinfandel Dr Folsom Blvd US-50 WB Ramps 33,217 35 85 117 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 73.5 5 White Rock Rd Zinfandel Dr Kigore Rd 11,877 45 80 125 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 72.1 6 White Rock Rd Kilgore Rd Sunrise Blvd 11,969 45 80 125 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 72.2 7 Kilgore Rd Folsom Blvd White Rock Rd 5,320 45 95 107 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 68.4 8 Kilgore Rd White Rock Rd International Dr 7,528 40 84 118 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 68.6 9 White Rock Rd Sunrise Blvd Grant Line Rd 5,997 45 80 130 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 69.1 10 Sunrise Blvd White Rock Rd Douglas Rd 26,780 45 70 120 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 76.3 11 Sunrise Blvd Folsom Blvd White Rock Rd 45,322 45 80 130 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 77.9 12 Sunrise Blvd US-50 EB Ramps Folsom Blvd 45,412 45 70 150 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 78.2 13 Sunrise Blvd US-50 WB Ramps US-50 EB Ramps 36,998 45 85 125 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 76.8 14 Sunrise Blvd US-50 EB Ramps Coloma 64,095 45 75 130 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 79.7 35 100 100 97.0% 2.0% 1.0% 80.0% 15.0% 5.0%
35 100 100 97.0% 2.0% 1.0% 80.0% 15.0% 5.0%
35 100 100 97.0% 2.0% 1.0% 80.0% 15.0% 5.0%
35 100 100 97.0% 2.0% 1.0% 80.0% 15.0% 5.0%
35 100 100 97.0% 2.0% 1.0% 80.0% 15.0% 5.0%
35 100 100 97.0% 2.0% 1.0% 80.0% 15.0% 5.0%
35 100 100 97.0% 2.0% 1.0% 80.0% 15.0% 5.0%
35 100 100 97.0% 2.0% 1.0% 80.0% 15.0% 5.0%
35 100 100 97.0% 2.0% 1.0% 80.0% 15.0% 5.0%
*All modeling assumes average pavement, level roadways (less than 1.5% grade), constant traffic flow and does not account for shielding of any type or finite roadway adjustments. All levels are reported as A-weighted noise levels. 293 631 1360 2930
434 936 2017 4345
341 734 1582 3407
362 781 1682 3624
88 191 411 885
242 522 1125 2423
78 169 364 784
81 173 374 805
139 300 647 1393
204 440 948 2043
170 365 787 1695
225 485 1045 2251
139 299 643 1386
Segment Description and Location Distance to Contour, (feet)3 158 340 732 1577
Input Output
Peak
Hour
Volume
Speed
Distance to
Directional
Centerline, (feet)4 Traffic Distribution Characteristics ITEM 21.1. ATTACHMENT 1

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Citation # Citations
1 Caltrans Technical Noise Supplement. 2009 (November). Table (5-11), Pg 5-60. Caltrans Technical Noise Supplement. 2013 (September). Table (4-2), Pg 4-17 2 Caltrans Technical Noise Supplement. 2009 (November). Equation (5-26), Pg 5-60. Caltrans Technical Noise Supplement. 2013 (September). Equation (4-5), Pg 4 3 Caltrans Technical Noise Supplement. 2009 (November). Equation (2-16), Pg 2-32. FHWA 2004 TNM Version 2.5 4 Caltrans Technical Noise Supplement. 2009 (November). Equation (5-11), Pg 5-47, 48. FHWA 2004 TNM Version 2.5 5 Caltrans Technical Noise Supplement. 2009 (November). Equation (2-26), Pg 2-55, 56. Caltrans Technical Noise Supplement. 2013 (September). Equation (2-23), Pg 6 Caltrans Technical Noise Supplement. 2009 (November). Equation (2-27), Pg 2-57. Caltrans Technical Noise Supplement. 2013 (September). Equation (2-24), Pg 7 Caltrans Technical Noise Supplement. 2009 (November). Pg 2-53. Caltrans Technical Noise Supplement. 2013 (September). Pg 2-57. 8 Caltrans Technical Noise Supplement. 2009 (November). Equation (5-7), Pg 5-45. FHWA 2004 TNM Version 2.5 9 Caltrans Technical Noise Supplement. 2009 (November). Equation (5-8), Pg 5-45. FHWA 2004 TNM Version 2.5 10 Caltrans Technical Noise Supplement. 2009 (November). Equation (5-9), Pg 5-45. FHWA 2004 TNM Version 2.5 11 Caltrans Technical Noise Supplement. 2009 (November). Equation (5-13), Pg 5-49. FHWA 2004 TNM Version 2.5 12 Caltrans Technical Noise Supplement. 2009 (November). Equation (5-14), Pg 5-49. FHWA 2004 TNM Version 2.5 13 Federal Highway Administration Traffic Noise Model Technical Manual. Report No. FHWA-PD-96-010. 1998 (January). Equation (16), Pg 67 14 Federal Highway Administration Traffic Noise Model Technical Manual. Report No. FHWA-PD-96-010. 1998 (January). Equation (20), Pg 69 15 Federal Highway Administration Traffic Noise Model Technical Manual. Report No. FHWA-PD-96-010. 1998 (January). Equation (18), Pg 69 References
California Department of Transportation (Caltrans). 2009 (November). Technical Noise Supplement. Available: http://www.dot.ca.gov/hq/env/noise/pub/tens_complete.pdf. Acces August 17, 2017.

ITEM 21.1. ATTACHMENT 1

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Existing Volumes
Segment From To Volume
1 White Rock Rd International Dr 28910
2 US-50 EB Ramps White Rock Rd 46520
3 US-50 EB Ramps US-50 WB Ramps 42770
4 Folsom Blvd US-50 WB Ramps 33040
5 Zinfandel Dr Kigore Rd 10990
6 Kilgore Rd Sunrise Blvd 11170
7 Folsom Blvd White Rock Rd 5320
8 White Rock Rd International Dr 4570
9 Sunrise Blvd Grant Line Rd 5790
10 White Rock Rd Douglas Rd 26780
11 Folsom Blvd White Rock Rd 44730
12 US-50 EB Ramps Folsom Blvd 44820
13 US-50 WB Ramps US-50 EB Ramps 36510
14 US-50 EB Ramps Coloma 63710
ITEM 21.1. ATTACHMENT 1

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Existing + Project Volumes
Segment From To Volume
1 White Rock Rd International Dr 28910
2 US-50 EB Ramps White Rock Rd 47407
3 US-50 EB Ramps US-50 WB Ramps 43302
4 Folsom Blvd US-50 WB Ramps 33217
5 Zinfandel Dr Kigore Rd 11877
6 Kilgore Rd Sunrise Blvd 11969
7 Folsom Blvd White Rock Rd 5320
8 White Rock Rd International Dr 7528
9 Sunrise Blvd Grant Line Rd 5997
10 White Rock Rd Douglas Rd 26780
11 Folsom Blvd White Rock Rd 45322
12 US-50 EB Ramps Folsom Blvd 45412
13 US-50 WB Ramps US-50 EB Ramps 36998
14 US-50 EB Ramps Coloma 64095
ITEM 21.1. ATTACHMENT 1

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Traffic Impact Study
Residences at Capital Center
City of Rancho Cordova, California
August 11, 2022
Prepared for:

Cole Partners Development Company
Prepared by:
555 Capitol Mall, Suite 300
Sacramento, California 95814
Phone: (916) 858-5800
ITEM 21.1. ATTACHMENT 1

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EXECUTIVE SUMMARY
This report documents the results of a traffic impact study completed for Residences at Capitol Center project (the “proposed project” or “project”). The proposed project will be located on the vacant parcel located at the northeast corner of the Kilgore Road intersection with Crawford Dive in Rancho Cordova, California. This study was performed in accordance with the standards established by the Circulation Element of the City of Rancho Cordova’s General Plan.

The proposed project will include 417 multi-family units, of which 177 will be townhomes and 240 will be apartments. In addition, the project will include a commercial component that will cover up to 9,000 square-feet of floor space. Access to the project site will be provided via two full access driveways, one located on Crawford Drive and the other on Kilgore Road.

This analysis includes evaluation of the following transportation facilities:

1. Kilgore Rd @ White Rock Rd

2. Sunrise Blvd @ White Rock Rd

3. Sunrise Blvd @ US-50 EB Ramps

4. Sunrise Blvd @ US-50 WB Ramps

5. Zinfandel Dr @ White Rock Rd

6. Zinfandel Dr @ US-50 EB Ramps

7. Zinfandel Dr @ US-50 WB Ramps
This traffic impact analysis was conducted for the study facilities listed above for the following scenarios:

A. Existing (2022) Conditions
B. Opening Year (2024) plus Proposed Project Conditions C. Cumulative (2040) Conditions
D. Cumulative (2040) plus Proposed Project Conditions
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 Tool1
. 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 US50 at all study intersection locations. 1 Trip Generation Handbook (3rd Edition), Institute of Transportation Engineers (ITE), August 2014 ITEM 21.1. ATTACHMENT 1

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TABLE OF CONTENTS
INTRODUCTION................................................................................................................................ 1 PROJECT DESCRIPTION.................................................................................................................. 1 PROJECT AREA ROADWAYS ............................................................................................................ 5 TRANSPORTATION IMPACT STUDY METHODOLOGY ............................................................ 5 LEVEL OF SERVICE DEFINITIONS ......................................................................................................................... 5 INTERSECTION ANALYSIS ................................................................................................................................... 5 ASSESSMENT OF PROPOSED PROJECT........................................................................................ 6 PROPOSED PROJECT TRIP GENERATION AND ASSIGNMENT ................................................................................... 6 PEAK-HOUR TRAFFIC SIGNAL WARRANT EVALUATION ....................................................................................... 9 QUEUING ANALYSIS RESULTS............................................................................................................................. 9 BICYCLE, PEDESTRIAN, AND TRANSIT EVALUATION...........................................................18 SITE PLAN, ACCESS, AND CIRCULATION EVALUATION........................................................19 DEFICIENCIES AND IMPROVEMENTS .......................................................................................19 OTHER CONSIDERATIONS........................................................................................................... 20 CONCLUSIONS ................................................................................................................................. 20

APPENDICES
Traffic Count Data Sheets ......................................................................................................... Appendix A Analysis Worksheets for Existing (2022) Conditions..................................................................Appendix B Analysis Worksheets for Opening Year (2024) plus Proposed Project Conditions....................Appendix C Analysis Worksheets for Cumulative Conditions....................................................................... Appendix D Analysis Worksheets for Cumulative plus Proposed Project Conditions................................... Appendix E Analysis Worksheets for Signal Warrants..................................................................................Appendix F Streetlight Data Sheets...............................................................................................................Appendix G NCHRP-684 Internal Capture Data Sheets................................................................................ Appendix H ITEM 21.1. ATTACHMENT 1

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LIST OF TABLES
Table 1 – Intersection Level of Service Criteria.......................................................................................... 6 Table 2 – Proposed Project Trip Generation ............................................................................................. 6 Table 3 – Existing (2022) and Opening Year (2024) plus Project Intersection LOS Analysis......................... 8 Table 4 – Cumulative (2040) and Cumulative (2040) plus Project Intersection LOS Analysis....................... 8 Table 5 – Traffic Signal Warrant Analysis Results....................................................................................... 9 Table 6 – US-50 Off-ramps @ Study Intersections Queuing Analysis Results............................................ 10 Table 7 – Study Intersection Queuing Analysis Results............................................................................ 11 Table 8 – FHWA Pedestrian Crash Countermeasures.............................................................................. 18 Table 9 – Alternative Project Trip Generation......................................................................................... 20

LIST OF FIGURES
Figure 1 – Project Vicinity Map................................................................................................................. 2 Figure 2 – Project Site Plan....................................................................................................................... 3 Figure 3 – Study Intersections, Traffic Control, Lane Geometries .............................................................. 4 Figure 4 – Project Trip Distribution and Proposed Study Facilities............................................................. 7 Figure 5 – Existing Condition Volumes.................................................................................................... 13 Figure 6 – Peak-Hour Project Trip Assignment........................................................................................ 14 Figure 7 – Opening Year plus Project Condition Volumes........................................................................ 15 Figure 8 – Cumulative Condition Volumes.............................................................................................. 16 Figure 9 – Cumulative plus Project Condition Volumes........................................................................... 17 ITEM 21.1. ATTACHMENT 1

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INTRODUCTION
This report documents the results of a traffic impact study completed for the Residences at Capitol Center project (the “proposed project” or “project”). The proposed project will be located on the vacant parcel located at the northeast corner of the Kilgore Road intersection with Crawford Dive in Rancho Cordova, California. The purpose of this impact analysis is to identify potential environmental impacts to transportation facilities as required by the California Environmental Quality Act (CEQA). This study was performed in accordance with the standards established by the Circulation Element of the City of Rancho Cordova’s General Plan2
.

PROJECT DESCRIPTION
The proposed project will include 417 multi-family units of which 177 will be townhomes and 240 will be apartments. In addition, the Project will include a commercial component that will cover up to 9,000 square-feet of floor space. Access to the project site will be provided via two full access driveways, one on Crawford Drive and one on Kilgore Road.

The project location, study intersections and study segments are depicted in Figure 1. The proposed project site plan is shown in Figure 2. Figure 3 illustrates the existing study intersections facilities, traffic control, and lane configurations.

This traffic impact study was conducted for the following scenarios:

A. Existing (2022) Conditions
B. Opening Year (2024) plus Proposed Project Conditions C. Cumulative (2040) Conditions
D. Cumulative (2040) plus Proposed Project Conditions
The following transportation facilities are included in this evaluation:

1. Kilgore Rd @ White Rock Rd

2. Sunrise Blvd @ White Rock Rd

3. Sunrise Blvd @ US-50 EB Ramps

4. Sunrise Blvd @ US-50 WB Ramps

5. Zinfandel Dr @ White Rock Rd

6. Zinfandel Dr @ US-50 EB Ramps

7. Zinfandel Dr @ US-50 WB Ramps
2 City of Rancho Cordova General Plan: Circulation Element, May 2015, City of Rancho Cordova ITEM 21.1. ATTACHMENT 1

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Kilgore Road
Sunrise Boulevard
White Rock Road
Folsom Boulevard
Zinfandel Drive
International Drive Kilgore Road
Sunrise Boulevard
White Rock Road
Folsom Boulevard
Zinfandel Drive
International Drive
U S
50 U S
50 NOT TO SCALE
Figure 1
Project Vicinity Map
The Residences at Capital Center - Traffic Impact Study Project Location
LEGEND
# Study Intersection
1 2
5 6
7 3
4 ITEM 21.1. ATTACHMENT 1

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Figure 2
Project Site Plan
The Residences at Capital Center - Traffic Impact Study ITEM 21.1. ATTACHMENT 1

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Figure 3
Study Intersections, Traffic Control, and Lane Geometry The Residences at Capital Center - Traffic Impact Study 1 Kilgore Rd
White Rock Rd
Sunrise Blvd
White Rock Rd
Sunrise Blvd
US 50 EB Ramps
Sunrise Blvd
US 50 WB Ramps
Zinfandel Dr
5 White Rock Rd
Zinfandel Dr
US 50 EB Ramps
Zinfandel Dr
US 50 WB Ramps Gold Center Dr
2 3 4
6 7
FF
F
F
F
F
F F
F
LEGEND
Signalized Intersection
# Study Intersection
F Free Movement
ITEM 21.1. ATTACHMENT 1

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PROJECT AREA ROADWAYS

The following are descriptions of primary roadways in the project vicinity:

US Route 50 (US-50) is an east-west freeway facility located approximately three quarters of a mile north of the proposed project. US-50 connects Rancho Cordova with Sacramento to the west and El Dorado County to the east. Primary access to the project site from US-50 is provided at the Sunrise Boulevard and Zinfandel Drive interchanges. US-50 carries approximately 124,000 vehicles per day3with five lanes in each direction proximate to these two interchanges.

Sunrise Boulevard is a north-south arterial east of the project site across the Folsom South Canal. It connects the project site to north Rancho Cordova and Placer County while providing access to US-50.

Numerous commercial developments are located along Sunrise Boulevard both north and south of the project site.

Zinfandel Drive is a north-south arterial connecting the project site to US-50 as well as the commercial, industrial, and residential areas northwest of the project site.

White Rock Road is an east-west arterial connecting Sunrise Boulevard and Zinfandel Drive within the southern half of Rancho Cordova’s city limits.

TRANSPORTATION IMPACT STUDY METHODOLOGY
This study was performed in accordance with the standards established by the Circulation Element of the City of Rancho Cordova’s General Plan4
. As the Project and associated study intersections fall within the City of Rancho Cordova, Level of Service (LOS) D will be used as the threshold for evaluating acceptable intersection operations consistent with the City’s General Plan criteria.

Level of Service Definitions
Analysis of transportation facility significant environmental impacts is based on the concept of Level of Service (LOS). The LOS of a facility is a qualitative measure used to describe operational conditions. LOS ranges from A (best), which represents minimal delay, to F (worst), which represents heavy delay and a facility that is operating at or near its functional capacity.

Intersection Analysis
Levels of Service for this study were determined using methods defined in the Highway Capacity Manual (HCM) 6th Edition and appropriate traffic analysis software. The HCM includes procedures for analyzing side-street stop controlled (SSSC), all-way stop controlled (AWSC), and signalized intersections. The SSSC procedure defines LOS as a function of average control delay for each minor street approach movement.

The AWSC and signalized intersection procedure defines LOS as a function of average control delay for the intersection as a whole. Table 1 presents intersection LOS definitions as defined in the HCM.

3 Caltrans Traffic Counts, 2020. http://www.dot.ca.gov/trafficops/census/ 4 City of Rancho Cordova General Plan: Circulation Element, May 2015, City of Rancho Cordova ITEM 21.1. ATTACHMENT 1

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Table 1 – Intersection Level of Service Criteria
Level of
Service
(LOS)
Unsignalized Signalized
Average Control
Delay* (sec/veh)
Average Control
Delay (sec/veh)
A ≤ 10 ≤ 10
B > 10 – 15 > 10 – 20
C > 15 – 25 > 20 – 35
D > 25 – 35 > 35 – 55
E > 35 – 50 > 55 – 80
F > 50 > 80
Source: Highway Capacity Manual, 2010
* Applied to the worst lane/lane group(s) for SSSC

ASSESSMENT OF PROPOSED PROJECT

Proposed Project Trip Generation and Assignment
The number of trips anticipated to be generated by the proposed project in both Opening Year and Cumulative conditions was approximated using data included in the Trip Generation Manual, 11th Edition, published by the Institute of Transportation Engineers (ITE). ITE Land Use Code 220 (Multifamily Housing (Low-Rise)) was used to represent the project’s townhome development component, while ITE Land Use Code 221 (Multifamily Housing (Mid-Rise)) was used to represent the project’s apartment development component. ITE Land Use Code 932 (High-Turnover (Sit-Down) Restaurant) was used to represent the commercial component of the project. Regression equations provided by ITE were used to estimate the number of trips anticipated to be generated by the project’s residential components while ITE’s average rate was used to estimate the number of trips for the project’s non-residential component as an equation was not available. Trips generated by the proposed project are presented in Table 2.

Table 2 – Proposed Project Trip Generation
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 37 932 High-Turnover (Sit-Down) Restaurant 9 911 81 45 36 77 47 30 3,220 253 86 167 268 165 103
262 20 10 10 24 12 12
2,958 233 76 157 244 153 91
Daily
Trips
AM Peak-Hour PM Peak-Hour
Total Project Trips
ITE Land
Use Code Land Use # Units/ksf
Internal Capture (8% Daily/AM Peak-hour, 9% PM Peak-hour) Net External Project Trips
As shown in Table 2, the proposed project is estimated to generate 3,220 new daily trips, with 253 and 268 trips occurring during the respective AM and PM peak-hours. Internal trip reduction to assess how the project’s residential and commercial component trips might interact was generated using the NCHRP 684 Trip Capture Estimation Tool5
. This resulted in a reduction of 262 daily trips, 20 AM peak-hour trips, and 24 PM peak-hour trips. The final net external Project trip generation is 2,958 daily trips, 233 AM peak-hour trips, and 244 PM peak-hour trips.

Project trip distribution was developed using the City of Rancho Cordova’s travel demand model. The proposed project was added to the model and the socioeconomic characteristics of the population living in the development along Tower Park Drive, west of Prospect Park Drive, were used to develop the socioeconomic characteristics of the population assumed to occupy the proposed Project. Trip distribution percentages developed from the model run are illustrated in Figure 4. 5 Trip Generation Handbook (3rd Edition), Institute of Transportation Engineers (ITE), August 2014 ITEM 21.1. ATTACHMENT 1

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NOT TO SCALE
Figure 3
Project Trip Distribution and Study Facilities
The Residences at Capital Center - Traffic Impact Study Project Location
# Study Intersection
LEGEND
XX% Trip Distribution
ITEM 21.1. ATTACHMENT 1

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LEVEL OF SERVICE (LOS) ANALYSIS
Table 3 and Table 4 summarize the peak-hour LOS results for each respective analysis scenario. Analysis worksheets are included in Appendix C to Appendix F. As the project and associated study intersections fall within the City of Rancho Cordova boundary, LOS D was used as the threshold for evaluating acceptable operations. Figure 5, Figure 6, Figure 7, Figure 8, and Figure 9 display intersection turning movement volumes used for each analysis scenario.

Table 3 – Existing (2022) and Opening Year (2024) plus Project Intersection LOS Analysis Table 4 – Cumulative (2040) and Cumulative (2040) plus Project Intersection LOS Analysis The LOS analysis summarized in the tables above show that all study intersections operate within the acceptable standard of LOS D under all analysis scenarios. Intersections analyzed using HCM 6th Edition methodology were also assessed using HCM 2000 methodology for comparison. The HCM 2000 Delay (sec) LOS Delay (sec) LOS
AM 15.6 B 15.8 B
PM 16.8 B 16.6 B
AM 23.1 C 23.7 C
PM 37.5 D 37.3 D
AM 18.7 B 18.9 B
PM 19.9 B 21.0 C
AM 9.9 A 10.5 B
PM 11.9 B 13.0 B
AM 26.3 C 28.9 C
PM 30.3 C 31.3 C
AM 17.0 B 18.3 B
PM 16.4 B 18.1 B
AM 13.8 B 14.8 B
PM 9.0 A 8.9 A
5 Zinfandel Dr @ White Rock Rd Signal
6 Zinfandel Dr @ US-50 EB Ramps Signal
7 Zinfandel Dr @ US-50 WB Ramps Signal
Notes: Bold represents unacceptable operations.
3 Sunrise Blvd @ US-50 EB Ramps Signal
4 Sunrise Blvd @ US-50 WB Ramps Signal
1 Kilgore Rd @ White Rock Rd Signal
2 Sunrise Blvd @ White Rock Rd Signal
ID Intersection Control
Peak
Hour
Opening Year (2024)
Plus Project Existing (2022)
Delay (sec) LOS Delay (sec) LOS
AM 17.8 B 18.7 B
PM 23.1 C 25.5 C
AM 29.5 C 30.3 C
PM 42.0 D 42.8 D
AM 18.9 B 18.8 B
PM 20.4 C 20.7 C
AM 10.8 B 10.7 B
PM 12.6 B 12.0 B
AM 32.9 C 30.6 C
PM 43.5 D 51.7 D
AM 21.7 C 23.0 C
PM 20.2 C 22.7 C
AM 13.3 B 13.5 B
PM 10.4 B 10.5 B
5 Zinfandel Dr @ White Rock Rd Signal
6 Zinfandel Dr @ US-50 EB Ramps Signal
7 Zinfandel Dr @ US-50 WB Ramps Signal
Notes: Bold represents unacceptable operations.
3 Sunrise Blvd @ US-50 EB Ramps Signal
4 Sunrise Blvd @ US-50 WB Ramps Signal
1 Kilgore Rd @ White Rock Rd Signal
2 Sunrise Blvd @ White Rock Rd Signal
ID Intersection Control
Peak
Hour
Cumulative (2040)
Plus Project Cumulative (2040)
ITEM 21.1. ATTACHMENT 1

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methodology yielded comparable results to the HCM 6th edition. The HCM 2000 reports are included in the relevant appendices for all scenarios.

Peak-Hour Traffic Signal Warrant Evaluation
A planning level assessment of the need for traffic signalization was performed for the unsignalized project driveway at Kilgore Road. This evaluation was performed consistent with the peak-hour warrant methodologies noted in Section 4C of the California Manual on Uniform Traffic Control Devices (CAMUTCD), dated March 30, 2021. A summary of the peak-hour warrant results is presented in Table 5. As shown in Table 5, the peak-hour signal warrant is not satisfied under all analysis scenarios. Detailed results of this analysis are presented in Appendix B.

Table 5 – Traffic Signal Warrant Analysis Results

Queuing Analysis Results
Ramp Queuing
Vehicle queuing was evaluated at each US-50 interchange off-ramp for the analysis scenarios as summarized in Table 6 using the 95th percentile queue as calculated using the SimTraffic software package.

Analysis worksheets are provided in Appendix C to Appendix F for the respective analysis scenarios.

Table 6 presents the queuing analysis results at the US-50 interchange with Sunrise Boulevard (Study Intersections #3 and #4) and the US-50 interchange with Zinfandel Dr (Study Intersections #6 and #7). As shown in Table 6, the off-ramps have capacity to contain projected queues under all study scenarios.

Study Intersection Queuing
Table 7 presents queuing analysis results at the remaining non-US-50 interchange ramp project study intersections (Study Intersections #1, #2, and #5). Table 7 specifically summarizes left-turn movements to which the project is anticipated to add trips. As shown in Table 7, queuing exceeds the available storage for the westbound left movement at the Kilgore Road intersection with White Rock Road (Intersection #1) during the PM peak-hour for Cumulative plus Project conditions. While the Cumulative plus Project PM peak-hour conditions results in a notable increase in queue length beyond the no project condition, this can be reduced by reallocating signal time to more efficiently accommodate the needs to the westbound left movement.

AM No
PM No
AM No
PM No
AM No
PM No
Intersection Scenario Signal
Warranted?
Kilgore Road and Project Driveway
Opening Year Plus Project
Cumulative Year
Cumulative Year Plus Project
Peak
Hour
ITEM 21.1. ATTACHMENT 1

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Table 6 – US-50 Off-ramps @ Study Intersections Queuing Analysis Results Available
Storage (ft)
95t h %
Queue (ft)
Available
Storage (ft)
95t h %
Queue (ft)
#3, Sunrise Blvd @ US-50 EB Off Ramp EBL
300 350
325 375
300 375
300 375
EBR
127 125
136 125
190 175
203 175
#4, Sunrise Blvd @ US-50 WB Off Ramp WBL
125 150
125 150
125 150
125 125
WBR
125 175
125 175
125 175
125 175
#6, Zinfandel Dr @
US-50 EB Off Ramp / Gold Center Dr EBL
175 300
200 325
200 325
175 325
EBT
375 100
400 150
625 350
650 550
EBR
350 250
375 300
375 350
375 375
#7, Zinfandel Dr @ US-50 WB Off Ramp WBL
250 175
250 175
250 200
250 200
WBR
250 175
250 175
250 200
250 200
Existing (2022)
1030 1030 Opening Year (2024) plus Proposed Project
Cumulative (2040)
Cumulative (2040) plus Proposed Project
Existing (2022)
1085 1085 Opening Year (2024) plus Proposed Project
Cumulative (2040)
Cumulative (2040) plus Proposed Project
Cumulative (2040) plus Proposed Project
Existing (2022)
1085 1085 Opening Year (2024) plus Proposed Project
Cumulative (2040)
Cumulative (2040) plus Proposed Project
Cumulative (2040)
Cumulative (2040) plus Proposed Project
1730 Opening Year (2024) plus Proposed Project
Cumulative (2040)
Cumulative (2040) plus Proposed Project
Existing (2022)
1580 1580 Opening Year (2024) plus Proposed Project
Cumulative (2040)
Cumulative (2040) plus Proposed Project
Existing (2022)
1580
Source: Highway Capacity Manual (HCM) 2016 methodology per Synchro© v11/Simtraffic.

Notes: For approaches with dual turn lanes, the longest queue length is reported. *95th Percentile Queue, shaded cell indicates queue exceeds storage by > 25' (one vehicle length) Existing (2022)
1030 1030 Opening Year (2024) plus Proposed Project
Cumulative (2040)
Cumulative (2040) plus Proposed Project
Existing (2022)
1030 1030 Opening Year (2024) plus Proposed Project
Cumulative (2040)
1580 Opening Year (2024) plus Proposed Project
Intersection / Analysis Scenario Movement
AM Peak-Hour PM Peak-Hour
Existing (2022)
1730 1730 Opening Year (2024) plus Proposed Project
Cumulative (2040)
Cumulative (2040) plus Proposed Project
Existing (2022)
1730
ITEM 21.1. ATTACHMENT 1

Page 893 of 1323 ends

Table 7 – Study Intersection Queuing Analysis Results
Available
Storage (ft)
95t h %
Queue (ft)
Available
Storage (ft)
95t h %
Queue (ft)
#1, Kilgore Rd @ White Rock Rd NBL
25 50
75 75
75 100
125 150
EBL
50 50
75 75
100 100
100 125
SBL
75 50
75 50
75 75
100 75
WBL
25 75
50 100
100 225
125 275
#2, Sunrise Blvd @ White Rock Rd NBL
100 200
100 200
250 275
275 275
EBL
75 100
100 125
175 200
200 200
SBL
125 200
150 200
175 225
175 225
WBL
75 125
75 150
75 150
75 150
Existing (2022)
220 220 Opening Year (2024) plus Proposed Project
Cumulative (2040)
Cumulative (2040) plus Proposed Project
Cumulative (2040)
Cumulative (2040) plus Proposed Project
210 210 Opening Year (2024) plus Proposed Project
Cumulative (2040)
Cumulative (2040) plus Proposed Project
Existing (2022)
325 325 Opening Year (2024) plus Proposed Project
Cumulative (2040)
Cumulative (2040) plus Proposed Project
Existing (2022)
325 325 Opening Year (2024) plus Proposed Project
Cumulative (2040)
Cumulative (2040) plus Proposed Project
Opening Year (2024) plus Proposed Project
Cumulative (2040)
Cumulative (2040) plus Proposed Project
Source: Highway Capacity Manual (HCM) 2016 methodology per Synchro© v11/Simtraffic.

Notes: For approaches with dual turn lanes, the longest queue length is reported.

Existing (2022)
365 365 Opening Year (2024) plus Proposed Project
*Minimal 95th Percentile Queue, shaded cell indicates queue exceeds storage by > 25' (one vehicle length) Existing (2022)
190 190 Opening Year (2024) plus Proposed Project
Cumulative (2040)
Cumulative (2040) plus Proposed Project
Existing (2022)
140 140 Opening Year (2024) plus Proposed Project
Intersection / Analysis Scenario Movement
AM Peak-Hour PM Peak-Hour
Cumulative (2040)
Cumulative (2040) plus Proposed Project
Existing (2022)
Existing (2022)
310 310
ITEM 21.1. ATTACHMENT 1

Page 894 of 1323 ends

Available
Storage (ft)
95t h %
Queue (ft)
Available
Storage (ft)
95t h %
Queue (ft)
#5, Zinfandel Dr @ White Rock Road NBL
100 150
125 150
150 200
125 200
EBL
200 250
225 250
250 250
200 275
SBL
275 200
300 225
300 375
300 475
WBL
75 75
50 75
100 150
100 150
Existing (2022)
325 325 Opening Year (2024) plus Proposed Project
Cumulative (2040)
Cumulative (2040) plus Proposed Project
Existing (2022)
485 485 Opening Year (2024) plus Proposed Project
Cumulative (2040)
Cumulative (2040) plus Proposed Project
Existing (2022)
350 350 Opening Year (2024) plus Proposed Project
Cumulative (2040)
Cumulative (2040) plus Proposed Project
Source: Highway Capacity Manual (HCM) 2016 methodology per Synchro© v11/Simtraffic.

Notes: For approaches with dual turn lanes, the longest queue length is reported.

Existing (2022)
180 180 Opening Year (2024) plus Proposed Project
Cumulative (2040) plus Proposed Project
Cumulative (2040)
*Minimal 95th Percentile Queue, shaded cell indicates queue exceeds storage by > 25' (one vehicle length) Intersection / Analysis Scenario Movement
AM Peak-Hour PM Peak-Hour
ITEM 21.1. ATTACHMENT 1

Page 895 of 1323 ends

Figure 5
Existing (2022) Peak-Hour Traffic Volumes
The Residences at Capital Center - Traffic Impact Study Zinfandel Dr Zinfandel Dr Zinfandel Dr
1 Kilgore Rd
White Rock Rd
Sunrise Blvd
White Rock Rd
Sunrise Blvd
US 50 EB Ramps
Sunrise Blvd
US 50 WB Ramps
5 White Rock Rd US 50 EB Ramps US 50 WB Ramps Gold Center Dr 2 3 4
6 7
F
F
F
F
F
F
F
LEGEND
# Study Intersection
F Free Movement
AM(PM) Peak-Hour Turning
Movement Volumes
38(24)
102(102)
70(47)
15(61)
229(441)
58(84)
22(24)
103(102)
28(47)
14(37)
365(355)
53(46)
133(227)
800(858)
73(59)
78(144)
99(322)
118(311)
60(89)
701(1030)
243(243)
89(138)
197(211)
121(105)
999(1752)
306(462)
1384(1260)
397(440)
1097(1306)
456(388)
1302(1294)
1431(1401)
360(289)
374(411)
1822(2533)
274(502)
34(45)
1069(1132)
21(31)
17(36)
34(87)
199(545)
25(34)
66(59)
249(289)346(273)
955(1060)
522(292)
1508(1959)
97(372)
1081(1055)
195(137)
779(638)
318(77)
301(564)
787(1308)
685(1077)
609(347)
196(313)
289(455)
667(825)
7(6)
ITEM 21.1. ATTACHMENT 1

Page 896 of 1323 ends

Figure 6
Peak-Hour Project Trip Assignment
The Residences at Capital Center - Traffic Impact Study Zinfandel Dr Zinfandel Dr Zinfandel Dr
1 Kilgore Rd
White Rock Rd
Sunrise Blvd
White Rock Rd
Sunrise Blvd
US 50 EB Ramps
Sunrise Blvd
US 50 WB Ramps
5 White Rock Rd US 50 EB Ramps US 50 WB Ramps Gold Center Dr 2 3 4
6 7
F
F
F
F
F
F
F
LEGEND
# Study Intersection
F Free Movement
AM(PM) Peak-Hour Turning
Movement Volumes
21(41)
47(27)
42(25)
23(46)
15(31)
5(11)
11(6)
31(18)
31(18)
10(20)
5(11)
10(20)
20(12)
11(6)
47(27)
23(46)
47(27)
5(9)
18(37)
9(5)
5(9)
38(22)
ITEM 21.1. ATTACHMENT 1

Page 897 of 1323 ends

Figure 7
Opening Year (2024) Plus Project Peak-Hour Traffic Volumes The Residences at Capital Center - Traffic Impact Study 1 Kilgore Rd
White Rock Rd
Sunrise Blvd
White Rock Rd
Sunrise Blvd
US 50 EB Ramps
Sunrise Blvd
US 50 WB Ramps
Zinfandel Dr
5 White Rock Rd
Zinfandel Dr
US 50 EB Ramps
Zinfandel Dr
Gold Center Dr US 50 WB Ramps
2 3 4
6 7
F
F
F
F
F
F
F
LEGEND
# Study Intersection
AM(PM) Peak-Hour Turning
Movement Volumes
40(67)
106(129)
73(45)
37(104)
238(459)
60(87)
70(52)
107(106)
38(84)
71(74)
380(369)
55(48)
138(236)
832(892)
76(61)
81(150)
108(346)
123(323)
77(124)
729(1071)
253(253)
93(144)
216(225)
157(127)
1070(1840)
318(480)
1449(1330)
413(458)
1141(1358)
479(415)
1498(1477)
1354(1346)
374(301)
389(427) 1915(2646) 296(528)
34(47)
1112(1117)
22(32)
18(37)
35(90)
254(594)
26(35)
69(61)
259(301)360(284)
993(1102)
566(350)
1615(2064)
1129(1106)
101(387)
203(142)
828(701)
331(80)
313(587)
827(1365)750(1142)
633(361)
176(326)
301(473)
699(867)
7(6)
ITEM 21.1. ATTACHMENT 1

Page 898 of 1323 ends

Figure 8
Cumulative (2040) Peak-Hour Traffic Volumes
The Residences at Capital Center - Traffic Impact Study 1 Kilgore Rd
White Rock Rd
Sunrise Blvd
White Rock Rd
Sunrise Blvd
US 50 EB Ramps
Sunrise Blvd
US 50 WB Ramps
Zinfandel Dr
5 White Rock Rd
Zinfandel Dr
US 50 EB Ramps
Zinfandel Dr
Gold Center Dr US 50 WB Ramps
2 3 4
6 7
F
F
F
F
F
F
F
LEGEND
# Study Intersection
AM(PM) Peak-Hour Turning
Movement Volumes
40(70)
110(120)
70(40)
110(220)
590(440)
70(80)
80(70)
100(100)
140(200)
20(40)
370(550)
90(70)
390(310)
800(930)
70(60)
80(140)
270(320)
120(310)
140(210)
800(1030)
240(240)
130(340)
200(380)
230(210)
1190(1820)
310(530)
1380(1260)
450(440)
1100(1310)
680(610)
1430(1400)
1300(1290)
360(290)
420(450)
1920(2530)
320(580)
30(50)
1160(1560)
110(50)
50(130)
60(110)
480(550)
30(30)
80(70)
250(290)
520(560)
350(280)
1410(1190)
1900(2300)
120(370)
1320(1350)
200(160)
880(760)
340(110)
300(560)
890(1470)870(1160)
640(480)
180(350)
300(480)
900(1120)
10(10)
ITEM 21.1. ATTACHMENT 1

Page 899 of 1323 ends

Figure 9
Cumulative (2040) Plus Project Peak-Hour Traffic Volumes The Residences at Capital Center - Traffic Impact Study Zinfandel Dr White Rock Rd
Zinfandel Dr
US 50 EB Ramps
Zinfandel Dr
Gold Center Dr US 50 WB Ramps
1 Kilgore Rd
White Rock Rd
Sunrise Blvd
White Rock Rd
Sunrise Blvd
US 50 EB Ramps
Sunrise Blvd
US 50 WB Ramps
5 2 3 4
6 7
F
F
F
F
F
F
F
LEGEND
# Study Intersection
F Free Movement
AM(PM) Peak-Hour Turning
Movement Volumes
40(70)
110(120)
70(40)
131(261)
590(440)
70(80)
127(97)
100(100)
182(225)
43(86)
370(660)
90(70)
390(310)
800(930)
70(60)
80(140)
275(331)
120(310)
155(241)
800(1030)
240(240)
130(340)
211(386)
261(228)
1221(1838)
310(530)
1390(1280)
450(440)
1100(1310)
685(621)
1300(1290)
1440(1420)
360(290)
420(450)
1940(2542)
331(586)
30(50)
1160(1560)
110(50)
50(130)
60(110)
527(577)
30(30)
80(70)
250(290)350(280)
1410(1190)
543(606)
1947(2327)
120(370)
1325(1359)
200(160)
898(797)
340(110)
300(560)
899(1475)908(1182)
640(480)
180(350)
300(480)
905(1129)
10(10)
ITEM 21.1. ATTACHMENT 1

Page 900 of 1323 ends

BICYCLE, PEDESTRIAN, AND TRANSIT EVALUATION
The applicability of a mid-block pedestrian crossing along Kilgore Road was evaluated using guidance found in the Federal Highway Administration (FHWA) “Guide for Improving Pedestrian Safety at Uncontrolled Crossing Locations”6 report. Table 8 below presents recommended pedestrian crash countermeasures by roadway feature.

Table 8 – FHWA Pedestrian Crash Countermeasures
Assuming that the PM peak-hour volume is 10% of the daily volume, the ADT on Kilgore Road is approximately 4,000 vehicles per day. Therefore, Kilgore Road has an ADT which falls in the range of less than 9,000 shown in Table 8, a posted speed limit of 40 MPH, and has two lanes in each direction with no median (4-lane undivided roadway). According to FHWA guidance, the following countermeasures should be considered, but are not required: Advance Yield Here To (Stop Here For) Pedestrians sign and yield (stop) lines, a Pedestrian refuge island, and a Pedestrian Hybrid Beacon (PHB). Crosswalk visibility enhancements should be applied in conjunction with these appropriate countermeasures.

Kilgore Road has Class II bike lanes and pedestrian facilities (sidewalks) in both directions. Kilgore Road is also is part of the regional bike trail system, as described in the 2016 Rancho Cordova Bicycle Master Plan7 .
6 Guide for Improving Pedestrian Safety at Uncontrolled Crossing Locations, July 2018, USDOT FHWA 7 Bicycle Master Plan, April 2016, City of Rancho Cordova ITEM 21.1. ATTACHMENT 1

Page 901 of 1323 ends

The addition of the previously mentioned mid-block crossing elements to Kilgore Road would provide a more complete bike and pedestrian network and would facilitate travel to and from the project site. White Rock Road does not currently have bike lanes between Zinfandel Drive and Sunrise Boulevard, though it does have pedestrian facilities and crosswalks at the major intersections. The segment of White Rock Road immediately north of the project site has been identified in the City’s Bicycle Master Plan as a location to implement Class II Bike lanes in the future. Pedestrian facilities and Class II bike lanes are present in both directions south of the project site along International Drive.

Residents at the project site will have access to Sacramento Regional Transit (SacRT) Rancho CordoVan service along Kilgore Road. This route is intended to connect riders with Zinfandel Station on the SacRT light rail Gold line, which provides service to both Sacramento and Folsom in either direction. Additional SacRT bus services within the area serve similar purposes in connecting riders with the light rail Gold line.

SITE PLAN, ACCESS, AND CIRCULATION EVALUATION
Based on the project’s site plan depicted in Figure 2, the proposed project is to be served by several drive aisles providing access to buildings and parking. Access to the project’s two different residential component types is provided via two separate gated entrances from side streets off of Kilgore Road. As both entrances are set back from Kilgore Road, minimal turn movement/access conflicts are anticipated for the analysis scenarios. Access to the project’s commercial component is provided via a dedicated driveway on the northern edge of the site connecting directly to Kilgore Road. Three emergency vehicle access points are provided for the residential components. The project’s residential site layout is anticipated to mainly serve personal vehicles and operate effectively.

DEFICIENCIES AND IMPROVEMENTS
Intersection LOS
As reflected in Table 3 and Table 4 all study intersections operate within the acceptable standard of LOS D under all analysis scenarios.

Ramp Queuing
As reflected in Table 6, the study intersection off-ramps have capacity to contain projected queues under all study scenarios.

Intersection Queuing
As reflected in Table 7, queuing exceeds the available storage for the westbound left movement at the Kilgore Road intersection with White Rock Road (Intersection #1) in AM peak-hour for Cumulative plus Project conditions and the PM peak-hour for both Cumulative and Cumulative plus Project conditions.

While the Cumulative plus Project PM peak-hour conditions results in a notable increase in queue length beyond the no project condition, this can be reduced by reallocating signal time to more efficiently accommodate the needs to the westbound left movement.

ITEM 21.1. ATTACHMENT 1

Page 902 of 1323 ends

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

Page 903 of 1323 ends

Appendix A

Traffic Count Data Sheets
ITEM 21.1. ATTACHMENT 1

Page 904 of 1323 ends

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

Page 905 of 1323 ends

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

Page 906 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 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 907 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

Page 908 of 1323 ends

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 909 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

Page 910 of 1323 ends

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

Page 911 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 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

Page 912 of 1323 ends

Appendix B

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

Page 913 of 1323 ends

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

Page 914 of 1323 ends

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

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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 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

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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 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

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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 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

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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 0.1
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

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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) 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

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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) 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

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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) 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

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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 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

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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 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

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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 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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SimTraffic Simulation Summary DEFAULT
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 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

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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 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

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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) 14.1 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

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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) 5.8 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

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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) 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

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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) 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

Page 942 of 1323 ends

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 944 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

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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 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

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 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

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) 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

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) 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

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) 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

Page 956 of 1323 ends

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

Page 958 of 1323 ends

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

Page 959 of 1323 ends

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

Page 966 of 1323 ends

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) 5.9 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

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) 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

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) 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

Page 12 ends

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

Page 973 of 1323 ends

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

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 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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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 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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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 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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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 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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Baseline
SimTraffic Simulation Summary DEFAULT
SimTraffic Report

Page 5 ends

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

Page 980 of 1323 ends

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) 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

Page 981 of 1323 ends

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 0.1 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

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) 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

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) 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

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) 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

Page 985 of 1323 ends

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.

ITEM 21.1. ATTACHMENT 1

Page 987 of 1323 ends

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
ITEM 21.1. ATTACHMENT 1

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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

Page 989 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 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

Page 990 of 1323 ends

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 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

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 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

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 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

Page 993 of 1323 ends

SimTraffic Simulation Summary
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 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

Page 994 of 1323 ends

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) 14.6 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

Page 995 of 1323 ends

SimTraffic Performance Report
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) 5.6 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

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) 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

Page 11 ends

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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Queuing and Blocking Report
SimTraffic Report

Page 12 ends

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

Page 999 of 1323 ends

Appendix E

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

Page 1000 of 1323 ends

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

Page 1001 of 1323 ends

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

Page 1002 of 1323 ends

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

Page 1003 of 1323 ends

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.

ITEM 21.1. ATTACHMENT 1

Page 1004 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 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.

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 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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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 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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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 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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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) 2.6 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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Rancho Cordova City CouncilDecember 5, 2022

Rancho Cordova City Council
December 5, 2022