Agenda packet — Capitola City Council, February 13, 2025 (part 2 of 3)

358
Item 9 A.

Site Description: Bay Ave S.O Center St
Site Number: 14 1 1
Start Date:

End Date:

Average Speed 25.9 mph 26.5 mph
50th Percentile 26.0 mph 26.7 mph
85th Percentile 29.6 mph 30.6 mph
95th Percentile 32.2 mph 33.3 mph
Total 0-10 10-15 15-20 20-25 25-30 30-35 35-40 40-45 45-50 50-55 55-60 60-65 65-70 70-75 75-80 80-85 85-90 90-95 95-100 100+ Northbound 4801 22 52 183 1617 2314 544 60 6 3 0 0 0 0 0 0 0 0 0 0 0 Percent 100.0% 0.5% 1.1% 3.8% 33.7% 48.2% 11.3% 1.2% 0.1% 0.1% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Southbound 5415 51 59 210 1446 2657 878 103 10 1 0 0 0 0 0 0 0 0 0 0 0 Percent 100.0% 0.9% 1.1% 3.9% 26.7% 49.1% 16.2% 1.9% 0.2% 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 10216 73 111 393 3063 4971 1422 163 16 4 0 0 0 0 0 0 0 0 0 0 0 Percent 100.0% 0.7% 1.1% 3.8% 30.0% 48.7% 13.9% 1.6% 0.2% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Speed Range (MPH) - Total Study
Vehicle Speed Report - Hourly
03/07/2024
03/07/2024
Total Study Speed Summary
Northbound Southbound

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359
Item 9 A.

Site Description: Bay Ave S.O Center St
Site Number: 14 1 1
Start Date:

End Date:
03/07/2024
03/07/2024
Thursday
3/7/24 0-10 10-15 15-20 20-25 25-30 30-35 35-40 40-45 45-50 50-55 55-60 60-65 65-70 70-75 75-80 80-85 85-90 90-95 95-100 100+ 12:00 AM 9 1 0 1 3 3 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1:00 AM 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:00 AM 2 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:00 AM 5 0 0 0 1 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 AM 6 0 0 0 2 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 AM 44 0 0 1 11 19 9 4 0 0 0 0 0 0 0 0 0 0 0 0 0
6:00 AM 123 0 0 2 41 55 23 2 0 0 0 0 0 0 0 0 0 0 0 0 0
7:00 AM 286 1 2 6 86 161 27 3 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 440 1 4 12 157 225 38 3 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 AM 352 0 2 16 137 163 32 2 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 AM 343 1 1 5 77 156 77 20 3 3 0 0 0 0 0 0 0 0 0 0 0 11:00 AM 383 2 8 16 117 197 39 4 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM 399 2 4 24 139 186 41 3 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 PM 358 3 6 11 138 165 32 3 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 PM 340 2 5 15 134 140 39 5 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM 448 0 5 20 178 205 39 0 1 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 307 1 4 18 80 159 40 5 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 279 2 4 9 79 148 36 1 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 PM 275 1 4 16 105 126 23 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 PM 169 1 0 5 67 84 11 0 1 0 0 0 0 0 0 0 0 0 0 0 0
8:00 PM 121 3 0 3 38 58 15 3 1 0 0 0 0 0 0 0 0 0 0 0 0
9:00 PM 66 1 1 1 18 35 9 1 0 0 0 0 0 0 0 0 0 0 0 0 0
10:00 PM 32 0 1 2 5 18 5 1 0 0 0 0 0 0 0 0 0 0 0 0 0
11:00 PM 13 0 1 0 4 6 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0
6:00 AM - 9:00 AM 2 6 20 284 441 88 8 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM - 6:00 PM 3 13 47 337 512 115 6 1 0 0 0 0 0 0 0 0 0 0 0 0 6:00 AM - 7:00 PM 16 49 170 1468 2086 486 51 4 3 0 0 0 0 0 0 0 0 0 0 0 12:00 AM - 12:00 AM 22 52 183 1617 2314 544 60 6 3 0 0 0 0 0 0 0 0 0 0 0 Percent 0.5% 1.1% 3.8% 33.7% 48.2% 11.3% 1.2% 0.1% 0.1% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 50th Percentile 26.0 mph
85th Percentile 29.6 mph
95th Percentile 32.2 mph
4333
Vehicle Speed Report (Northbound - 03/07/2024)
Northbound
Total
849
1034
4801
100%

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360
Item 9 A.

Site Description: Bay Ave S.O Center St
Site Number: 14 1 1
Start Date:

End Date:
03/07/2024
03/07/2024
Thursday
3/7/24 0-10 10-15 15-20 20-25 25-30 30-35 35-40 40-45 45-50 50-55 55-60 60-65 65-70 70-75 75-80 80-85 85-90 90-95 95-100 100+ 12:00 AM 6 0 0 0 0 2 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1:00 AM 4 0 0 0 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0
2:00 AM 8 0 0 0 3 2 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:00 AM 8 0 0 0 2 4 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 AM 7 0 0 0 0 3 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 AM 35 0 0 2 8 14 8 3 0 0 0 0 0 0 0 0 0 0 0 0 0
6:00 AM 60 0 0 0 7 34 13 6 0 0 0 0 0 0 0 0 0 0 0 0 0
7:00 AM 207 0 1 5 47 98 51 5 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 414 4 9 43 124 186 44 4 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 AM 325 1 1 11 99 151 59 3 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 AM 368 0 1 14 52 150 116 29 6 0 0 0 0 0 0 0 0 0 0 0 0 11:00 AM 400 2 3 14 95 218 61 6 1 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM 406 1 6 15 100 209 69 6 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 PM 409 2 2 6 85 232 73 7 2 0 0 0 0 0 0 0 0 0 0 0 0 2:00 PM 457 3 6 18 146 225 55 4 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM 435 2 2 15 109 244 62 1 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 548 10 11 29 172 257 64 5 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 498 22 9 23 162 213 61 7 1 0 0 0 0 0 0 0 0 0 0 0 0 6:00 PM 344 2 2 4 100 181 48 7 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 PM 190 1 1 4 52 103 27 2 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 PM 143 1 3 3 48 63 23 1 0 1 0 0 0 0 0 0 0 0 0 0 0
9:00 PM 90 0 0 4 27 43 13 3 0 0 0 0 0 0 0 0 0 0 0 0 0
10:00 PM 30 0 0 0 5 14 10 1 0 0 0 0 0 0 0 0 0 0 0 0 0
11:00 PM 23 0 2 0 2 10 7 2 0 0 0 0 0 0 0 0 0 0 0 0 0
6:00 AM - 9:00 AM 4 10 48 178 318 108 15 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM - 6:00 PM 34 22 67 443 714 187 13 1 0 0 0 0 0 0 0 0 0 0 0 0 6:00 AM - 7:00 PM 49 53 197 1298 2398 776 90 10 0 0 0 0 0 0 0 0 0 0 0 0 12:00 AM - 12:00 AM 51 59 210 1446 2657 878 103 10 1 0 0 0 0 0 0 0 0 0 0 0 Percent 0.9% 1.1% 3.9% 26.7% 49.1% 16.2% 1.9% 0.2% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 50th Percentile 26.7 mph
85th Percentile 30.6 mph
95th Percentile 33.3 mph
1481
4871
5415
100%
Vehicle Speed Report (Southbound - 03/07/2024)
Southbound
Total
681

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361
Item 9 A.

Site Description: Bay Ave N.O Del Monte Ave
Site Number: 15
Start Date:

End Date:
1 NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB NB SB NB SB 12:00 AM - - - - - - - - - 3 7 10 - - - - - - - - - - - - - - - 1:00 AM - - - - - - - - - 2 2 4 - - - - - - - - - - - - - - - 2:00 AM - - - - - - - - - 0 1 1 - - - - - - - - - - - - - - - 3:00 AM - - - - - - - - - 2 4 6 - - - - - - - - - - - - - - - 4:00 AM - - - - - - - - - 4 1 5 - - - - - - - - - - - - - - - 5:00 AM - - - - - - - - - 21 9 30 - - - - - - - - - - - - - - - 6:00 AM - - - - - - - - - 65 22 87 - - - - - - - - - - - - - - - 7:00 AM - - - - - - - - - 212 115 327 - - - - - - - - - - - - - - - 8:00 AM - - - - - - - - - 371 292 663 - - - - - - - - - - - - - - - 9:00 AM - - - - - - - - - 226 123 349 - - - - - - - - - - - - - - - 10:00 AM - - - - - - - - - 205 146 351 - - - - - - - - - - - - - - - 11:00 AM - - - - - - - - - 218 157 375 - - - - - - - - - - - - - - - 12:00 PM - - - - - - - - - 205 199 404 - - - - - - - - - - - - - - - 1:00 PM - - - - - - - - - 220 192 412 - - - - - - - - - - - - - - - 2:00 PM - - - - - - - - - 220 278 498 - - - - - - - - - - - - - - - 3:00 PM - - - - - - - - - 299 323 622 - - - - - - - - - - - - - - - 4:00 PM - - - - - - - - - 222 427 649 - - - - - - - - - - - - - - - 5:00 PM - - - - - - - - - 217 390 607 - - - - - - - - - - - - - - - 6:00 PM - - - - - - - - - 186 227 413 - - - - - - - - - - - - - - - 7:00 PM - - - - - - - - - 104 105 209 - - - - - - - - - - - - - - - 8:00 PM - - - - - - - - - 68 79 147 - - - - - - - - - - - - - - - 9:00 PM - - - - - - - - - 42 53 95 - - - - - - - - - - - - - - - 10:00 PM - - - - - - - - - 22 17 39 - - - - - - - - - - - - - - - 11:00 PM - - - - - - - - - 11 13 24 - - - - - - - - - - - - - - - 6:00 AM - 9:00 AM - - - - - - - - - 648 429 1077 - - - - - - - - - - - - - - - 3:00 PM - 6:00 PM - - - - - - - - - 738 1140 1878 - - - - - - - - - - - - - - - 6:00 AM - 7:00 PM - - - - - - - - - 2866 2891 5757 - - - - - - - - - - - - - - - 12:00 AM - 12:00 AM - - - - - - - - - 3145 3182 6327 - - - - - - - - - - - - - - - Percent - - - - - - - - - 49.7% 50.3% 100.0% - - - - - - - - - - - - - - - AM Peak - - - - - - 8:00 AM 9:00 AM - - - - - -
PM Peak - - - - - - 4:00 PM 5:00 PM - - - - - -
7 Day Avg
Vehicle Volume Report - Hourly
03/07/2024
03/07/2024
Time
Monday Tuesday Wednesday Thursday Friday Saturday Sunday 3 Day Avg 5 Day Avg 3/10/24 Tue-Thu Mon-Fri Mon-Sun 3/11/24 3/12/24 3/13/24 3/7/24 3/8/24 3/9/24 0 50
100
150
200
250
300
350
400 Northbound / Eastbound Monday Tuesday Wednesday Thursday Friday Saturday Sunday 0 50 100
150
200
250
300
350
400
450
Southbound / Westbound Monday Tuesday Wednesday Thursday Friday Saturday Sunday

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362
Item 9 A.

Site Description: Bay Ave N.O Del Monte Ave
Site Number: 15 1 1
Start Date:

End Date:

Average Speed 25.2 mph 26.7 mph
50th Percentile 25.5 mph 27.0 mph
85th Percentile 29.4 mph 30.7 mph
95th Percentile 32.1 mph 33.4 mph
Total 0-10 10-15 15-20 20-25 25-30 30-35 35-40 40-45 45-50 50-55 55-60 60-65 65-70 70-75 75-80 80-85 85-90 90-95 95-100 100+ Northbound 3145 66 39 179 1108 1372 345 30 3 3 0 0 0 0 0 0 0 0 0 0 0 Percent 100.0% 2.1% 1.2% 5.7% 35.2% 43.6% 11.0% 1.0% 0.1% 0.1% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Southbound 3182 39 35 100 759 1630 552 56 8 3 0 0 0 0 0 0 0 0 0 0 0 Percent 100.0% 1.2% 1.1% 3.1% 23.9% 51.2% 17.3% 1.8% 0.3% 0.1% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Total 6327 105 74 279 1867 3002 897 86 11 6 0 0 0 0 0 0 0 0 0 0 0 Percent 100.0% 1.7% 1.2% 4.4% 29.5% 47.4% 14.2% 1.4% 0.2% 0.1% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Speed Range (MPH) - Total Study
Vehicle Speed Report - Hourly
03/07/2024
03/07/2024
Total Study Speed Summary
Northbound Southbound

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363
Item 9 A.

Site Description: Bay Ave N.O Del Monte Ave
Site Number: 15 1 1
Start Date:

End Date:
03/07/2024
03/07/2024
Thursday
3/7/24 0-10 10-15 15-20 20-25 25-30 30-35 35-40 40-45 45-50 50-55 55-60 60-65 65-70 70-75 75-80 80-85 85-90 90-95 95-100 100+ 12:00 AM 3 0 0 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1:00 AM 2 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:00 AM 2 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 AM 4 0 0 0 2 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 AM 21 0 0 0 1 9 7 3 0 1 0 0 0 0 0 0 0 0 0 0 0
6:00 AM 65 0 1 3 14 35 12 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:00 AM 212 0 2 6 66 107 31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 371 5 7 38 186 111 22 1 0 1 0 0 0 0 0 0 0 0 0 0 0 9:00 AM 226 0 1 10 101 94 18 2 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 AM 205 0 2 10 77 89 24 2 1 0 0 0 0 0 0 0 0 0 0 0 0 11:00 AM 218 0 2 11 92 91 21 1 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM 205 0 4 24 76 87 13 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 PM 220 0 3 18 66 113 15 5 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 PM 220 1 1 6 82 105 25 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM 299 59 14 25 89 83 27 2 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 222 0 2 10 48 119 40 2 1 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 217 1 0 5 61 112 37 0 0 1 0 0 0 0 0 0 0 0 0 0 0 6:00 PM 186 0 0 7 71 87 19 1 1 0 0 0 0 0 0 0 0 0 0 0 0
7:00 PM 104 0 0 3 38 51 9 3 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 PM 68 0 0 1 15 37 12 3 0 0 0 0 0 0 0 0 0 0 0 0 0
9:00 PM 42 0 0 0 15 22 4 1 0 0 0 0 0 0 0 0 0 0 0 0 0
10:00 PM 22 0 0 0 5 11 4 2 0 0 0 0 0 0 0 0 0 0 0 0 0
11:00 PM 11 0 0 0 2 5 3 1 0 0 0 0 0 0 0 0 0 0 0 0 0
6:00 AM - 9:00 AM 5 10 47 266 253 65 1 0 1 0 0 0 0 0 0 0 0 0 0 0 3:00 PM - 6:00 PM 60 16 40 198 314 104 4 1 1 0 0 0 0 0 0 0 0 0 0 0 6:00 AM - 7:00 PM 66 39 173 1029 1233 304 17 3 2 0 0 0 0 0 0 0 0 0 0 0 12:00 AM - 12:00 AM 66 39 179 1108 1372 345 30 3 3 0 0 0 0 0 0 0 0 0 0 0 Percent 2.1% 1.2% 5.7% 35.2% 43.6% 11.0% 1.0% 0.1% 0.1% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 50th Percentile 25.5 mph
85th Percentile 29.4 mph
95th Percentile 32.1 mph
2866
Vehicle Speed Report (Northbound - 03/07/2024)
Northbound
Total
648
738
3145
100%

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364
Item 9 A.

Site Description: Bay Ave N.O Del Monte Ave
Site Number: 15 1 1
Start Date:

End Date:
03/07/2024
03/07/2024
Thursday
3/7/24 0-10 10-15 15-20 20-25 25-30 30-35 35-40 40-45 45-50 50-55 55-60 60-65 65-70 70-75 75-80 80-85 85-90 90-95 95-100 100+ 12:00 AM 7 0 0 0 1 3 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0
1:00 AM 2 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:00 AM 1 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0
3:00 AM 4 0 2 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 AM 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 AM 9 0 0 0 1 6 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0
6:00 AM 22 0 0 1 3 11 6 1 0 0 0 0 0 0 0 0 0 0 0 0 0
7:00 AM 115 0 2 2 19 64 26 1 1 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 292 32 10 22 75 132 17 2 0 2 0 0 0 0 0 0 0 0 0 0 0 9:00 AM 123 0 1 6 33 67 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:00 AM 146 1 1 2 36 84 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 AM 157 0 3 3 35 96 18 2 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM 199 2 1 11 53 101 31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 PM 192 0 1 6 41 103 34 6 1 0 0 0 0 0 0 0 0 0 0 0 0 2:00 PM 278 0 4 6 94 134 38 2 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM 323 4 4 13 91 144 61 5 1 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 427 0 2 9 76 230 100 9 1 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 390 0 3 6 71 209 81 16 3 1 0 0 0 0 0 0 0 0 0 0 0 6:00 PM 227 0 0 10 58 107 47 5 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 PM 105 0 1 1 29 58 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 PM 79 0 0 0 24 37 15 2 1 0 0 0 0 0 0 0 0 0 0 0 0
9:00 PM 53 0 0 1 13 29 9 1 0 0 0 0 0 0 0 0 0 0 0 0 0
10:00 PM 17 0 0 1 4 6 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:00 PM 13 0 0 0 1 6 5 1 0 0 0 0 0 0 0 0 0 0 0 0 0
6:00 AM - 9:00 AM 32 12 25 97 207 49 4 1 2 0 0 0 0 0 0 0 0 0 0 0 3:00 PM - 6:00 PM 4 9 28 238 583 242 30 5 1 0 0 0 0 0 0 0 0 0 0 0 6:00 AM - 7:00 PM 39 32 97 685 1482 497 49 7 3 0 0 0 0 0 0 0 0 0 0 0 12:00 AM - 12:00 AM 39 35 100 759 1630 552 56 8 3 0 0 0 0 0 0 0 0 0 0 0 Percent 1.2% 1.1% 3.1% 23.9% 51.2% 17.3% 1.8% 0.3% 0.1% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 50th Percentile 27.0 mph
85th Percentile 30.7 mph
95th Percentile 33.4 mph
1140
2891
3182
100%
Vehicle Speed Report (Southbound - 03/07/2024)
Southbound
Total
429

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365
Item 9 A.

Bay Avenue Corridor Study
February 2025
Attachment B – Bike and Pedestrian Collision Data
366
Item 9 A.

TIMS SWITRS Crash Summary & Map
August 1, 2024
Overview
This report was created with the help of The Transportation Injury Mapping System (TIMS). TIMS has been developed by UC Berkeley SafeTREC to provide quick, easy and free access to California crash data, the Statewide Integrated Traffic Records System (SWITRS), that has been geo-coded by SafeTREC to make it easy to map crashes.

Result
Query by Case ID(s)
User Entered SWITRS Case ID(s)
Total Crashes
Total Victims
State Highway
Ped Involved
Bike Involved
Motorcycle Involved
37 1 Killed & 38 Injured
1 (2.7%)
8 (21.6%)
11 (29.7%)
1 (2.7%)
37 of 37 (100%) Crashes are geocoded and mapped.

Map data ©2024 Google Report a map error
367
Item 9 A.

TIMS SWITRS Crash Summary & Map
August 1, 2024
Crash Summary
By Crash Severity
By Crash Type
No. of Crashes
Number of Crashes by Crash Severity
37 Crashes
11%
57% 30%
1 - Fatal 2 - Injury (Severe)
3 - Injury (Other Visible) 4 - Injury (Complaint of Pain) Crash Severity
1 - Fatal 2 - Injury (Seve…3 - Injury (Othe…4 - Injury (Com… 0 5
10 15
20 25
Crash Severity Count %
1 - Fatal 1 2.70%
2 - Injury (Severe) 4 10.81%
3 - Injury (Other
Visible)
11 29.73%
4 - Injury (Complaint of
Pain)
21 56.76%
No. of Crashes
Number of Crashes by Type of Crash
37 Crashes
11%
19%
27%
19%
16%
- - Not Stated A - Head-On B - Sideswipe
C - Rear End D - Broadside E - Hit Object
F - Overturned G - Vehicle/Pedestrian H - Other
Type of Crash
- - Not Stated
A - Head-On
B - Sideswipe
C - Rear End
D - Broadside
E - Hit Object
F - Overturned
G - Vehicle/Ped…
H - Other
0 10
5 15
Type of Crash Count %
- - Not Stated 0 0.00%
A - Head-On 2 5.41%
B - Sideswipe 4 10.81%
C - Rear End 7 18.92%
D - Broadside 10 27.03%
E - Hit Object 0 0.00%
F - Overturned 1 2.70%
G - Vehicle/Pedestrian 7 18.92%
H - Other 6 16.22%
368
Item 9 A.

TIMS SWITRS Crash Summary & Map
August 1, 2024
By Day of Week and Time
By Primary Crash Factor (PCF) Violation
Number of Crashes per Day of Week per Time
37 Crashes
0 0 0 0 0 0 0
0 0 0 0 0 0 0
0 2 1 1 0 1 0
0 0 1 2 1 1 0
3 1 1 1 1 3 2
0 0 0 3 1 1 0
2 0 1 0 2 2 1
0 0 0 0 2 0 0
0 0 0 0 0 0 0
0 1
2 3
1 - Monday 2 - Tuesday 3 - Wednesday 4 - Thursday 5 - Friday 6 - Saturday 7 - Sunday 00:00~02:59
03:00~05:59
06:00~08:59
09:00~11:59
12:00~14:59
15:00~17:59
18:00~20:59
21:00~23:59
25:00 - Unknown
Number of Crashes by PCF Violation
34 Crashes
1 1 (2.94%)
9 9 (26.47%)
1 1 (2.94%)
1 1 (2.94%)
11 (2.94%)
1 1 (2.94%)
4 4 (11.76%)
55 (14.71%)
22 (5.88%)
1 1 (2.94%)
11 (2.94%)
22 (5.88%)
1 1 (2.94%)
22 (5.88%)
2 2 (5.88%) 01 - Driving or Bicycling Under the Influence of Alcohol or Drug 03 - Unsafe Speed
04 - Following Too Closely
05 - Wrong Side of Road
06 - Improper Passing
07 - Unsafe Lane Change
08 - Improper Turning
09 - Automobile Right of Way
10 - Pedestrian Right of Way
11 - Pedestrian Violation
12 - Traffic Signals and Signs
17 - Other Hazardous Violation
18 - Other Than Driver (or Pedestrian)
21 - Unsafe Starting or Backing
22 - Other Improper Driving
PCF Violation
369
Item 9 A.

TIMS SWITRS Crash Summary & Map
August 1, 2024
Victim Summary
By Victim Degree of Injury
By Victim Role
No. of Crashes
Number of Victims by Victim Degree of Injury
39 Victims
10%
28% 59%
1 - Killed 5 - Suspected Serious Injury
6 - Suspected Minor Injury 7 - Possible Injury
Victim Degree of Injury
1 - Killed 5 - Suspected S… 6 - Suspected … 7 - Possible Inj… 0 5
10 15
20 25
Victim Degree of
Injury Count %
1 - Killed 1 2.56%
5 - Suspected Serious
Injury
4 10.26%
6 - Suspected Minor
Injury
11 28.21%
7 - Possible Injury 23 58.97%
No. of Crashes
Number of Victims by Victim Role
39 Victims
33%
18% 21%
28%
1 - Driver 2 - Passenger 3 - Pedestrian
4 - Bicyclist 5 - Other 6 - Non-Injured Party
Victim Role
1 - Driver
2 - Passenger
3 - Pedestrian
4 - Bicyclist
5 - Other
6 - Non-Injured…
0 5
10 15
Victim Role Count %
1 - Driver 13 33.33%
2 - Passenger 7 17.95%
3 - Pedestrian 8 20.51%
4 - Bicyclist 11 28.21%
5 - Other 0 0.00%
6 - Non-Injured Party 0 0.00%
370
Item 9 A.

TIMS SWITRS Crash Summary & Map
August 1, 2024
By Victim Safety Equipment 1
By Victim Gender and Age
Number of Victims by Victim Safety Equipment 1
39 Victims
13 13 (33.33%)
11 (2.56%)
14 14 (35.90%)
1 1 (2.56%)
1 1 (2.56%)
1 1 (2.56%)
22 (5.13%)
6 6 (15.38%)
- or blank - Not Stated
C - Lap Belt Used
G - Lap/Shoulder Harness Used
L - Air Bag Deployed
M - Air Bag Not Deployed
P - Not Required
V - Driver, Motorcycle Helmet Not Used
W - Driver, Motorcycle Helmet Used
Victim Safety Equipment 1
Age
No. of Victims
Number of Victims by Victim Gender and Age
39 Victims
46%
54%
Male Female Nonbinary Not Stated
Victim Gender
14 or younger
15 - 19
20 - 24
25 - 29
30 - 34
35 - 39
40 - 44
45 - 49
50 - 54
55 - 59
60 - 64
65 - 69
70 - 74
75 - 79
80 - 84
85 or older
Unknown
Fatal Fetus
0 2
4 6
8 10
371
Item 9 A.

TIMS SWITRS Crash Summary & Map
August 1, 2024
Ped Crash Summary
By Type of Violation
Number of Crashes by Type of Violation
8 Crashes
21950:
2 (25.00%)
22107:
2 (25.00%)
Not Listed:
2 (25.00%)
Bicyclists
Driver
Other
Pedestrian
Unclear
Unknown
Not Listed
Party Violation Classification
Party Violation
Classification
Type of
Violation Description Count %
Driver 21950
Driver failure to yield right-of-way to pedestrians at a marked or unmarked crosswalk
2 25.00%
Unclear 22107
Unsafe turning or moving right or left on a roadway Turning without signaling
2 25.00%
Not Listed Not Listed Violation code was not included in the crash 2 25.00% Driver 22106 Unsafe starting or backing of a vehicle on a highway 1 12.50% Pedestrian 21954
Pedestrian failure to yield right-of-way to vehicles when crossing outside of a marked or unmarked crosswalk
1 12.50%
372
Item 9 A.

TIMS SWITRS Crash Summary & Map
August 1, 2024
By Pedestrian Action
By Lighting
No. of
Crashes
Number of Crashes by Pedestrian Action
8 Crashes
75%
13%
13%
- - Not Stated
A - No Pedestrian Involved
B - Crossing in Crosswalk at Intersection
C - Crossing in Crosswalk Not at Intersection
D - Crossing Not in Crosswalk
E - In Road, Including Shoulder
F - Not in Road
G - Approaching/Leaving School Bus
Pedestrian Action
- - Not Stated
A - No Pedestri…
B - Crossing in …
C - Crossing in …
D - Crossing N…
E - In Road, Incl…
F - Not in Road
G - Approachin…
0 8
Pedestrian
Action Count %
- - Not Stated 0 0.00%
A - No Pedestrian
Involved
0 0.00%
B - Crossing in
Crosswalk at
Intersection
6 75.00%
C - Crossing in
Crosswalk Not at
Intersection
0 0.00%
D - Crossing Not in
Crosswalk
1 12.50%
E - In Road, Including
Shoulder
0 0.00%
F - Not in Road 1 12.50%
G -
Approaching/Leaving
School Bus
0 0.00%
No. of Crashes
Number of Crashes by Lighting
8 Crashes
13%
50%
25%
13%
- - Not Stated A - Daylight
B - Dusk - Dawn C - Dark - Street Lights
D - Dark - No Street Lights E - Dark - Street Lights Not Functioning Lighting
- - Not Stated
A - Daylight
B - Dusk - Dawn
C - Dark - Stree…
D - Dark - No S…
E - Dark - Stree…
0 2
4 6
Lighting Count %
- - Not Stated 1 12.50%
A - Daylight 4 50.00%
B - Dusk - Dawn 0 0.00%
C - Dark - Street
Lights
2 25.00%
D - Dark - No Street
Lights
1 12.50%
E - Dark - Street Lights
Not Functioning
0 0.00%
373
Item 9 A.

TIMS SWITRS Crash Summary & Map
August 1, 2024
By Weather
No. of Crashes
Number of Crashes by Weather
8 Crashes
75%
25%
- - Not Stated A - Clear B - Cloudy C - Raining
D - Snowing E - Fog F - Other G - Wind
Weather
- - Not Stated
A - Clear
B - Cloudy
C - Raining
D - Snowing
E - Fog
F - Other
G - Wind
0 2
4 6
8 Weather Count %
- - Not Stated 0 0.00%
A - Clear 6 75.00%
B - Cloudy 0 0.00%
C - Raining 2 25.00%
D - Snowing 0 0.00%
E - Fog 0 0.00%
F - Other 0 0.00%
G - Wind 0 0.00%
374
Item 9 A.
https://tims.berkeley.edu/
2024/08/01 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 5737844
Crash Information
Parties: 1
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 05/25/2012 10:01
Location (Intersection) Bay Av & Hill St
Dist. & Dir. from
Intersection

90.00 ft South
State Highway No
Geocoded Location 36.9809602, -121.9553731
Type of Crash H - Other
Motor Vehicle Involved
With
J - Other Object
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category 22 - Other Improper Driving
Weather B - Cloudy
Alcohol Involved No
Pedestrian Crash No Bicycle Crash No
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes - K - Parking Maneuver Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 2 - Passenger F - Female 88 7 - Possible Injury
375
Item 9 A.
https://tims.berkeley.edu/
2024/08/01 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 5769463
Crash Information
Parties: 3
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 07/30/2012 12:40
Location (Intersection) Capitola Av & Bay Av
Dist. & Dir. from
Intersection

80.00 ft West
State Highway No
Geocoded Location 36.9784681, -121.9531876
Type of Crash C - Rear End
Motor Vehicle Involved
With
C - Other Motor Vehicle
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category 01 - Driving or Bicycling Under the Influence of Alcohol or Drug
Weather A - Clear
Alcohol Involved Yes
Pedestrian Crash No Bicycle Crash No
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
D - Pickup or Panel Truck Yes East B - Proceeding Straight 2 1 - Driver (including Hit and
Run)
D - Pickup or Panel Truck No East A - Stopped
3 1 - Driver (including Hit and
Run)
D - Pickup or Panel Truck No - A - Stopped
Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 1 - Driver F - Female 23 7 - Possible Injury
376
Item 9 A.
https://tims.berkeley.edu/
2024/08/01 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 5926906
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 02/02/2013 14:01
Location (Intersection) Rt 1 & Bay Av
Dist. & Dir. from
Intersection
200.00 ft North
State Highway Info Route Number 1 Side of Hwy S
Postmile 13.230 Location Type H -
Highway
Geocoded Location 36.983175, -121.957233
Type of Crash C - Rear End
Motor Vehicle Involved
With
C - Other Motor Vehicle
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category 04 - Following Too Closely
Weather B - Cloudy
Alcohol Involved No
Pedestrian Crash No Bicycle Crash No
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes South B - Proceeding Straight 2 1 - Driver (including Hit and
Run)
D - Pickup or Panel Truck No South H - Slowing/Stopping Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 1 - Driver F - Female 23 7 - Possible Injury
377
Item 9 A.
https://tims.berkeley.edu/
2024/08/01 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 6487941
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 05/09/2014 20:40
Location (Intersection) Bay Av & Hill St
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.9811, -121.95551
Type of Crash D - Broadside
Motor Vehicle Involved
With
C - Other Motor Vehicle
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category 12 - Traffic Signals and Signs
Weather A - Clear
Alcohol Involved No
Pedestrian Crash No Bicycle Crash No
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes South B - Proceeding Straight 2 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon No West E - Making Left Turn Victims: 2
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 2 - Passenger M - Male 20 7 - Possible Injury
2 2 - Passenger M - Male 6 7 - Possible Injury
378
Item 9 A.
https://tims.berkeley.edu/
2024/08/01 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 6494114
Crash Information
Parties: 3
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 04/30/2014 12:20
Location (Intersection) Bay Av & Capitola Av
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.97867, -121.9531299
Type of Crash C - Rear End
Motor Vehicle Involved
With
C - Other Motor Vehicle
Crash Severity 2 - Injury (Severe)
PCF Violation Category 18 - Other Than Driver (or Pedestrian) Weather A - Clear
Alcohol Involved No
Pedestrian Crash No Bicycle Crash No
Motorcycle Crash No Truck Crash Yes
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
D - Pickup or Panel Truck No East B - Proceeding Straight 2 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon No East B - Proceeding Straight 3 3 - Parked Vehicle F - Truck or Truck Tractor No - O - Parked Victims: 2
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 1 - Driver M - Male 82 5 - Suspected Serious Injury
2 1 - Driver F - Female 36 7 - Possible Injury
379
Item 9 A.
https://tims.berkeley.edu/
2024/08/01 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 6940786
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 06/07/2015 12:39
Location (Intersection) Monterey Av & Bay Av
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.97634, -121.9502099
Type of Crash D - Broadside
Motor Vehicle Involved
With
C - Other Motor Vehicle
Crash Severity 3 - Injury (Other Visible)
PCF Violation Category 09 - Automobile Right of Way
Weather A - Clear
Alcohol Involved No
Pedestrian Crash No Bicycle Crash No
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes West D - Making Right Turn 2 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon No North B - Proceeding Straight Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 1 - Driver F - Female 82 6 - Suspected Minor Injury
380
Item 9 A.
https://tims.berkeley.edu/
2024/08/01 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 7075959
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 09/09/2015 20:08
Location (Intersection) Monterey Av & Park Av
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.97564, -121.95022
Type of Crash A - Head-On
Motor Vehicle Involved
With
C - Other Motor Vehicle
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category 09 - Automobile Right of Way
Weather A - Clear
Alcohol Involved No
Pedestrian Crash No Bicycle Crash No
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes South E - Making Left Turn 2 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon No North B - Proceeding Straight Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 1 - Driver F - Female 52 7 - Possible Injury
381
Item 9 A.
https://tims.berkeley.edu/
2024/08/01 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 8373999
Crash Information
Parties: 1
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 04/29/2017 18:10
Location (Intersection) Bay Av & Hill St
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.9811, -121.95551
Type of Crash G - Vehicle/Pedestrian
Motor Vehicle Involved
With
B - Pedestrian
Crash Severity 3 - Injury (Other Visible)
PCF Violation Category - - Not Stated
Weather A - Clear
Alcohol Involved No
Pedestrian Crash No Bicycle Crash No
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes South B - Proceeding Straight Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 2 - Passenger M - Male 18 6 - Suspected Minor Injury
382
Item 9 A.
https://tims.berkeley.edu/
2024/08/01 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 8506493
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 11/25/2017 12:01
Location (Intersection) Bay Av & Hill St
Dist. & Dir. from
Intersection

40.00 ft North
State Highway No
Geocoded Location 36.9811865, -121.9555946
Type of Crash C - Rear End
Motor Vehicle Involved
With
C - Other Motor Vehicle
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category 03 - Unsafe Speed
Weather A - Clear
Alcohol Involved No
Pedestrian Crash No Bicycle Crash No
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes South H - Slowing/Stopping 2 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon No South A - Stopped
Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 1 - Driver F - Female 20 7 - Possible Injury
383
Item 9 A.
https://tims.berkeley.edu/
2024/08/01 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 8593314
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 02/13/2018 07:50
Location (Intersection) Bay Av & Hill St
Dist. & Dir. from
Intersection
203.00 ft North
State Highway No
Geocoded Location 36.9815369, -121.9559402
Type of Crash D - Broadside
Motor Vehicle Involved
With
C - Other Motor Vehicle
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category 09 - Automobile Right of Way
Weather A - Clear
Alcohol Involved No
Pedestrian Crash No Bicycle Crash No
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
D - Pickup or Panel Truck Yes South L - Entering Traffic 2 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon No South B - Proceeding Straight Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 1 - Driver F - Female 39 7 - Possible Injury
384
Item 9 A.
https://tims.berkeley.edu/
2024/08/01 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 9174869
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 10/08/2020 16:00
Location (Intersection) Bay Av & Hill St
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.9810982, -121.955513
Type of Crash D - Broadside
Motor Vehicle Involved
With
C - Other Motor Vehicle
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category 03 - Unsafe Speed
Weather A - Clear
Alcohol Involved No
Pedestrian Crash No Bicycle Crash No
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes West B - Proceeding Straight 2 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon No North B - Proceeding Straight Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 2 - Passenger F - Female 32 7 - Possible Injury
385
Item 9 A.
https://tims.berkeley.edu/
2024/08/01 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 9355886
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 09/24/2021 22:16
Location (Intersection) Bay Av & Rosedale Av
Dist. & Dir. from
Intersection

44.00 ft North
State Highway No
Geocoded Location 36.9772072, -121.9512329
Type of Crash B - Sideswipe
Motor Vehicle Involved
With
E - Parked Motor Vehicle
Crash Severity 3 - Injury (Other Visible)
PCF Violation Category 07 - Unsafe Lane Change
Weather A - Clear
Alcohol Involved No
Pedestrian Crash No Bicycle Crash No
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes North M - Other Unsafe Turning
2 3 - Parked Vehicle A - Passenger Car/Station Wagon No - O - Parked Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 2 - Passenger M - Male 28 6 - Suspected Minor Injury
386
Item 9 A.
https://tims.berkeley.edu/
2024/08/01 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 9472208
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 05/07/2022 10:04
Location (Intersection) Bay Av & Hill St
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.9810982, -121.9555054
Type of Crash B - Sideswipe
Motor Vehicle Involved
With
C - Other Motor Vehicle
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category 09 - Automobile Right of Way
Weather A - Clear
Alcohol Involved No
Pedestrian Crash No Bicycle Crash No
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes North B - Proceeding Straight 2 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon No North E - Making Left Turn Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 1 - Driver F - Female 52 7 - Possible Injury
387
Item 9 A.
https://tims.berkeley.edu/
2024/08/01 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 9495729
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 08/01/2022 13:16
Location (Intersection) Monterey Av & Park Av
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.9756355, -121.9502182
Type of Crash A - Head-On
Motor Vehicle Involved
With
C - Other Motor Vehicle
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category 03 - Unsafe Speed
Weather A - Clear
Alcohol Involved No
Pedestrian Crash No Bicycle Crash No
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes South E - Making Left Turn 2 1 - Driver (including Hit and
Run)
D - Pickup or Panel Truck No North A - Stopped
Victims: 3
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 2 - Passenger M - Male 22 0 - No Injury
1 2 - Passenger F - Female 19 0 - No Injury
2 1 - Driver M - Male 59 7 - Possible Injury
388
Item 9 A.
https://tims.berkeley.edu/
2024/08/01 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 9625429
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 08/11/2023 15:10
Location (Intersection) Monterey Av & Park Av
Dist. & Dir. from
Intersection

35.00 ft South
State Highway No
Geocoded Location 36.975544, -121.9502335
Type of Crash C - Rear End
Motor Vehicle Involved
With
C - Other Motor Vehicle
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category 03 - Unsafe Speed
Weather A - Clear
Alcohol Involved No
Pedestrian Crash No Bicycle Crash No
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
D - Pickup or Panel Truck Yes North B - Proceeding Straight 2 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon No North A - Stopped
Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 1 - Driver F - Female 26 7 - Possible Injury
389
Item 9 A.
https://tims.berkeley.edu/
2024/08/01 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 9646836
Crash Information
Parties: 3
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 10/12/2023 15:11
Location (Intersection) Bay Av & Burlingame Av
Dist. & Dir. from
Intersection

47.00 ft North
State Highway No
Geocoded Location 36.978157, -121.9524689
Type of Crash D - Broadside
Motor Vehicle Involved
With
C - Other Motor Vehicle
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category 09 - Automobile Right of Way
Weather A - Clear
Alcohol Involved No
Pedestrian Crash No Bicycle Crash No
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes South E - Making Left Turn 2 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon No South B - Proceeding Straight 3 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon No North A - Stopped
Victims: 7
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 2 - Passenger M - Male 1 0 - No Injury
390
Item 9 A.

Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 2 - Passenger M - Male 5 0 - No Injury
1 2 - Passenger F - Female 12 0 - No Injury
1 2 - Passenger M - Male 36 0 - No Injury
1 1 - Driver F - Female 37 7 - Possible Injury
2 2 - Passenger F - Female 6 0 - No Injury
3 2 - Passenger M - Male 13 0 - No Injury
391
Item 9 A.

Crash List
CASE ID Date Time Primary Rd Secondary Rd Dist & Dir
from Int.

Bike Ped Killed Injured
6483008 04/24/2014 11:00 Bay Av Capitola Av At Int No Yes 0 1 6487930 05/06/2014 07:21 Oak Dr Bay Av 37 ft South Yes No 0 1 6511924 06/03/2014 14:04 Bay Av Hill St At Int No Yes 0 1 6748318 12/03/2014 10:41 Monterey Av Park Av 18 ft South No Yes 0 1 6864222 03/19/2015 12:43 Bay Av Capitola Av 83 ft East No Yes 0 1 6889427 04/04/2015 12:50 Bay Av Bay Av 504 At Int Yes No 0 1 7063888 07/20/2015 19:19 Monterey Av Park Pl At Int Yes No 0 1 8152095 10/07/2016 21:28 Bay Av Hill St At Int No Yes 0 1 8339317 03/26/2017 12:07 Bay Av Burlingame Av 90 ft North Yes No 0 1 90781844 07/21/2018 16:05 Bay Ave Monterey Ave 100 ft North Yes No 0 1 8701088 08/13/2018 20:13 Bay Av Hill Av 213 ft North Yes No 0 1 8648318 10/06/2018 19:46 Bay Av Rt 1 218 ft South No Yes 1 0 9007558 11/22/2019 13:57 Monterey Av Park Av At Int Yes No 0 1 9472209 05/05/2022 17:48 Bay Av Oak Dr At Int Yes No 0 1 9495924 09/04/2022 20:42 Capitola Av Bay Av 58 ft South Yes No 0 1 9534052 12/09/2022 18:24 Bay Av Hill St At Int No Yes 0 1 9549472 02/01/2023 08:15 Bay Av Burlingame Av At Int Yes No 0 1 9625425 08/24/2023 08:40 Bay Av Hill St At Int No Yes 0 1 06/06/2024 TIMS - Transportation Injury Mapping System
https://tims.berkeley.edu/tools/atp/ 6/6
392
Item 9 A.

TIMS SWITRS Crash Summary & Map
June 6, 2024
Overview
This report was created with the help of The Transportation Injury Mapping System (TIMS). TIMS has been developed by UC Berkeley SafeTREC to provide quick, easy and free access to California crash data, the Statewide Integrated Traffic Records System (SWITRS), that has been geo-coded by SafeTREC to make it easy to map crashes.

Result
Query by Case ID(s)
User Entered SWITRS Case ID(s)
Total Crashes
18 Total Victims
1 Killed & 17 Injured
State Highway
None
Ped Involved
8 (44.4%)
Bike Involved
10 (55.6%)
Motorcycle Involved
None
18 of 18 (100%) Crashes are geocoded and mapped.

Map data ©2024 Google Report a map error
393
Item 9 A.

TIMS SWITRS Crash Summary & Map
June 6, 2024
Crash Summary
By Crash Severity
By Crash Type
No. of Crashes
Number of Crashes by Crash Severity
18 Crashes
17%
44%
33%
1 - Fatal 2 - Injury (Severe)
3 - Injury (Other Visible) 4 - Injury (Complaint of Pain) Crash Severity
1 - Fatal 2 - Injury (Seve…3 - Injury (Othe…4 - Injury (Com… 0 2
4 6
8 10
Crash Severity Count %
1 - Fatal 1 5.56%
2 - Injury (Severe) 3 16.67%
3 - Injury (Other
Visible)
8 44.44%
4 - Injury (Complaint
of Pain)
6 33.33%
No. of Crashes
Number of Crashes by Type of Crash
18 Crashes
11%
22%
33%
22%
- - Not Stated A - Head-On B - Sideswipe
C - Rear End D - Broadside E - Hit Object
F - Overturned G - Vehicle/Pedestrian H - Other
Type of Crash
- - Not Stated
A - Head-On
B - Sideswipe
C - Rear End
D - Broadside
E - Hit Object
F - Overturned
G - Vehicle/Ped…
H - Other
0 2
4 6
8 Type of Crash Count %
- - Not Stated 0 0.00%
A - Head-On 0 0.00%
B - Sideswipe 2 11.11%
C - Rear End 1 5.56%
D - Broadside 4 22.22%
E - Hit Object 0 0.00%
F - Overturned 1 5.56%
G - Vehicle/Pedestrian 6 33.33%
H - Other 4 22.22%
394
Item 9 A.

TIMS SWITRS Crash Summary & Map
June 6, 2024
By Day of Week and Time
By Primary Crash Factor (PCF) Violation
Number of Crashes per Day of Week per Time
18 Crashes
0 0 0 0 0 0 0
0 0 0 0 0 0 0
0 1 1 1 0 0 0
0 0 1 1 0 0 0
0 1 0 1 1 1 1
0 0 0 1 0 1 0
2 0 0 0 1 1 1
0 0 0 0 1 0 0
0 0 0 0 0 0 0
0 1
2 1 - Monday 2 - Tuesday 3 - Wednesday 4 - Thursday 5 - Friday 6 - Saturday 7 - Sunday 00:00~02:59
03:00~05:59
06:00~08:59
09:00~11:59
12:00~14:59
15:00~17:59
18:00~20:59
21:00~23:59
25:00 - Unknown
Number of Crashes by PCF Violation
16 Crashes
4 4 (25.00%)
1 1 (6.25%)
4 4 (25.00%)
22 (12.50%)
1 1 (6.25%)
22 (12.50%)
1 1 (6.25%)
1 1 (6.25%)
03 - Unsafe Speed
06 - Improper Passing
08 - Improper Turning
10 - Pedestrian Right of Way
11 - Pedestrian Violation
17 - Other Hazardous Violation
21 - Unsafe Starting or Backing
22 - Other Improper Driving
PCF Violation
395
Item 9 A.

TIMS SWITRS Crash Summary & Map
June 6, 2024
Victim Summary
By Victim Degree of Injury
By Victim Role
No. of Crashes
Number of Victims by Victim Degree of Injury
18 Victims
17%
44%
33%
1 - Killed 5 - Suspected Serious Injury
6 - Suspected Minor Injury 7 - Possible Injury
Victim Degree of Injury
1 - Killed 5 - Suspected S… 6 - Suspected … 7 - Possible Inj… 0 2
4 6
8 10
Victim Degree
of Injury Count %
1 - Killed 1 5.56%
5 - Suspected Serious
Injury
3 16.67%
6 - Suspected Minor
Injury
8 44.44%
7 - Possible Injury 6 33.33%
No. of Crashes
Number of Victims by Victim Role
18 Victims
44%
56%
1 - Driver 2 - Passenger 3 - Pedestrian
4 - Bicyclist 5 - Other 6 - Non-Injured Party
Victim Role
1 - Driver
2 - Passenger
3 - Pedestrian
4 - Bicyclist
5 - Other
6 - Non-Injured…
0 10
5 15
Victim Role Count %
1 - Driver 0 0.00%
2 - Passenger 0 0.00%
3 - Pedestrian 8 44.44%
4 - Bicyclist 10 55.56%
5 - Other 0 0.00%
6 - Non-Injured Party 0 0.00%
396
Item 9 A.

TIMS SWITRS Crash Summary & Map
June 6, 2024
By Victim Safety Equipment 1
By Victim Gender and Age
Number of Victims by Victim Safety Equipment 1
18 Victims
9 9 (50.00%)
1 1 (5.56%)
1 1 (5.56%)
22 (11.11%)
55 (27.78%)
- or blank - Not Stated
G - Lap/Shoulder Harness Used
P - Not Required
V - Driver, Motorcycle Helmet Not Used
W - Driver, Motorcycle Helmet Used
Victim Safety Equipment 1
Age
No. of Victims
Number of Victims by Victim Gender and Age
18 Victims
61%
39%
Male Female Nonbinary Not Stated
Victim Gender
14 or younger
15 - 19
20 - 24
25 - 29
30 - 34
35 - 39
40 - 44
45 - 49
50 - 54
55 - 59
60 - 64
65 - 69
70 - 74
75 - 79
80 - 84
85 or older
Unknown
Fatal Fetus
0 1
2 3
4 397
Item 9 A.

TIMS SWITRS Crash Summary & Map
June 6, 2024
Ped Crash Summary
By Type of Violation
Number of Crashes by Type of Violation
8 Crashes
21950:
2 (25.00%)
22107:
2 (25.00%)
Not Listed:
2 (25.00%)
Bicyclists
Driver
Other
Pedestrian
Unclear
Unknown
Not Listed
Party Violation Classification
Party Violation
Classification
Type of
Violation Description Count %
Driver 21950
Driver failure to yield right-of-way to pedestrians at a marked or unmarked crosswalk
2 25.00%
Unclear 22107
Unsafe turning or moving right or left on a roadway Turning without signaling
2 25.00%
Not Listed Not Listed Violation code was not included in the crash 2 25.00% Driver 22106 Unsafe starting or backing of a vehicle on a highway 1 12.50% Pedestrian 21954
Pedestrian failure to yield right-of-way to vehicles when crossing outside of a marked or unmarked crosswalk
1 12.50%
398
Item 9 A.

TIMS SWITRS Crash Summary & Map
June 6, 2024
By Pedestrian Action
By Lighting
No. of
Crashes
Number of Crashes by Pedestrian Action
8 Crashes
75%
13%
13%
- - Not Stated
A - No Pedestrian Involved
B - Crossing in Crosswalk at Intersection
C - Crossing in Crosswalk Not at Intersection
D - Crossing Not in Crosswalk
E - In Road, Including Shoulder
F - Not in Road
G - Approaching/Leaving School Bus
Pedestrian Action
- - Not Stated
A - No Pedestri…
B - Crossing in …
C - Crossing in …
D - Crossing N…
E - In Road, Incl…
F - Not in Road
G - Approachin…
0 8
Pedestrian
Action Count %
- - Not Stated 0 0.00%
A - No Pedestrian
Involved
0 0.00%
B - Crossing in
Crosswalk at
Intersection
6 75.00%
C - Crossing in
Crosswalk Not at
Intersection
0 0.00%
D - Crossing Not in
Crosswalk
1 12.50%
E - In Road, Including
Shoulder
0 0.00%
F - Not in Road 1 12.50%
G -
Approaching/Leaving
School Bus
0 0.00%
No. of Crashes
Number of Crashes by Lighting
8 Crashes
13%
50%
25%
13%
- - Not Stated A - Daylight
B - Dusk - Dawn C - Dark - Street Lights
D - Dark - No Street Lights E - Dark - Street Lights Not Functioning Lighting
- - Not Stated
A - Daylight
B - Dusk - Dawn
C - Dark - Stree…
D - Dark - No S…
E - Dark - Stree…
0 2
4 6
Lighting Count %
- - Not Stated 1 12.50%
A - Daylight 4 50.00%
B - Dusk - Dawn 0 0.00%
C - Dark - Street
Lights
2 25.00%
D - Dark - No Street
Lights
1 12.50%
E - Dark - Street Lights
Not Functioning
0 0.00%
399
Item 9 A.

TIMS SWITRS Crash Summary & Map
June 6, 2024
By Weather
No. of Crashes
Number of Crashes by Weather
8 Crashes
75%
25%
- - Not Stated A - Clear B - Cloudy C - Raining
D - Snowing E - Fog F - Other G - Wind
Weather
- - Not Stated
A - Clear
B - Cloudy
C - Raining
D - Snowing
E - Fog
F - Other
G - Wind
0 2
4 6
8 Weather Count %
- - Not Stated 0 0.00%
A - Clear 6 75.00%
B - Cloudy 0 0.00%
C - Raining 2 25.00%
D - Snowing 0 0.00%
E - Fog 0 0.00%
F - Other 0 0.00%
G - Wind 0 0.00%
400
Item 9 A.

Date Created: 06/06/2024
Created by TIMS (https://tims.berkeley.edu) © UC Regents, 2014-2024 Crash Diagram
Straight Pedestrian
Left Turn Bicycle
Right Turn Object
U-Turn Fatal Crash
Overturned Injury Crash
Ran Off Road
Stopped
Parked
Primary Street:

Secondary Street:

Time Period:

Agency Name:

Fatal Crash 1
Injury Crash 15
Mapped 16
Not Drawn 2
Total 18
Mapping Summary:
401
Item 9 A.
https://tims.berkeley.edu/
2024/06/06 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 6483008
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 04/24/2014 11:00
Location (Intersection) Bay Av & Capitola Av
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.97867, -121.9531299
Type of Crash G - Vehicle/Pedestrian
Motor Vehicle Involved
With
B - Pedestrian
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category - - Not Stated
Weather A - Clear
Alcohol Involved No
Pedestrian Crash Yes Bicycle Crash No
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes South E - Making Left Turn 2 2 - Pedestrian N - Pedestrian No South R - Other
Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 3 - Pedestrian F - Female 70 7 - Possible Injury
402
Item 9 A.
https://tims.berkeley.edu/
2024/06/06 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 6487930
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 05/06/2014 07:21
Location (Intersection) Oak Dr & Bay Av
Dist. & Dir. from
Intersection

37.00 ft South
State Highway No
Geocoded Location 36.9793094, -121.9538479
Type of Crash B - Sideswipe
Motor Vehicle Involved
With
G - Bicycle
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category 06 - Improper Passing
Weather A - Clear
Alcohol Involved No
Pedestrian Crash No Bicycle Crash Yes
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes North I - Passing Other Vehicle
2 4 - Bicyclist L - Bicycle No North B - Proceeding Straight Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 4 - Bicyclist M - Male 54 7 - Possible Injury
403
Item 9 A.
https://tims.berkeley.edu/
2024/06/06 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 6511924
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 06/03/2014 14:04
Location (Intersection) Bay Av & Hill St
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.9811, -121.95551
Type of Crash G - Vehicle/Pedestrian
Motor Vehicle Involved
With
B - Pedestrian
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category - - Not Stated
Weather A - Clear
Alcohol Involved No
Pedestrian Crash Yes Bicycle Crash No
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes North A - Stopped
2 2 - Pedestrian N - Pedestrian No - - - Not Stated
Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 3 - Pedestrian F - Female 36 7 - Possible Injury
404
Item 9 A.
https://tims.berkeley.edu/
2024/06/06 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 6748318
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 12/03/2014 10:41
Location (Intersection) Monterey Av & Park Av
Dist. & Dir. from
Intersection

18.00 ft South
State Highway No
Geocoded Location 36.9755907, -121.9502255
Type of Crash G - Vehicle/Pedestrian
Motor Vehicle Involved
With
B - Pedestrian
Crash Severity 3 - Injury (Other Visible)
PCF Violation Category 10 - Pedestrian Right of Way
Weather C - Raining
Alcohol Involved No
Pedestrian Crash Yes Bicycle Crash No
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes North D - Making Right Turn 2 2 - Pedestrian N - Pedestrian No - A - Stopped
Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 3 - Pedestrian F - Female 53 6 - Suspected Minor Injury 405
Item 9 A.
https://tims.berkeley.edu/
2024/06/06 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 6864222
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 03/19/2015 12:43
Location (Intersection) Bay Av & Capitola Av
Dist. & Dir. from
Intersection

83.00 ft East
State Highway No
Geocoded Location 36.9785132, -121.9529236
Type of Crash G - Vehicle/Pedestrian
Motor Vehicle Involved
With
B - Pedestrian
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category 21 - Unsafe Starting or Backing
Weather A - Clear
Alcohol Involved No
Pedestrian Crash Yes Bicycle Crash No
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes North G - Backing
2 2 - Pedestrian N - Pedestrian No East B - Proceeding Straight Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 3 - Pedestrian M - Male 62 7 - Possible Injury
406
Item 9 A.
https://tims.berkeley.edu/
2024/06/06 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 6889427
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 04/04/2015 12:50
Location (Intersection) Bay Av & Bay Av 504
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.9784767, -121.9528824
Type of Crash H - Other
Motor Vehicle Involved
With
G - Bicycle
Crash Severity 2 - Injury (Severe)
PCF Violation Category 17 - Other Hazardous Violation
Weather A - Clear
Alcohol Involved No
Pedestrian Crash No Bicycle Crash Yes
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 3 - Parked Vehicle A - Passenger Car/Station Wagon Yes North O - Parked 2 4 - Bicyclist L - Bicycle No North B - Proceeding Straight Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 4 - Bicyclist M - Male 21 5 - Suspected Serious Injury 407
Item 9 A.
https://tims.berkeley.edu/
2024/06/06 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 7063888
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 07/20/2015 19:19
Location (Intersection) Monterey Av & Park Pl
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.97564, -121.95022
Type of Crash H - Other
Motor Vehicle Involved
With
G - Bicycle
Crash Severity 3 - Injury (Other Visible)
PCF Violation Category 17 - Other Hazardous Violation
Weather A - Clear
Alcohol Involved No
Pedestrian Crash No Bicycle Crash Yes
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 3 - Parked Vehicle A - Passenger Car/Station Wagon Yes - O - Parked 2 4 - Bicyclist L - Bicycle No - B - Proceeding Straight Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 4 - Bicyclist M - Male 46 6 - Suspected Minor Injury
408
Item 9 A.
https://tims.berkeley.edu/
2024/06/06 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 8152095
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 10/07/2016 21:28
Location (Intersection) Bay Av & Hill St
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.9811, -121.95551
Type of Crash D - Broadside
Motor Vehicle Involved
With
B - Pedestrian
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category 08 - Improper Turning
Weather A - Clear
Alcohol Involved No
Pedestrian Crash Yes Bicycle Crash No
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes North E - Making Left Turn 2 2 - Pedestrian N - Pedestrian No West B - Proceeding Straight Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 3 - Pedestrian F - Female 53 7 - Possible Injury
409
Item 9 A.
https://tims.berkeley.edu/
2024/06/06 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 8339317
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 03/26/2017 12:07
Location (Intersection) Bay Av & Burlingame Av
Dist. & Dir. from
Intersection

90.00 ft North
State Highway No
Geocoded Location 36.9782415, -121.952572
Type of Crash H - Other
Motor Vehicle Involved
With
G - Bicycle
Crash Severity 3 - Injury (Other Visible)
PCF Violation Category 22 - Other Improper Driving
Weather B - Cloudy
Alcohol Involved No
Pedestrian Crash No Bicycle Crash Yes
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes East O - Parked
2 4 - Bicyclist L - Bicycle No East - - Not Stated
Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 4 - Bicyclist M - Male 61 6 - Suspected Minor Injury
410
Item 9 A.
https://tims.berkeley.edu/
2024/06/06 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 90781844
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 07/21/2018 16:05
Location (Intersection) Bay Ave & Monterey Ave
Dist. & Dir. from
Intersection
100.00 ft North
State Highway No
Geocoded Location 36.9765549, -121.9504242
Type of Crash C - Rear End
Motor Vehicle Involved
With
G - Bicycle
Crash Severity 3 - Injury (Other Visible)
PCF Violation Category 03 - Unsafe Speed
Weather A - Clear
Alcohol Involved No
Pedestrian Crash No Bicycle Crash Yes
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 4 - Bicyclist L - Bicycle Yes North B - Proceeding Straight 2 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon No North H - Slowing/Stopping Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 4 - Bicyclist M - Male 23 6 - Suspected Minor Injury
411
Item 9 A.
https://tims.berkeley.edu/
2024/06/06 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 8701088
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 08/13/2018 20:13
Location (Intersection) Bay Av & Hill Av
Dist. & Dir. from
Intersection
213.00 ft North
State Highway No
Geocoded Location 36.9815598, -121.9559631
Type of Crash D - Broadside
Motor Vehicle Involved
With
G - Bicycle
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category 08 - Improper Turning
Weather A - Clear
Alcohol Involved No
Pedestrian Crash No Bicycle Crash Yes
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes South D - Making Right Turn 2 4 - Bicyclist L - Bicycle No South B - Proceeding Straight Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 4 - Bicyclist M - Male 22 7 - Possible Injury
412
Item 9 A.
https://tims.berkeley.edu/
2024/06/06 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 8648318
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 10/06/2018 19:46
Location (Intersection) Bay Av & Rt 1
Dist. & Dir. from
Intersection
218.00 ft South
State Highway No
Geocoded Location 36.9826889, -121.9569473
Type of Crash G - Vehicle/Pedestrian
Motor Vehicle Involved
With
B - Pedestrian
Crash Severity 1 - Fatal
PCF Violation Category 11 - Pedestrian Violation
Weather A - Clear
Alcohol Involved Yes
Pedestrian Crash Yes Bicycle Crash No
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 2 - Pedestrian N - Pedestrian Yes - R - Other
2 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon No North B - Proceeding Straight Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 3 - Pedestrian M - Male 59 1 - Killed
413
Item 9 A.
https://tims.berkeley.edu/
2024/06/06 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 9007558
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 11/22/2019 13:57
Location (Intersection) Monterey Av & Park Av
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.9756393, -121.9502182
Type of Crash B - Sideswipe
Motor Vehicle Involved
With
G - Bicycle
Crash Severity 3 - Injury (Other Visible)
PCF Violation Category 08 - Improper Turning
Weather A - Clear
Alcohol Involved No
Pedestrian Crash No Bicycle Crash Yes
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 4 - Bicyclist L - Bicycle Yes South E - Making Left Turn 2 1 - Driver (including Hit and
Run)
D - Pickup or Panel Truck No South B - Proceeding Straight Victims: 2
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 4 - Bicyclist M - Male 77 6 - Suspected Minor Injury
2 2 - Passenger F - Female 0 0 - No Injury
414
Item 9 A.
https://tims.berkeley.edu/
2024/06/06 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 9472209
Crash Information
Parties: 1
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 05/05/2022 17:48
Location (Intersection) Bay Av & Oak Dr
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.9794083, -121.9538269
Type of Crash H - Other
Motor Vehicle Involved
With
- - Not Stated
Crash Severity 2 - Injury (Severe)
PCF Violation Category 03 - Unsafe Speed
Weather A - Clear
Alcohol Involved Yes
Pedestrian Crash No Bicycle Crash Yes
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 4 - Bicyclist L - Bicycle Yes South B - Proceeding Straight Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 4 - Bicyclist M - Male 59 5 - Suspected Serious Injury 415
Item 9 A.
https://tims.berkeley.edu/
2024/06/06 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 9495924
Crash Information
Parties: 1
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 09/04/2022 20:42
Location (Intersection) Capitola Av & Bay Av
Dist. & Dir. from
Intersection

58.00 ft South
State Highway No
Geocoded Location 36.9785118, -121.9531555
Type of Crash F - Overturned
Motor Vehicle Involved
With
A - Non-Collision
Crash Severity 3 - Injury (Other Visible)
PCF Violation Category 03 - Unsafe Speed
Weather A - Clear
Alcohol Involved Yes
Pedestrian Crash No Bicycle Crash Yes
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 4 - Bicyclist L - Bicycle Yes North B - Proceeding Straight Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 4 - Bicyclist F - Female 45 6 - Suspected Minor Injury 416
Item 9 A.
https://tims.berkeley.edu/
2024/06/06 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 9534052
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 12/09/2022 18:24
Location (Intersection) Bay Av & Hill St
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.9810982, -121.9555054
Type of Crash G - Vehicle/Pedestrian
Motor Vehicle Involved
With
B - Pedestrian
Crash Severity 2 - Injury (Severe)
PCF Violation Category 08 - Improper Turning
Weather A - Clear
Alcohol Involved No
Pedestrian Crash Yes Bicycle Crash No
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
D - Pickup or Panel Truck Yes South D - Making Right Turn 2 2 - Pedestrian N - Pedestrian No East B - Proceeding Straight Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 3 - Pedestrian F - Female 74 5 - Suspected Serious Injury 417
Item 9 A.
https://tims.berkeley.edu/
2024/06/06 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 9549472
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 02/01/2023 08:15
Location (Intersection) Bay Av & Burlingame Av
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.9780655, -121.9523468
Type of Crash D - Broadside
Motor Vehicle Involved
With
G - Bicycle
Crash Severity 3 - Injury (Other Visible)
PCF Violation Category 03 - Unsafe Speed
Weather A - Clear
Alcohol Involved Yes
Pedestrian Crash No Bicycle Crash Yes
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes East D - Making Right Turn 2 4 - Bicyclist L - Bicycle No East B - Proceeding Straight Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 4 - Bicyclist M - Male 0 6 - Suspected Minor Injury
418
Item 9 A.
https://tims.berkeley.edu/
2024/06/06 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 9625425
Crash Information
Parties: 2
Map View
Street View
County Santa Cruz
City Capitola
Date & Time (M/D/Y) 08/24/2023 08:40
Location (Intersection) Bay Av & Hill St
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.9810982, -121.9555054
Type of Crash D - Broadside
Motor Vehicle Involved
With
B - Pedestrian
Crash Severity 3 - Injury (Other Visible)
PCF Violation Category 10 - Pedestrian Right of Way
Weather C - Raining
Alcohol Involved No
Pedestrian Crash Yes Bicycle Crash No
Motorcycle Crash No Truck Crash No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes North E - Making Left Turn 2 2 - Pedestrian N - Pedestrian No - - - Not Stated
Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 3 - Pedestrian F - Female 86 6 - Suspected Minor Injury 419
Item 9 A.

Bay Avenue Corridor Study
February 2025
Attachment C – VISSIM and SIDRA LOS Results (Stop and Roundabout Alternatives) 420
Item 9 A.

SITE LAYOUT
Site: 104 [Bay/Hill (Site Folder: 2024 Existing AM)]
Alt 3 Roundabout
Site Category: Base Year
Roundabout
Layout pictures are schematic functional drawings reflecting input data. They are not design drawings.

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Created: Monday, January 6, 2025 2:32:14 PM Project: K:\SJC_TPTO\City of Capitola\097763143 - Bay Avenue Corridor Study\03 Analysis\Sidra\Bay Corridor_20250102.sip9 421
Item 9 A.

SITE LAYOUT
Site: 105 [Bay/Capitola (Site Folder: 2024 Existing AM)] Alt 3 Roundabout
Site Category: Base Year
Roundabout
Layout pictures are schematic functional drawings reflecting input data. They are not design drawings.

SITE LAYOUT
Site: 106 [Bay/Monterey (Site Folder: 2024 Existing AM)] Alt 3 Roundabout
Site Category: Base Year
Roundabout
Layout pictures are schematic functional drawings reflecting input data. They are not design drawings.

SITE LAYOUT
Site: 107 [Monterey/Park (Site Folder: 2024 Existing AM)] Alt 3 Roundabout
Site Category: Base Year
Roundabout
Layout pictures are schematic functional drawings reflecting input data. They are not design drawings.

MOVEMENT SUMMARY
Site: 104 [Bay/Hill (Site Folder: 2024 Existing AM)]
Alt 3 Roundabout
Site Category: Base Year
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Bay Ave
3 L2 57 3.0 62 3.0 0.482 8.4 LOS A 3.2 81.9 0.46 0.30 0.46 32.0 8 T1 441 3.0 479 3.0 0.482 8.4 LOS A 3.2 81.9 0.46 0.30 0.46 23.9 18 R2 10 3.0 11 3.0 0.482 8.4 LOS A 3.2 81.9 0.46 0.30 0.46 31.5 Approach 508 3.0 552 3.0 0.482 8.4 LOS A 3.2 81.9 0.46 0.30 0.46 25.3 East: Hill St
1 L2 9 3.0 10 3.0 0.269 8.2 LOS A 1.2 29.8 0.63 0.63 0.63 32.3 6 T1 28 3.0 30 3.0 0.269 8.2 LOS A 1.2 29.8 0.63 0.63 0.63 32.4 16 R2 142 3.0 154 3.0 0.269 8.2 LOS A 1.2 29.8 0.63 0.63 0.63 24.9 Approach 179 3.0 195 3.0 0.269 8.2 LOS A 1.2 29.8 0.63 0.63 0.63 26.9 North: Bay Ave
7 L2 75 3.0 82 3.0 0.436 7.5 LOS A 2.8 72.3 0.36 0.20 0.36 29.3 4 T1 377 3.0 410 3.0 0.436 7.5 LOS A 2.8 72.3 0.36 0.20 0.36 29.6 14 R2 31 3.0 34 3.0 0.436 7.5 LOS A 2.8 72.3 0.36 0.20 0.36 28.6 Approach 483 3.0 525 3.0 0.436 7.5 LOS A 2.8 72.3 0.36 0.20 0.36 29.5 West: Retail Dwy
5 L2 43 3.0 47 3.0 0.139 6.0 LOS A 0.6 14.5 0.55 0.49 0.55 24.2 2 T1 19 3.0 21 3.0 0.139 6.0 LOS A 0.6 14.5 0.55 0.49 0.55 32.7 12 R2 39 3.0 42 3.0 0.139 6.0 LOS A 0.6 14.5 0.55 0.49 0.55 32.0 Approach 101 3.0 110 3.0 0.139 6.0 LOS A 0.6 14.5 0.55 0.49 0.55 29.3 All Vehicles 1271 3.0 1382 3.0 0.482 7.8 LOS A 3.2 81.9 0.46 0.33 0.46 27.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Monday, January 6, 2025 2:04:01 PM Project: K:\SJC_TPTO\City of Capitola\097763143 - Bay Avenue Corridor Study\03 Analysis\Sidra\Bay Corridor_20250102.sip9 425
Item 9 A.

MOVEMENT SUMMARY
Site: 105 [Bay/Capitola (Site Folder: 2024 Existing AM)] Alt 3 Roundabout
Site Category: Base Year
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Bay Ave
3 L2 27 3.0 29 3.0 0.407 7.8 LOS A 2.3 59.4 0.51 0.38 0.51 32.4 8 T1 312 3.0 339 3.0 0.407 7.8 LOS A 2.3 59.4 0.51 0.38 0.51 32.5 18 R2 55 3.0 60 3.0 0.407 7.8 LOS A 2.3 59.4 0.51 0.38 0.51 31.9 Approach 394 3.0 428 3.0 0.407 7.8 LOS A 2.3 59.4 0.51 0.38 0.51 32.4 East: Capitola Ave
1 L2 83 3.0 90 3.0 0.283 7.4 LOS A 1.3 33.3 0.58 0.53 0.58 32.0 6 T1 94 3.0 102 3.0 0.283 7.4 LOS A 1.3 33.3 0.58 0.53 0.58 32.1 16 R2 42 3.0 46 3.0 0.283 7.4 LOS A 1.3 33.3 0.58 0.53 0.58 31.4 Approach 219 3.0 238 3.0 0.283 7.4 LOS A 1.3 33.3 0.58 0.53 0.58 31.9 North: Bay Ave
7 L2 74 3.0 80 3.0 0.394 7.6 LOS A 2.2 57.0 0.49 0.36 0.49 32.3 4 T1 183 3.0 199 3.0 0.394 7.6 LOS A 2.2 57.0 0.49 0.36 0.49 32.4 14 R2 128 3.0 139 3.0 0.394 7.6 LOS A 2.2 57.0 0.49 0.36 0.49 31.7 Approach 385 3.0 418 3.0 0.394 7.6 LOS A 2.2 57.0 0.49 0.36 0.49 32.1 West: Capitola Ave
5 L2 70 3.0 76 3.0 0.171 5.6 LOS A 0.7 19.0 0.50 0.41 0.50 32.6 2 T1 67 3.0 73 3.0 0.171 5.6 LOS A 0.7 19.0 0.50 0.41 0.50 32.7 12 R2 6 3.0 7 3.0 0.171 5.6 LOS A 0.7 19.0 0.50 0.41 0.50 32.0 Approach 143 3.0 155 3.0 0.171 5.6 LOS A 0.7 19.0 0.50 0.41 0.50 32.6 All Vehicles 1141 3.0 1240 3.0 0.407 7.4 LOS A 2.3 59.4 0.52 0.41 0.52 32.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Monday, January 6, 2025 2:04:02 PM Project: K:\SJC_TPTO\City of Capitola\097763143 - Bay Avenue Corridor Study\03 Analysis\Sidra\Bay Corridor_20250102.sip9 426
Item 9 A.

MOVEMENT SUMMARY
Site: 106 [Bay/Monterey (Site Folder: 2024 Existing AM)] Alt 3 Roundabout
Site Category: Base Year
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Monterey Ave
8 T1 162 3.0 176 3.0 0.232 5.7 LOS A 1.1 28.3 0.43 0.31 0.43 31.2 18 R2 61 3.0 66 3.0 0.232 5.7 LOS A 1.1 28.3 0.43 0.31 0.43 30.1 Approach 223 3.0 242 3.0 0.232 5.7 LOS A 1.1 28.3 0.43 0.31 0.43 30.9 East: Monterey Ave
1 L2 87 3.0 95 3.0 0.360 6.8 LOS A 2.0 51.5 0.43 0.29 0.43 27.2 16 R2 282 3.0 307 3.0 0.360 6.8 LOS A 2.0 51.5 0.43 0.29 0.43 32.0 Approach 369 3.0 401 3.0 0.360 6.8 LOS A 2.0 51.5 0.43 0.29 0.43 31.1 North: Bay Ave
7 L2 219 3.0 238 3.0 0.271 5.4 LOS A 1.4 36.7 0.28 0.15 0.28 32.2 4 T1 84 3.0 91 3.0 0.271 5.4 LOS A 1.4 36.7 0.28 0.15 0.28 27.6 Approach 303 3.0 329 3.0 0.271 5.4 LOS A 1.4 36.7 0.28 0.15 0.28 31.2 All Vehicles 895 3.0 973 3.0 0.360 6.1 LOS A 2.0 51.5 0.38 0.25 0.38 31.1 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Monday, January 6, 2025 2:21:26 PM Project: K:\SJC_TPTO\City of Capitola\097763143 - Bay Avenue Corridor Study\03 Analysis\Sidra\Bay Corridor_20250102.sip9 427
Item 9 A.

MOVEMENT SUMMARY
Site: 107 [Monterey/Park (Site Folder: 2024 Existing AM)] Alt 3 Roundabout
Site Category: Base Year
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Monterey Ave
3 L2 1 3.0 1 3.0 0.300 5.6 LOS A 1.7 42.8 0.22 0.09 0.22 31.1 8 T1 123 3.0 134 3.0 0.300 5.6 LOS A 1.7 42.8 0.22 0.09 0.22 12.9 18 R2 225 3.0 245 3.0 0.300 5.6 LOS A 1.7 42.8 0.22 0.09 0.22 30.2 Approach 349 3.0 379 3.0 0.300 5.6 LOS A 1.7 42.8 0.22 0.09 0.22 26.0 East: Park Ave
1 L2 418 3.0 454 3.0 0.488 8.4 LOS A 3.3 84.5 0.45 0.28 0.45 25.2 6 T1 3 3.0 3 3.0 0.488 8.4 LOS A 3.3 84.5 0.45 0.28 0.45 30.9 16 R2 100 3.0 109 3.0 0.488 8.4 LOS A 3.3 84.5 0.45 0.28 0.45 25.5 Approach 521 3.0 566 3.0 0.488 8.4 LOS A 3.3 84.5 0.45 0.28 0.45 25.3 North: Monterey Ave
7 L2 41 3.0 45 3.0 0.225 6.7 LOS A 1.0 25.2 0.56 0.51 0.56 29.5 4 T1 126 3.0 137 3.0 0.225 6.7 LOS A 1.0 25.2 0.56 0.51 0.56 16.3 14 R2 4 3.0 4 3.0 0.225 6.7 LOS A 1.0 25.2 0.56 0.51 0.56 28.8 Approach 171 3.0 186 3.0 0.225 6.7 LOS A 1.0 25.2 0.56 0.51 0.56 21.9 West: Parking Dwy
5 L2 1 3.0 1 3.0 0.017 5.4 LOS A 0.1 1.7 0.56 0.44 0.56 25.2 2 T1 9 3.0 10 3.0 0.017 5.4 LOS A 0.1 1.7 0.56 0.44 0.56 33.6 12 R2 1 3.0 1 3.0 0.017 5.4 LOS A 0.1 1.7 0.56 0.44 0.56 28.9 Approach 11 3.0 12 3.0 0.017 5.4 LOS A 0.1 1.7 0.56 0.44 0.56 32.7 All Vehicles 1052 3.0 1143 3.0 0.488 7.2 LOS A 3.3 84.5 0.39 0.26 0.39 25.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Monday, January 6, 2025 2:21:34 PM Project: K:\SJC_TPTO\City of Capitola\097763143 - Bay Avenue Corridor Study\03 Analysis\Sidra\Bay Corridor_20250102.sip9 428
Item 9 A.

MOVEMENT SUMMARY
Site: 104 [Bay/Hill (Site Folder: 2024 Existing PM)]
Alt 3 Roundabout
Site Category: Base Year
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Bay Ave
3 L2 46 3.0 50 3.0 0.419 8.5 LOS A 2.3 59.1 0.57 0.48 0.57 32.0 8 T1 307 3.0 334 3.0 0.419 8.5 LOS A 2.3 59.1 0.57 0.48 0.57 23.9 18 R2 21 3.0 23 3.0 0.419 8.5 LOS A 2.3 59.1 0.57 0.48 0.57 31.4 Approach 374 3.0 407 3.0 0.419 8.5 LOS A 2.3 59.1 0.57 0.48 0.57 25.7 East: Hill St
1 L2 18 3.0 20 3.0 0.171 6.2 LOS A 0.7 18.4 0.55 0.50 0.55 33.0 6 T1 33 3.0 36 3.0 0.171 6.2 LOS A 0.7 18.4 0.55 0.50 0.55 33.1 16 R2 76 3.0 83 3.0 0.171 6.2 LOS A 0.7 18.4 0.55 0.50 0.55 25.8 Approach 127 3.0 138 3.0 0.171 6.2 LOS A 0.7 18.4 0.55 0.50 0.55 29.3 North: Bay Ave
7 L2 146 3.0 159 3.0 0.634 11.2 LOS B 5.7 145.2 0.51 0.30 0.51 26.9 4 T1 505 3.0 549 3.0 0.634 11.2 LOS B 5.7 145.2 0.51 0.30 0.51 27.1 14 R2 49 3.0 53 3.0 0.634 11.2 LOS B 5.7 145.2 0.51 0.30 0.51 26.2 Approach 700 3.0 761 3.0 0.634 11.2 LOS B 5.7 145.2 0.51 0.30 0.51 27.0 West: Retail Dwy
5 L2 92 3.0 100 3.0 0.385 11.3 LOS B 1.9 49.0 0.71 0.76 0.88 22.0 2 T1 45 3.0 49 3.0 0.385 11.3 LOS B 1.9 49.0 0.71 0.76 0.88 30.4 12 R2 84 3.0 91 3.0 0.385 11.3 LOS B 1.9 49.0 0.71 0.76 0.88 29.8 Approach 221 3.0 240 3.0 0.385 11.3 LOS B 1.9 49.0 0.71 0.76 0.88 27.1 All Vehicles 1422 3.0 1546 3.0 0.634 10.1 LOS B 5.7 145.2 0.56 0.44 0.59 26.9 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Monday, January 6, 2025 2:05:36 PM Project: K:\SJC_TPTO\City of Capitola\097763143 - Bay Avenue Corridor Study\03 Analysis\Sidra\Bay Corridor_20250102.sip9 429
Item 9 A.

MOVEMENT SUMMARY
Site: 105 [Bay/Capitola (Site Folder: 2024 Existing PM)] Alt 3 Roundabout
Site Category: Base Year
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Bay Ave
3 L2 29 3.0 32 3.0 0.260 5.9 LOS A 1.3 32.7 0.44 0.31 0.44 33.2 8 T1 200 3.0 217 3.0 0.260 5.9 LOS A 1.3 32.7 0.44 0.31 0.44 33.3 18 R2 23 3.0 25 3.0 0.260 5.9 LOS A 1.3 32.7 0.44 0.31 0.44 32.6 Approach 252 3.0 274 3.0 0.260 5.9 LOS A 1.3 32.7 0.44 0.31 0.44 33.3 East: Capitola Ave
1 L2 61 3.0 66 3.0 0.188 5.6 LOS A 0.8 21.3 0.48 0.38 0.48 32.8 6 T1 72 3.0 78 3.0 0.188 5.6 LOS A 0.8 21.3 0.48 0.38 0.48 33.0 16 R2 31 3.0 34 3.0 0.188 5.6 LOS A 0.8 21.3 0.48 0.38 0.48 32.3 Approach 164 3.0 178 3.0 0.188 5.6 LOS A 0.8 21.3 0.48 0.38 0.48 32.8 North: Bay Ave
7 L2 56 3.0 61 3.0 0.505 9.0 LOS A 3.4 86.4 0.51 0.36 0.51 31.8 4 T1 337 3.0 366 3.0 0.505 9.0 LOS A 3.4 86.4 0.51 0.36 0.51 31.9 14 R2 124 3.0 135 3.0 0.505 9.0 LOS A 3.4 86.4 0.51 0.36 0.51 31.2 Approach 517 3.0 562 3.0 0.505 9.0 LOS A 3.4 86.4 0.51 0.36 0.51 31.7 West: Capitola Ave
5 L2 72 3.0 78 3.0 0.223 6.9 LOS A 1.0 24.7 0.58 0.54 0.58 32.1 2 T1 84 3.0 91 3.0 0.223 6.9 LOS A 1.0 24.7 0.58 0.54 0.58 32.2 12 R2 8 3.0 9 3.0 0.223 6.9 LOS A 1.0 24.7 0.58 0.54 0.58 31.5 Approach 164 3.0 178 3.0 0.223 6.9 LOS A 1.0 24.7 0.58 0.54 0.58 32.1 All Vehicles 1097 3.0 1192 3.0 0.505 7.5 LOS A 3.4 86.4 0.50 0.38 0.50 32.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Monday, January 6, 2025 2:06:34 PM Project: K:\SJC_TPTO\City of Capitola\097763143 - Bay Avenue Corridor Study\03 Analysis\Sidra\Bay Corridor_20250102.sip9 430
Item 9 A.

MOVEMENT SUMMARY
Site: 106 [Bay/Monterey (Site Folder: 2024 Existing PM)] Alt 3 Roundabout
Site Category: Base Year
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Monterey Ave
8 T1 124 3.0 135 3.0 0.240 6.2 LOS A 1.1 28.4 0.50 0.41 0.50 30.8 18 R2 85 3.0 92 3.0 0.240 6.2 LOS A 1.1 28.4 0.50 0.41 0.50 29.7 Approach 209 3.0 227 3.0 0.240 6.2 LOS A 1.1 28.4 0.50 0.41 0.50 30.4 East: Monterey Ave
1 L2 35 3.0 38 3.0 0.130 4.2 LOS A 0.6 14.9 0.30 0.16 0.30 28.8 16 R2 104 3.0 113 3.0 0.130 4.2 LOS A 0.6 14.9 0.30 0.16 0.30 33.2 Approach 139 3.0 151 3.0 0.130 4.2 LOS A 0.6 14.9 0.30 0.16 0.30 32.4 North: Bay Ave
7 L2 304 3.0 330 3.0 0.376 6.3 LOS A 2.3 60.0 0.20 0.07 0.20 31.9 4 T1 141 3.0 153 3.0 0.376 6.3 LOS A 2.3 60.0 0.20 0.07 0.20 27.2 Approach 445 3.0 484 3.0 0.376 6.3 LOS A 2.3 60.0 0.20 0.07 0.20 30.7 All Vehicles 793 3.0 862 3.0 0.376 5.9 LOS A 2.3 60.0 0.29 0.18 0.29 31.0 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Monday, January 6, 2025 2:30:21 PM Project: K:\SJC_TPTO\City of Capitola\097763143 - Bay Avenue Corridor Study\03 Analysis\Sidra\Bay Corridor_20250102.sip9 431
Item 9 A.

MOVEMENT SUMMARY
Site: 107 [Monterey/Park (Site Folder: 2024 Existing PM)] Alt 3 Roundabout
Site Category: Base Year
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Monterey Ave
3 L2 1 3.0 1 3.0 0.604 10.5 LOS B 5.1 129.9 0.49 0.29 0.49 27.7 8 T1 165 3.0 179 3.0 0.604 10.5 LOS B 5.1 129.9 0.49 0.29 0.49 10.6 18 R2 498 3.0 541 3.0 0.604 10.5 LOS B 5.1 129.9 0.49 0.29 0.49 27.0 Approach 664 3.0 722 3.0 0.604 10.5 LOS B 5.1 129.9 0.49 0.29 0.49 24.2 East: Park Ave
1 L2 203 3.0 221 3.0 0.242 5.5 LOS A 1.2 30.3 0.39 0.26 0.39 26.7 6 T1 3 3.0 3 3.0 0.242 5.5 LOS A 1.2 30.3 0.39 0.26 0.39 32.1 16 R2 39 3.0 42 3.0 0.242 5.5 LOS A 1.2 30.3 0.39 0.26 0.39 27.0 Approach 245 3.0 266 3.0 0.242 5.5 LOS A 1.2 30.3 0.39 0.26 0.39 26.8 North: Monterey Ave
7 L2 92 3.0 100 3.0 0.181 5.1 LOS A 0.8 21.1 0.40 0.28 0.40 29.9 4 T1 83 3.0 90 3.0 0.181 5.1 LOS A 0.8 21.1 0.40 0.28 0.40 16.9 14 R2 1 3.0 1 3.0 0.181 5.1 LOS A 0.8 21.1 0.40 0.28 0.40 29.1 Approach 176 3.0 191 3.0 0.181 5.1 LOS A 0.8 21.1 0.40 0.28 0.40 26.0 West: Parking Dwy
5 L2 5 3.0 5 3.0 0.014 4.3 LOS A 0.1 1.4 0.47 0.31 0.47 25.1 2 T1 3 3.0 3 3.0 0.014 4.3 LOS A 0.1 1.4 0.47 0.31 0.47 33.5 12 R2 3 3.0 3 3.0 0.014 4.3 LOS A 0.1 1.4 0.47 0.31 0.47 28.6 Approach 11 3.0 12 3.0 0.014 4.3 LOS A 0.1 1.4 0.47 0.31 0.47 28.7 All Vehicles 1096 3.0 1191 3.0 0.604 8.5 LOS A 5.1 129.9 0.45 0.28 0.45 25.2 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Monday, January 6, 2025 2:30:25 PM Project: K:\SJC_TPTO\City of Capitola\097763143 - Bay Avenue Corridor Study\03 Analysis\Sidra\Bay Corridor_20250102.sip9 432
Item 9 A.

MOVEMENT SUMMARY
Site: 104 [Bay/Hill (Site Folder: 2045 Cumulative AM)]
Alt 3 Roundabout
Site Category: Future Conditions 1
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Bay Ave
3 L2 57 3.0 62 3.0 0.336 6.4 LOS A 1.9 47.5 0.39 0.24 0.39 32.9 8 T1 293 3.0 318 3.0 0.336 6.4 LOS A 1.9 47.5 0.39 0.24 0.39 24.8 18 R2 4 3.0 4 3.0 0.336 6.4 LOS A 1.9 47.5 0.39 0.24 0.39 32.3 Approach 354 3.0 385 3.0 0.336 6.4 LOS A 1.9 47.5 0.39 0.24 0.39 26.5 East: Hill St
1 L2 13 3.0 14 3.0 0.139 5.6 LOS A 0.6 14.8 0.52 0.44 0.52 33.4 6 T1 28 3.0 30 3.0 0.139 5.6 LOS A 0.6 14.8 0.52 0.44 0.52 33.5 16 R2 68 3.0 74 3.0 0.139 5.6 LOS A 0.6 14.8 0.52 0.44 0.52 26.2 Approach 109 3.0 118 3.0 0.139 5.6 LOS A 0.6 14.8 0.52 0.44 0.52 29.5 North: Bay Ave
7 L2 75 3.0 82 3.0 0.703 13.3 LOS B 7.2 185.3 0.59 0.35 0.59 26.0 4 T1 669 3.0 727 3.0 0.703 13.3 LOS B 7.2 185.3 0.59 0.35 0.59 26.1 14 R2 31 3.0 34 3.0 0.703 13.3 LOS B 7.2 185.3 0.59 0.35 0.59 25.3 Approach 775 3.0 842 3.0 0.703 13.3 LOS B 7.2 185.3 0.59 0.35 0.59 26.1 West: Retail Dwy
5 L2 43 3.0 47 3.0 0.195 8.9 LOS A 0.8 19.3 0.66 0.66 0.66 22.9 2 T1 19 3.0 21 3.0 0.195 8.9 LOS A 0.8 19.3 0.66 0.66 0.66 31.4 12 R2 39 3.0 42 3.0 0.195 8.9 LOS A 0.8 19.3 0.66 0.66 0.66 30.7 Approach 101 3.0 110 3.0 0.195 8.9 LOS A 0.8 19.3 0.66 0.66 0.66 28.0 All Vehicles 1339 3.0 1455 3.0 0.703 10.5 LOS B 7.2 185.3 0.54 0.35 0.54 26.7 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Monday, January 6, 2025 2:10:27 PM Project: K:\SJC_TPTO\City of Capitola\097763143 - Bay Avenue Corridor Study\03 Analysis\Sidra\Bay Corridor_20250102.sip9 433
Item 9 A.

MOVEMENT SUMMARY
Site: 105 [Bay/Capitola (Site Folder: 2045 Cumulative AM)] Alt 3 Roundabout
Site Category: Future Conditions 1
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Bay Ave
3 L2 27 3.0 29 3.0 0.410 7.9 LOS A 2.3 59.8 0.52 0.39 0.52 32.3 8 T1 312 3.0 339 3.0 0.410 7.9 LOS A 2.3 59.8 0.52 0.39 0.52 32.5 18 R2 55 3.0 60 3.0 0.410 7.9 LOS A 2.3 59.8 0.52 0.39 0.52 31.8 Approach 394 3.0 428 3.0 0.410 7.9 LOS A 2.3 59.8 0.52 0.39 0.52 32.4 East: Capitola Ave
1 L2 83 3.0 90 3.0 0.286 7.5 LOS A 1.3 33.5 0.59 0.54 0.59 31.9 6 T1 94 3.0 102 3.0 0.286 7.5 LOS A 1.3 33.5 0.59 0.54 0.59 32.1 16 R2 42 3.0 46 3.0 0.286 7.5 LOS A 1.3 33.5 0.59 0.54 0.59 31.4 Approach 219 3.0 238 3.0 0.286 7.5 LOS A 1.3 33.5 0.59 0.54 0.59 31.9 North: Bay Ave
7 L2 74 3.0 80 3.0 0.394 7.6 LOS A 2.2 57.0 0.49 0.36 0.49 32.3 4 T1 183 3.0 199 3.0 0.394 7.6 LOS A 2.2 57.0 0.49 0.36 0.49 32.4 14 R2 128 3.0 139 3.0 0.394 7.6 LOS A 2.2 57.0 0.49 0.36 0.49 31.7 Approach 385 3.0 418 3.0 0.394 7.6 LOS A 2.2 57.0 0.49 0.36 0.49 32.1 West: Capitola Ave
5 L2 78 3.0 85 3.0 0.181 5.7 LOS A 0.8 20.2 0.50 0.41 0.50 32.5 2 T1 67 3.0 73 3.0 0.181 5.7 LOS A 0.8 20.2 0.50 0.41 0.50 32.6 12 R2 6 3.0 7 3.0 0.181 5.7 LOS A 0.8 20.2 0.50 0.41 0.50 31.9 Approach 151 3.0 164 3.0 0.181 5.7 LOS A 0.8 20.2 0.50 0.41 0.50 32.5 All Vehicles 1149 3.0 1249 3.0 0.410 7.4 LOS A 2.3 59.8 0.52 0.41 0.52 32.2 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Monday, January 6, 2025 2:11:46 PM Project: K:\SJC_TPTO\City of Capitola\097763143 - Bay Avenue Corridor Study\03 Analysis\Sidra\Bay Corridor_20250102.sip9 434
Item 9 A.

MOVEMENT SUMMARY
Site: 106 [Bay/Monterey (Site Folder: 2045 Cumulative AM)] Alt 3 Roundabout
Site Category: Future Conditions 1
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Monterey Ave
8 T1 162 3.0 176 3.0 0.232 5.7 LOS A 1.1 28.3 0.43 0.31 0.43 31.2 18 R2 61 3.0 66 3.0 0.232 5.7 LOS A 1.1 28.3 0.43 0.31 0.43 30.1 Approach 223 3.0 242 3.0 0.232 5.7 LOS A 1.1 28.3 0.43 0.31 0.43 30.9 East: Monterey Ave
1 L2 87 3.0 95 3.0 0.360 6.8 LOS A 2.0 51.5 0.43 0.29 0.43 27.2 16 R2 282 3.0 307 3.0 0.360 6.8 LOS A 2.0 51.5 0.43 0.29 0.43 32.0 Approach 369 3.0 401 3.0 0.360 6.8 LOS A 2.0 51.5 0.43 0.29 0.43 31.1 North: Bay Ave
7 L2 219 3.0 238 3.0 0.410 7.1 LOS A 2.6 66.0 0.34 0.18 0.34 31.9 4 T1 239 3.0 260 3.0 0.410 7.1 LOS A 2.6 66.0 0.34 0.18 0.34 27.2 Approach 458 3.0 498 3.0 0.410 7.1 LOS A 2.6 66.0 0.34 0.18 0.34 29.9 All Vehicles 1050 3.0 1141 3.0 0.410 6.7 LOS A 2.6 66.0 0.39 0.25 0.39 30.6 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Monday, January 6, 2025 2:22:02 PM Project: K:\SJC_TPTO\City of Capitola\097763143 - Bay Avenue Corridor Study\03 Analysis\Sidra\Bay Corridor_20250102.sip9 435
Item 9 A.

MOVEMENT SUMMARY
Site: 107 [Monterey/Park (Site Folder: 2045 Cumulative AM)] Alt 3 Roundabout
Site Category: Future Conditions 1
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Monterey Ave
3 L2 1 3.0 1 3.0 0.374 7.3 LOS A 2.1 52.6 0.49 0.36 0.49 29.8 8 T1 123 3.0 134 3.0 0.374 7.3 LOS A 2.1 52.6 0.49 0.36 0.49 12.0 18 R2 238 3.0 259 3.0 0.374 7.3 LOS A 2.1 52.6 0.49 0.36 0.49 29.0 Approach 362 3.0 393 3.0 0.374 7.3 LOS A 2.1 52.6 0.49 0.36 0.49 25.0 East: Park Ave
1 L2 418 3.0 454 3.0 0.488 8.4 LOS A 3.3 84.5 0.45 0.28 0.45 25.2 6 T1 3 3.0 3 3.0 0.488 8.4 LOS A 3.3 84.5 0.45 0.28 0.45 30.9 16 R2 100 3.0 109 3.0 0.488 8.4 LOS A 3.3 84.5 0.45 0.28 0.45 25.5 Approach 521 3.0 566 3.0 0.488 8.4 LOS A 3.3 84.5 0.45 0.28 0.45 25.3 North: Monterey Ave
7 L2 201 3.0 218 3.0 0.428 9.7 LOS A 2.5 63.3 0.66 0.67 0.76 26.8 4 T1 121 3.0 132 3.0 0.428 9.7 LOS A 2.5 63.3 0.66 0.67 0.76 13.7 14 R2 4 3.0 4 3.0 0.428 9.7 LOS A 2.5 63.3 0.66 0.67 0.76 26.2 Approach 326 3.0 354 3.0 0.428 9.7 LOS A 2.5 63.3 0.66 0.67 0.76 23.7 West: Parking Dwy
5 L2 1 3.0 1 3.0 0.021 6.5 LOS A 0.1 1.9 0.61 0.52 0.61 24.7 2 T1 9 3.0 10 3.0 0.021 6.5 LOS A 0.1 1.9 0.61 0.52 0.61 33.1 12 R2 1 3.0 1 3.0 0.021 6.5 LOS A 0.1 1.9 0.61 0.52 0.61 28.2 Approach 11 3.0 12 3.0 0.021 6.5 LOS A 0.1 1.9 0.61 0.52 0.61 32.2 All Vehicles 1220 3.0 1326 3.0 0.488 8.4 LOS A 3.3 84.5 0.52 0.41 0.55 24.9 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Monday, January 6, 2025 2:22:09 PM Project: K:\SJC_TPTO\City of Capitola\097763143 - Bay Avenue Corridor Study\03 Analysis\Sidra\Bay Corridor_20250102.sip9 436
Item 9 A.

MOVEMENT SUMMARY
Site: 104 [Bay/Hill (Site Folder: 2045 Cumulative PM)]
Alt 3 Roundabout
Site Category: Future Conditions 1
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Bay Ave
3 L2 46 3.0 50 3.0 0.893 29.6 LOS D 28.3 725.6 1.00 1.60 2.56 24.6 8 T1 717 3.0 779 3.0 0.893 29.6 LOS D 28.3 725.6 1.00 1.60 2.56 17.1 18 R2 34 3.0 37 3.0 0.893 29.6 LOS D 28.3 725.6 1.00 1.60 2.56 24.3 Approach 797 3.0 866 3.0 0.893 29.6 LOS D 28.3 725.6 1.00 1.60 2.56 18.0 East: Hill St
1 L2 22 3.0 24 3.0 0.532 17.6 LOS C 3.0 77.9 0.79 0.93 1.26 28.3 6 T1 33 3.0 36 3.0 0.532 17.6 LOS C 3.0 77.9 0.79 0.93 1.26 28.4 16 R2 192 3.0 209 3.0 0.532 17.6 LOS C 3.0 77.9 0.79 0.93 1.26 20.9 Approach 247 3.0 268 3.0 0.532 17.6 LOS C 3.0 77.9 0.79 0.93 1.26 22.9 North: Bay Ave
7 L2 146 3.0 159 3.0 0.755 15.4 LOS C 8.7 223.1 0.68 0.41 0.68 24.7 4 T1 634 3.0 689 3.0 0.755 15.4 LOS C 8.7 223.1 0.68 0.41 0.68 24.9 14 R2 49 3.0 53 3.0 0.755 15.4 LOS C 8.7 223.1 0.68 0.41 0.68 24.2 Approach 829 3.0 901 3.0 0.755 15.4 LOS C 8.7 223.1 0.68 0.41 0.68 24.8 West: Retail Dwy
5 L2 92 3.0 100 3.0 0.448 14.3 LOS B 2.3 59.8 0.75 0.85 1.07 20.9 2 T1 45 3.0 49 3.0 0.448 14.3 LOS B 2.3 59.8 0.75 0.85 1.07 29.2 12 R2 84 3.0 91 3.0 0.448 14.3 LOS B 2.3 59.8 0.75 0.85 1.07 28.6 Approach 221 3.0 240 3.0 0.448 14.3 LOS B 2.3 59.8 0.75 0.85 1.07 26.0 All Vehicles 2094 3.0 2276 3.0 0.893 21.0 LOS C 28.3 725.6 0.82 0.97 1.50 21.7 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Monday, January 6, 2025 2:14:47 PM Project: K:\SJC_TPTO\City of Capitola\097763143 - Bay Avenue Corridor Study\03 Analysis\Sidra\Bay Corridor_20250102.sip9 437
Item 9 A.

MOVEMENT SUMMARY
Site: 105 [Bay/Capitola (Site Folder: 2045 Cumulative PM)] Alt 3 Roundabout
Site Category: Future Conditions 1
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Bay Ave
3 L2 29 3.0 32 3.0 0.293 6.9 LOS A 1.4 36.1 0.53 0.45 0.53 32.7 8 T1 200 3.0 217 3.0 0.293 6.9 LOS A 1.4 36.1 0.53 0.45 0.53 32.9 18 R2 23 3.0 25 3.0 0.293 6.9 LOS A 1.4 36.1 0.53 0.45 0.53 32.2 Approach 252 3.0 274 3.0 0.293 6.9 LOS A 1.4 36.1 0.53 0.45 0.53 32.8 East: Capitola Ave
1 L2 17 3.0 18 3.0 0.203 6.5 LOS A 0.9 22.4 0.55 0.50 0.55 33.0 6 T1 65 3.0 71 3.0 0.203 6.5 LOS A 0.9 22.4 0.55 0.50 0.55 33.1 16 R2 73 3.0 79 3.0 0.203 6.5 LOS A 0.9 22.4 0.55 0.50 0.55 32.4 Approach 155 3.0 168 3.0 0.203 6.5 LOS A 0.9 22.4 0.55 0.50 0.55 32.7 North: Bay Ave
7 L2 61 3.0 66 3.0 0.524 9.0 LOS A 3.8 97.2 0.45 0.27 0.45 31.8 4 T1 337 3.0 366 3.0 0.524 9.0 LOS A 3.8 97.2 0.45 0.27 0.45 31.9 14 R2 171 3.0 186 3.0 0.524 9.0 LOS A 3.8 97.2 0.45 0.27 0.45 31.2 Approach 569 3.0 618 3.0 0.524 9.0 LOS A 3.8 97.2 0.45 0.27 0.45 31.7 West: Capitola Ave
5 L2 190 3.0 207 3.0 0.340 8.2 LOS A 1.6 41.6 0.61 0.57 0.61 31.0 2 T1 63 3.0 68 3.0 0.340 8.2 LOS A 1.6 41.6 0.61 0.57 0.61 31.1 12 R2 8 3.0 9 3.0 0.340 8.2 LOS A 1.6 41.6 0.61 0.57 0.61 30.5 Approach 261 3.0 284 3.0 0.340 8.2 LOS A 1.6 41.6 0.61 0.57 0.61 31.0 All Vehicles 1237 3.0 1345 3.0 0.524 8.1 LOS A 3.8 97.2 0.51 0.40 0.51 31.9 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Monday, January 6, 2025 2:16:42 PM Project: K:\SJC_TPTO\City of Capitola\097763143 - Bay Avenue Corridor Study\03 Analysis\Sidra\Bay Corridor_20250102.sip9 438
Item 9 A.

MOVEMENT SUMMARY
Site: 106 [Bay/Monterey (Site Folder: 2045 Cumulative PM)] Alt 3 Roundabout
Site Category: Future Conditions 1
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Monterey Ave
8 T1 305 3.0 332 3.0 0.448 9.1 LOS A 2.5 64.2 0.61 0.52 0.61 28.8 18 R2 85 3.0 92 3.0 0.448 9.1 LOS A 2.5 64.2 0.61 0.52 0.61 27.9 Approach 390 3.0 424 3.0 0.448 9.1 LOS A 2.5 64.2 0.61 0.52 0.61 28.6 East: Monterey Ave
1 L2 35 3.0 38 3.0 0.160 5.3 LOS A 0.7 17.8 0.47 0.37 0.47 28.1 16 R2 104 3.0 113 3.0 0.160 5.3 LOS A 0.7 17.8 0.47 0.37 0.47 32.6 Approach 139 3.0 151 3.0 0.160 5.3 LOS A 0.7 17.8 0.47 0.37 0.47 31.8 North: Bay Ave
7 L2 304 3.0 330 3.0 0.469 7.6 LOS A 3.4 86.4 0.23 0.09 0.23 31.6 4 T1 251 3.0 273 3.0 0.469 7.6 LOS A 3.4 86.4 0.23 0.09 0.23 26.8 Approach 555 3.0 603 3.0 0.469 7.6 LOS A 3.4 86.4 0.23 0.09 0.23 29.8 All Vehicles 1084 3.0 1178 3.0 0.469 7.8 LOS A 3.4 86.4 0.39 0.28 0.40 29.8 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Monday, January 6, 2025 2:22:17 PM Project: K:\SJC_TPTO\City of Capitola\097763143 - Bay Avenue Corridor Study\03 Analysis\Sidra\Bay Corridor_20250102.sip9 439
Item 9 A.

MOVEMENT SUMMARY
Site: 107 [Monterey/Park (Site Folder: 2045 Cumulative PM)] Alt 3 Roundabout
Site Category: Future Conditions 1
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Monterey Ave
3 L2 1 3.0 1 3.0 0.792 18.9 LOS C 18.9 483.9 0.88 1.07 1.60 23.4 8 T1 148 3.0 161 3.0 0.792 18.9 LOS C 18.9 483.9 0.88 1.07 1.60 8.2 18 R2 619 3.0 673 3.0 0.792 18.9 LOS C 18.9 483.9 0.88 1.07 1.60 22.9 Approach 768 3.0 835 3.0 0.792 18.9 LOS C 18.9 483.9 0.88 1.07 1.60 20.8 East: Park Ave
1 L2 203 3.0 221 3.0 0.428 7.7 LOS A 2.6 66.9 0.45 0.31 0.45 26.2 6 T1 3 3.0 3 3.0 0.428 7.7 LOS A 2.6 66.9 0.45 0.31 0.45 31.8 16 R2 237 3.0 258 3.0 0.428 7.7 LOS A 2.6 66.9 0.45 0.31 0.45 26.6 Approach 443 3.0 482 3.0 0.428 7.7 LOS A 2.6 66.9 0.45 0.31 0.45 26.5 North: Monterey Ave
7 L2 202 3.0 220 3.0 0.294 6.3 LOS A 1.5 38.2 0.45 0.32 0.45 28.6 4 T1 83 3.0 90 3.0 0.294 6.3 LOS A 1.5 38.2 0.45 0.32 0.45 15.7 14 R2 1 3.0 1 3.0 0.294 6.3 LOS A 1.5 38.2 0.45 0.32 0.45 27.9 Approach 286 3.0 311 3.0 0.294 6.3 LOS A 1.5 38.2 0.45 0.32 0.45 26.4 West: Parking Dwy
5 L2 5 3.0 5 3.0 0.016 4.8 LOS A 0.1 1.5 0.52 0.38 0.52 24.8 2 T1 3 3.0 3 3.0 0.016 4.8 LOS A 0.1 1.5 0.52 0.38 0.52 33.2 12 R2 3 3.0 3 3.0 0.016 4.8 LOS A 0.1 1.5 0.52 0.38 0.52 28.3 Approach 11 3.0 12 3.0 0.016 4.8 LOS A 0.1 1.5 0.52 0.38 0.52 28.4 All Vehicles 1508 3.0 1639 3.0 0.792 13.1 LOS B 18.9 483.9 0.67 0.70 1.04 23.4 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Monday, January 6, 2025 2:22:23 PM Project: K:\SJC_TPTO\City of Capitola\097763143 - Bay Avenue Corridor Study\03 Analysis\Sidra\Bay Corridor_20250102.sip9 440
Item 9 A.

Bay Avenue Corridor Improvement Project
Existing 2024 VISSIM Results: Bay Ave Peak Hour Intersection Results Count Count Count Count
NBL 369 377 2% 17.0 B 33 220 369 379 3% 17.9 B 35 218 290 291 0% 18.6 B 28 184 290 290 0% 18.7 B 29 200 NBT 516 518 0% 0.9 A 33 219 516 518 0% 1.0 A 35 218 401 407 1% 0.9 A 28 184 401 408 2% 1.0 A 29 200 SBT 431 435 1% 13.0 B 41 258 431 435 1% 13.0 B 41 264 642 646 1% 14.3 B 40 255 642 646 1% 14.2 B 40 252 SBR 478 478 0% 13.3 B 43 262 478 478 0% 13.2 B 43 268 316 315 0% 10.3 B 39 259 316 315 0% 10.1 B 39 256 WBL 59 59 0% 27.8 C 8 72 59 59 0% 27.9 C 8 72 107 108 1% 28.4 C 15 110 107 108 1% 28.1 C 15 108 WBT 12 13 8% 28.1 C 4 82 12 13 8% 28.1 C 4 84 1 1 0% 26.1 C 4 103 1 1 0% 26.5 C 4 97 WBR 107 108 1% 8.0 A 5 82 107 108 1% 7.9 A 5 84 195 197 1% 7.3 A 5 103 195 197 1% 7.3 A 5 97 Overall 1972 1988 1% 10.9 B 1972 1990 1% 11.1 B 1952 1965 1% 11.6 B 1952 1965 1% 11.5 B NBT 572 585 2% 17.4 B 45 252 572 586 2% 18.1 B 47 259 457 458 0% 18.0 B 36 201 457 457 0% 17.9 B 35 204 NBR 111 112 1% 7.4 A 46 255 111 113 2% 8.0 A 48 262 91 89 ‐2% 8.1 A 38 203 91 89 ‐2% 8.1 A 37 207 SBL 176 178 1% 34.6 C 36 170 176 177 1% 34.4 C 36 156 276 274 ‐1% 35.2 D 60 251 276 274 ‐1% 34.9 C 58 259 SBT 314 317 1% 8.9 A 36 171 314 316 1% 8.8 A 36 157 473 480 1% 13.6 B 60 250 473 480 1% 9.7 A 59 259 EBL 313 312 0% 26.4 C 29 139 313 311 ‐1% 26.7 C 29 135 234 239 2% 40.6 D 140 704 234 240 3% 29.7 C 66 385 EBT 0 0 ‐ 0.0 A 29 139 0 0 ‐ 0.0 A 29 135 208 206 ‐1% 55.6 E 140 704 208 208 0% 40.7 D 66 385 EBR 296 300 1% 10.4 B 29 139 296 299 1% 10.4 B 29 135 347 341 ‐2% 30.0 C 140 704 347 345 ‐1% 17.7 B 66 385 Overall 1782 1804 1% 17.4 B 1782 1802 1% 17.7 B 2086 2087 0% 27.1 C 2086 2093 0% 21.4 C NBL 1 1 0% 6.5 A 0 26 1 1 0% 3.5 A 0 23 4 3 ‐25% 16.5 C 1 57 4 4 0% 13.4 B 0 60 NBT 616 625 1% 0.1 A 0 14 616 625 1% 0.2 A 0 7 462 457 ‐1% 0.1 A 0 5 462 457 ‐1% 0.2 A 0 0 NBR 9 8 ‐11% 0.8 A 0 10 9 8 ‐11% 1.0 A 0 10 9 8 ‐11% 0.8 A 0 6 9 8 ‐11% 0.9 A 0 3 SBL 39 39 0% 5.7 A 1 36 39 39 0% 5.9 A 1 40 50 49 ‐2% 69.6 F 23 234 50 50 0% 4.4 A 1 40 SBT 462 469 2% 2.8 A 5 164 462 469 2% 0.9 A 0 35 658 654 ‐1% 79.6 F 289 547 658 665 1% 1.8 A 2 124 SBR 109 109 0% 1.2 A 4 162 109 109 0% 1.2 A 0 71 112 108 ‐4% 58.2 F 288 545 112 110 ‐2% 1.4 A 2 121 EBL 53 55 4% 11.1 B 0 41 53 55 4% 12.6 B 0 42 49 51 4% 11.3 B 1 43 49 51 4% 17.2 C 1 45 EBT 0 0 ‐ 0.0 A 0 41 0 0 ‐ 0.0 A 0 42 2 2 0% 13.8 B 1 43 2 2 0% 19.7 C 1 45 EBR 21 23 10% 9.3 A 0 27 21 23 10% 8.4 A 0 27 38 37 ‐3% 9.9 A 0 35 38 37 ‐3% 12.1 B 0 43 WBL 0 0 ‐ 0.0 A 0 33 0 0 ‐ 0.0 A 0 34 4 3 ‐25% 41.2 E 2 48 4 4 0% 17.2 C 1 44 WBT 1 1 0% 15.5 C 0 33 1 1 0% 23.9 C 0 34 1 1 0% 17.8 C 2 48 1 1 0% 20.9 C 1 44 WBR 14 17 21% 8.0 A 0 33 14 17 21% 8.0 A 0 34 37 37 0% 8.1 A 2 48 37 37 0% 7.8 A 1 43 Overall 1325 1347 2% 15.5 C 1325 1347 2% 23.9 C 1426 1410 ‐1% 79.6 F 1426 1426 0% 20.9 C NBL 57 59 4% 9.4 A 1 45 57 59 4% 2.1 A 4 148 46 50 9% 7.2 A 1 44 46 49 7% 3.2 A 6 150 NBT 441 446 1% 18.5 C 51 252 441 446 1% 2.2 A 4 148 307 302 ‐2% 10.5 B 13 129 307 302 ‐2% 3.5 A 6 150 NBR 10 10 0% 19.0 C 47 252 10 10 0% 1.8 A 4 148 21 20 ‐5% 9.3 A 9 129 21 21 0% 3.1 A 6 150 SBL 75 77 3% 8.9 A 2 83 75 77 3% 1.9 A 3 189 146 148 1% 17.1 C 7 210 146 150 3% 2.7 A 8 203 SBT 377 383 2% 15.9 C 36 216 377 383 2% 2.2 A 3 189 505 498 ‐1% 29.6 D 121 228 505 505 0% 2.8 A 8 203 SBR 31 31 0% 14.8 B 34 216 31 31 0% 1.8 A 3 189 49 48 ‐2% 27.7 D 120 228 49 49 0% 2.4 A 8 203 EBL 43 43 0% 10.2 B 2 61 43 43 0% 5.6 A 1 58 92 92 0% 12.1 B 7 102 92 92 0% 10.3 B 9 143 EBT 19 20 5% 12.2 B 1 62 19 20 5% 5.0 A 1 58 45 44 ‐2% 14.4 B 6 102 45 44 ‐2% 10.1 B 9 143 EBR 39 40 3% 9.5 A 1 62 39 40 3% 7.0 A 1 58 84 86 2% 11.4 B 7 102 84 86 2% 12.4 B 9 143 WBL 9 9 0% 13.2 B 3 95 9 9 0% 9.4 A 6 130 18 17 ‐6% 10.9 B 2 66 18 18 0% 6.6 A 2 83 WBT 28 27 ‐4% 12.9 B 3 95 28 27 ‐4% 8.4 A 6 130 33 34 3% 12.1 B 2 66 33 34 3% 5.3 A 2 83 WBR 142 145 2% 11.0 B 5 95 142 145 2% 8.4 A 6 130 76 75 ‐1% 10.4 B 2 66 76 75 ‐1% 6.0 A 2 83 Overall 1271 1290 1% 15.0 B 1271 1290 1% 9.4 A 1422 1414 ‐1% 18.7 C 1422 1425 0% 12.4 B NBL 27 27 0% 8.8 A 1 38 27 27 0% 2.7 A 1 62 29 30 3% 8.7 A 1 39 29 30 3% 2.3 A 0 36 NBT 312 311 0% 14.7 B 25 174 312 311 0% 2.9 A 1 62 200 196 ‐2% 9.5 A 6 84 200 196 ‐2% 2.1 A 0 36 NBR 55 56 2% 12.2 B 22 173 55 56 2% 2.6 A 1 62 23 24 4% 7.5 A 4 84 23 24 4% 2.4 A 0 36 SBL 74 78 5% 9.3 A 5 95 74 78 5% 2.6 A 3 167 56 56 0% 11.1 B 14 166 56 56 0% 2.3 A 4 168 SBT 183 179 ‐2% 9.3 A 6 95 183 180 ‐2% 2.7 A 3 167 337 333 ‐1% 11.8 B 18 166 337 337 0% 2.4 A 4 168 SBR 128 134 5% 6.3 A 2 68 128 134 5% 2.3 A 3 167 124 126 2% 6.6 A 2 53 124 129 4% 2.5 A 4 168 EBL 70 69 ‐1% 11.7 B 3 65 70 69 ‐1% 3.9 A 1 71 72 72 0% 12.2 B 4 80 72 72 0% 4.2 A 2 92 EBT 67 69 3% 11.7 B 3 65 67 69 3% 3.7 A 1 71 84 88 5% 12.2 B 4 80 84 88 5% 4.4 A 2 92 EBR 6 6 0% 8.0 A 0 28 6 6 0% 2.7 A 0 28 8 8 0% 8.2 A 0 22 8 8 0% 2.4 A 0 19 WBL 83 83 0% 13.0 B 7 105 83 82 ‐1% 4.2 A 2 94 61 60 ‐2% 11.9 B 4 89 61 60 ‐2% 2.9 A 1 68 WBT 94 96 2% 13.9 B 7 105 94 96 2% 4.1 A 2 94 72 77 7% 12.6 B 4 89 72 77 7% 2.7 A 1 68 WBR 42 45 7% 10.9 B 4 97 42 45 7% 3.2 A 0 70 31 31 0% 9.4 A 2 81 31 31 0% 2.5 A 0 52 Overall 1141 1153 1% 11.5 B 1141 1153 1% 4.2 A 1097 1101 0% 10.6 B 1097 1108 1% 4.4 A NBT 162 160 ‐1% 8.8 A 4 61 162 160 ‐1% 9.0 A 4 67 124 123 ‐1% 8.2 A 2 58 124 123 ‐1% 8.2 A 2 54 NBR 61 63 3% 2.2 A 3 61 61 64 5% 2.4 A 3 67 85 85 0% 1.6 A 2 58 85 85 0% 1.6 A 2 54 SBL 219 222 1% 11.6 B 16 151 219 223 2% 13.4 B 21 194 304 303 0% 24.2 C 68 270 304 305 0% 34.4 D 104 385 SBT 84 82 ‐2% 11.9 B 15 151 84 82 ‐2% 13.9 B 20 194 141 141 0% 25.0 C 67 270 141 141 0% 35.0 E 104 385 WBL 87 85 ‐2% 21.3 C 36 236 87 85 ‐2% 20.6 C 35 220 35 36 3% 11.5 B 3 71 35 36 3% 11.4 B 3 73 WBR 282 287 2% 18.1 C 37 236 282 286 1% 17.7 C 36 220 104 102 ‐2% 9.0 A 4 71 104 102 ‐2% 9.0 A 4 73 Overall 895 899 0% 13.5 B 895 900 1% 13.9 B 793 790 0% 16.8 C 793 792 0% 22.6 C NBL 1 1 0% 9.0 A 1 62 1 1 0% 8.0 A 1 68 1 1 0% 25.5 D 9 252 1 1 0% 23.9 C 16 280 NBT 123 127 3% 10.2 B 3 61 123 127 3% 10.1 B 3 68 165 167 1% 32.6 D 11 252 165 167 1% 33.1 D 18 279 NBR 225 221 ‐2% 8.5 A 7 154 225 221 ‐2% 8.6 A 7 156 498 503 1% 40.7 E 183 609 498 504 1% 41.8 E 186 626 SBL 41 41 0% 8.6 A 3 74 41 41 0% 8.4 A 3 78 92 93 1% 9.2 A 4 84 92 93 1% 9.4 A 5 98 SBT 126 123 ‐2% 8.7 A 4 71 126 123 ‐2% 8.5 A 4 81 83 83 0% 8.9 A 3 84 83 84 1% 9.3 A 4 97 SBR 4 3 ‐25% 5.2 A 0 18 4 3 ‐25% 5.3 A 0 18 1 1 0% 5.3 A 0 13 1 1 0% 7.0 A 0 15 EBL 0 0 ‐ 0.0 A 0 10 0 0 ‐ 0.0 A 0 10 5 5 0% 9.4 A 0 26 5 5 0% 9.4 A 0 28 EBT 9 11 22% 12.4 B 0 26 9 11 22% 12.2 B 0 26 3 4 33% 12.3 B 0 28 3 4 33% 12.6 B 0 30 EBR 1 1 0% 8.7 A 0 8 1 1 0% 8.3 A 0 8 3 3 0% 8.1 A 0 12 3 3 0% 8.2 A 0 15 WBL 418 426 2% 60.6 F 222 518 418 426 2% 56.7 F 207 472 203 210 3% 10.2 B 9 114 203 210 3% 10.0 B 9 109 WBT 3 4 33% 61.5 F 222 518 3 4 33% 59.8 F 206 472 3 2 ‐33% 12.4 B 7 114 3 2 ‐33% 13.1 B 7 109 WBR 100 97 ‐3% 58.5 F 222 518 100 97 ‐3% 54.3 F 206 472 39 35 ‐10% 8.4 A 7 114 39 36 ‐8% 8.3 A 7 109 Overall 1051 1055 0% 34.6 D 1051 1055 0% 32.6 D 1096 1107 1% 27.2 D 1096 1110 1% 27.8 D Avg.

Delay
(sec)
LOS
Avg.

Queue
(ft)
Max.

Queue
(ft) Served Served
Avg.

Delay
(sec)
LOS
Avg.

Queue
(ft)
Max.

Queue
(ft)
Volume (vph) Volume (vph) Avg.

Delay
(sec)
LOS
Avg.

Queue
(ft)
Volume (vph) No.

Bay Ave & Hwy 1 NB
Ramps
Intersection Movement
1 Alternative 1 PM
AWSC
Alternative 2 PM
RAB
Bay Ave & Hill St
Bay Ave & Crossroads
Loop
Alternative 2 AM
RAB
Max.

Queue
(ft) Served Served
Alternative 1 AM
AWSC
Volume (vph) Avg.

Delay
(sec)
LOS
Avg.

Queue
(ft)
Max.

Queue
(ft)
6 Bay Ave & Monterey
Ave
345 Bay Ave & Capitola
Ave
2 Bay Ave & Hwy 1 SB
Ramps
7 Monterey Ave & Park
Ave
441
Item 9 A.

Bay Avenue Corridor Improvement Project
Existing 2024 VISSIM Results: Bay Ave AM Peak Hour Travel Time Summary Free Flow Simulation
Speed Car
Average Travel Time (mins) 0.62 1.5 2.27
Average Travel Speed (mph) 25 16
Average Travel Time (mins) 0.62 1.5 1.91
Average Travel Speed (mph) 25 20
Average Travel Time (mins) 0.62 1.5 2.11
Average Travel Speed (mph) 25 18
Average Travel Time (mins) 0.63 1.5 1.89
Average Travel Speed (mph) 25 20
Existing 2024 VISSIM Results: Bay Ave PM Peak Hour Travel Time Summary Free Flow Simulation
Speed Car
Average Travel Time (mins) 0.62 1.5 2.01
Average Travel Speed (mph) 25 18
Average Travel Time (mins) 0.62 1.5 1.89
Average Travel Speed (mph) 25 20
Average Travel Time (mins) 0.62 1.5 3.87
Average Travel Speed (mph) 25 10
Average Travel Time (mins) 0.63 1.5 2.25
Average Travel Speed (mph) 25 17
Alternative 2Roundabout
Distance
(mi) Scenario Segment
Alternative 1AWSCAlternative 2RoundaboutAlternative 1AWSC Distance
(mi)
NB ‐ N. of Park Ave to S. of Highway 1 SB Ramps
SB ‐ S. of Highway 1 SB Ramps to N. of Park Ave
Alternative 2Roundabout
Alternative
Alternative 1AWSCAlternative 1AWSC
NB ‐ N. of Park Ave to S. of Highway 1 SB Ramps
SB ‐ S. of Highway 1 SB Ramps to N. of Park Ave
Segment
Alternative 2Roundabout
442
Item 9 A.

Bay Avenue Corridor Improvement Project
Existing 2024 VISSIM Results: Bay Ave Peak Hour Queueing Summary NBL 200 33 220 200 35 218 200 182 261 200 28 184 200 29 200 200 129 258 NBT 200 33 219 200 35 218 200 23 68 200 28 184 200 29 200 200 25 70 SBT 130 41 258 130 41 264 130 141 484 130 40 255 130 40 252 130 151 480 SBR 130 43 262 130 43 268 130 252 496 130 39 259 130 39 256 130 262 496 WBL 220 8 72 220 8 72 220 31 70 220 15 110 220 15 108 220 59 152 WBT 730 4 82 730 4 84 730 40 173 730 4 103 730 4 97 730 40 86 WBR 730 5 82 730 5 84 730 40 173 730 5 103 730 5 97 730 40 86 NBT 450 45 252 450 47 259 450 105 228 450 36 201 450 35 204 450 76 156 NBR 450 46 255 450 48 262 450 136 244 450 38 203 450 37 207 450 104 181 SBL 200 36 170 200 36 156 200 74 116 200 60 251 200 58 259 200 111 218 SBT 200 36 171 200 36 157 200 65 152 200 60 250 200 59 259 200 103 161 EBL 200 29 139 200 29 135 200 130 175 200 140 704 200 66 385 200 138 175 EBT 360 29 139 360 29 135 360 249 358 360 140 704 360 66 385 360 346 387 EBR 360 29 139 360 29 135 360 249 358 360 140 704 360 66 385 360 346 387 NBL 60 0 26 60 0 23 60 0 16 60 1 57 60 0 60 60 3 29
NBT 145 0 14 145 0 7 145 0 16 145 0 5 145 0 0 145 1 16
NBR 145 0 10 145 0 10 145 0 16 145 0 6 145 0 3 145 1 16 SBL 60 1 36 60 1 40 60 13 45 60 23 234 60 1 40 60 15 74 SBT 450 5 164 450 0 35 450 6 45 450 289 547 450 2 124 450 24 172 SBR 450 4 162 450 0 71 450 6 45 450 288 545 450 2 121 450 24 172 EBL 80 0 41 80 0 42 80 30 73 80 1 43 80 1 45 80 29 72
EBT 80 0 41 80 0 42 80 30 73 80 1 43 80 1 45 80 29 72
EBR 80 0 27 80 0 27 80 13 26 80 0 35 80 0 43 80 20 48
WBL 100 0 33 100 0 34 100 15 29 100 2 48 100 1 44 100 21 50 WBT 100 0 33 100 0 34 100 15 29 100 2 48 100 1 44 100 21 50 WBR 100 0 33 100 0 34 100 15 29 100 2 48 100 1 43 100 21 50 NBL 100 1 45 340 4 148 100 48 85 100 1 44 340 6 150 340 37 85 NBT 340 51 252 340 4 148 340 106 226 340 13 129 340 6 150 340 89 208 NBR 340 47 252 340 4 148 340 106 226 340 9 129 340 6 150 340 89 208 SBL 100 2 83 160 3 189 100 47 80 100 7 210 160 8 203 160 64 80 SBT 160 36 216 160 3 189 160 99 162 160 121 228 160 8 203 160 125 165 SBR 160 34 216 160 3 189 160 99 162 160 120 228 160 8 203 160 125 165 EBL 100 2 61 100 1 58 100 51 111 100 7 102 100 9 143 100 63 164 EBT 100 1 62 100 1 58 100 51 111 100 6 102 100 9 143 100 63 164 EBR 100 1 62 100 1 58 100 51 111 100 7 102 100 9 143 100 63 164 WBL 340 3 95 340 6 130 340 51 115 340 2 66 340 2 83 340 37 71 WBT 340 3 95 340 6 130 340 51 115 340 2 66 340 2 83 340 37 71 WBR 340 5 95 340 6 130 340 51 115 340 2 66 340 2 83 340 37 71 NBL 90 1 38 260 1 62 90 9 54 90 1 39 260 0 36 260 10 44 NBT 220 25 174 260 1 62 220 51 150 220 6 84 260 0 36 260 18 68 NBR 220 22 173 220 1 62 220 51 150 220 4 84 220 0 36 220 18 68 SBL 230 5 95 170 3 167 230 59 220 230 14 166 170 4 168 170 73 173 SBT 230 6 95 170 3 167 230 59 220 230 18 166 170 4 168 170 73 173 SBR 130 2 68 170 3 167 130 21 95 130 2 53 170 4 168 170 17 95 EBL 200 3 65 230 1 71 200 33 63 200 4 80 230 2 92 230 45 89 EBT 200 3 65 230 1 71 200 33 63 200 4 80 230 2 92 230 45 89 EBR 60 0 28 150 0 28 60 3 28 60 0 22 150 0 19 150 5 28
WBL 180 7 105 180 2 94 180 64 227 180 4 89 180 1 68 180 39 89 WBT 180 7 105 180 2 94 180 64 227 180 4 89 180 1 68 180 39 89 WBR 180 4 97 180 0 70 180 64 227 180 2 81 180 0 52 180 39 89 NBT 215 4 61 215 4 67 215 46 120 215 2 58 215 2 54 215 28 56 NBR 215 3 61 215 3 67 215 46 120 215 2 58 215 2 54 215 28 56 SBL 240 16 151 240 21 194 240 76 194 240 68 270 240 104 385 240 69 140 SBT 240 15 151 240 20 194 240 76 194 240 67 270 240 104 385 240 69 140 WBL 400 36 236 400 35 220 400 78 167 400 3 71 400 3 73 400 43 72 WBR 400 37 236 400 36 220 400 78 167 400 4 71 400 4 73 400 43 72 NBL 90 1 62 90 1 68 90 69 188 90 9 252 90 16 280 90 93 194 NBT 90 3 61 90 3 68 90 69 188 90 11 252 90 18 279 90 93 194 NBR 180 7 154 180 7 156 180 69 188 180 183 609 180 186 626 180 93 194 SBL 215 3 74 215 3 78 215 59 111 215 4 84 215 5 98 215 84 238 SBT 215 4 71 215 4 81 215 59 111 215 3 84 215 4 97 215 84 238 SBR 50 0 18 50 0 18 50 59 111 50 0 13 50 0 15 50 84 238 EBL 250 0 10 250 0 10 250 9 28 250 0 26 250 0 28 250 9 28 EBT 250 0 26 250 0 26 250 9 28 250 0 28 250 0 30 250 9 28 EBR 250 0 8 250 0 8 250 9 28 250 0 12 250 0 15 250 9 28 WBL 85 222 518 85 207 472 85 134 268 85 9 114 85 9 109 85 79 182 WBT 85 222 518 85 206 472 85 134 268 85 7 114 85 7 109 85 79 182 WBR 85 222 518 85 206 472 85 134 268 85 7 114 85 7 109 85 79 182 * Red = Queue exceeds capacity
Alternative 3
Signal (Synchro)
Alternative 3
Signal (Synchro)
Capacity
(ft)
Avg Queue
(ft)
Max Queue
(ft)
Capacity
(ft)
Avg Queue
(ft)
Max Queue
(ft)
AM Peak Hour PM Peak Hour
No. Intersection Movement
Alternative 1

AWSC (VISSIM)
Alternative 2
Roundabout (VISSIM)
Capacity
(ft)
Avg Queue
(ft)
Max Queue
(ft)
Capacity
(ft)
Avg Queue
(ft)
Max Queue
(ft)
Alternative 1

AWSC (VISSIM)
Alternative 2
Roundabout (VISSIM)
Capacity
(ft)
1 Bay Ave & Hwy 1
NB Ramps
2 Bay Ave & Hwy 1
SB Ramps
6 Bay Ave &
Monterey Ave
3 Bay Ave & Crossroads Loop
7 Monterey Ave & Park Ave
4 Bay Ave & Hill St
5 Bay Ave & Capitola
Ave
Avg Queue
(ft)
Max Queue
(ft)
Capacity
(ft)
Avg Queue
(ft)
Max Queue
(ft)
443
Item 9 A.

Bay Avenue Corridor Improvement Project
Cumulative 2040 VISSIM Results: Bay Ave Peak Hour Intersection Results Count Count Count Count
NBL 321 315 ‐2% 19.9 B 33 208 321 315 ‐2% 17.7 B 29 210 683 567 ‐17% 21.5 C 60 270 683 563 ‐18% 20.3 C 55 283 NBT 392 307 ‐22% 1.3 A 33 207 392 398 2% 1.1 A 29 209 726 598 ‐18% 2.4 A 60 281 726 636 ‐12% 3.9 A 55 283 SBT 436 436 0% 17.7 B 70 328 436 435 0% 17.1 B 69 325 644 648 1% 50.0 D 151 401 644 644 0% 49.4 D 146 419 SBR 536 538 0% 19.4 B 73 333 536 538 0% 19.1 B 72 329 149 144 ‐3% 22.4 C 152 406 149 147 ‐1% 23.1 C 148 424 WBL 161 165 2% 29.1 C 24 168 161 165 2% 27.7 C 22 159 77 81 5% 32.8 C 13 117 77 82 6% 33.8 C 13 112 WBT 12 11 ‐8% 30.5 C 21 240 12 11 ‐8% 30.6 C 23 247 1 1 0% 31.2 C 30 238 1 1 0% 34.5 C 26 209 WBR 379 376 ‐1% 12.1 B 22 240 379 376 ‐1% 12.6 B 24 247 406 396 ‐2% 14.1 B 31 238 406 394 ‐3% 14.2 B 27 210 Overall 2237 2148 ‐4% 16.1 B 2237 2238 0% 14.9 B 2686 2435 ‐9% 23.6 C 2686 2467 ‐8% 23.3 C NBT 465 460 ‐1% 18.5 B 37 219 465 460 ‐1% 16.7 B 34 215 992 770 ‐22% 47.6 D 171 480 992 769 ‐22% 92.9 F 302 518 NBR 61 59 ‐3% 6.5 A 39 221 61 59 ‐3% 6.1 A 35 217 104 85 ‐18% 31.2 C 173 482 104 82 ‐21% 61.5 E 304 520 SBL 251 251 0% 33.8 C 55 235 251 251 0% 33.9 C 49 224 370 369 0% 49.9 D 109 261 370 375 1% 50.9 D 119 285 SBT 346 349 1% 21.8 C 56 236 346 349 1% 6.0 A 50 224 351 359 2% 18.9 B 109 261 351 349 ‐1% 14.8 B 119 285 EBL 248 163 ‐34% 515.0 F 3156 3423 248 254 2% 26.3 C 30 153 417 394 ‐6% 139.8 F 1582 2743 417 430 3% 64.6 E 509 1664 EBT 0 0 ‐ 0.0 A 3156 3423 0 0 ‐ 0.0 A 30 153 208 188 ‐10% 160.6 F 1582 2743 208 206 ‐1% 73.3 E 509 1664 EBR 586 389 ‐34% 578.9 F 3156 3423 586 582 ‐1% 11.5 B 30 153 640 468 ‐27% 134.5 F 1582 2743 640 503 ‐21% 52.3 D 509 1664 Overall 1957 1671 ‐15% 200.0 F 1957 1955 0% 16.4 B 3082 2633 ‐15% 80.8 F 3082 2714 ‐12% 62.6 E NBL 1 1 0% 11.3 B 0 22 1 1 0% 3.0 A 0 18 4 5 25% 8.7 A 0 58 4 5 25% 13.8 B 1 120 NBT 394 392 ‐1% 0.1 A 0 0 394 391 ‐1% 0.2 A 0 0 988 751 ‐24% 1.9 A 3 113 988 749 ‐24% 5.8 A 15 239 NBR 9 9 0% 0.8 A 0 4 9 9 0% 1.0 A 0 5 9 8 ‐11% 1.8 A 3 124 9 8 ‐11% 4.0 A 13 226 SBL 69 55 ‐20% 144.5 F 174 299 69 68 ‐1% 3.5 A 1 51 92 73 ‐21% 95.8 F 87 498 92 78 ‐15% 7.7 A 2 79 SBT 754 599 ‐21% 159.5 F 517 578 754 755 0% 1.3 A 1 101 787 645 ‐18% 96.4 F 354 572 787 666 ‐15% 2.1 A 4 168 SBR 109 85 ‐22% 143.9 F 515 576 109 106 ‐3% 1.0 A 1 134 112 102 ‐9% 68.4 F 352 570 112 109 ‐3% 1.5 A 3 165 EBL 53 52 ‐2% 12.0 B 0 41 53 52 ‐2% 14.4 B 0 41 49 47 ‐4% 13.8 B 0 40 49 47 ‐4% 21.3 C 1 57 EBT 0 0 ‐ 0.0 A 0 41 0 0 ‐ 0.0 A 0 41 2 1 ‐50% 13.8 B 0 40 2 1 ‐50% 26.6 D 1 57 EBR 21 20 ‐5% 44.0 E 0 33 21 20 ‐5% 11.5 B 0 26 38 36 ‐5% 8.0 A 0 41 38 36 ‐5% 13.1 B 1 52 WBL 0 0 ‐ 0.0 A 2 53 0 0 ‐ 0.0 A 2 51 4 3 ‐25% 157.5 F 13 127 4 3 ‐25% 21.7 C 5 63 WBT 1 1 0% 15.9 C 2 53 1 1 0% 16.7 C 2 51 1 1 0% 74.6 F 13 127 1 1 0% 21.0 C 5 63 WBR 79 78 ‐1% 7.8 A 2 53 79 78 ‐1% 7.9 A 2 51 59 56 ‐5% 38.4 E 13 127 59 55 ‐7% 19.5 C 5 62 Overall 1490 1292 ‐13% 159.5 F 1490 1481 ‐1% 16.7 C 2145 1728 ‐19% 157.5 F 2145 1758 ‐18% 26.6 D NBL 57 57 0% 6.9 A 1 48 57 58 2% 1.7 A 2 94 46 43 ‐7% 24.8 C 1 46 46 45 ‐2% 5.6 A 17 268 NBT 293 291 ‐1% 8.9 A 9 92 293 291 ‐1% 1.7 A 2 94 717 484 ‐32% 39.6 E 166 529 717 482 ‐33% 6.0 A 17 268 NBR 4 4 0% 7.6 A 4 92 4 4 0% 1.4 A 2 94 34 29 ‐15% 39.4 E 165 529 34 29 ‐15% 5.2 A 17 268 SBL 75 61 ‐19% 18.3 C 2 149 75 77 3% 2.8 A 9 240 146 142 ‐3% 15.8 C 5 163 146 147 1% 3.1 A 9 220 SBT 669 532 ‐20% 33.1 D 144 227 669 666 0% 3.1 A 9 240 634 493 ‐22% 27.8 D 102 222 634 510 ‐20% 2.9 A 9 220 SBR 31 26 ‐16% 32.0 D 144 227 31 31 0% 2.7 A 9 240 49 48 ‐2% 26.3 D 102 223 49 49 0% 2.5 A 9 220 EBL 43 43 0% 10.4 B 2 62 43 43 0% 14.5 B 6 90 92 90 ‐2% 12.2 B 6 100 92 89 ‐3% 11.0 B 9 133 EBT 19 20 5% 12.3 B 1 62 19 20 5% 14.3 B 6 90 45 43 ‐4% 14.4 B 6 101 45 46 2% 10.0 B 9 133 EBR 39 40 3% 10.0 A 2 63 39 40 3% 17.4 C 6 91 84 82 ‐2% 11.3 B 6 101 84 81 ‐4% 12.9 B 9 134 WBL 13 14 8% 11.8 B 1 63 13 14 8% 5.4 A 1 75 22 22 0% 13.9 B 8 121 22 22 0% 8.7 A 9 135 WBT 28 27 ‐4% 11.6 B 1 63 28 27 ‐4% 4.6 A 1 75 33 34 3% 15.0 C 8 120 33 34 3% 7.2 A 9 135 WBR 68 68 0% 10.0 A 2 63 68 68 0% 4.9 A 1 75 192 191 ‐1% 13.1 B 10 120 192 191 ‐1% 7.3 A 9 135 Overall 1339 1183 ‐12% 21.0 C 1339 1339 0% 17.4 C 2094 1701 ‐19% 26.2 D 2094 1725 ‐18% 12.9 B NBL 27 27 0% 8.6 A 1 36 27 27 0% 2.6 A 0 58 29 28 ‐3% 9.5 A 1 38 29 29 0% 4.0 A 0 32 NBT 312 310 ‐1% 14.5 B 24 172 312 311 0% 2.7 A 0 58 200 184 ‐8% 9.7 A 6 86 200 185 ‐8% 2.9 A 0 32 NBR 55 56 2% 11.9 B 21 171 55 56 2% 2.8 A 0 58 23 22 ‐4% 7.1 A 3 85 23 21 ‐9% 3.3 A 0 32 SBL 74 63 ‐15% 8.2 A 3 72 74 76 3% 2.5 A 3 129 61 53 ‐13% 16.6 C 57 305 61 56 ‐8% 5.2 A 16 335 SBT 183 144 ‐21% 8.4 A 4 71 183 178 ‐3% 2.6 A 3 129 337 319 ‐5% 16.9 C 59 305 337 324 ‐4% 9.7 A 16 335 SBR 128 108 ‐16% 6.2 A 2 52 128 131 2% 2.3 A 3 129 171 134 ‐22% 9.0 A 3 76 171 143 ‐16% 5.1 A 16 335 EBL 78 76 ‐3% 11.8 B 3 78 78 76 ‐3% 4.0 A 1 73 190 186 ‐2% 15.2 C 13 131 190 184 ‐3% 7.0 A 8 156 EBT 67 68 1% 11.6 B 3 78 67 68 1% 3.7 A 1 73 63 63 0% 15.8 C 11 131 63 64 2% 7.4 A 8 156 EBR 6 6 0% 7.8 A 0 28 6 6 0% 2.3 A 0 13 8 8 0% 9.3 A 0 26 8 8 0% 11.8 B 1 44 WBL 83 83 0% 12.8 B 7 109 83 82 ‐1% 4.4 A 2 93 17 16 ‐6% 12.8 B 2 87 17 18 6% 11.4 B 1 51 WBT 94 96 2% 13.7 B 7 109 94 96 2% 4.3 A 2 93 65 67 3% 13.4 B 3 87 65 64 ‐2% 4.7 A 1 51 WBR 42 45 7% 10.8 B 4 102 42 45 7% 3.6 A 0 75 73 67 ‐8% 10.1 B 3 79 73 68 ‐7% 2.7 A 0 51 Overall 1149 1082 ‐6% 11.4 B 1149 1152 0% 4.4 A 1237 1147 ‐7% 13.4 B 1237 1164 ‐6% 11.8 B NBT 162 160 ‐1% 9.0 A 4 77 162 160 ‐1% 9.0 A 4 71 305 282 ‐8% 9.8 A 9 112 305 280 ‐8% 9.8 A 9 106 NBR 61 63 3% 2.2 A 3 77 61 63 3% 2.1 A 2 72 85 77 ‐9% 3.5 A 7 112 85 75 ‐12% 3.5 A 7 106 SBL 219 207 ‐5% 24.7 C 65 316 219 223 2% 25.9 D 75 344 304 295 ‐3% 89.3 F 486 841 304 289 ‐5% 111.7 F 753 1228 SBT 239 220 ‐8% 24.5 C 65 316 239 236 ‐1% 27.0 D 75 344 251 232 ‐8% 90.3 F 486 841 251 238 ‐5% 112.3 F 753 1228 WBL 87 85 ‐2% 21.1 C 36 227 87 85 ‐2% 19.3 C 30 205 35 35 0% 12.0 B 3 76 35 36 3% 12.0 B 3 75 WBR 282 287 2% 18.0 C 36 227 282 286 1% 16.2 C 30 206 104 104 0% 9.1 A 4 76 104 103 ‐1% 9.3 A 4 75 Overall 1050 1022 ‐3% 18.6 C 1050 1053 0% 19.0 C 1084 1025 ‐5% 50.4 F 1084 1021 ‐6% 62.1 F NBL 1 1 0% 9.6 A 2 72 1 1 0% 11.5 B 2 69 1 1 0% 229.3 F 711 877 1 1 0% 247.6 F 615 888 NBT 123 127 3% 10.7 B 4 72 123 127 3% 10.7 B 4 68 148 125 ‐16% 242.2 F 712 877 148 123 ‐17% 249.6 F 616 888 NBR 238 233 ‐2% 9.5 A 9 159 238 233 ‐2% 9.4 A 9 158 619 528 ‐15% 251.6 F 1340 1417 619 514 ‐17% 260.1 F 1345 1418 SBL 201 191 ‐5% 11.7 B 15 135 201 199 ‐1% 13.0 B 19 159 202 188 ‐7% 10.4 B 9 104 202 195 ‐3% 10.9 B 11 104 SBT 121 112 ‐7% 12.2 B 14 134 121 118 ‐2% 13.1 B 18 159 83 78 ‐6% 9.8 A 7 103 83 78 ‐6% 10.8 B 9 104 SBR 4 3 ‐25% 6.8 A 0 20 4 4 0% 6.2 A 0 22 1 1 0% 6.2 A 0 12 1 1 0% 8.5 A 0 8 EBL 0 0 ‐ 0.0 A 0 14 0 0 ‐ 0.0 A 0 14 5 2 ‐60% 9.3 A 0 20 5 3 ‐40% 9.6 A 0 20 EBT 9 11 22% 12.7 B 0 28 9 11 22% 13.1 B 0 28 3 2 ‐33% 12.6 B 0 18 3 2 ‐33% 12.5 B 0 20 EBR 1 1 0% 8.0 A 0 12 1 1 0% 7.9 A 0 12 3 2 ‐33% 8.6 A 0 4 3 1 ‐67% 8.8 A 0 6 WBL 418 419 0% 102.3 F 389 700 418 422 1% 95.8 F 363 650 203 205 1% 20.6 C 48 255 203 209 3% 20.4 C 49 256 WBT 3 4 33% 105.8 F 389 700 3 4 33% 97.1 F 363 650 3 3 0% 23.1 C 47 256 3 4 33% 23.2 C 47 256 WBR 100 96 ‐4% 100.4 F 389 700 100 96 ‐4% 94.0 F 363 650 237 230 ‐3% 19.1 C 48 255 237 227 ‐4% 18.7 C 49 256 Overall 1219 1198 ‐2% 50.3 F 1219 1216 0% 47.5 E 1508 1365 ‐9% 128.1 F 1508 1358 ‐10% 129.8 F Avg.

Delay
(sec)
LOS
Avg.

Queue
(ft)
Max.

Queue
(ft) Served Served
Avg.

Delay
(sec)
LOS
Avg.

Queue
(ft)
Max.

Queue
(ft)
Volume (vph) Volume (vph) Avg.

Delay
(sec)
LOS
Avg.

Queue
(ft)
Volume (vph) No.

Bay Ave & Hwy 1 NB
Ramps
Intersection Movement
1 Alternative 1 PM
AWSC
Alternative 2 PM
RAB
Bay Ave & Hill St
Bay Ave & Crossroads
Loop
Alternative 2 AM
RAB
Max.

Queue
(ft) Served Served
Alternative 1 AM
AWSC
Volume (vph) Avg.

Delay
(sec)
LOS
Avg.

Queue
(ft)
Max.

Queue
(ft)
6 Bay Ave & Monterey
Ave
345 Bay Ave & Capitola
Ave
2 Bay Ave & Hwy 1 SB
Ramps
7 Monterey Ave & Park
Ave
1 of 4
444
Item 9 A.

Bay Avenue Corridor Improvement Project
Cumulative 2040 VISSIM Results: Bay Ave AM Peak Hour Travel Time Summary Free Flow Simulation
Speed Car
Average Travel Time (mins) 0.62 1.5 2.09
Average Travel Speed (mph) 25 18
Segment 0.62 1.5 1.88
Average Travel Speed (mph) 25 20
Average Travel Time (mins) 0.62 1.5 5.26
Average Travel Speed (mph) 25 7
Average Travel Time (mins) 0.63 1.5 2.21
Average Travel Speed (mph) 25 17
Cumulative 2040 VISSIM Results: Bay Ave PM Peak Hour Travel Time Summary Free Flow Simulation
Speed Car
Average Travel Time (mins) 0.62 1.5 3.20
Average Travel Speed (mph) 25 12
Average Travel Time (mins) 0.62 1.5 3.29
Average Travel Speed (mph) 25 11
Average Travel Time (mins) 0.62 1.5 5.89
Average Travel Speed (mph) 25 6
Average Travel Time (mins) 0.63 1.5 4.99
Average Travel Speed (mph) 25 8
Alternative 2
Roundabout
Alternative 2
Roundabout
Alternative 1
AWSC
Alternative 2
Roundabout
Alternative
NB ‐ N. of Park Ave to S. of Highway 1 SB Ramps
SB ‐ S. of Highway 1 SB Ramps to N. of Park Ave
Alternative 2
Roundabout
Distance
(mi) Scenario Segment
Alternative 1
AWSC
Alternative 1
AWSC
Alternative 1
AWSC
NB ‐ N. of Park Ave to S. of Highway 1 SB Ramps
SB ‐ S. of Highway 1 SB Ramps to N. of Park Ave
Segment Distance
(mi)
445
Item 9 A.

Bay Avenue Corridor Improvement Project
Cumulative 2040 VISSIM Results: Bay Ave Peak Hour Queueing Summary NBL 200 33 208 200 29 210 200 159 242 200 60 270 200 55 283 200 244 252 NBT 200 33 207 200 29 209 200 26 73 200 60 281 200 55 283 200 25 50 SBT 130 70 328 130 69 325 130 336 544 130 151 401 130 146 419 130 340 520 SBR 130 73 333 130 72 329 130 413 533 130 152 406 130 148 424 130 356 515 WBL 220 24 168 220 22 159 220 89 204 220 13 117 220 13 112 220 54 149 WBT 730 21 240 730 23 247 730 101 295 730 30 238 730 26 209 730 86 173 WBR 730 22 240 730 24 247 730 101 295 730 31 238 730 27 210 730 86 173 NBT 450 37 219 450 34 215 450 86 151 450 171 480 450 302 518 450 417 452 NBR 450 39 221 450 35 217 450 126 224 450 173 482 450 304 520 450 421 469 SBL 200 55 235 200 49 224 200 100 184 200 109 261 200 119 285 200 246 269 SBT 200 56 236 200 50 224 200 66 118 200 109 261 200 119 285 200 38 205 EBL 200 3156 3423 200 30 153 200 166 175 200 1582 2743 200 509 1664 200 130 175 EBT 360 3156 3423 360 30 153 360 348 376 360 1582 2743 360 509 1664 360 343 376 EBR 360 3156 3423 360 30 153 360 348 376 360 1582 2743 360 509 1664 360 343 376 NBL 60 0 22 60 0 18 60 0 0 60 0 58 60 1 120 60 6 75
NBT 145 0 0 145 0 0 145 0 0 145 3 113 145 15 239 145 162 193 NBR 145 0 4 145 0 5 145 0 0 145 3 124 145 13 226 145 169 202 SBL 60 174 299 60 1 51 60 12 74 60 87 498 60 2 79 60 21 74 SBT 450 517 578 450 1 101 450 30 215 450 354 572 450 4 168 450 92 344 SBR 450 515 576 450 1 134 450 30 215 450 352 570 450 3 165 450 92 344 EBL 80 0 41 80 0 41 80 41 76 80 0 40 80 1 57 80 223 236 EBT 80 0 41 80 0 41 80 41 76 80 0 40 80 1 57 80 165 236 EBR 80 0 33 80 0 26 80 15 26 80 0 41 80 1 52 80 165 236 WBL 100 2 53 100 2 51 100 35 73 100 13 127 100 5 63 100 337 482 WBT 100 2 53 100 2 51 100 35 73 100 13 127 100 5 63 100 337 482 WBR 100 2 53 100 2 51 100 35 73 100 13 127 100 5 62 100 337 482 NBL 100 1 48 340 2 94 100 38 84 100 1 46 340 17 268 340 37 84 NBT 340 9 92 340 2 94 340 69 144 340 166 529 340 17 268 340 393 433 NBR 340 4 92 340 2 94 340 69 144 340 165 529 340 17 268 340 393 433 SBL 100 2 149 160 9 240 100 53 80 100 5 163 160 9 220 160 65 80 SBT 160 144 227 160 9 240 160 124 163 160 102 222 160 9 220 160 127 163 SBR 160 144 227 160 9 240 160 124 163 160 102 223 160 9 220 160 127 163 EBL 100 2 62 100 6 90 100 48 114 100 6 100 100 9 133 100 171 202 EBT 100 1 62 100 6 90 100 48 114 100 6 101 100 9 133 100 171 202 EBR 100 2 63 100 6 91 100 48 114 100 6 101 100 9 134 100 171 202 WBL 340 1 63 340 1 75 340 38 93 340 8 121 340 9 135 340 183 290 WBT 340 1 63 340 1 75 340 38 93 340 8 120 340 9 135 340 183 290 WBR 340 2 63 340 1 75 340 38 93 340 10 120 340 9 135 340 183 290 NBL 90 1 36 260 0 58 90 10 54 90 1 38 260 0 32 260 22 55 NBT 220 24 172 260 0 58 220 51 154 220 6 86 260 0 32 260 186 697 NBR 220 21 171 220 0 58 220 51 154 220 3 85 220 0 32 220 186 697 SBL 230 3 72 170 3 129 230 60 204 230 57 305 170 16 335 170 58 188 SBT 230 4 71 170 3 129 230 26 95 230 59 305 170 16 335 170 58 188 SBR 130 2 52 170 3 129 130 26 95 130 3 76 170 16 335 170 24 95 EBL 200 3 78 230 1 73 200 50 85 200 13 131 230 8 156 230 206 786 EBT 200 3 78 230 1 73 200 50 85 200 11 131 230 8 156 230 206 786 EBR 60 0 28 150 0 13 60 3 28 60 0 26 150 1 44 150 4 79
WBL 180 7 109 180 2 93 180 57 131 180 2 87 180 1 51 180 64 277 WBT 180 7 109 180 2 93 180 57 131 180 3 87 180 1 51 180 64 277 WBR 180 4 102 180 0 75 180 57 131 180 3 79 180 0 51 180 64 277 NBT 215 4 77 215 4 71 215 61 186 215 9 112 215 9 106 215 77 158 NBR 215 3 77 215 2 72 215 61 186 215 7 112 215 7 106 215 77 158 SBL 240 65 316 240 75 344 240 105 261 240 486 841 240 753 1228 240 601 1065 SBT 240 65 316 240 75 344 240 105 261 240 486 841 240 753 1228 240 601 1065 WBL 400 36 227 400 30 205 400 88 159 400 3 76 400 3 75 400 185 451 WBR 400 36 227 400 30 206 400 88 159 400 4 76 400 4 75 400 185 451 NBL 90 2 72 90 2 69 90 84 237 90 711 877 90 615 888 90 155 269 NBT 90 4 72 90 4 68 90 84 237 90 712 877 90 616 888 90 155 269 NBR 180 9 159 180 9 158 180 84 237 180 1340 1417 180 1345 1418 180 155 269 SBL 215 15 135 215 19 159 215 136 244 215 9 104 215 11 104 215 169 427 SBT 215 14 134 215 18 159 215 136 244 215 7 103 215 9 104 215 169 427 SBR 50 0 20 50 0 22 50 136 244 50 0 12 50 0 8 50 169 427 EBL 250 0 14 250 0 14 250 4 28 250 0 20 250 0 20 250 2 27 EBT 250 0 28 250 0 28 250 4 28 250 0 18 250 0 20 250 2 27 EBR 250 0 12 250 0 12 250 4 28 250 0 4 250 0 6 250 2 27 WBL 85 389 700 85 363 650 85 131 269 85 48 255 85 49 256 85 155 269 WBT 85 389 700 85 363 650 85 131 269 85 47 256 85 47 256 85 155 269 WBR 85 389 700 85 363 650 85 131 269 85 48 255 85 49 256 85 155 269 * Red = Queue exceeds capacity
Alternative 3
Signal (Synchro)
Capacity
(ft)
Avg Queue
(ft)
Max Queue
(ft)
PM Peak Hour
Alternative 3
Signal (Synchro)
Capacity
(ft)
Avg Queue
(ft)
Max Queue
(ft)
AM Peak Hour
No. Intersection Movement
Alternative 1

AWSC (VISSIM)
Alternative 2
Roundabout (VISSIM)
Capacity
(ft)
Avg Queue
(ft)
Max Queue
(ft)
Capacity
(ft)
Avg Queue
(ft)
Max Queue
(ft)
Alternative 1

AWSC (VISSIM)
Alternative 2
Roundabout (VISSIM)
Capacity
(ft)
1 Bay Ave & Hwy 1
NB Ramps
2 Bay Ave & Hwy 1
SB Ramps
6 Bay Ave &
Monterey Ave
3 Bay Ave & Crossroads Loop
7 Monterey Ave & Park Ave4 Bay Ave & Hill St
5 Bay Ave & Capitola
Ave
Avg Queue
(ft)
Max Queue
(ft)
Capacity
(ft)
Avg Queue
(ft)
Max Queue
(ft)
446
Item 9 A.

Bay Avenue Corridor Study
February 2025
Attachment D – Synchro LOS Results (No Build, Stop, and Signal Alternatives) 447
Item 9 A.

HCM 7th Signalized Intersection Summary
1: Bay Ave & Hwy 1 NB Off-Ramp 01/06/2025
Existing AM 2:13 pm 06/24/2024 No Build Synchro 12 Report Kimley-Horn Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 59 12 107 369 516 0 0 431 478 Future Volume (veh/h) 0 0 0 59 12 107 369 516 0 0 431 478 Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.94
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1900 1885 1885 1856 0 0 1870 1885 Adj Flow Rate, veh/h 65 13 118 405 567 0 0 474 525
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 501130021
Cap, veh/h 164 15 139 535 2628 0 0 646 545
Arrive On Green 0.09 0.09 0.09 0.30 0.75 0.00 0.00 0.36 0.36 Sat Flow, veh/h 1739 162 1473 1795 3618 0 0 1870 1498
Grp Volume(v), veh/h 65 0 131 405 567 0 0 474 525
Grp Sat Flow(s),veh/h/ln 1739 0 1635 1795 1763 0 0 1777 1498 Q Serve(g_s), s 1.9 0.0 4.3 11.2 2.7 0.0 0.0 12.7 18.9
Cycle Q Clear(g_c), s 1.9 0.0 4.3 11.2 2.7 0.0 0.0 12.7 18.9 Prop In Lane 1.00 0.90 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 164 0 155 535 2628 0 0 646 545
V/C Ratio(X) 0.40 0.00 0.85 0.76 0.22 0.00 0.00 0.73 0.96 Avail Cap(c_a), veh/h 164 0 155 565 2628 0 0 646 545
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.82 0.82 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 23.4 0.0 24.5 17.5 2.1 0.0 0.0 15.2 17.1 Incr Delay (d2), s/veh 0.6 0.0 31.8 4.0 0.2 0.0 0.0 7.2 30.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 2.9 4.8 0.5 0.0 0.0 5.9 10.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 24.0 0.0 56.3 21.5 2.3 0.0 0.0 22.4 47.8 LnGrp LOS C E C A C D
Approach Vol, veh/h 196 972 999
Approach Delay, s/veh 45.6 10.3 35.7
Approach LOS D B D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 21.0 24.6 9.4 45.6
Change Period (Y+Rc), s 4.6 * 4.6 4.2 4.6
Max Green Setting (Gmax), s 17.3 * 20 5.2 41.0
Max Q Clear Time (g_c+I1), s 13.2 20.9 6.3 4.7
Green Ext Time (p_c), s 0.1 0.0 0.0 1.7
Intersection Summary
HCM 7th Control Delay, s/veh 25.2
HCM 7th LOS C
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 448
Item 9 A.

HCM 7th Signalized Intersection Summary
2: Bay Ave & Hwy 1 SB Off-Ramp 01/06/2025
Existing AM 2:13 pm 06/24/2024 No Build Synchro 12 Report Kimley-Horn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 313 0 296 0 0 0 0 572 111 176 314 0 Future Volume (veh/h) 313 0 296 0 0 0 0 572 111 176 314 0 Initial Q (Qb), veh 0 0 0 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1900 1856 0 1885 1856 1870 1856 0 Adj Flow Rate, veh/h 440 0 215 0 622 121 191 341 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 5 0 3 013230
Cap, veh/h 613 0 277 0 1035 201 370 2283 0
Arrive On Green 0.18 0.00 0.18 0.00 0.35 0.35 0.21 0.65 0.00 Sat Flow, veh/h 3478 0 1572 0 3069 577 1781 3618 0
Grp Volume(v), veh/h 440 0 215 0 374 369 191 341 0
Grp Sat Flow(s),veh/h/ln1739 0 1572 0 1791 1762 1781 1763 0 Q Serve(g_s), s 6.0 0.0 6.5 0.0 8.6 8.6 4.8 1.9 0.0
Cycle Q Clear(g_c), s 6.0 0.0 6.5 0.0 8.6 8.6 4.8 1.9 0.0 Prop In Lane 1.00 1.00 0.00 0.33 1.00 0.00
Lane Grp Cap(c), veh/h 613 0 277 0 623 613 370 2283 0
V/C Ratio(X) 0.72 0.00 0.78 0.00 0.60 0.60 0.52 0.15 0.00 Avail Cap(c_a), veh/h 751 0 340 0 623 613 370 2283 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.70 0.70 0.00 Uniform Delay (d), s/veh 19.4 0.0 19.6 0.0 13.4 13.4 17.6 3.4 0.0 Incr Delay (d2), s/veh 1.7 0.0 6.8 0.0 4.2 4.3 0.4 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.2 0.0 2.6 0.0 3.7 3.7 1.8 0.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 21.2 0.0 26.5 0.0 17.7 17.8 18.0 3.5 0.0 LnGrp LOS C C BBBA
Approach Vol, veh/h 655 743 532
Approach Delay, s/veh 22.9 17.7 8.7
Approach LOS C B A
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 37.0 15.0 22.0 13.0
Change Period (Y+Rc), s 4.6 4.6 * 4.6 4.2
Max Green Setting (Gmax), s 30.4 9.3 * 17 10.8
Max Q Clear Time (g_c+I1), s 3.9 6.8 10.6 8.5
Green Ext Time (p_c), s 0.9 0.0 1.3 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 17.0
HCM 7th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 449
Item 9 A.

HCM 7th TWSC
3: Bay Ave & Croosroads Loop 01/06/2025
Existing AM 2:13 pm 06/24/2024 No Build Synchro 12 Report Kimley-Horn Page 3
Intersection
Int Delay, s/veh 1.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 53 0 21 0 1 14 1 616 9 39 462 109
Future Vol, veh/h 53 0 21 0 1 14 1 616 9 39 462 109
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - - 50 - - 50 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 58 0 23 0 1 15 1 677 10 43 508 120
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 995 1342 314 1024 1397 343 627 0 0 687 0 0 Stage 1 653 653 - 684 684 -------
Stage 2 341 689 - 340 713 -------
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 199 151 682 190 140 653 950 - - 903 - - Stage 1 422 462 - 405 447 -------
Stage 2 647 445 - 649 433 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 184 144 682 174 133 653 950 - - 903 - - Mov Cap-2 Maneuver 184 144 - 174 133 -------
Stage 1 402 440 - 404 446 -------
Stage 2 630 444 - 597 413 -------
Approach EB WB NB SB
HCM Control Delay, s/v26.93 12.18 0.01 0.59

HCM LOS D B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 950 - - 184 682 518 903 - -
HCM Lane V/C Ratio 0.001 - - 0.317 0.034 0.032 0.047 - - HCM Control Delay (s/veh) 8.8 - - 33.5 10.5 12.2 9.2 - - HCM Lane LOS A - - D B B A - -
HCM 95th %tile Q(veh) 0 - - 1.3 0.1 0.1 0.1 - -
450
Item 9 A.

HCM 7th AWSC
4: Bay Ave & Retail Dwy/Hill St 01/06/2025
Existing AM 2:13 pm 06/24/2024 No Build Synchro 12 Report Kimley-Horn Page 4
Intersection
Intersection Delay, s/veh 18.2
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 43 19 39 9 28 142 57 441 10 75 377 31 Future Vol, veh/h 43 19 39 9 28 142 57 441 10 75 377 31 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 6 0 0 0 3 1 2 1 9 0 3 3
Mvmt Flow 48 21 44 10 31 160 64 496 11 84 424 35
Number of Lanes 011010120120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1233
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3321
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3312
HCM Control Delay, s/veh 13.2 16.7 20.3 17.5

HCM LOSB C C C
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 69% 0% 5% 100% 0% 0%
Vol Thru, % 0% 100% 94% 31% 0% 16% 0% 100% 80%
Vol Right, % 0% 0% 6% 0% 100% 79% 0% 0% 20%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 57 294 157 62 39 179 75 251 157
LT Vol 57 0 0 43 0 9 75 0 0
Through Vol 0 294 147 19 0 28 0 251 126
RT Vol 0 0 10 0 39 142 0 0 31
Lane Flow Rate 64 330 176 70 44 201 84 282 176
Geometry Grp 666666666
Degree of Util (X) 0.142 0.683 0.369 0.179 0.098 0.439 0.188 0.593 0.362 Departure Headway (Hd) 7.976 7.447 7.54 9.257 8.084 7.849 8.014 7.554 7.412 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 448 486 476 386 441 457 447 477 484
Service Time 5.744 5.215 5.308 7.051 5.876 5.624 5.781 5.321 5.179 HCM Lane V/C Ratio 0.143 0.679 0.37 0.181 0.1 0.44 0.188 0.591 0.364 HCM Control Delay, s/veh 12.1 24.9 14.7 14.1 11.8 16.7 12.6 20.8 14.4 HCM Lane LOS B C B B B C B C B
HCM 95th-tile Q 0.5 5.1 1.7 0.6 0.3 2.2 0.7 3.8 1.6
451
Item 9 A.

HCM 7th AWSC
5: Bay Ave & Capitola Ave 01/06/2025
Existing AM 2:13 pm 06/24/2024 No Build Synchro 12 Report Kimley-Horn Page 5
Intersection
Intersection Delay, s/veh27.7
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 70 67 6 83 94 42 27 312 55 74 183 128 Future Vol, veh/h 70 67 6 83 94 42 27 312 55 74 183 128 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 84 81 7 100 113 51 33 376 66 89 220 154
Number of Lanes 0 1 1 0 10110011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 2
HCM Control Delay, s/veh16.8 22.6 41.7 20.2

HCM LOS C C E C
Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 51% 0% 38% 29% 0%
Vol Thru, % 0% 85% 49% 0% 43% 71% 0%
Vol Right, % 0% 15% 0% 100% 19% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 27 367 137 6 219 257 128
LT Vol 27 0 70 0 83 74 0
Through Vol 0 312 67 0 94 183 0
RT Vol 0 55 0 6 42 0 128
Lane Flow Rate 33 442 165 7 264 310 154
Geometry Grp 5 5 5 5 4b 5 5
Degree of Util (X) 0.071 0.884 0.399 0.015 0.598 0.661 0.292 Departure Headway (Hd) 7.949 7.327 8.703 7.714 8.153 7.687 6.816 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 453 500 414 465 446 471 529
Service Time 5.649 5.027 6.435 5.445 6.168 5.409 4.538
HCM Lane V/C Ratio 0.073 0.884 0.399 0.015 0.592 0.658 0.291 HCM Control Delay, s/veh 11.3 43.9 17.1 10.6 22.6 24.2 12.3 HCM Lane LOS B E C B C C B
HCM 95th-tile Q 0.2 9.7 1.9 0 3.8 4.7 1.2
452
Item 9 A.

HCM 7th AWSC
6: Monterey Ave & Bay Ave 01/06/2025
Existing AM 2:13 pm 06/24/2024 No Build Synchro 12 Report Kimley-Horn Page 6
Intersection
Intersection Delay, s/veh19.7
Intersection LOS C
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 87 282 162 61 219 84
Future Vol, veh/h 87 282 162 61 219 84
Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 114 371 213 80 288 111
Number of Lanes 1 0 1 0 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach RightSB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh22.4 14.4 20.3

HCM LOS C B C
Lane NBLn1WBLn1 SBLn1
Vol Left, % 0% 24% 72%
Vol Thru, % 73% 0% 28%
Vol Right, % 27% 76% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 223 369 303
LT Vol 0 87 219
Through Vol 162 0 84
RT Vol 61 282 0
Lane Flow Rate 293 486 399
Geometry Grp 1 1 1
Degree of Util (X) 0.48 0.737 0.665
Departure Headway (Hd) 5.895 5.462 6.007
Convergence, Y/N Yes Yes Yes
Cap 607 655 598
Service Time 3.983 3.534 4.086
HCM Lane V/C Ratio 0.483 0.742 0.667
HCM Control Delay, s/veh 14.4 22.4 20.3
HCM Lane LOS B C C
HCM 95th-tile Q 2.6 6.5 5
453
Item 9 A.

HCM 7th AWSC
7: Monterey Ave & Park Ave 01/06/2025
Existing AM 2:13 pm 06/24/2024 No Build Synchro 12 Report Kimley-Horn Page 7
Intersection
Intersection Delay, s/veh25.1
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 9 1 418 3 100 1 123 225 41 126 4
Future Vol, veh/h 0 9 1 418 3 100 1 123 225 41 126 4
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 10 1 459 3 110 1 135 247 45 138 4
Number of Lanes 0 1 0 0 10011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 2 1 1
HCM Control Delay, s/veh 10 37.6 12.5 13.8

HCM LOS AE B B
Lane NBLn1 NBLn2 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 1% 0% 0% 80% 25% 0%
Vol Thru, % 99% 0% 90% 1% 75% 0%
Vol Right, % 0% 100% 10% 19% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 124 225 10 521 167 4
LT Vol 1 0 0 418 41 0
Through Vol 123 0 9 3 126 0
RT Vol 0 225 1 100 0 4
Lane Flow Rate 136 247 11 573 184 4
Geometry Grp 5 5 2 2 5 5
Degree of Util (X) 0.254 0.411 0.021 0.89 0.361 0.008
Departure Headway (Hd) 6.702 5.982 6.816 5.598 7.083 6.238 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 533 598 528 647 505 569
Service Time 4.482 3.761 4.816 3.656 4.871 4.026
HCM Lane V/C Ratio 0.255 0.413 0.021 0.886 0.364 0.007
HCM Control Delay, s/veh 11.8 12.9 10 37.6 13.9 9.1
HCM Lane LOS BBAEBA
HCM 95th-tile Q 1 2 0.1 10.8 1.6 0
454
Item 9 A.
455
Item 9 A.

HCM 7th Signalized Intersection Summary
1: Bay Ave & Hwy 1 NB Off-Ramp 01/06/2025
Existing PM 2:13 pm 06/24/2024 No Build Synchro 12 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 107 1 195 290 401 0 0 642 316 Future Volume (veh/h) 0 0 0 107 1 195 290 401 0 0 642 316 Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.94
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1900 1885 1885 1856 0 0 1870 1885 Adj Flow Rate, veh/h 113 1 205 305 422 0 0 676 333
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 501130021
Cap, veh/h 209 1 192 415 2413 0 0 792 390
Arrive On Green 0.12 0.12 0.12 0.23 0.68 0.00 0.00 0.35 0.35 Sat Flow, veh/h 1739 8 1604 1795 3618 0 0 2351 1112
Grp Volume(v), veh/h 113 0 206 305 422 0 0 532 477
Grp Sat Flow(s),veh/h/ln 1739 0 1611 1795 1763 0 0 1777 1592 Q Serve(g_s), s 2.8 0.0 5.4 7.1 1.9 0.0 0.0 12.5 12.5
Cycle Q Clear(g_c), s 2.8 0.0 5.4 7.1 1.9 0.0 0.0 12.5 12.5 Prop In Lane 1.00 1.00 1.00 0.00 0.00 0.70
Lane Grp Cap(c), veh/h 209 0 193 415 2413 0 0 624 559
V/C Ratio(X) 0.54 0.00 1.07 0.74 0.17 0.00 0.00 0.85 0.85 Avail Cap(c_a), veh/h 209 0 193 451 2413 0 0 624 559
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.82 0.82 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 18.6 0.0 19.8 16.0 2.5 0.0 0.0 13.5 13.5 Incr Delay (d2), s/veh 1.6 0.0 83.1 3.9 0.1 0.0 0.0 13.8 15.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 6.2 3.0 0.4 0.0 0.0 6.5 6.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 20.2 0.0 102.9 19.9 2.7 0.0 0.0 27.4 28.7 LnGrp LOS C F B A C C
Approach Vol, veh/h 319 727 1009
Approach Delay, s/veh 73.6 9.9 28.0
Approach LOS E A C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 15.0 20.4 9.6 35.4
Change Period (Y+Rc), s 4.6 * 4.6 4.2 4.6
Max Green Setting (Gmax), s 11.3 * 16 5.4 30.8
Max Q Clear Time (g_c+I1), s 9.1 14.5 7.4 3.9
Green Ext Time (p_c), s 0.0 0.5 0.0 1.2
Intersection Summary
HCM 7th Control Delay, s/veh 28.7
HCM 7th LOS C
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 456
Item 9 A.

HCM 7th Signalized Intersection Summary
2: Bay Ave & Hwy 1 SB Off-Ramp 01/06/2025
Existing PM 2:13 pm 06/24/2024 No Build Synchro 12 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 234 208 347 0 0 0 0 457 91 276 473 0 Future Volume (veh/h) 234 208 347 0 0 0 0 457 91 276 473 0 Initial Q (Qb), veh 0 0 0 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1900 1856 0 1885 1856 1870 1856 0 Adj Flow Rate, veh/h 245 305 306 0 497 99 300 514 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 5 0 3 013230
Cap, veh/h 396 433 358 0 879 174 449 2205 0
Arrive On Green 0.23 0.23 0.23 0.00 0.30 0.30 0.25 0.63 0.00 Sat Flow, veh/h 1739 1900 1572 0 3057 587 1781 3618 0
Grp Volume(v), veh/h 245 305 306 0 299 297 300 514 0
Grp Sat Flow(s),veh/h/ln1739 1900 1572 0 1791 1759 1781 1763 0 Q Serve(g_s), s 7.6 8.9 11.2 0.0 8.5 8.6 9.1 3.8 0.0
Cycle Q Clear(g_c), s 7.6 8.9 11.2 0.0 8.5 8.6 9.1 3.8 0.0 Prop In Lane 1.00 1.00 0.00 0.33 1.00 0.00
Lane Grp Cap(c), veh/h 396 433 358 0 531 522 449 2205 0 V/C Ratio(X) 0.62 0.70 0.85 0.00 0.56 0.57 0.67 0.23 0.00 Avail Cap(c_a), veh/h 446 488 404 0 531 522 449 2205 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 0.66 0.66 0.00 Uniform Delay (d), s/veh 20.8 21.3 22.2 0.0 17.8 17.9 20.2 4.9 0.0 Incr Delay (d2), s/veh 1.2 3.0 13.5 0.0 4.3 4.5 2.0 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.9 3.9 5.1 0.0 3.9 3.9 3.8 1.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 22.1 24.3 35.8 0.0 22.1 22.3 22.2 5.1 0.0 LnGrp LOS C C D CCCA
Approach Vol, veh/h 856 596 814
Approach Delay, s/veh 27.8 22.2 11.4
Approach LOS C C B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 42.1 19.7 22.4 17.9
Change Period (Y+Rc), s 4.6 4.6 * 4.6 4.2
Max Green Setting (Gmax), s 35.8 14.3 * 18 15.4
Max Q Clear Time (g_c+I1), s 5.8 11.1 10.6 13.2
Green Ext Time (p_c), s 1.5 0.1 1.0 0.5
Intersection Summary
HCM 7th Control Delay, s/veh 20.4
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 457
Item 9 A.

HCM 7th TWSC
3: Bay Ave & Croosroads Loop 01/06/2025
Existing PM 2:13 pm 06/24/2024 No Build Synchro 12 Report

Page 3 ends

Intersection
Int Delay, s/veh 3.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 49 2 38 4 1 37 4 462 9 50 658 112
Future Vol, veh/h 49 2 38 4 1 37 4 462 9 50 658 112
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - - 50 - - 50 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 56 2 44 5 1 43 5 531 10 57 756 129
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1211 1486 443 1040 1545 271 885 0 0 541 0 0 Stage 1 936 936 - 545 545 -------
Stage 2 275 551 - 494 1000 -------
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 138 123 563 185 113 727 760 - - 1023 - - Stage 1 285 342 - 490 517 -------
Stage 2 707 514 - 525 319 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 121 116 563 157 106 727 760 - - 1023 - - Mov Cap-2 Maneuver 121 116 - 157 106 -------
Stage 1 269 323 - 487 513 -------
Stage 2 661 511 - 454 301 -------
Approach EB WB NB SB
HCM Control Delay, s/v39.65 13.16 0.08 0.53

HCM LOS E B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 760 - - 121 563 490 1023 - -
HCM Lane V/C Ratio 0.006 - - 0.486 0.078 0.099 0.056 - - HCM Control Delay (s/veh) 9.8 - - 60.3 11.9 13.2 8.7 - - HCM Lane LOS A - - F B B A - -
HCM 95th %tile Q(veh) 0 - - 2.2 0.3 0.3 0.2 - -
458
Item 9 A.

HCM 7th AWSC
4: Bay Ave & Retail Dwy/Hill St 01/06/2025
Existing PM 2:13 pm 06/24/2024 No Build Synchro 12 Report

Page 4 ends

Intersection
Intersection Delay, s/veh 22.5
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 92 45 84 18 33 76 46 307 21 146 505 49 Future Vol, veh/h 92 45 84 18 33 76 46 307 21 146 505 49 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 6 0 0 0 3 1 2 1 9 0 3 3
Mvmt Flow 103 51 94 20 37 85 52 345 24 164 567 55
Number of Lanes 011010120120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1233
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3321
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3312
HCM Control Delay, s/veh 16.7 16.8 18.3 27.6

HCM LOSC C C D
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 67% 0% 14% 100% 0% 0%
Vol Thru, % 0% 100% 83% 33% 0% 26% 0% 100% 77%
Vol Right, % 0% 0% 17% 0% 100% 60% 0% 0% 23%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 46 205 123 137 84 127 146 337 217
LT Vol 46 0 0 92 0 18 146 0 0
Through Vol 0 205 102 45 0 33 0 337 168
RT Vol 0 0 21 0 84 76 0 0 49
Lane Flow Rate 52 230 139 154 94 143 164 378 244
Geometry Grp 666666666
Degree of Util (X) 0.13 0.546 0.33 0.407 0.219 0.358 0.38 0.828 0.524 Departure Headway (Hd) 9.081 8.547 8.564 9.525 8.364 9.043 8.345 7.882 7.719 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 395 423 420 379 428 398 433 461 469
Service Time 6.833 6.299 6.316 7.283 6.121 6.806 6.045 5.582 5.419 HCM Lane V/C Ratio 0.132 0.544 0.331 0.406 0.22 0.359 0.379 0.82 0.52 HCM Control Delay, s/veh 13.2 21.2 15.5 18.7 13.5 16.8 16.1 38.5 18.6 HCM Lane LOS B C C C B C C E C
HCM 95th-tile Q 0.4 3.2 1.4 1.9 0.8 1.6 1.7 8 3
459
Item 9 A.

HCM 7th AWSC
5: Bay Ave & Capitola Ave 01/06/2025
Existing PM 2:13 pm 06/24/2024 No Build Synchro 12 Report

Page 5 ends

Intersection
Intersection Delay, s/veh20.5
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 72 84 8 61 72 31 29 200 23 56 337 124 Future Vol, veh/h 72 84 8 61 72 31 29 200 23 56 337 124 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 81 94 9 69 81 35 33 225 26 63 379 139
Number of Lanes 0 1 1 0 10110011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 2
HCM Control Delay, s/veh14.9 15.3 15.3 26.5

HCM LOSB C C D
Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 46% 0% 37% 14% 0%
Vol Thru, % 0% 90% 54% 0% 44% 86% 0%
Vol Right, % 0% 10% 0% 100% 19% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 29 223 156 8 164 393 124
LT Vol 29 0 72 0 61 56 0
Through Vol 0 200 84 0 72 337 0
RT Vol 0 23 0 8 31 0 124
Lane Flow Rate 33 251 175 9 184 442 139
Geometry Grp 5 5 5 5 4b 5 5
Degree of Util (X) 0.068 0.481 0.379 0.017 0.386 0.809 0.225 Departure Headway (Hd) 7.496 6.91 7.788 6.834 7.541 6.598 5.812 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 478 521 463 523 477 548 617
Service Time 5.242 4.655 5.537 4.583 5.59 4.336 3.549
HCM Lane V/C Ratio 0.069 0.482 0.378 0.017 0.386 0.807 0.225 HCM Control Delay, s/veh 10.8 15.9 15.2 9.7 15.3 31.7 10.2 HCM Lane LOS B C C A C D B
HCM 95th-tile Q 0.2 2.6 1.7 0.1 1.8 7.9 0.9
460
Item 9 A.

HCM 7th AWSC
6: Monterey Ave & Bay Ave 01/06/2025
Existing PM 2:13 pm 06/24/2024 No Build Synchro 12 Report

Page 6 ends

Intersection
Intersection Delay, s/veh12.1
Intersection LOS B
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 35 104 124 85 304 141
Future Vol, veh/h 35 104 124 85 304 141
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 36 106 127 87 310 144
Number of Lanes 1 0 1 0 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach RightSB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh9.4 9.3 14.2

HCM LOS A A B
Lane NBLn1WBLn1 SBLn1
Vol Left, % 0% 25% 68%
Vol Thru, % 59% 0% 32%
Vol Right, % 41% 75% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 209 139 445
LT Vol 0 35 304
Through Vol 124 0 141
RT Vol 85 104 0
Lane Flow Rate 213 142 454
Geometry Grp 1 1 1
Degree of Util (X) 0.27 0.198 0.588
Departure Headway (Hd) 4.564 5.034 4.664
Convergence, Y/N Yes Yes Yes
Cap 783 708 772
Service Time 2.618 3.098 2.71
HCM Lane V/C Ratio 0.272 0.201 0.588
HCM Control Delay, s/veh 9.3 9.4 14.2
HCM Lane LOS A A B
HCM 95th-tile Q 1.1 0.7 3.9
461
Item 9 A.

HCM 7th AWSC
7: Monterey Ave & Park Ave 01/06/2025
Existing PM 2:13 pm 06/24/2024 No Build Synchro 12 Report

Page 7 ends

Intersection
Intersection Delay, s/veh15.4
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 3 3 203 3 39 1 165 498 92 83 1
Future Vol, veh/h 5 3 3 203 3 39 1 165 498 92 83 1
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 5 3 3 211 3 41 1 172 519 96 86 1
Number of Lanes 0 1 0 0 10011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 1
HCM Control Delay, s/veh9.7 13.4 17 12.3

HCM LOS A B C B
Lane NBLn1 NBLn2 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 1% 0% 45% 83% 53% 0%
Vol Thru, % 99% 0% 27% 1% 47% 0%
Vol Right, % 0% 100% 27% 16% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 166 498 11 245 175 1
LT Vol 1 0 5 203 92 0
Through Vol 165 0 3 3 83 0
RT Vol 0 498 3 39 0 1
Lane Flow Rate 173 519 11 255 182 1
Geometry Grp 5 5 2 2 5 5
Degree of Util (X) 0.272 0.714 0.021 0.424 0.327 0.002
Departure Headway (Hd) 5.667 4.956 6.462 5.985 6.466 5.487 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 635 731 552 602 556 651
Service Time 3.398 2.687 4.52 4.021 4.21 3.23
HCM Lane V/C Ratio 0.272 0.71 0.02 0.424 0.327 0.002
HCM Control Delay, s/veh 10.5 19.1 9.7 13.4 12.3 8.2
HCM Lane LOS B C ABBA
HCM 95th-tile Q 1.1 6.1 0.1 2.1 1.4 0
462
Item 9 A.
463
Item 9 A.

HCM 7th Signalized Intersection Summary
1: Bay Ave & Hwy 1 NB Off-Ramp 01/06/2025
Year 2045 AM 2:06 pm 06/24/2024 No Build Synchro 12 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 161 12 379 321 392 0 0 436 536 Future Volume (veh/h) 0 0 0 161 12 379 321 392 0 0 436 536 Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.94
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1900 1885 1885 1856 0 0 1870 1885 Adj Flow Rate, veh/h 169 13 399 338 413 0 0 459 564
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 501130021
Cap, veh/h 341 10 308 437 2269 0 0 562 471
Arrive On Green 0.20 0.20 0.20 0.49 1.00 0.00 0.00 0.32 0.32 Sat Flow, veh/h 1739 51 1567 1795 3618 0 0 1870 1489
Grp Volume(v), veh/h 169 0 412 338 413 0 0 459 564
Grp Sat Flow(s),veh/h/ln 1739 0 1618 1795 1763 0 0 1777 1489 Q Serve(g_s), s 4.8 0.0 10.8 8.5 0.0 0.0 0.0 13.1 17.4
Cycle Q Clear(g_c), s 4.8 0.0 10.8 8.5 0.0 0.0 0.0 13.1 17.4 Prop In Lane 1.00 0.97 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 341 0 318 437 2269 0 0 562 471
V/C Ratio(X) 0.49 0.00 1.30 0.77 0.18 0.00 0.00 0.82 1.20 Avail Cap(c_a), veh/h 341 0 318 467 2269 0 0 562 471
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.83 0.83 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 19.7 0.0 22.1 12.8 0.0 0.0 0.0 17.3 18.8 Incr Delay (d2), s/veh 0.4 0.0 154.9 5.4 0.1 0.0 0.0 12.4 107.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 17.3 3.0 0.0 0.0 0.0 6.7 19.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 20.1 0.0 177.0 18.3 0.1 0.0 0.0 29.7 126.5 LnGrp LOS C F B A C F
Approach Vol, veh/h 581 751 1023
Approach Delay, s/veh 131.4 8.3 83.1
Approach LOS F A F
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 18.0 22.0 15.0 40.0
Change Period (Y+Rc), s 4.6 * 4.6 4.2 4.6
Max Green Setting (Gmax), s 14.3 * 17 10.8 35.4
Max Q Clear Time (g_c+I1), s 10.5 19.4 12.8 2.0
Green Ext Time (p_c), s 0.1 0.0 0.0 1.2
Intersection Summary
HCM 7th Control Delay, s/veh 71.2
HCM 7th LOS E
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 464
Item 9 A.

HCM 7th Signalized Intersection Summary
2: Bay Ave & Hwy 1 SB Off-Ramp 01/06/2025
Year 2045 AM 2:06 pm 06/24/2024 No Build Synchro 12 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 248 0 586 0 0 0 0 465 61 251 346 0 Future Volume (veh/h) 248 0 586 0 0 0 0 465 61 251 346 0 Initial Q (Qb), veh 0 0 0 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1900 1856 0 1885 1856 1870 1856 0 Adj Flow Rate, veh/h 174 0 710 0 489 64 264 364 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 5 0 3 013230
Cap, veh/h 373 0 675 0 1062 138 369 2205 0
Arrive On Green 0.21 0.00 0.21 0.00 0.33 0.33 0.41 1.00 0.00 Sat Flow, veh/h 1739 0 3145 0 3268 413 1781 3618 0
Grp Volume(v), veh/h 174 0 710 0 275 278 264 364 0
Grp Sat Flow(s),veh/h/ln1739 0 1572 0 1791 1796 1781 1763 0 Q Serve(g_s), s 4.8 0.0 11.8 0.0 6.6 6.7 6.8 0.0 0.0
Cycle Q Clear(g_c), s 4.8 0.0 11.8 0.0 6.6 6.7 6.8 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.23 1.00 0.00
Lane Grp Cap(c), veh/h 373 0 675 0 599 601 369 2205 0
V/C Ratio(X) 0.47 0.00 1.05 0.00 0.46 0.46 0.72 0.17 0.00 Avail Cap(c_a), veh/h 373 0 675 0 599 601 398 2205 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.67 0.67 0.00 Uniform Delay (d), s/veh 18.9 0.0 21.6 0.0 14.4 14.4 14.7 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 49.2 0.0 2.5 2.6 3.0 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.8 0.0 8.4 0.0 2.8 2.9 2.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 19.2 0.0 70.8 0.0 16.9 17.0 17.8 0.1 0.0 LnGrp LOS B F BBBA
Approach Vol, veh/h 884 553 628
Approach Delay, s/veh 60.6 16.9 7.5
Approach LOS E B A
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 39.0 16.0 23.0 16.0
Change Period (Y+Rc), s 4.6 4.6 * 4.6 4.2
Max Green Setting (Gmax), s 34.4 12.3 * 18 11.8
Max Q Clear Time (g_c+I1), s 2.0 8.8 8.7 13.8
Green Ext Time (p_c), s 1.0 0.1 1.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 32.8
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 465
Item 9 A.

HCM 7th TWSC
3: Bay Ave & Croosroads Loop 01/06/2025
Year 2045 AM 2:06 pm 06/24/2024 No Build Synchro 12 Report

Page 3 ends

Intersection
Int Delay, s/veh 3.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 53 0 21 0 1 79 1 394 9 69 754 109
Future Vol, veh/h 53 0 21 0 1 79 1 394 9 69 754 109
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - - 50 - - 50 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 56 0 22 0 1 83 1 415 9 73 794 115
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1206 1423 454 964 1475 212 908 0 0 424 0 0 Stage 1 996 996 - 422 422 -------
Stage 2 210 426 - 542 1054 -------
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 139 135 553 210 125 793 745 - - 1131 - - Stage 1 262 320 - 580 587 -------
Stage 2 773 584 - 492 301 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 115 126 553 188 117 793 745 - - 1131 - - Mov Cap-2 Maneuver 115 126 - 188 117 -------
Stage 1 245 300 - 579 586 -------
Stage 2 689 583 - 442 282 -------
Approach EB WB NB SB
HCM Control Delay, s/v 48 10.49 0.02 0.62

HCM LOS E B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 745 - - 115 553 740 1131 - -
HCM Lane V/C Ratio 0.001 - - 0.483 0.04 0.114 0.064 - - HCM Control Delay (s/veh) 9.8 - - 62.4 11.8 10.5 8.4 - - HCM Lane LOS A - - F B B A - -
HCM 95th %tile Q(veh) 0 - - 2.2 0.1 0.4 0.2 - -
466
Item 9 A.

HCM 7th AWSC
4: Bay Ave & Retail Dwy/Hill St 01/06/2025
Year 2045 AM 2:06 pm 06/24/2024 No Build Synchro 12 Report

Page 4 ends

Intersection
Intersection Delay, s/veh 22.2
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 43 19 39 13 28 68 57 293 4 75 669 31 Future Vol, veh/h 43 19 39 13 28 68 57 293 4 75 669 31
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 6 0 0 0 3 1 2 1 9 0 3 3
Mvmt Flow 45 20 41 14 29 72 60 308 4 79 704 33
Number of Lanes 011010120120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1233
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3321
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3312
HCM Control Delay, s/veh 12.4 13.3 14 28.4

HCM LOSB B B D
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 69% 0% 12% 100% 0% 0%
Vol Thru, % 0% 100% 96% 31% 0% 26% 0% 100% 88%
Vol Right, % 0% 0% 4% 0% 100% 62% 0% 0% 12%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 57 195 102 62 39 109 75 446 254
LT Vol 57 0 0 43 0 13 75 0 0
Through Vol 0 195 98 19 0 28 0 446 223
RT Vol 0 0 4 0 39 68 0 0 31
Lane Flow Rate 60 206 107 65 41 115 79 469 267
Geometry Grp 666666666
Degree of Util (X) 0.132 0.422 0.223 0.159 0.087 0.251 0.156 0.868 0.488 Departure Headway (Hd) 7.915 7.388 7.499 8.786 7.621 7.863 7.113 6.657 6.571 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 453 487 478 408 469 457 508 549 551
Service Time 5.664 5.137 5.248 6.547 5.382 5.62 4.813 4.357 4.271 HCM Lane V/C Ratio 0.132 0.423 0.224 0.159 0.087 0.252 0.156 0.854 0.485 HCM Control Delay, s/veh 11.9 15.5 12.4 13.2 11.1 13.3 11.1 38.7 15.4 HCM Lane LOS B C BBBBBEC
HCM 95th-tile Q 0.5 2.1 0.8 0.6 0.3 1 0.5 9.5 2.7
467
Item 9 A.

HCM 7th AWSC
5: Bay Ave & Capitola Ave 01/06/2025
Year 2045 AM 2:06 pm 06/24/2024 No Build Synchro 12 Report

Page 5 ends

Intersection
Intersection Delay, s/veh18.4
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 78 67 6 83 94 42 27 312 55 74 183 128 Future Vol, veh/h 78 67 6 83 94 42 27 312 55 74 183 128 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 82 71 6 87 99 44 28 328 58 78 193 135
Number of Lanes 0 1 1 0 10110011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 2
HCM Control Delay, s/veh14.5 17.2 23.8 15.2

HCM LOSB C C C
Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 54% 0% 38% 29% 0%
Vol Thru, % 0% 85% 46% 0% 43% 71% 0%
Vol Right, % 0% 15% 0% 100% 19% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 27 367 145 6 219 257 128
LT Vol 27 0 78 0 83 74 0
Through Vol 0 312 67 0 94 183 0
RT Vol 0 55 0 6 42 0 128
Lane Flow Rate 28 386 153 6 231 271 135
Geometry Grp 5 5 5 5 4b 5 5
Degree of Util (X) 0.058 0.718 0.336 0.012 0.477 0.527 0.23 Departure Headway (Hd) 7.308 6.689 7.923 6.928 7.442 7.015 6.151 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 490 541 453 515 484 514 582
Service Time 5.059 4.44 5.685 4.689 5.499 4.77 3.905
HCM Lane V/C Ratio 0.057 0.713 0.338 0.012 0.477 0.527 0.232 HCM Control Delay, s/veh 10.5 24.8 14.7 9.8 17.2 17.4 10.7 HCM Lane LOS B C B A C C B
HCM 95th-tile Q 0.2 5.8 1.5 0 2.5 3 0.9
468
Item 9 A.

HCM 7th AWSC
6: Monterey Ave & Bay Ave 01/06/2025
Year 2045 AM 2:06 pm 06/24/2024 No Build Synchro 12 Report

Page 6 ends

Intersection
Intersection Delay, s/veh18.2
Intersection LOS C
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 87 282 162 61 219 239
Future Vol, veh/h 87 282 162 61 219 239
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 92 297 171 64 231 252
Number of Lanes 1 0 1 0 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach RightSB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh 16 12 22.9

HCM LOS C B C
Lane NBLn1WBLn1 SBLn1
Vol Left, % 0% 24% 48%
Vol Thru, % 73% 0% 52%
Vol Right, % 27% 76% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 223 369 458
LT Vol 0 87 219
Through Vol 162 0 239
RT Vol 61 282 0
Lane Flow Rate 235 388 482
Geometry Grp 1 1 1
Degree of Util (X) 0.369 0.587 0.742
Departure Headway (Hd) 5.665 5.441 5.539
Convergence, Y/N Yes Yes Yes
Cap 631 660 651
Service Time 3.729 3.499 3.589
HCM Lane V/C Ratio 0.372 0.588 0.74
HCM Control Delay, s/veh 12 16 22.9
HCM Lane LOS B C C
HCM 95th-tile Q 1.7 3.8 6.6
469
Item 9 A.

HCM 7th AWSC
7: Monterey Ave & Park Ave 01/06/2025
Year 2045 AM 2:06 pm 06/24/2024 No Build Synchro 12 Report

Page 7 ends

Intersection
Intersection Delay, s/veh 33
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 9 1 418 3 100 1 123 238 201 121 4
Future Vol, veh/h 0 9 1 418 3 100 1 123 238 201 121 4
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 9 1 440 3 105 1 129 251 212 127 4
Number of Lanes 0 1 0 0 10011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 2 1 1
HCM Control Delay, s/veh 11 50.8 14.1 26.3

HCM LOS B F B D
Lane NBLn1 NBLn2 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 1% 0% 0% 80% 62% 0%
Vol Thru, % 99% 0% 90% 1% 38% 0%
Vol Right, % 0% 100% 10% 19% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 124 238 10 521 322 4
LT Vol 1 0 0 418 201 0
Through Vol 123 0 9 3 121 0
RT Vol 0 238 1 100 0 4
Lane Flow Rate 131 251 11 548 339 4
Geometry Grp 5 5 2 2 5 5
Degree of Util (X) 0.265 0.457 0.023 0.949 0.707 0.008
Departure Headway (Hd) 7.297 6.572 7.779 6.23 7.509 6.468 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 492 546 458 581 481 552
Service Time 5.053 4.327 5.864 4.267 5.261 4.219
HCM Lane V/C Ratio 0.266 0.46 0.024 0.943 0.705 0.007
HCM Control Delay, s/veh 12.7 14.8 11 50.8 26.5 9.3
HCM Lane LOS B B B F D A
HCM 95th-tile Q 1.1 2.4 0.1 12.6 5.5 0
470
Item 9 A.
471
Item 9 A.

HCM 7th Signalized Intersection Summary
1: Bay Ave & Hwy 1 NB Off-Ramp 01/06/2025
Year 2045 PM 10:46 am 06/28/2024 No Build Synchro 12 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 77 1 406 683 726 0 0 644 149 Future Volume (veh/h) 0 0 0 77 1 406 683 726 0 0 644 149 Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.93
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1900 1885 1885 1856 0 0 1870 1885 Adj Flow Rate, veh/h 81 1 427 719 764 0 0 678 157
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 501130021
Cap, veh/h 286 1 264 746 2601 0 0 765 177
Arrive On Green 0.16 0.16 0.16 0.83 1.00 0.00 0.00 0.27 0.27 Sat Flow, veh/h 1739 4 1607 1795 3618 0 0 2915 653
Grp Volume(v), veh/h 81 0 428 719 764 0 0 427 408
Grp Sat Flow(s),veh/h/ln 1739 0 1611 1795 1763 0 0 1777 1698 Q Serve(g_s), s 3.7 0.0 14.8 30.6 0.0 0.0 0.0 20.7 20.8 Cycle Q Clear(g_c), s 3.7 0.0 14.8 30.6 0.0 0.0 0.0 20.7 20.8 Prop In Lane 1.00 1.00 1.00 0.00 0.00 0.38
Lane Grp Cap(c), veh/h 286 0 265 746 2601 0 0 482 460
V/C Ratio(X) 0.28 0.00 1.62 0.96 0.29 0.00 0.00 0.89 0.89 Avail Cap(c_a), veh/h 286 0 265 764 2601 0 0 482 460
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.29 0.29 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 33.0 0.0 37.6 7.0 0.0 0.0 0.0 31.5 31.5 Incr Delay (d2), s/veh 0.2 0.0 293.9 10.2 0.1 0.0 0.0 20.7 21.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 27.3 4.9 0.0 0.0 0.0 11.5 11.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 33.2 0.0 331.5 17.2 0.1 0.0 0.0 52.1 53.1 LnGrp LOS C F B A D D
Approach Vol, veh/h 509 1483 835
Approach Delay, s/veh 284.1 8.4 52.6
Approach LOS F A D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 42.0 29.0 19.0 71.0
Change Period (Y+Rc), s 4.6 * 4.6 4.2 4.6
Max Green Setting (Gmax), s 38.3 * 24 14.8 66.4
Max Q Clear Time (g_c+I1), s 32.6 22.8 16.8 2.0
Green Ext Time (p_c), s 0.3 0.5 0.0 2.4
Intersection Summary
HCM 7th Control Delay, s/veh 71.1
HCM 7th LOS E
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 472
Item 9 A.

HCM 7th Signalized Intersection Summary
2: Bay Ave & Hwy 1 SB Off-Ramp 01/06/2025
Year 2045 PM 10:46 am 06/28/2024 No Build Synchro 12 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 417 208 640 0 0 0 0 992 104 370 351 0 Future Volume (veh/h) 417 208 640 0 0 0 0 992 104 370 351 0 Initial Q (Qb), veh 0 0 0 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1900 1856 0 1885 1856 1870 1856 0 Adj Flow Rate, veh/h 366 500 483 0 1044 109 389 369 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 5 0 3 013230
Cap, veh/h 498 545 451 0 1138 119 468 2336 0
Arrive On Green 0.29 0.29 0.29 0.00 0.35 0.35 0.44 1.00 0.00 Sat Flow, veh/h 1739 1900 1572 0 3357 340 1781 3618 0
Grp Volume(v), veh/h 366 500 483 0 573 580 389 369 0
Grp Sat Flow(s),veh/h/ln1739 1900 1572 0 1791 1812 1781 1763 0 Q Serve(g_s), s 17.1 22.9 25.8 0.0 27.5 27.6 17.4 0.0 0.0 Cycle Q Clear(g_c), s 17.1 22.9 25.8 0.0 27.5 27.6 17.4 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.19 1.00 0.00
Lane Grp Cap(c), veh/h 498 545 451 0 625 632 468 2336 0 V/C Ratio(X) 0.73 0.92 1.07 0.00 0.92 0.92 0.83 0.16 0.00 Avail Cap(c_a), veh/h 498 545 451 0 625 632 468 2336 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.67 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 0.55 0.55 0.00 Uniform Delay (d), s/veh 29.0 31.1 32.1 0.0 28.0 28.1 23.5 0.0 0.0 Incr Delay (d2), s/veh 4.9 20.3 62.8 0.0 20.5 20.5 6.6 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln7.5 13.1 17.2 0.0 15.0 15.2 6.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 33.9 51.3 94.9 0.0 48.5 48.5 30.1 0.1 0.0 LnGrp LOS C D F D D C A
Approach Vol, veh/h 1349 1153 758
Approach Delay, s/veh 62.2 48.5 15.5
Approach LOS E D B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 64.2 28.2 36.0 30.0
Change Period (Y+Rc), s 4.6 4.6 * 4.6 4.2
Max Green Setting (Gmax), s 55.4 20.3 * 31 25.8
Max Q Clear Time (g_c+I1), s 2.0 19.4 29.6 27.8
Green Ext Time (p_c), s 1.1 0.0 0.8 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 46.5
HCM 7th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 473
Item 9 A.

HCM 7th TWSC
3: Bay Ave & Croosroads Loop 01/06/2025
Year 2045 PM 10:46 am 06/28/2024 No Build Synchro 12 Report

Page 3 ends

Intersection
Int Delay, s/veh 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 49 2 38 4 1 59 4 988 9 92 787 112
Future Vol, veh/h 49 2 38 4 1 59 4 988 9 92 787 112
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - - 50 - - 50 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 52 2 40 4 1 62 4 1040 9 97 828 118
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1610 2139 473 1662 2193 525 946 0 0 1049 0 0 Stage 1 1081 1081 - 1053 1053 -------
Stage 2 529 1058 - 609 1140 -------
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 70 48 537 64 45 497 721 - - 659 - -
Stage 1 232 292 - 242 301 -------
Stage 2 501 300 - 449 274 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ 50 41 537 48 38 497 721 - - 659 - - Mov Cap-2 Maneuver ~ 50 41 - 48 38 -------
Stage 1 198 249 - 240 299 -------
Stage 2 434 298 - 351 234 -------
Approach EB WB NB SB
HCM Control Delay, s/v165.89 21.9 0.04 1.06

HCM LOS F C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 721 - - 50 537 280 659 - -
HCM Lane V/C Ratio 0.006 - - 1.073 0.074 0.241 0.147 - - HCM Control Delay (s/veh) 10 - - 280.4 12.2 21.9 11.4 - - HCM Lane LOS B - - F B C B - -
HCM 95th %tile Q(veh) 0 - - 4.7 0.2 0.9 0.5 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 474
Item 9 A.

HCM 7th AWSC
4: Bay Ave & Retail Dwy/Hill St 01/06/2025
Year 2045 PM 10:46 am 06/28/2024 No Build Synchro 12 Report

Page 4 ends

Intersection
Intersection Delay, s/veh 98.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 92 45 84 22 33 192 46 717 34 146 634 49 Future Vol, veh/h 92 45 84 22 33 192 46 717 34 146 634 49 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 6 0 0 0 3 1 2 1 9 0 3 3
Mvmt Flow 97 47 88 23 35 202 48 755 36 154 667 52
Number of Lanes 011010120120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1233
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3321
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3312
HCM Control Delay, s/veh 23.7 44.9 145.5 89.8

HCM LOS C E F F
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 67% 0% 9% 100% 0% 0%
Vol Thru, % 0% 100% 88% 33% 0% 13% 0% 100% 81%
Vol Right, % 0% 0% 12% 0% 100% 78% 0% 0% 19%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 46 478 273 137 84 247 146 423 260
LT Vol 46 0 0 92 0 22 146 0 0
Through Vol 0 478 239 45 0 33 0 423 211
RT Vol 0 0 34 0 84 192 0 0 49
Lane Flow Rate 48 503 287 144 88 260 154 445 274
Geometry Grp 666666666
Degree of Util (X) 0.14 1.382 0.793 0.476 0.264 0.775 0.435 1.203 0.731 Departure Headway (Hd) 10.87 10.326 10.377 12.914 11.72 11.575 10.83 10.357 10.218 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 332 357 351 281 309 315 335 356 356
Service Time 8.57 8.026 8.077 10.614 9.42 9.275 8.53 8.057 7.918 HCM Lane V/C Ratio 0.145 1.409 0.818 0.512 0.285 0.825 0.46 1.25 0.77 HCM Control Delay, s/veh 15.3 216.5 43.1 26.8 18.6 44.9 21.6 146.4 36.2 HCM Lane LOS C F E D C E C F E
HCM 95th-tile Q 0.5 24.1 6.6 2.4 1 6.1 2.1 17.7 5.6
475
Item 9 A.

HCM 7th AWSC
5: Bay Ave & Capitola Ave 01/06/2025
Year 2045 PM 10:46 am 06/28/2024 No Build Synchro 12 Report

Page 5 ends

Intersection
Intersection Delay, s/veh21.7
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 190 63 8 17 65 73 29 200 23 61 337 171 Future Vol, veh/h 190 63 8 17 65 73 29 200 23 61 337 171 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 200 66 8 18 68 77 31 211 24 64 355 180
Number of Lanes 0 1 1 0 10110011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 2
HCM Control Delay, s/veh20.9 14.9 16 26.4

HCM LOS C B C D
Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 75% 0% 11% 15% 0%
Vol Thru, % 0% 90% 25% 0% 42% 85% 0%
Vol Right, % 0% 10% 0% 100% 47% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 29 223 253 8 155 398 171
LT Vol 29 0 190 0 17 61 0
Through Vol 0 200 63 0 65 337 0
RT Vol 0 23 0 8 73 0 171
Lane Flow Rate 31 235 266 8 163 419 180
Geometry Grp 5 5 5 5 4b 5 5
Degree of Util (X) 0.067 0.477 0.585 0.016 0.349 0.807 0.307 Departure Headway (Hd) 7.907 7.318 7.913 6.811 7.693 6.935 6.14 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 452 491 455 524 467 519 583
Service Time 5.672 5.083 5.672 4.569 5.764 4.69 3.895
HCM Lane V/C Ratio 0.069 0.479 0.585 0.015 0.349 0.807 0.309 HCM Control Delay, s/veh 11.2 16.6 21.3 9.7 14.9 32.8 11.6 HCM Lane LOS B C C A B D B
HCM 95th-tile Q 0.2 2.5 3.7 0 1.5 7.7 1.3
476
Item 9 A.

HCM 7th AWSC
6: Monterey Ave & Bay Ave 01/06/2025
Year 2045 PM 10:46 am 06/28/2024 No Build Synchro 12 Report

Page 6 ends

Intersection
Intersection Delay, s/veh20.3
Intersection LOS C
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 35 104 305 85 304 251
Future Vol, veh/h 35 104 305 85 304 251
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 37 109 321 89 320 264
Number of Lanes 1 0 1 0 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach RightSB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh10.8 14.5 26.7

HCM LOS B B D
Lane NBLn1WBLn1 SBLn1
Vol Left, % 0% 25% 55%
Vol Thru, % 78% 0% 45%
Vol Right, % 22% 75% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 390 139 555
LT Vol 0 35 304
Through Vol 305 0 251
RT Vol 85 104 0
Lane Flow Rate 411 146 584
Geometry Grp 1 1 1
Degree of Util (X) 0.571 0.239 0.82
Departure Headway (Hd) 5.007 5.876 5.05
Convergence, Y/N Yes Yes Yes
Cap 718 610 724
Service Time 3.04 3.924 3.05
HCM Lane V/C Ratio 0.572 0.239 0.807
HCM Control Delay, s/veh 14.5 10.8 26.7
HCM Lane LOS B B D
HCM 95th-tile Q 3.6 0.9 8.8
477
Item 9 A.

HCM 7th AWSC
7: Monterey Ave & Park Ave 01/06/2025
Year 2045 PM 10:46 am 06/28/2024 No Build Synchro 12 Report

Page 7 ends

Intersection
Intersection Delay, s/veh55.3
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 3 3 203 3 237 1 148 619 202 83 1
Future Vol, veh/h 5 3 3 203 3 237 1 148 619 202 83 1
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 5 3 3 214 3 249 1 156 652 213 87 1
Number of Lanes 0 1 0 0 10011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 1
HCM Control Delay, s/veh11.8 33.7 80.2 23.7

HCM LOS B D F C
Lane NBLn1 NBLn2 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 1% 0% 45% 46% 71% 0%
Vol Thru, % 99% 0% 27% 1% 29% 0%
Vol Right, % 0% 100% 27% 53% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 149 619 11 443 285 1
LT Vol 1 0 5 203 202 0
Through Vol 148 0 3 3 83 0
RT Vol 0 619 3 237 0 1
Lane Flow Rate 157 652 12 466 300 1
Geometry Grp 5 5 2 2 5 5
Degree of Util (X) 0.3 1.115 0.027 0.826 0.638 0.002
Departure Headway (Hd) 6.88 6.159 8.605 6.626 7.97 6.881 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 519 586 419 550 456 523
Service Time 4.667 3.945 6.605 4.626 5.67 4.581
HCM Lane V/C Ratio 0.303 1.113 0.029 0.847 0.658 0.002
HCM Control Delay, s/veh 12.6 96.5 11.8 33.7 23.7 9.6
HCM Lane LOS B F B D C A
HCM 95th-tile Q 1.3 20.2 0.1 8.3 4.4 0
478
Item 9 A.
479
Item 9 A.

HCM 7th Signalized Intersection Summary
1: Bay Ave & Hwy 1 NB Off-Ramp 01/06/2025
Existing AM Bay-Hill Analysis 3:26 pm 05/30/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 59 12 107 369 516 0 0 423 478 Future Volume (veh/h) 0 0 0 59 12 107 369 516 0 0 423 478 Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.94
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1900 1885 1885 1856 0 0 1870 1885 Adj Flow Rate, veh/h 65 13 118 405 567 0 0 465 525
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 501130021
Cap, veh/h 168 16 142 581 2668 0 0 634 534
Arrive On Green 0.10 0.10 0.10 0.32 0.76 0.00 0.00 0.36 0.36 Sat Flow, veh/h 1739 162 1473 1795 3618 0 0 1870 1497
Grp Volume(v), veh/h 65 0 131 405 567 0 0 465 525
Grp Sat Flow(s),veh/h/ln 1739 0 1635 1795 1763 0 0 1777 1497 Q Serve(g_s), s 2.1 0.0 4.7 11.8 2.8 0.0 0.0 13.7 20.9
Cycle Q Clear(g_c), s 2.1 0.0 4.7 11.8 2.8 0.0 0.0 13.7 20.9 Prop In Lane 1.00 0.90 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 168 0 158 581 2668 0 0 634 534
V/C Ratio(X) 0.39 0.00 0.83 0.70 0.21 0.00 0.00 0.73 0.98 Avail Cap(c_a), veh/h 168 0 158 607 2668 0 0 634 534
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.82 0.82 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 25.4 0.0 26.6 17.7 2.1 0.0 0.0 16.8 19.1 Incr Delay (d2), s/veh 0.5 0.0 27.8 2.2 0.1 0.0 0.0 7.4 35.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 2.9 4.9 0.5 0.0 0.0 6.4 11.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 26.0 0.0 54.4 20.0 2.3 0.0 0.0 24.2 54.2 LnGrp LOS C D B A C D
Approach Vol, veh/h 196 972 990
Approach Delay, s/veh 45.0 9.6 40.1
Approach LOS D A D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 24.0 26.0 10.0 50.0
Change Period (Y+Rc), s 4.6 * 4.6 4.2 4.6
Max Green Setting (Gmax), s 20.3 * 21 5.8 45.4
Max Q Clear Time (g_c+I1), s 13.8 22.9 6.7 4.8
Green Ext Time (p_c), s 0.1 0.0 0.0 1.7
Intersection Summary
HCM 7th Control Delay, s/veh 26.8
HCM 7th LOS C
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 480
Item 9 A.

HCM 7th Signalized Intersection Summary
2: Bay Ave & Hwy 1 SB Off-Ramp 01/06/2025
Existing AM Bay-Hill Analysis 3:26 pm 05/30/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 313 0 296 0 0 0 0 572 111 176 305 0 Future Volume (veh/h) 313 0 296 0 0 0 0 572 111 176 305 0 Initial Q (Qb), veh 0 0 0 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1900 1856 0 1885 1856 1870 1856 0 Adj Flow Rate, veh/h 440 0 215 0 622 121 191 332 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 5 0 3 013230
Cap, veh/h 613 0 277 0 1035 201 370 2283 0
Arrive On Green 0.18 0.00 0.18 0.00 0.35 0.35 0.21 0.65 0.00 Sat Flow, veh/h 3478 0 1572 0 3069 577 1781 3618 0
Grp Volume(v), veh/h 440 0 215 0 374 369 191 332 0
Grp Sat Flow(s),veh/h/ln1739 0 1572 0 1791 1762 1781 1763 0 Q Serve(g_s), s 6.0 0.0 6.5 0.0 8.6 8.6 4.8 1.8 0.0
Cycle Q Clear(g_c), s 6.0 0.0 6.5 0.0 8.6 8.6 4.8 1.8 0.0 Prop In Lane 1.00 1.00 0.00 0.33 1.00 0.00
Lane Grp Cap(c), veh/h 613 0 277 0 623 613 370 2283 0
V/C Ratio(X) 0.72 0.00 0.78 0.00 0.60 0.60 0.52 0.15 0.00 Avail Cap(c_a), veh/h 751 0 340 0 623 613 370 2283 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.70 0.70 0.00 Uniform Delay (d), s/veh 19.4 0.0 19.6 0.0 13.4 13.4 17.6 3.4 0.0 Incr Delay (d2), s/veh 1.7 0.0 6.8 0.0 4.2 4.3 0.4 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.2 0.0 2.6 0.0 3.7 3.7 1.8 0.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 21.2 0.0 26.5 0.0 17.7 17.8 18.0 3.5 0.0 LnGrp LOS C C BBBA
Approach Vol, veh/h 655 743 523
Approach Delay, s/veh 22.9 17.7 8.8
Approach LOS C B A
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 37.0 15.0 22.0 13.0
Change Period (Y+Rc), s 4.6 4.6 * 4.6 4.2
Max Green Setting (Gmax), s 30.4 9.3 * 17 10.8
Max Q Clear Time (g_c+I1), s 3.8 6.8 10.6 8.5
Green Ext Time (p_c), s 0.9 0.0 1.3 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 17.1
HCM 7th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 481
Item 9 A.

HCM 7th TWSC
3: Bay Ave & Croosroads Loop 01/06/2025
Existing AM Bay-Hill Analysis 3:26 pm 05/30/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 3
Intersection
Int Delay, s/veh 1.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 53 0 21 0 1 14 1 575 9 39 462 109
Future Vol, veh/h 53 0 21 0 1 14 1 575 9 39 462 109
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 50 - - 50 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 58 0 23 0 1 15 1 632 10 43 508 120
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 912 1237 508 1232 1352 321 627 0 0 642 0 0 Stage 1 593 593 - 639 639 -------
Stage 2 319 644 - 593 713 -------
Critical Hdwy 7.33 6.53 6.23 7.33 6.53 6.93 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.53 5.53 - - - - - - - Critical Hdwy Stg 2 6.53 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.219 - - 2.219 - - Pot Cap-1 Maneuver 241 175 564 143 149 676 952 - - 941 - - Stage 1 491 492 - 432 469 -------
Stage 2 668 467 - 491 434 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 223 167 564 131 142 676 952 - - 941 - - Mov Cap-2 Maneuver 223 167 - 131 142 -------
Stage 1 468 470 - 431 469 -------
Stage 2 650 467 - 449 415 -------
Approach EB WB NB SB
HCM Control Delay, s/v24.04 11.87 0.02 0.58

HCM LOS C B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 952 - - 269 541 941 - -
HCM Lane V/C Ratio 0.001 - - 0.302 0.03 0.046 - -
HCM Control Delay (s/veh) 8.8 - - 24 11.9 9 - -
HCM Lane LOS A - - C B A - -
HCM 95th %tile Q(veh) 0 - - 1.2 0.1 0.1 - -
482
Item 9 A.

HCM 7th AWSC
4: Bay Ave & Retail Dwy/Hill St 01/06/2025
Existing AM Bay-Hill Analysis 3:26 pm 05/30/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 4
Intersection
Intersection Delay, s/veh 28.5
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 43 19 39 9 28 142 57 399 10 75 375 31 Future Vol, veh/h 43 19 39 9 28 142 57 399 10 75 375 31 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 6 0 0 0 3 1 2 1 9 0 3 3
Mvmt Flow 48 21 44 10 31 160 64 448 11 84 421 35
Number of Lanes 011010110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1222
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2221
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2212
HCM Control Delay, s/veh 12.4 15.6 33.6 31.7

HCM LOSB C D D
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 69% 0% 5% 100% 0%
Vol Thru, % 0% 98% 31% 0% 16% 0% 92%
Vol Right, % 0% 2% 0% 100% 79% 0% 8%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 57 409 62 39 179 75 406
LT Vol 57 0 43 0 9 75 0
Through Vol 0 399 19 0 28 0 375
RT Vol 0 10 0 39 142 0 31
Lane Flow Rate 64 460 70 44 201 84 456
Geometry Grp 5 5 5 5 4b 5 5
Degree of Util (X) 0.128 0.851 0.167 0.091 0.414 0.168 0.842 Departure Headway (Hd) 7.215 6.669 8.646 7.459 7.409 7.162 6.648 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 496 542 414 479 485 501 543
Service Time 4.965 4.419 6.413 5.226 5.467 4.911 4.397
HCM Lane V/C Ratio 0.129 0.849 0.169 0.092 0.414 0.168 0.84 HCM Control Delay, s/veh 11 36.7 13.2 11 15.6 11.4 35.5 HCM Lane LOS BEBBCBE
HCM 95th-tile Q 0.4 9 0.6 0.3 2 0.6 8.8
483
Item 9 A.

HCM 7th AWSC
5: Bay Ave & Capitola Ave 01/06/2025
Existing AM Bay-Hill Analysis 3:26 pm 05/30/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 5
Intersection
Intersection Delay, s/veh27.7
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 70 67 6 83 94 42 27 312 55 74 183 128 Future Vol, veh/h 70 67 6 83 94 42 27 312 55 74 183 128 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 84 81 7 100 113 51 33 376 66 89 220 154
Number of Lanes 0 1 1 0 10110011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 2
HCM Control Delay, s/veh16.8 22.6 41.7 20.2

HCM 7th AWSC
6: Monterey Ave & Bay Ave 01/06/2025
Existing AM Bay-Hill Analysis 3:26 pm 05/30/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 6
Intersection
Intersection Delay, s/veh19.6
Intersection LOS C
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 87 282 158 61 219 84
Future Vol, veh/h 87 282 158 61 219 84
Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 114 371 208 80 288 111
Number of Lanes 1 0 1 0 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach RightSB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh22.2 14.2 20.2

HCM LOS C B C
Lane NBLn1WBLn1 SBLn1
Vol Left, % 0% 24% 72%
Vol Thru, % 72% 0% 28%
Vol Right, % 28% 76% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 219 369 303
LT Vol 0 87 219
Through Vol 158 0 84
RT Vol 61 282 0
Lane Flow Rate 288 486 399
Geometry Grp 1 1 1
Degree of Util (X) 0.471 0.734 0.664
Departure Headway (Hd) 5.888 5.445 5.994
Convergence, Y/N Yes Yes Yes
Cap 608 660 598
Service Time 3.972 3.519 4.069
HCM Lane V/C Ratio 0.474 0.736 0.667
HCM Control Delay, s/veh 14.2 22.2 20.2
HCM Lane LOS B C C
HCM 95th-tile Q 2.5 6.4 4.9
485
Item 9 A.

HCM 7th AWSC
7: Monterey Ave & Park Ave 01/06/2025
Existing AM Bay-Hill Analysis 3:26 pm 05/30/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 7
Intersection
Intersection Delay, s/veh24.9
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 9 1 418 3 100 1 123 225 41 121 4
Future Vol, veh/h 0 9 1 418 3 100 1 123 225 41 121 4
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 10 1 459 3 110 1 135 247 45 133 4
Number of Lanes 0 1 0 0 10011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 2 1 1
HCM Control Delay, s/veh 9.9 37 12.5 13.6

HCM LOS AE B B
Lane NBLn1 NBLn2 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 1% 0% 0% 80% 25% 0%
Vol Thru, % 99% 0% 90% 1% 75% 0%
Vol Right, % 0% 100% 10% 19% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 124 225 10 521 162 4
LT Vol 1 0 0 418 41 0
Through Vol 123 0 9 3 121 0
RT Vol 0 225 1 100 0 4
Lane Flow Rate 136 247 11 573 178 4
Geometry Grp 5 5 2 2 5 5
Degree of Util (X) 0.253 0.409 0.021 0.887 0.35 0.008
Departure Headway (Hd) 6.682 5.962 6.78 5.579 7.079 6.231 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 534 601 531 647 506 570
Service Time 4.462 3.741 4.78 3.635 4.866 4.017
HCM Lane V/C Ratio 0.255 0.411 0.021 0.886 0.352 0.007
HCM Control Delay, s/veh 11.7 12.9 9.9 37 13.7 9.1
HCM Lane LOS BBAEBA
HCM 95th-tile Q 1 2 0.1 10.7 1.6 0
486
Item 9 A.
487
Item 9 A.

HCM 7th Signalized Intersection Summary
1: Bay Ave & Hwy 1 NB Off-Ramp 01/06/2025
Existing PM Bay-Hill Analysis 3:33 pm 06/20/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 107 1 195 290 399 0 0 642 316 Future Volume (veh/h) 0 0 0 107 1 195 290 399 0 0 642 316 Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.95
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1900 1885 1885 1856 0 0 1870 1885 Adj Flow Rate, veh/h 113 1 205 305 420 0 0 676 333
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 501130021
Cap, veh/h 226 1 208 431 2550 0 0 920 453
Arrive On Green 0.13 0.13 0.13 0.48 1.00 0.00 0.00 0.41 0.41 Sat Flow, veh/h 1739 8 1604 1795 3618 0 0 2355 1114
Grp Volume(v), veh/h 113 0 206 305 420 0 0 531 478
Grp Sat Flow(s),veh/h/ln 1739 0 1611 1795 1763 0 0 1777 1599 Q Serve(g_s), s 3.6 0.0 7.7 8.0 0.0 0.0 0.0 15.2 15.2
Cycle Q Clear(g_c), s 3.6 0.0 7.7 8.0 0.0 0.0 0.0 15.2 15.2 Prop In Lane 1.00 1.00 1.00 0.00 0.00 0.70
Lane Grp Cap(c), veh/h 226 0 209 431 2550 0 0 723 650
V/C Ratio(X) 0.50 0.00 0.98 0.71 0.16 0.00 0.00 0.74 0.74 Avail Cap(c_a), veh/h 226 0 209 458 2550 0 0 723 650
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.82 0.82 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 24.3 0.0 26.0 13.9 0.0 0.0 0.0 15.1 15.1 Incr Delay (d2), s/veh 0.6 0.0 57.1 3.1 0.1 0.0 0.0 6.5 7.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 0.0 6.0 2.7 0.0 0.0 0.0 6.8 6.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 24.9 0.0 83.1 17.1 0.1 0.0 0.0 21.6 22.3 LnGrp LOS C F B A C C
Approach Vol, veh/h 319 725 1009
Approach Delay, s/veh 62.5 7.2 21.9
Approach LOS E A C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 19.0 29.0 12.0 48.0
Change Period (Y+Rc), s 4.6 * 4.6 4.2 4.6
Max Green Setting (Gmax), s 15.3 * 24 7.8 43.4
Max Q Clear Time (g_c+I1), s 10.0 17.2 9.7 2.0
Green Ext Time (p_c), s 0.1 2.0 0.0 1.2
Intersection Summary
HCM 7th Control Delay, s/veh 23.1
HCM 7th LOS C
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 488
Item 9 A.

HCM 7th Signalized Intersection Summary
2: Bay Ave & Hwy 1 SB Off-Ramp 01/06/2025
Existing PM Bay-Hill Analysis 3:33 pm 06/20/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 234 208 347 0 0 0 0 457 91 276 471 0 Future Volume (veh/h) 234 208 347 0 0 0 0 457 91 276 471 0 Initial Q (Qb), veh 0 0 0 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1900 1856 0 1885 1856 1870 1856 0 Adj Flow Rate, veh/h 245 305 306 0 497 99 300 512 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 5 0 3 013230
Cap, veh/h 396 433 358 0 879 174 449 2205 0
Arrive On Green 0.23 0.23 0.23 0.00 0.30 0.30 0.08 0.21 0.00 Sat Flow, veh/h 1739 1900 1572 0 3057 587 1781 3618 0
Grp Volume(v), veh/h 245 305 306 0 299 297 300 512 0
Grp Sat Flow(s),veh/h/ln1739 1900 1572 0 1791 1759 1781 1763 0 Q Serve(g_s), s 7.6 8.9 11.2 0.0 8.5 8.6 9.8 7.3 0.0
Cycle Q Clear(g_c), s 7.6 8.9 11.2 0.0 8.5 8.6 9.8 7.3 0.0 Prop In Lane 1.00 1.00 0.00 0.33 1.00 0.00
Lane Grp Cap(c), veh/h 396 433 358 0 531 522 449 2205 0 V/C Ratio(X) 0.62 0.70 0.85 0.00 0.56 0.57 0.67 0.23 0.00 Avail Cap(c_a), veh/h 446 488 404 0 531 522 449 2205 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 0.69 0.69 0.00 Uniform Delay (d), s/veh 20.8 21.3 22.2 0.0 17.8 17.9 25.1 11.8 0.0 Incr Delay (d2), s/veh 1.2 3.0 13.5 0.0 4.3 4.5 2.1 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.9 3.9 5.1 0.0 3.9 3.9 4.8 2.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 22.1 24.3 35.8 0.0 22.1 22.3 27.2 12.0 0.0 LnGrp LOS C C D CCCB
Approach Vol, veh/h 856 596 812
Approach Delay, s/veh 27.8 22.2 17.6
Approach LOS C C B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 42.1 19.7 22.4 17.9
Change Period (Y+Rc), s 4.6 4.6 * 4.6 4.2
Max Green Setting (Gmax), s 35.8 14.3 * 18 15.4
Max Q Clear Time (g_c+I1), s 9.3 11.8 10.6 13.2
Green Ext Time (p_c), s 1.5 0.1 1.0 0.5
Intersection Summary
HCM 7th Control Delay, s/veh 22.7
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 489
Item 9 A.

HCM 7th TWSC
3: Bay Ave & Croosroads Loop 01/06/2025
Existing PM Bay-Hill Analysis 3:33 pm 06/20/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 3
Intersection
Int Delay, s/veh 3.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 49 2 38 4 1 37 4 412 9 50 629 112
Future Vol, veh/h 49 2 38 4 1 37 4 412 9 50 629 112
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 50 - - 50 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 56 2 44 5 1 43 5 474 10 57 723 129
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1084 1331 723 1327 1455 242 852 0 0 484 0 0 Stage 1 838 838 - 488 488 -------
Stage 2 247 493 - 839 967 -------
Critical Hdwy 7.33 6.53 6.23 7.33 6.53 6.93 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.53 5.53 - - - - - - - Critical Hdwy Stg 2 6.53 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.219 - - 2.219 - - Pot Cap-1 Maneuver 182 154 425 122 129 760 785 - - 1077 - - Stage 1 360 381 - 531 549 -------
Stage 2 736 546 - 359 332 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 161 145 425 102 122 760 785 - - 1077 - - Mov Cap-2 Maneuver 161 145 - 102 122 -------
Stage 1 341 360 - 528 546 -------
Stage 2 689 543 - 303 314 -------
Approach EB WB NB SB
HCM Control Delay, s/v35.33 14.27 0.09 0.54

HCM LOS E B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 785 - - 218 437 1077 - -
HCM Lane V/C Ratio 0.006 - - 0.469 0.111 0.053 - -
HCM Control Delay (s/veh) 9.6 - - 35.3 14.3 8.5 - -
HCM Lane LOS A - - E B A - -
HCM 95th %tile Q(veh) 0 - - 2.3 0.4 0.2 - -
490
Item 9 A.

HCM 7th AWSC
4: Bay Ave & Retail Dwy/Hill St 01/06/2025
Existing PM Bay-Hill Analysis 3:33 pm 06/20/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 4
Intersection
Intersection Delay, s/veh 44.2
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 92 45 84 18 33 76 46 256 21 146 474 49 Future Vol, veh/h 92 45 84 18 33 76 46 256 21 146 474 49 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 6 0 0 0 3 1 2 1 9 0 3 3
Mvmt Flow 103 51 94 20 37 85 52 288 24 164 533 55
Number of Lanes 011010110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1222
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2221
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2212
HCM Control Delay, s/veh 14.2 14.6 19.5 71.7

HCM LOS B B C F
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 67% 0% 14% 100% 0%
Vol Thru, % 0% 92% 33% 0% 26% 0% 91%
Vol Right, % 0% 8% 0% 100% 60% 0% 9%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 46 277 137 84 127 146 523
LT Vol 46 0 92 0 18 146 0
Through Vol 0 256 45 0 33 0 474
RT Vol 0 21 0 84 76 0 49
Lane Flow Rate 52 311 154 94 143 164 588
Geometry Grp 5 5 5 5 4b 5 5
Degree of Util (X) 0.109 0.609 0.351 0.186 0.307 0.326 1.082 Departure Headway (Hd) 7.901 7.315 8.537 7.365 8.089 7.153 6.627 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 456 498 423 490 447 499 547
Service Time 5.601 5.015 6.237 5.065 6.089 4.945 4.419
HCM Lane V/C Ratio 0.114 0.624 0.364 0.192 0.32 0.329 1.075 HCM Control Delay, s/veh 11.6 20.8 15.8 11.7 14.6 13.4 88 HCM Lane LOS B C C B B B F
HCM 95th-tile Q 0.4 4 1.6 0.7 1.3 1.4 17.7
491
Item 9 A.

HCM 7th AWSC
5: Bay Ave & Capitola Ave 01/06/2025
Existing PM Bay-Hill Analysis 3:33 pm 06/20/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 5
Intersection
Intersection Delay, s/veh20.5
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 72 84 8 61 72 31 29 200 23 56 337 124 Future Vol, veh/h 72 84 8 61 72 31 29 200 23 56 337 124 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 81 94 9 69 81 35 33 225 26 63 379 139
Number of Lanes 0 1 1 0 10110011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 2
HCM Control Delay, s/veh14.9 15.3 15.3 26.5

HCM 7th AWSC
6: Monterey Ave & Bay Ave 01/06/2025
Existing PM Bay-Hill Analysis 3:33 pm 06/20/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 6
Intersection
Intersection Delay, s/veh11.9
Intersection LOS B
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 35 104 124 85 304 135
Future Vol, veh/h 35 104 124 85 304 135
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 36 106 127 87 310 138
Number of Lanes 1 0 1 0 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach RightSB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh9.3 9.3 14

HCM LOS A A B
Lane NBLn1WBLn1 SBLn1
Vol Left, % 0% 25% 69%
Vol Thru, % 59% 0% 31%
Vol Right, % 41% 75% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 209 139 439
LT Vol 0 35 304
Through Vol 124 0 135
RT Vol 85 104 0
Lane Flow Rate 213 142 448
Geometry Grp 1 1 1
Degree of Util (X) 0.27 0.198 0.58
Departure Headway (Hd) 4.556 5.022 4.664
Convergence, Y/N Yes Yes Yes
Cap 785 711 770
Service Time 2.61 3.084 2.712
HCM Lane V/C Ratio 0.271 0.2 0.582
HCM Control Delay, s/veh 9.3 9.3 14
HCM Lane LOS A A B
HCM 95th-tile Q 1.1 0.7 3.8
493
Item 9 A.

HCM 7th AWSC
7: Monterey Ave & Park Ave 01/06/2025
Existing PM Bay-Hill Analysis 3:33 pm 06/20/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 7
Intersection
Intersection Delay, s/veh15.4
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 3 3 203 3 39 1 148 498 92 83 1
Future Vol, veh/h 5 3 3 203 3 39 1 148 498 92 83 1
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 5 3 3 211 3 41 1 154 519 96 86 1
Number of Lanes 0 1 0 0 10011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 1
HCM Control Delay, s/veh9.6 13.3 17.1 12.3

HCM LOS A B C B
Lane NBLn1 NBLn2 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 1% 0% 45% 83% 53% 0%
Vol Thru, % 99% 0% 27% 1% 47% 0%
Vol Right, % 0% 100% 27% 16% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 149 498 11 245 175 1
LT Vol 1 0 5 203 92 0
Through Vol 148 0 3 3 83 0
RT Vol 0 498 3 39 0 1
Lane Flow Rate 155 519 11 255 182 1
Geometry Grp 5 5 2 2 5 5
Degree of Util (X) 0.244 0.714 0.021 0.423 0.326 0.002
Departure Headway (Hd) 5.665 4.953 6.441 5.969 6.442 5.463 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 635 731 554 602 558 654
Service Time 3.396 2.684 4.5 4.005 4.185 3.206
HCM Lane V/C Ratio 0.244 0.71 0.02 0.424 0.326 0.002
HCM Control Delay, s/veh 10.2 19.1 9.6 13.3 12.3 8.2
HCM Lane LOS B C ABBA
HCM 95th-tile Q 1 6.1 0.1 2.1 1.4 0
494
Item 9 A.
495
Item 9 A.

HCM 7th Signalized Intersection Summary
1: Bay Ave & Hwy 1 NB Off-Ramp 01/06/2025
Year 2045 AM Bay-Hill Analysis 3:33 pm 06/20/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 161 12 379 321 392 0 0 436 536 Future Volume (veh/h) 0 0 0 161 12 379 321 392 0 0 436 536 Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.94
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1900 1885 1885 1856 0 0 1870 1885 Adj Flow Rate, veh/h 169 13 399 338 413 0 0 459 564
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 501130021
Cap, veh/h 341 10 308 437 2269 0 0 562 471
Arrive On Green 0.20 0.20 0.20 0.49 1.00 0.00 0.00 0.32 0.32 Sat Flow, veh/h 1739 51 1567 1795 3618 0 0 1870 1489
Grp Volume(v), veh/h 169 0 412 338 413 0 0 459 564
Grp Sat Flow(s),veh/h/ln 1739 0 1618 1795 1763 0 0 1777 1489 Q Serve(g_s), s 4.8 0.0 10.8 8.5 0.0 0.0 0.0 13.1 17.4
Cycle Q Clear(g_c), s 4.8 0.0 10.8 8.5 0.0 0.0 0.0 13.1 17.4 Prop In Lane 1.00 0.97 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 341 0 318 437 2269 0 0 562 471
V/C Ratio(X) 0.49 0.00 1.30 0.77 0.18 0.00 0.00 0.82 1.20 Avail Cap(c_a), veh/h 341 0 318 467 2269 0 0 562 471
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.83 0.83 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 19.7 0.0 22.1 12.8 0.0 0.0 0.0 17.3 18.8 Incr Delay (d2), s/veh 0.4 0.0 154.9 5.4 0.1 0.0 0.0 12.4 107.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 17.3 3.0 0.0 0.0 0.0 6.7 19.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 20.1 0.0 177.0 18.3 0.1 0.0 0.0 29.7 126.5 LnGrp LOS C F B A C F
Approach Vol, veh/h 581 751 1023
Approach Delay, s/veh 131.4 8.3 83.1
Approach LOS F A F
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 18.0 22.0 15.0 40.0
Change Period (Y+Rc), s 4.6 * 4.6 4.2 4.6
Max Green Setting (Gmax), s 14.3 * 17 10.8 35.4
Max Q Clear Time (g_c+I1), s 10.5 19.4 12.8 2.0
Green Ext Time (p_c), s 0.1 0.0 0.0 1.2
Intersection Summary
HCM 7th Control Delay, s/veh 71.2
HCM 7th LOS E
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 496
Item 9 A.

HCM 7th Signalized Intersection Summary
2: Bay Ave & Hwy 1 SB Off-Ramp 01/06/2025
Year 2045 AM Bay-Hill Analysis 3:33 pm 06/20/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 248 0 586 0 0 0 0 465 61 251 346 0 Future Volume (veh/h) 248 0 586 0 0 0 0 465 61 251 346 0 Initial Q (Qb), veh 0 0 0 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1900 1856 0 1885 1856 1870 1856 0 Adj Flow Rate, veh/h 174 0 710 0 489 64 264 364 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 5 0 3 013230
Cap, veh/h 373 0 675 0 1062 138 369 2205 0
Arrive On Green 0.21 0.00 0.21 0.00 0.33 0.33 0.41 1.00 0.00 Sat Flow, veh/h 1739 0 3145 0 3268 413 1781 3618 0
Grp Volume(v), veh/h 174 0 710 0 275 278 264 364 0
Grp Sat Flow(s),veh/h/ln1739 0 1572 0 1791 1796 1781 1763 0 Q Serve(g_s), s 4.8 0.0 11.8 0.0 6.6 6.7 6.8 0.0 0.0
Cycle Q Clear(g_c), s 4.8 0.0 11.8 0.0 6.6 6.7 6.8 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.23 1.00 0.00
Lane Grp Cap(c), veh/h 373 0 675 0 599 601 369 2205 0
V/C Ratio(X) 0.47 0.00 1.05 0.00 0.46 0.46 0.72 0.17 0.00 Avail Cap(c_a), veh/h 373 0 675 0 599 601 398 2205 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.67 0.67 0.00 Uniform Delay (d), s/veh 18.9 0.0 21.6 0.0 14.4 14.4 14.7 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 49.2 0.0 2.5 2.6 3.0 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.8 0.0 8.4 0.0 2.8 2.9 2.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 19.2 0.0 70.8 0.0 16.9 17.0 17.8 0.1 0.0 LnGrp LOS B F BBBA
Approach Vol, veh/h 884 553 628
Approach Delay, s/veh 60.6 16.9 7.5
Approach LOS E B A
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 39.0 16.0 23.0 16.0
Change Period (Y+Rc), s 4.6 4.6 * 4.6 4.2
Max Green Setting (Gmax), s 34.4 12.3 * 18 11.8
Max Q Clear Time (g_c+I1), s 2.0 8.8 8.7 13.8
Green Ext Time (p_c), s 1.0 0.1 1.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 32.8
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 497
Item 9 A.

HCM 7th TWSC
3: Bay Ave & Croosroads Loop 01/06/2025
Year 2045 AM Bay-Hill Analysis 3:33 pm 06/20/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 3
Intersection
Int Delay, s/veh 3.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 53 0 21 0 1 79 1 394 9 69 754 109
Future Vol, veh/h 53 0 21 0 1 79 1 394 9 69 754 109
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 50 - - 50 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 56 0 22 0 1 83 1 415 9 73 794 115
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1149 1365 794 1361 1475 212 908 0 0 424 0 0 Stage 1 939 939 - 422 422 -------
Stage 2 210 426 - 939 1054 -------
Critical Hdwy 7.33 6.53 6.23 7.33 6.53 6.93 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.53 5.53 - - - - - - - Critical Hdwy Stg 2 6.53 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.219 - - 2.219 - - Pot Cap-1 Maneuver 164 147 387 116 126 794 747 - - 1133 - - Stage 1 316 342 - 581 588 -------
Stage 2 773 585 - 316 302 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 136 137 387 102 118 794 747 - - 1133 - - Mov Cap-2 Maneuver 136 137 - 102 118 -------
Stage 1 296 320 - 580 587 -------
Stage 2 690 584 - 279 283 -------
Approach EB WB NB SB
HCM Control Delay, s/v44.16 10.48 0.02 0.62

HCM LOS E B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 747 - - 167 741 1133 - -
HCM Lane V/C Ratio 0.001 - - 0.467 0.114 0.064 - -
HCM Control Delay (s/veh) 9.8 - - 44.2 10.5 8.4 - -
HCM Lane LOS A - - E B A - -
HCM 95th %tile Q(veh) 0 - - 2.2 0.4 0.2 - -
498
Item 9 A.

HCM 7th AWSC
4: Bay Ave & Retail Dwy/Hill St 01/06/2025
Year 2045 AM Bay-Hill Analysis 3:33 pm 06/20/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 4
Intersection
Intersection Delay, s/veh 73.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 43 19 39 13 28 68 57 293 4 75 669 31 Future Vol, veh/h 43 19 39 13 28 68 57 293 4 75 669 31
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 6 0 0 0 3 1 2 1 9 0 3 3
Mvmt Flow 45 20 41 14 29 72 60 308 4 79 704 33
Number of Lanes 011010110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1222
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2221
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2212
HCM Control Delay, s/veh 11.8 12.8 15.6 116

HCM LOS B B C F
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 69% 0% 12% 100% 0%
Vol Thru, % 0% 99% 31% 0% 26% 0% 96%
Vol Right, % 0% 1% 0% 100% 62% 0% 4%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 57 297 62 39 109 75 700
LT Vol 57 0 43 0 13 75 0
Through Vol 0 293 19 0 28 0 669
RT Vol 0 4 0 39 68 0 31
Lane Flow Rate 60 313 65 41 115 79 737
Geometry Grp 5 5 5 5 4b 5 5
Degree of Util (X) 0.112 0.539 0.145 0.078 0.227 0.14 1.204 Departure Headway (Hd) 7.029 6.492 8.453 7.27 7.595 6.368 5.882 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 513 560 427 496 476 564 619
Service Time 4.729 4.192 6.153 4.97 5.595 4.099 3.613
HCM Lane V/C Ratio 0.117 0.559 0.152 0.083 0.242 0.14 1.191 HCM Control Delay, s/veh 10.6 16.5 12.6 10.6 12.8 10.1 127.4 HCM Lane LOS B C BBBBF
HCM 95th-tile Q 0.4 3.2 0.5 0.3 0.9 0.5 26.1
499
Item 9 A.

HCM 7th AWSC
5: Bay Ave & Capitola Ave 01/06/2025
Year 2045 AM Bay-Hill Analysis 3:33 pm 06/20/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 5
Intersection
Intersection Delay, s/veh18.4
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 78 67 6 83 94 42 27 312 55 74 183 128 Future Vol, veh/h 78 67 6 83 94 42 27 312 55 74 183 128 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 82 71 6 87 99 44 28 328 58 78 193 135
Number of Lanes 0 1 1 0 10110011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 2
HCM Control Delay, s/veh14.5 17.2 23.8 15.2

HCM 7th AWSC
6: Monterey Ave & Bay Ave 01/06/2025
Year 2045 AM Bay-Hill Analysis 3:33 pm 06/20/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 6
Intersection
Intersection Delay, s/veh18.2
Intersection LOS C
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 87 282 162 61 219 239
Future Vol, veh/h 87 282 162 61 219 239
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 92 297 171 64 231 252
Number of Lanes 1 0 1 0 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach RightSB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh 16 12 22.9

HCM 7th AWSC
7: Monterey Ave & Park Ave 01/06/2025
Year 2045 AM Bay-Hill Analysis 3:33 pm 06/20/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 7
Intersection
Intersection Delay, s/veh 33
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 9 1 418 3 100 1 123 238 201 121 4
Future Vol, veh/h 0 9 1 418 3 100 1 123 238 201 121 4
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 9 1 440 3 105 1 129 251 212 127 4
Number of Lanes 0 1 0 0 10011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 2 1 1
HCM Control Delay, s/veh 11 50.8 14.1 26.3

HCM 7th Signalized Intersection Summary
1: Bay Ave & Hwy 1 NB Off-Ramp 01/06/2025
Year 2045 PM Bay-Hill Analysis 3:33 pm 06/20/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 77 1 406 593 629 0 0 644 149 Future Volume (veh/h) 0 0 0 77 1 406 593 629 0 0 644 149 Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.93
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1900 1885 1885 1856 0 0 1870 1885 Adj Flow Rate, veh/h 81 1 427 624 662 0 0 678 157
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 501130021
Cap, veh/h 371 1 343 581 2256 0 0 676 156
Arrive On Green 0.21 0.21 0.21 0.32 0.64 0.00 0.00 0.24 0.24 Sat Flow, veh/h 1739 4 1607 1795 3618 0 0 2911 652
Grp Volume(v), veh/h 81 0 428 624 662 0 0 427 408
Grp Sat Flow(s),veh/h/ln 1739 0 1611 1795 1763 0 0 1777 1692 Q Serve(g_s), s 2.3 0.0 12.8 19.4 5.0 0.0 0.0 14.4 14.4 Cycle Q Clear(g_c), s 2.3 0.0 12.8 19.4 5.0 0.0 0.0 14.4 14.4 Prop In Lane 1.00 1.00 1.00 0.00 0.00 0.39
Lane Grp Cap(c), veh/h 371 0 344 581 2256 0 0 426 406
V/C Ratio(X) 0.22 0.00 1.25 1.07 0.29 0.00 0.00 1.00 1.00 Avail Cap(c_a), veh/h 371 0 344 581 2256 0 0 426 406
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.41 0.41 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 19.5 0.0 23.6 20.3 4.8 0.0 0.0 22.8 22.8 Incr Delay (d2), s/veh 0.1 0.0 132.6 46.8 0.1 0.0 0.0 44.1 45.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 17.0 14.9 1.4 0.0 0.0 10.8 10.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 19.6 0.0 156.2 67.1 4.9 0.0 0.0 66.9 68.4 LnGrp LOS B F F A F F
Approach Vol, veh/h 509 1286 835
Approach Delay, s/veh 134.5 35.1 67.6
Approach LOS F D E
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 24.0 19.0 17.0 43.0
Change Period (Y+Rc), s 4.6 * 4.6 4.2 4.6
Max Green Setting (Gmax), s 17.3 * 14 12.8 38.4
Max Q Clear Time (g_c+I1), s 21.4 16.4 14.8 7.0
Green Ext Time (p_c), s 0.0 0.0 0.0 2.0
Intersection Summary
HCM 7th Control Delay, s/veh 64.7
HCM 7th LOS E
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 504
Item 9 A.

HCM 7th Signalized Intersection Summary
2: Bay Ave & Hwy 1 SB Off-Ramp 01/06/2025
Year 2045 PM Bay-Hill Analysis 3:33 pm 06/20/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 417 208 512 0 0 0 0 805 91 370 351 0 Future Volume (veh/h) 417 208 512 0 0 0 0 805 91 370 351 0 Initial Q (Qb), veh 0 0 0 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1900 1856 0 1885 1856 1870 1856 0 Adj Flow Rate, veh/h 366 437 416 0 847 96 389 369 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 5 0 3 013230
Cap, veh/h 482 527 436 0 1008 114 475 2255 0
Arrive On Green 0.28 0.28 0.28 0.00 0.31 0.31 0.27 0.64 0.00 Sat Flow, veh/h 1739 1900 1572 0 3325 366 1781 3618 0
Grp Volume(v), veh/h 366 437 416 0 469 474 389 369 0
Grp Sat Flow(s),veh/h/ln1739 1900 1572 0 1791 1806 1781 1763 0 Q Serve(g_s), s 14.4 16.2 19.5 0.0 18.3 18.3 15.4 3.2 0.0 Cycle Q Clear(g_c), s 14.4 16.2 19.5 0.0 18.3 18.3 15.4 3.2 0.0 Prop In Lane 1.00 1.00 0.00 0.20 1.00 0.00
Lane Grp Cap(c), veh/h 482 527 436 0 559 564 475 2255 0 V/C Ratio(X) 0.76 0.83 0.95 0.00 0.84 0.84 0.82 0.16 0.00 Avail Cap(c_a), veh/h 482 527 436 0 559 564 475 2255 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 0.53 0.53 0.00 Uniform Delay (d), s/veh 24.8 25.4 26.6 0.0 24.1 24.1 25.8 5.4 0.0 Incr Delay (d2), s/veh 6.2 10.1 31.2 0.0 14.2 14.1 5.7 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.4 8.2 10.5 0.0 9.6 9.7 7.0 1.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 31.0 35.5 57.8 0.0 38.2 38.1 31.5 5.5 0.0 LnGrp LOS C D E D D C A
Approach Vol, veh/h 1219 943 758
Approach Delay, s/veh 41.8 38.2 18.9
Approach LOS D D B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 52.6 24.6 28.0 25.0
Change Period (Y+Rc), s 4.6 4.6 * 4.6 4.2
Max Green Setting (Gmax), s 45.4 18.3 * 23 20.8
Max Q Clear Time (g_c+I1), s 5.2 17.4 20.3 21.5
Green Ext Time (p_c), s 1.1 0.0 1.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 34.7
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 505
Item 9 A.

HCM 7th TWSC
3: Bay Ave & Croosroads Loop 01/06/2025
Year 2045 PM Bay-Hill Analysis 3:33 pm 06/20/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 3
Intersection
Int Delay, s/veh 4.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 49 2 38 4 1 59 4 788 9 79 672 112
Future Vol, veh/h 49 2 38 4 1 59 4 788 9 79 672 112
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 50 - - 50 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 52 2 40 4 1 62 4 829 9 83 707 118
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1297 1721 707 1717 1834 419 825 0 0 839 0 0 Stage 1 874 874 - 843 843 -------
Stage 2 424 847 - 875 992 -------
Critical Hdwy 7.33 6.53 6.23 7.33 6.53 6.93 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.53 5.53 - - - - - - - Critical Hdwy Stg 2 6.53 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.219 - - 2.219 - - Pot Cap-1 Maneuver 129 89 434 64 76 583 803 - - 794 - - Stage 1 344 366 - 326 379 -------
Stage 2 579 377 - 343 323 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 101 79 434 50 67 583 803 - - 794 - - Mov Cap-2 Maneuver 101 79 - 50 67 -------
Stage 1 308 328 - 324 377 -------
Stage 2 514 375 - 277 289 -------
Approach EB WB NB SB
HCM Control Delay, s/v63.37 18.8 0.05 0.92

HCM LOS F C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 803 - - 149 328 794 - -
HCM Lane V/C Ratio 0.005 - - 0.63 0.206 0.105 - -
HCM Control Delay (s/veh) 9.5 - - 63.4 18.8 10.1 - -
HCM Lane LOS A - - F C B - -
HCM 95th %tile Q(veh) 0 - - 3.4 0.8 0.3 - -
506
Item 9 A.

HCM 7th AWSC
4: Bay Ave & Retail Dwy/Hill St 01/06/2025
Year 2045 PM Bay-Hill Analysis 3:33 pm 06/20/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 4
Intersection
Intersection Delay, s/veh 109.6
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 92 45 84 22 33 192 46 517 34 146 519 49 Future Vol, veh/h 92 45 84 22 33 192 46 517 34 146 519 49 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 6 0 0 0 3 1 2 1 9 0 3 3
Mvmt Flow 97 47 88 23 35 202 48 544 36 154 546 52
Number of Lanes 011010110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1222
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2221
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2212
HCM Control Delay, s/veh 17.1 25.9 146.2 136.7

HCM LOS C D F F
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 67% 0% 9% 100% 0%
Vol Thru, % 0% 94% 33% 0% 13% 0% 91%
Vol Right, % 0% 6% 0% 100% 78% 0% 9%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 46 551 137 84 247 146 568
LT Vol 46 0 92 0 22 146 0
Through Vol 0 517 45 0 33 0 519
RT Vol 0 34 0 84 192 0 49
Lane Flow Rate 48 580 144 88 260 154 598
Geometry Grp 5 5 5 5 4b 5 5
Degree of Util (X) 0.112 1.254 0.374 0.201 0.607 0.351 1.281 Departure Headway (Hd) 8.874 8.292 10.307 9.11 9.418 8.783 8.253 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 406 441 352 396 387 412 442
Service Time 6.574 5.992 8.007 6.81 7.418 6.483 5.953
HCM Lane V/C Ratio 0.118 1.315 0.409 0.222 0.672 0.374 1.353 HCM Control Delay, s/veh 12.7 157.3 19 14.1 25.9 16.2 167.7 HCM Lane LOS B F C B D C F
HCM 95th-tile Q 0.4 22.8 1.7 0.7 3.8 1.6 24
507
Item 9 A.

HCM 7th AWSC
5: Bay Ave & Capitola Ave 01/06/2025
Year 2045 PM Bay-Hill Analysis 3:33 pm 06/20/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 5
Intersection
Intersection Delay, s/veh21.3
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 190 63 8 17 65 73 29 200 23 56 337 142 Future Vol, veh/h 190 63 8 17 65 73 29 200 23 56 337 142 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 200 66 8 18 68 77 31 211 24 59 355 149
Number of Lanes 0 1 1 0 10110011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 2
HCM Control Delay, s/veh20.7 14.7 15.8 26

HCM LOS C B C D
Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 75% 0% 11% 14% 0%
Vol Thru, % 0% 90% 25% 0% 42% 86% 0%
Vol Right, % 0% 10% 0% 100% 47% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 29 223 253 8 155 393 142
LT Vol 29 0 190 0 17 56 0
Through Vol 0 200 63 0 65 337 0
RT Vol 0 23 0 8 73 0 142
Lane Flow Rate 31 235 266 8 163 414 149
Geometry Grp 5 5 5 5 4b 5 5
Degree of Util (X) 0.067 0.473 0.581 0.016 0.346 0.794 0.254 Departure Headway (Hd) 7.847 7.258 7.848 6.747 7.634 6.911 6.122 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 455 495 458 529 470 521 584
Service Time 5.611 5.022 5.606 4.504 5.705 4.665 3.876
HCM Lane V/C Ratio 0.068 0.475 0.581 0.015 0.347 0.795 0.255 HCM Control Delay, s/veh 11.2 16.4 21 9.6 14.7 31.4 11
HCM Lane LOS B C C A B D B
HCM 95th-tile Q 0.2 2.5 3.6 0 1.5 7.4 1
508
Item 9 A.

HCM 7th AWSC
6: Monterey Ave & Bay Ave 01/06/2025
Year 2045 PM Bay-Hill Analysis 3:33 pm 06/20/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 6
Intersection
Intersection Delay, s/veh24.4
Intersection LOS C
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 35 104 305 85 304 296
Future Vol, veh/h 35 104 305 85 304 296
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 37 109 321 89 320 312
Number of Lanes 1 0 1 0 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach RightSB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh 11 14.9 33.7

HCM LOS B B D
Lane NBLn1WBLn1 SBLn1
Vol Left, % 0% 25% 51%
Vol Thru, % 78% 0% 49%
Vol Right, % 22% 75% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 390 139 600
LT Vol 0 35 304
Through Vol 305 0 296
RT Vol 85 104 0
Lane Flow Rate 411 146 632
Geometry Grp 1 1 1
Degree of Util (X) 0.579 0.243 0.883
Departure Headway (Hd) 5.077 5.987 5.033
Convergence, Y/N Yes Yes Yes
Cap 710 598 720
Service Time 3.108 4.033 3.058
HCM Lane V/C Ratio 0.579 0.244 0.878
HCM Control Delay, s/veh 14.9 11 33.7
HCM Lane LOS B B D
HCM 95th-tile Q 3.7 0.9 11
509
Item 9 A.

HCM 7th AWSC
7: Monterey Ave & Park Ave 01/06/2025
Year 2045 PM Bay-Hill Analysis 3:33 pm 06/20/2024 Stop & Road Diet Synchro 12 Report Kimley-Horn Page 7
Intersection
Intersection Delay, s/veh60.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 3 3 203 3 237 1 148 619 247 83 1
Future Vol, veh/h 5 3 3 203 3 237 1 148 619 247 83 1
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 5 3 3 214 3 249 1 156 652 260 87 1
Number of Lanes 0 1 0 0 10011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 1
HCM Control Delay, s/veh12.2 36.2 88.8 30.6

HCM LOS B E F D
Lane NBLn1 NBLn2 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 1% 0% 45% 46% 75% 0%
Vol Thru, % 99% 0% 27% 1% 25% 0%
Vol Right, % 0% 100% 27% 53% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 149 619 11 443 330 1
LT Vol 1 0 5 203 247 0
Through Vol 148 0 3 3 83 0
RT Vol 0 619 3 237 0 1
Lane Flow Rate 157 652 12 466 347 1
Geometry Grp 5 5 2 2 5 5
Degree of Util (X) 0.307 1.143 0.027 0.842 0.744 0.002
Departure Headway (Hd) 7.038 6.315 8.95 6.79 8.059 6.947 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 507 573 402 536 452 518
Service Time 4.832 4.108 6.95 4.79 5.759 4.647
HCM Lane V/C Ratio 0.31 1.138 0.03 0.869 0.768 0.002
HCM Control Delay, s/veh 13 107.1 12.2 36.2 30.7 9.7
HCM Lane LOS B F B E D A
HCM 95th-tile Q 1.3 21.3 0.1 8.7 6.1 0
510
Item 9 A.
511
Item 9 A.

HCM 7th Signalized Intersection Summary
1: Bay Ave & Hwy 1 NB Off-Ramp 01/06/2025
Existing AM Bay-Hill Analysis 2:13 pm 06/24/2024 Signal Synchro 12 Report Kimley-Horn Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 59 12 107 369 516 0 0 431 478 Future Volume (veh/h) 0 0 0 59 12 107 369 516 0 0 431 478 Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.96
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1900 1885 1885 1856 0 0 1870 1885 Adj Flow Rate, veh/h 65 13 118 405 567 0 0 474 525
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 501130021
Cap, veh/h 172 16 145 426 2867 0 0 957 817
Arrive On Green 0.10 0.10 0.10 0.47 1.00 0.00 0.00 0.54 0.54 Sat Flow, veh/h 1739 162 1473 1795 3618 0 0 1870 1516
Grp Volume(v), veh/h 65 0 131 405 567 0 0 474 525
Grp Sat Flow(s),veh/h/ln 1739 0 1635 1795 1763 0 0 1777 1516 Q Serve(g_s), s 3.5 0.0 7.9 21.6 0.0 0.0 0.0 16.8 24.4
Cycle Q Clear(g_c), s 3.5 0.0 7.9 21.6 0.0 0.0 0.0 16.8 24.4 Prop In Lane 1.00 0.90 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 172 0 161 426 2867 0 0 957 817
V/C Ratio(X) 0.38 0.00 0.81 0.95 0.20 0.00 0.00 0.50 0.64 Avail Cap(c_a), veh/h 195 0 183 634 2867 0 0 957 817
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.84 0.84 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 42.2 0.0 44.2 25.7 0.0 0.0 0.0 14.5 16.3 Incr Delay (d2), s/veh 0.5 0.0 18.8 13.9 0.1 0.0 0.0 1.8 3.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 4.0 8.5 0.1 0.0 0.0 7.1 9.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 42.7 0.0 63.0 39.6 0.1 0.0 0.0 16.3 20.1 LnGrp LOS D E D A B C
Approach Vol, veh/h 196 972 999
Approach Delay, s/veh 56.2 16.6 18.3
Approach LOS E B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 27.4 58.5 14.1 85.9
Change Period (Y+Rc), s 3.7 4.6 4.2 4.6
Max Green Setting (Gmax), s 35.3 41.0 11.2 80.0
Max Q Clear Time (g_c+I1), s 23.6 26.4 9.9 2.0
Green Ext Time (p_c), s 0.2 2.8 0.1 1.7
Intersection Summary
HCM 7th Control Delay, s/veh 21.0
HCM 7th LOS C
512
Item 9 A.

HCM 7th Signalized Intersection Summary
2: Bay Ave & Hwy 1 SB Off-Ramp 01/06/2025
Existing AM Bay-Hill Analysis 2:13 pm 06/24/2024 Signal Synchro 12 Report Kimley-Horn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 313 0 296 0 0 0 0 572 111 176 314 0 Future Volume (veh/h) 313 0 296 0 0 0 0 572 111 176 314 0 Initial Q (Qb), veh 0 0 0 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1900 1856 0 1885 1856 1870 1856 0 Adj Flow Rate, veh/h 440 0 215 0 622 121 191 341 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 5 0 3 013230
Cap, veh/h 557 0 252 0 1113 216 591 2651 0
Arrive On Green 0.16 0.00 0.16 0.00 0.37 0.37 0.11 0.25 0.00 Sat Flow, veh/h 3478 0 1572 0 3070 578 1781 3618 0
Grp Volume(v), veh/h 440 0 215 0 374 369 191 341 0
Grp Sat Flow(s),veh/h/ln1739 0 1572 0 1791 1762 1781 1763 0 Q Serve(g_s), s 12.2 0.0 13.3 0.0 16.5 16.6 9.9 7.5 0.0 Cycle Q Clear(g_c), s 12.2 0.0 13.3 0.0 16.5 16.6 9.9 7.5 0.0 Prop In Lane 1.00 1.00 0.00 0.33 1.00 0.00
Lane Grp Cap(c), veh/h 557 0 252 0 670 659 591 2651 0
V/C Ratio(X) 0.79 0.00 0.85 0.00 0.56 0.56 0.32 0.13 0.00 Avail Cap(c_a), veh/h 967 0 437 0 670 659 591 2651 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.82 0.82 0.00 Uniform Delay (d), s/veh 40.4 0.0 40.9 0.0 24.8 24.8 34.2 12.2 0.0 Incr Delay (d2), s/veh 1.0 0.0 3.2 0.0 3.3 3.4 0.1 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.2 0.0 5.3 0.0 7.6 7.5 4.7 3.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 41.3 0.0 44.0 0.0 28.1 28.2 34.3 12.2 0.0 LnGrp LOS D D C C C B
Approach Vol, veh/h 655 743 532
Approach Delay, s/veh 42.2 28.2 20.1
Approach LOS D C C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 79.8 37.8 42.0 20.2
Change Period (Y+Rc), s 4.6 4.6 * 4.6 4.2
Max Green Setting (Gmax), s 63.4 22.3 * 37 27.8
Max Q Clear Time (g_c+I1), s 9.5 11.9 18.6 15.3
Green Ext Time (p_c), s 1.0 0.1 1.8 0.7
Intersection Summary
HCM 7th Control Delay, s/veh 30.7
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 513
Item 9 A.

HCM 7th TWSC
3: Bay Ave & Croosroads Loop 01/06/2025
Existing AM Bay-Hill Analysis 2:13 pm 06/24/2024 Signal Synchro 12 Report Kimley-Horn Page 3
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 53 0 21 0 1 14 1 616 9 39 462 109
Future Vol, veh/h 53 0 21 0 1 14 1 616 9 39 462 109
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - - 50 - - 50 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 58 0 23 0 1 15 1 677 10 43 508 120
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 935 1282 508 1277 1397 343 627 0 0 687 0 0 Stage 1 593 593 - 684 684 -------
Stage 2 341 689 - 593 713 -------
Critical Hdwy 7.33 6.53 6.23 7.33 6.53 6.93 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.53 5.53 - - - - - - - Critical Hdwy Stg 2 6.53 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.219 - - 2.219 - - Pot Cap-1 Maneuver 233 165 564 133 140 653 952 - - 905 - - Stage 1 491 492 - 406 448 -------
Stage 2 648 446 - 491 434 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 215 157 564 121 133 653 952 - - 905 - - Mov Cap-2 Maneuver 215 157 - 121 133 -------
Stage 1 468 469 - 405 447 -------
Stage 2 630 445 - 448 414 -------
Approach EB WB NB SB
HCM Control Delay, s/v 23.3 12.17 0.01 0.59

HCM LOS C B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 952 - - 215 564 519 905 - -
HCM Lane V/C Ratio 0.001 - - 0.271 0.041 0.032 0.047 - - HCM Control Delay (s/veh) 8.8 - - 27.9 11.7 12.2 9.2 - - HCM Lane LOS A - - D B B A - -
HCM 95th %tile Q(veh) 0 - - 1.1 0.1 0.1 0.1 - -
514
Item 9 A.

HCM 7th Signalized Intersection Summary
4: Bay Ave & Retail Dwy/Hill St 01/06/2025
Existing AM Bay-Hill Analysis 2:13 pm 06/24/2024 Signal Synchro 12 Report Kimley-Horn Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 43 19 39 9 28 142 57 441 10 75 377 31 Future Volume (veh/h) 43 19 39 9 28 142 57 441 10 75 377 31 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.99 1.00 0.96 1.00 0.97 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 1811 1900 1900 1900 1856 1885 1870 1885 1767 1900 1856 1856 Adj Flow Rate, veh/h 48 21 44 10 31 160 64 496 11 84 424 35 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 6 0 0 0 3 1 2 1 9 0 3 3
Cap, veh/h 359 130 314 105 59 259 169 679 15 139 593 49 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.10 0.37 0.37 0.08 0.35 0.35 Sat Flow, veh/h 987 641 1542 35 291 1271 1781 1835 41 1810 1686 139 Grp Volume(v), veh/h 69 0 44 201 0 0 64 0 507 84 0 459
Grp Sat Flow(s),veh/h/ln 1628 0 1542 1596 0 0 1781 0 1876 1810 0 1825 Q Serve(g_s), s 0.0 0.0 0.9 0.0 0.0 0.0 1.3 0.0 9.0 1.7 0.0 8.4 Cycle Q Clear(g_c), s 1.2 0.0 0.9 4.4 0.0 0.0 1.3 0.0 9.0 1.7 0.0 8.4 Prop In Lane 0.70 1.00 0.05 0.80 1.00 0.02 1.00 0.08
Lane Grp Cap(c), veh/h 489 0 314 423 0 0 169 0 695 139 0 642 V/C Ratio(X) 0.14 0.00 0.14 0.48 0.00 0.00 0.38 0.00 0.73 0.60 0.00 0.71 Avail Cap(c_a), veh/h 848 0 722 841 0 0 254 0 1111 258 0 1081 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 12.7 0.0 12.6 14.0 0.0 0.0 16.4 0.0 10.5 17.3 0.0 10.8 Incr Delay (d2), s/veh 0.1 0.0 0.2 0.8 0.0 0.0 1.4 0.0 1.5 4.2 0.0 1.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.3 1.4 0.0 0.0 0.5 0.0 3.1 0.8 0.0 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 12.9 0.0 12.8 14.8 0.0 0.0 17.8 0.0 12.0 21.4 0.0 12.3 LnGrp LOS B B B B B C B
Approach Vol, veh/h 113 201 571 543
Approach Delay, s/veh 12.8 14.8 12.6 13.7
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.5 18.8 12.4 8.2 18.1 12.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 22.9 18.1 5.5 22.9 18.1 Max Q Clear Time (g_c+I1), s 3.7 11.0 3.2 3.3 10.4 6.4
Green Ext Time (p_c), s 0.0 2.7 0.4 0.0 2.5 0.9
Intersection Summary
HCM 7th Control Delay, s/veh 13.4
HCM 7th LOS B
515
Item 9 A.

HCM 7th Signalized Intersection Summary
5: Bay Ave & Capitola Ave 01/06/2025
Existing AM Bay-Hill Analysis 2:13 pm 06/24/2024 Signal Synchro 12 Report Kimley-Horn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 67 6 83 94 42 27 312 55 74 183 128 Future Volume (veh/h) 70 67 6 83 94 42 27 312 55 74 183 128 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 0.98 0.99 0.99 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 84 81 7 100 113 51 33 376 66 89 220 154 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 366 288 436 298 231 85 449 623 109 252 468 630 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 626 1030 1557 440 824 303 1002 1545 271 220 1160 1561 Grp Volume(v), veh/h 165 0 7 264 0 0 33 0 442 309 0 154 Grp Sat Flow(s),veh/h/ln1656 0 1557 1566 0 0 1002 0 1817 1380 0 1561 Q Serve(g_s), s 0.0 0.0 0.1 2.1 0.0 0.0 0.8 0.0 5.5 0.5 0.0 1.9 Cycle Q Clear(g_c), s 2.0 0.0 0.1 4.1 0.0 0.0 6.7 0.0 5.5 5.9 0.0 1.9 Prop In Lane 0.51 1.00 0.38 0.19 1.00 0.15 0.29 1.00
Lane Grp Cap(c), veh/h 655 0 436 613 0 0 449 0 733 720 0 630 V/C Ratio(X) 0.25 0.00 0.02 0.43 0.00 0.00 0.07 0.00 0.60 0.43 0.00 0.24 Avail Cap(c_a), veh/h 1172 0 986 1160 0 0 680 0 1151 1055 0 989 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 8.1 0.0 7.4 8.8 0.0 0.0 9.5 0.0 6.7 6.1 0.0 5.6 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.5 0.0 0.0 0.1 0.0 0.8 0.4 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.6 0.0 0.0 1.0 0.0 0.0 0.1 0.0 1.4 0.8 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 8.3 0.0 7.4 9.3 0.0 0.0 9.6 0.0 7.5 6.5 0.0 5.8 LnGrp LOS A A A A A A A
Approach Vol, veh/h 172 264 475 463
Approach Delay, s/veh 8.2 9.3 7.6 6.3
Approach LOSAAAA
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 16.0 12.5 16.0 12.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 8.7 4.0 7.9 6.1
Green Ext Time (p_c), s 2.1 0.8 1.9 1.3
Intersection Summary
HCM 7th Control Delay, s/veh 7.6
HCM 7th LOS A
516
Item 9 A.

HCM 7th Signalized Intersection Summary
6: Monterey Ave & Bay Ave 01/06/2025
Existing AM Bay-Hill Analysis 2:13 pm 06/24/2024 Signal Synchro 12 Report Kimley-Horn Page 6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 87 282 162 61 219 84
Future Volume (veh/h) 87 282 162 61 219 84
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 114 371 213 80 288 111
Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 129 421 599 225 454 154
Arrive On Green 0.34 0.34 0.46 0.46 0.46 0.46
Sat Flow, veh/h 382 1242 1296 487 685 333
Grp Volume(v), veh/h 486 0 0 293 399 0
Grp Sat Flow(s),veh/h/ln1628 0 0 1783 1017 0
Q Serve(g_s), s 12.7 0.0 0.0 4.8 12.3 0.0
Cycle Q Clear(g_c), s 12.7 0.0 0.0 4.8 17.0 0.0
Prop In Lane 0.23 0.76 0.27 0.72
Lane Grp Cap(c), veh/h 551 0 0 824 607 0
V/C Ratio(X) 0.88 0.00 0.00 0.36 0.66 0.00
Avail Cap(c_a), veh/h 647 0 0 1102 799 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 14.1 0.0 0.0 7.8 12.5 0.0
Incr Delay (d2), s/veh 12.1 0.0 0.0 0.3 1.2 0.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln5.6 0.0 0.0 1.4 3.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 26.2 0.0 0.0 8.1 13.7 0.0
LnGrp LOS C A B
Approach Vol, veh/h 486 293 399
Approach Delay, s/veh 26.2 8.1 13.7
Approach LOS C A B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 25.4 25.4 19.8
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.0 28.0 18.0
Max Q Clear Time (g_c+I1), s 6.8 19.0 14.7
Green Ext Time (p_c), s 1.7 1.9 0.6
Intersection Summary
HCM 7th Control Delay, s/veh 17.4
HCM 7th LOS B
517
Item 9 A.

HCM 7th Signalized Intersection Summary
7: Monterey Ave & Park Ave 01/06/2025
Existing AM Bay-Hill Analysis 2:13 pm 06/24/2024 Signal Synchro 12 Report Kimley-Horn Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 9 1 418 3 100 1 123 225 41 126 4 Future Volume (veh/h) 0 9 1 418 3 100 1 123 225 41 126 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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 0 10 1 459 3 110 1 135 247 45 138 4 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 837 84 763 4 137 107 442 376 187 338 376
Arrive On Green 0.00 0.50 0.50 0.50 0.50 0.50 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 0 1673 167 1146 7 275 4 1865 1585 238 1426 1585 Grp Volume(v), veh/h 0 0 11 572 0 0 136 0 247 183 0 4
Grp Sat Flow(s),veh/h/ln 0 0 1840 1428 0 0 1868 0 1585 1664 0 1585 Q Serve(g_s), s 0.0 0.0 0.1 11.4 0.0 0.0 0.0 0.0 4.8 0.0 0.0 0.1 Cycle Q Clear(g_c), s 0.0 0.0 0.1 11.5 0.0 0.0 2.1 0.0 4.8 2.8 0.0 0.1 Prop In Lane 0.00 0.09 0.80 0.19 0.01 1.00 0.25 1.00
Lane Grp Cap(c), veh/h 0 0 921 904 0 0 549 0 376 525 0 376 V/C Ratio(X) 0.00 0.00 0.01 0.63 0.00 0.00 0.25 0.00 0.66 0.35 0.00 0.01 Avail Cap(c_a), veh/h 0 0 1690 1504 0 0 1166 0 901 1036 0 901 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 4.3 7.2 0.0 0.0 10.8 0.0 11.8 11.1 0.0 10.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.7 0.0 0.0 0.2 0.0 2.0 0.4 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.0 0.0 2.0 0.0 0.0 0.7 0.0 1.5 0.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 0.0 4.3 7.9 0.0 0.0 11.0 0.0 13.8 11.5 0.0 10.0 LnGrp LOS A A B B B B
Approach Vol, veh/h 11 572 383 187
Approach Delay, s/veh 4.3 7.9 12.8 11.4
Approach LOSAABB
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 12.6 21.7 12.6 21.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 31.5 19.5 31.5
Max Q Clear Time (g_c+I1), s 6.8 2.1 4.8 13.5
Green Ext Time (p_c), s 1.3 0.0 0.9 3.7
Intersection Summary
HCM 7th Control Delay, s/veh 10.1
HCM 7th LOS B
518
Item 9 A.
519
Item 9 A.

HCM 7th Signalized Intersection Summary
1: Bay Ave & Hwy 1 NB Off-Ramp 01/06/2025
Existing PM Bay-Hill Analysis 2:13 pm 06/24/2024 Signal Synchro 12 Report Kimley-Horn Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 107 1 195 290 401 0 0 642 316 Future Volume (veh/h) 0 0 0 107 1 195 290 401 0 0 642 316 Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.94
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1900 1885 1885 1856 0 0 1870 1885 Adj Flow Rate, veh/h 113 1 205 305 422 0 0 676 333
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 501130021
Cap, veh/h 209 1 192 415 2413 0 0 792 390
Arrive On Green 0.12 0.12 0.12 0.23 0.68 0.00 0.00 0.35 0.35 Sat Flow, veh/h 1739 8 1604 1795 3618 0 0 2351 1112
Grp Volume(v), veh/h 113 0 206 305 422 0 0 532 477
Grp Sat Flow(s),veh/h/ln 1739 0 1611 1795 1763 0 0 1777 1592 Q Serve(g_s), s 2.8 0.0 5.4 7.1 1.9 0.0 0.0 12.5 12.5
Cycle Q Clear(g_c), s 2.8 0.0 5.4 7.1 1.9 0.0 0.0 12.5 12.5 Prop In Lane 1.00 1.00 1.00 0.00 0.00 0.70
Lane Grp Cap(c), veh/h 209 0 193 415 2413 0 0 624 559
V/C Ratio(X) 0.54 0.00 1.07 0.74 0.17 0.00 0.00 0.85 0.85 Avail Cap(c_a), veh/h 209 0 193 451 2413 0 0 624 559
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.82 0.82 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 18.6 0.0 19.8 16.0 2.5 0.0 0.0 13.5 13.5 Incr Delay (d2), s/veh 1.6 0.0 83.1 3.9 0.1 0.0 0.0 13.8 15.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 6.2 3.0 0.4 0.0 0.0 6.5 6.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 20.2 0.0 102.9 19.9 2.7 0.0 0.0 27.4 28.7 LnGrp LOS C F B A C C
Approach Vol, veh/h 319 727 1009
Approach Delay, s/veh 73.6 9.9 28.0
Approach LOS E A C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 15.0 20.4 9.6 35.4
Change Period (Y+Rc), s 4.6 * 4.6 4.2 4.6
Max Green Setting (Gmax), s 11.3 * 16 5.4 30.8
Max Q Clear Time (g_c+I1), s 9.1 14.5 7.4 3.9
Green Ext Time (p_c), s 0.0 0.5 0.0 1.2
Intersection Summary
HCM 7th Control Delay, s/veh 28.7
HCM 7th LOS C
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 520
Item 9 A.

HCM 7th Signalized Intersection Summary
2: Bay Ave & Hwy 1 SB Off-Ramp 01/06/2025
Existing PM Bay-Hill Analysis 2:13 pm 06/24/2024 Signal Synchro 12 Report Kimley-Horn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 234 208 347 0 0 0 0 457 91 276 473 0 Future Volume (veh/h) 234 208 347 0 0 0 0 457 91 276 473 0 Initial Q (Qb), veh 0 0 0 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1900 1856 0 1885 1856 1870 1856 0 Adj Flow Rate, veh/h 245 305 306 0 497 99 300 514 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 5 0 3 013230
Cap, veh/h 396 433 358 0 879 174 449 2205 0
Arrive On Green 0.23 0.23 0.23 0.00 0.30 0.30 0.25 0.63 0.00 Sat Flow, veh/h 1739 1900 1572 0 3057 587 1781 3618 0
Grp Volume(v), veh/h 245 305 306 0 299 297 300 514 0
Grp Sat Flow(s),veh/h/ln1739 1900 1572 0 1791 1759 1781 1763 0 Q Serve(g_s), s 7.6 8.9 11.2 0.0 8.5 8.6 9.1 3.8 0.0
Cycle Q Clear(g_c), s 7.6 8.9 11.2 0.0 8.5 8.6 9.1 3.8 0.0 Prop In Lane 1.00 1.00 0.00 0.33 1.00 0.00
Lane Grp Cap(c), veh/h 396 433 358 0 531 522 449 2205 0 V/C Ratio(X) 0.62 0.70 0.85 0.00 0.56 0.57 0.67 0.23 0.00 Avail Cap(c_a), veh/h 446 488 404 0 531 522 449 2205 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 0.66 0.66 0.00 Uniform Delay (d), s/veh 20.8 21.3 22.2 0.0 17.8 17.9 20.2 4.9 0.0 Incr Delay (d2), s/veh 1.2 3.0 13.5 0.0 4.3 4.5 2.0 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.9 3.9 5.1 0.0 3.9 3.9 3.8 1.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 22.1 24.3 35.8 0.0 22.1 22.3 22.2 5.1 0.0 LnGrp LOS C C D CCCA
Approach Vol, veh/h 856 596 814
Approach Delay, s/veh 27.8 22.2 11.4
Approach LOS C C B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 42.1 19.7 22.4 17.9
Change Period (Y+Rc), s 4.6 4.6 * 4.6 4.2
Max Green Setting (Gmax), s 35.8 14.3 * 18 15.4
Max Q Clear Time (g_c+I1), s 5.8 11.1 10.6 13.2
Green Ext Time (p_c), s 1.5 0.1 1.0 0.5
Intersection Summary
HCM 7th Control Delay, s/veh 20.4
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 521
Item 9 A.

HCM 7th TWSC
3: Bay Ave & Croosroads Loop 01/06/2025
Existing PM Bay-Hill Analysis 2:13 pm 06/24/2024 Signal Synchro 12 Report Kimley-Horn Page 3
Intersection
Int Delay, s/veh 2.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 49 2 38 4 1 37 4 462 9 50 658 112
Future Vol, veh/h 49 2 38 4 1 37 4 462 9 50 658 112
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - - 50 - - 50 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 56 2 44 5 1 43 5 531 10 57 756 129
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1147 1422 756 1418 1545 271 885 0 0 541 0 0 Stage 1 871 871 - 545 545 -------
Stage 2 275 551 - 872 1000 -------
Critical Hdwy 7.33 6.53 6.23 7.33 6.53 6.93 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.53 5.53 - - - - - - - Critical Hdwy Stg 2 6.53 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.219 - - 2.219 - - Pot Cap-1 Maneuver 165 136 407 105 114 728 763 - - 1025 - - Stage 1 345 367 - 491 517 -------
Stage 2 708 515 - 344 320 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 144 127 407 87 107 728 763 - - 1025 - - Mov Cap-2 Maneuver 144 127 - 87 107 -------
Stage 1 325 347 - 488 514 -------
Stage 2 661 512 - 288 302 -------
Approach EB WB NB SB
HCM Control Delay, s/v 33 15.37 0.08 0.53

HCM LOS D C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 763 - - 143 407 395 1025 - -
HCM Lane V/C Ratio 0.006 - - 0.409 0.107 0.122 0.056 - - HCM Control Delay (s/veh) 9.7 - - 46.5 14.9 15.4 8.7 - - HCM Lane LOS A - - E B C A - -
HCM 95th %tile Q(veh) 0 - - 1.8 0.4 0.4 0.2 - -
522
Item 9 A.

HCM 7th Signalized Intersection Summary
4: Bay Ave & Retail Dwy/Hill St 01/06/2025
Existing PM Bay-Hill Analysis 2:13 pm 06/24/2024 Signal Synchro 12 Report Kimley-Horn Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 92 45 84 18 33 76 46 307 21 146 505 49 Future Volume (veh/h) 92 45 84 18 33 76 46 307 21 146 505 49 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.95 0.99 0.99 1.00 0.96 1.00 0.97 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 1811 1900 1900 1900 1856 1885 1870 1885 1767 1900 1856 1856 Adj Flow Rate, veh/h 103 51 94 20 37 85 52 345 24 164 567 55 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 6 0 0 0 3 1 2 1 9 0 3 3
Cap, veh/h 320 112 265 126 88 163 98 637 44 214 714 69
Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.06 0.37 0.37 0.12 0.43 0.43 Sat Flow, veh/h 974 650 1536 123 511 947 1781 1736 121 1810 1660 161 Grp Volume(v), veh/h 154 0 94 142 0 0 52 0 369 164 0 622 Grp Sat Flow(s),veh/h/ln 1624 0 1536 1581 0 0 1781 0 1857 1810 0 1821 Q Serve(g_s), s 0.0 0.0 2.1 0.2 0.0 0.0 1.1 0.0 6.2 3.5 0.0 11.7 Cycle Q Clear(g_c), s 3.0 0.0 2.1 3.2 0.0 0.0 1.1 0.0 6.2 3.5 0.0 11.7 Prop In Lane 0.67 1.00 0.14 0.60 1.00 0.07 1.00 0.09
Lane Grp Cap(c), veh/h 433 0 265 377 0 0 98 0 681 214 0 783 V/C Ratio(X) 0.36 0.00 0.35 0.38 0.00 0.00 0.53 0.00 0.54 0.77 0.00 0.79 Avail Cap(c_a), veh/h 840 0 702 820 0 0 231 0 938 395 0 1081 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.7 0.0 14.4 14.8 0.0 0.0 18.1 0.0 9.9 16.8 0.0 9.7 Incr Delay (d2), s/veh 0.5 0.0 0.8 0.6 0.0 0.0 4.4 0.0 0.7 5.7 0.0 2.9 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 1.1 0.0 0.7 1.1 0.0 0.0 0.5 0.0 2.1 1.6 0.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 15.2 0.0 15.2 15.4 0.0 0.0 22.5 0.0 10.5 22.5 0.0 12.6 LnGrp LOS B B B C B C B
Approach Vol, veh/h 248 142 421 786
Approach Delay, s/veh 15.2 15.4 12.0 14.7
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.2 19.0 11.3 6.7 21.4 11.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 8.6 19.9 18.0 5.1 23.4 18.0 Max Q Clear Time (g_c+I1), s 5.5 8.2 5.0 3.1 13.7 5.2
Green Ext Time (p_c), s 0.1 1.8 1.0 0.0 3.1 0.6
Intersection Summary
HCM 7th Control Delay, s/veh 14.1
HCM 7th LOS B
523
Item 9 A.

HCM 7th Signalized Intersection Summary
5: Bay Ave & Capitola Ave 01/06/2025
Existing PM Bay-Hill Analysis 2:13 pm 06/24/2024 Signal Synchro 12 Report Kimley-Horn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 72 84 8 61 72 31 29 200 23 56 337 124 Future Volume (veh/h) 72 84 8 61 72 31 29 200 23 56 337 124 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 0.98 0.99 0.99 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 81 94 9 69 81 35 33 225 26 63 379 139 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 348 266 376 290 200 69 473 659 76 220 655 627 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 576 1096 1552 387 824 283 878 1643 190 142 1632 1561 Grp Volume(v), veh/h 175 0 9 185 0 0 33 0 251 442 0 139 Grp Sat Flow(s),veh/h/ln1673 0 1552 1495 0 0 878 0 1833 1775 0 1561 Q Serve(g_s), s 0.0 0.0 0.1 0.8 0.0 0.0 0.8 0.0 2.4 0.5 0.0 1.5 Cycle Q Clear(g_c), s 2.0 0.0 0.1 2.8 0.0 0.0 5.5 0.0 2.4 4.7 0.0 1.5 Prop In Lane 0.46 1.00 0.37 0.19 1.00 0.10 0.14 1.00
Lane Grp Cap(c), veh/h 614 0 376 558 0 0 473 0 736 875 0 627 V/C Ratio(X) 0.29 0.00 0.02 0.33 0.00 0.00 0.07 0.00 0.34 0.51 0.00 0.22 Avail Cap(c_a), veh/h 1332 0 1106 1282 0 0 746 0 1306 1406 0 1113 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 8.0 0.0 7.3 8.2 0.0 0.0 8.1 0.0 5.2 5.9 0.0 5.0 Incr Delay (d2), s/veh 0.3 0.0 0.0 0.3 0.0 0.0 0.1 0.0 0.3 0.5 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.6 0.0 0.0 0.6 0.0 0.0 0.1 0.0 0.5 1.0 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 8.3 0.0 7.3 8.6 0.0 0.0 8.2 0.0 5.5 6.4 0.0 5.1 LnGrp LOS A A A A A A A
Approach Vol, veh/h 184 185 284 581
Approach Delay, s/veh 8.2 8.6 5.8 6.1
Approach LOSAAAA
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 14.6 10.6 14.6 10.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 7.5 4.0 6.7 4.8
Green Ext Time (p_c), s 1.2 0.8 2.7 0.8
Intersection Summary
HCM 7th Control Delay, s/veh 6.7
HCM 7th LOS A
524
Item 9 A.

HCM 7th Signalized Intersection Summary
6: Monterey Ave & Bay Ave 01/06/2025
Existing PM Bay-Hill Analysis 2:13 pm 06/24/2024 Signal Synchro 12 Report Kimley-Horn Page 6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 35 104 124 85 304 141
Future Volume (veh/h) 35 104 124 85 304 141
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 36 106 127 87 310 144
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 52 154 521 357 641 254
Arrive On Green 0.13 0.13 0.50 0.50 0.50 0.50
Sat Flow, veh/h 411 1210 1034 709 780 504
Grp Volume(v), veh/h 143 0 0 214 454 0
Grp Sat Flow(s),veh/h/ln1632 0 0 1743 1284 0
Q Serve(g_s), s 2.0 0.0 0.0 1.7 5.2 0.0
Cycle Q Clear(g_c), s 2.0 0.0 0.0 1.7 6.9 0.0
Prop In Lane 0.25 0.74 0.41 0.68
Lane Grp Cap(c), veh/h 208 0 0 878 895 0
V/C Ratio(X) 0.69 0.00 0.00 0.24 0.51 0.00
Avail Cap(c_a), veh/h 1211 0 0 2352 2016 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 10.2 0.0 0.0 3.4 4.8 0.0
Incr Delay (d2), s/veh 4.0 0.0 0.0 0.1 0.4 0.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.7 0.0 0.0 0.2 0.4 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 14.2 0.0 0.0 3.6 5.2 0.0
LnGrp LOS B A A
Approach Vol, veh/h 143 214 454
Approach Delay, s/veh 14.2 3.6 5.2
Approach LOS B A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 16.8 16.8 7.6
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 32.9 32.9 18.1
Max Q Clear Time (g_c+I1), s 3.7 8.9 4.0
Green Ext Time (p_c), s 1.3 3.4 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 6.4
HCM 7th LOS A
525
Item 9 A.

HCM 7th Signalized Intersection Summary
7: Monterey Ave & Park Ave 01/06/2025
Existing PM Bay-Hill Analysis 2:13 pm 06/24/2024 Signal Synchro 12 Report Kimley-Horn Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 3 3 203 3 39 1 165 498 92 83 1 Future Volume (veh/h) 5 3 3 203 3 39 1 165 498 92 83 1
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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 5 3 3 211 3 41 1 172 519 96 86 1
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 319 174 112 526 7 56 135 800 679 404 302 679 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.43 0.43 0.43 0.43 0.43 0.43 Sat Flow, veh/h 523 727 469 1186 29 233 2 1867 1585 469 705 1585 Grp Volume(v), veh/h 11 0 0 255 0 0 173 0 519 182 0 1
Grp Sat Flow(s),veh/h/ln1720 0 0 1447 0 0 1869 0 1585 1174 0 1585 Q Serve(g_s), s 0.0 0.0 0.0 4.3 0.0 0.0 0.0 0.0 7.5 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.1 0.0 0.0 4.4 0.0 0.0 1.6 0.0 7.5 1.7 0.0 0.0 Prop In Lane 0.45 0.27 0.83 0.16 0.01 1.00 0.53 1.00
Lane Grp Cap(c), veh/h 605 0 0 589 0 0 935 0 679 706 0 679 V/C Ratio(X) 0.02 0.00 0.00 0.43 0.00 0.00 0.19 0.00 0.76 0.26 0.00 0.00 Avail Cap(c_a), veh/h 1258 0 0 1202 0 0 1376 0 1054 954 0 1054 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 7.9 0.0 0.0 9.5 0.0 0.0 4.9 0.0 6.6 4.9 0.0 4.4 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.5 0.0 0.0 0.1 0.0 1.8 0.2 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.0 0.0 1.0 0.0 0.0 0.3 0.0 1.4 0.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 7.9 0.0 0.0 10.0 0.0 0.0 5.0 0.0 8.4 5.1 0.0 4.4 LnGrp LOS A A A A A A
Approach Vol, veh/h 11 255 692 183
Approach Delay, s/veh 7.9 10.0 7.5 5.1
Approach LOSAAAA
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 16.1 11.0 16.1 11.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 9.5 2.1 3.7 6.4
Green Ext Time (p_c), s 2.1 0.0 1.1 1.1
Intersection Summary
HCM 7th Control Delay, s/veh 7.7
HCM 7th LOS A
526
Item 9 A.
527
Item 9 A.

HCM 7th Signalized Intersection Summary
1: Bay Ave & Hwy 1 NB Off-Ramp 01/06/2025
Year 2045 AM Bay-Hill Analysis 2:06 pm 06/24/2024 Signal Synchro 12 Report Kimley-Horn Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 161 12 379 321 392 0 0 436 536 Future Volume (veh/h) 0 0 0 161 12 379 321 392 0 0 436 536 Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.94
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1900 1885 1885 1856 0 0 1870 1885 Adj Flow Rate, veh/h 169 13 399 338 413 0 0 459 564
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 501130021
Cap, veh/h 341 10 308 437 2269 0 0 562 471
Arrive On Green 0.20 0.20 0.20 0.49 1.00 0.00 0.00 0.32 0.32 Sat Flow, veh/h 1739 51 1567 1795 3618 0 0 1870 1489
Grp Volume(v), veh/h 169 0 412 338 413 0 0 459 564
Grp Sat Flow(s),veh/h/ln 1739 0 1618 1795 1763 0 0 1777 1489 Q Serve(g_s), s 4.8 0.0 10.8 8.5 0.0 0.0 0.0 13.1 17.4
Cycle Q Clear(g_c), s 4.8 0.0 10.8 8.5 0.0 0.0 0.0 13.1 17.4 Prop In Lane 1.00 0.97 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 341 0 318 437 2269 0 0 562 471
V/C Ratio(X) 0.49 0.00 1.30 0.77 0.18 0.00 0.00 0.82 1.20 Avail Cap(c_a), veh/h 341 0 318 467 2269 0 0 562 471
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.83 0.83 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 19.7 0.0 22.1 12.8 0.0 0.0 0.0 17.3 18.8 Incr Delay (d2), s/veh 0.4 0.0 154.9 5.4 0.1 0.0 0.0 12.4 107.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 17.3 3.0 0.0 0.0 0.0 6.7 19.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 20.1 0.0 177.0 18.3 0.1 0.0 0.0 29.7 126.5 LnGrp LOS C F B A C F
Approach Vol, veh/h 581 751 1023
Approach Delay, s/veh 131.4 8.3 83.1
Approach LOS F A F
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 18.0 22.0 15.0 40.0
Change Period (Y+Rc), s 4.6 * 4.6 4.2 4.6
Max Green Setting (Gmax), s 14.3 * 17 10.8 35.4
Max Q Clear Time (g_c+I1), s 10.5 19.4 12.8 2.0
Green Ext Time (p_c), s 0.1 0.0 0.0 1.2
Intersection Summary
HCM 7th Control Delay, s/veh 71.2
HCM 7th LOS E
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 528
Item 9 A.

HCM 7th Signalized Intersection Summary
2: Bay Ave & Hwy 1 SB Off-Ramp 01/06/2025
Year 2045 AM Bay-Hill Analysis 2:06 pm 06/24/2024 Signal Synchro 12 Report Kimley-Horn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 248 0 586 0 0 0 0 465 61 251 346 0 Future Volume (veh/h) 248 0 586 0 0 0 0 465 61 251 346 0 Initial Q (Qb), veh 0 0 0 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1900 1856 0 1885 1856 1870 1856 0 Adj Flow Rate, veh/h 174 0 710 0 489 64 264 364 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 5 0 3 013230
Cap, veh/h 373 0 675 0 1062 138 369 2205 0
Arrive On Green 0.21 0.00 0.21 0.00 0.33 0.33 0.41 1.00 0.00 Sat Flow, veh/h 1739 0 3145 0 3268 413 1781 3618 0
Grp Volume(v), veh/h 174 0 710 0 275 278 264 364 0
Grp Sat Flow(s),veh/h/ln1739 0 1572 0 1791 1796 1781 1763 0 Q Serve(g_s), s 4.8 0.0 11.8 0.0 6.6 6.7 6.8 0.0 0.0
Cycle Q Clear(g_c), s 4.8 0.0 11.8 0.0 6.6 6.7 6.8 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.23 1.00 0.00
Lane Grp Cap(c), veh/h 373 0 675 0 599 601 369 2205 0
V/C Ratio(X) 0.47 0.00 1.05 0.00 0.46 0.46 0.72 0.17 0.00 Avail Cap(c_a), veh/h 373 0 675 0 599 601 398 2205 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.67 0.67 0.00 Uniform Delay (d), s/veh 18.9 0.0 21.6 0.0 14.4 14.4 14.7 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 49.2 0.0 2.5 2.6 3.0 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.8 0.0 8.4 0.0 2.8 2.9 2.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 19.2 0.0 70.8 0.0 16.9 17.0 17.8 0.1 0.0 LnGrp LOS B F BBBA
Approach Vol, veh/h 884 553 628
Approach Delay, s/veh 60.6 16.9 7.5
Approach LOS E B A
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 39.0 16.0 23.0 16.0
Change Period (Y+Rc), s 4.6 4.6 * 4.6 4.2
Max Green Setting (Gmax), s 34.4 12.3 * 18 11.8
Max Q Clear Time (g_c+I1), s 2.0 8.8 8.7 13.8
Green Ext Time (p_c), s 1.0 0.1 1.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 32.8
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 529
Item 9 A.

HCM 7th TWSC
3: Bay Ave & Croosroads Loop 01/06/2025
Year 2045 AM Bay-Hill Analysis 2:06 pm 06/24/2024 Signal Synchro 12 Report Kimley-Horn Page 3
Intersection
Int Delay, s/veh 2.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 53 0 21 0 1 79 1 394 9 69 754 109
Future Vol, veh/h 53 0 21 0 1 79 1 394 9 69 754 109
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - - 50 - - 50 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 56 0 22 0 1 83 1 415 9 73 794 115
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1149 1365 794 1361 1475 212 908 0 0 424 0 0 Stage 1 939 939 - 422 422 -------
Stage 2 210 426 - 939 1054 -------
Critical Hdwy 7.33 6.53 6.23 7.33 6.53 6.93 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.53 5.53 - - - - - - - Critical Hdwy Stg 2 6.53 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.219 - - 2.219 - - Pot Cap-1 Maneuver 164 147 387 116 126 794 747 - - 1133 - - Stage 1 316 342 - 581 588 -------
Stage 2 773 585 - 316 302 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 136 137 387 102 118 794 747 - - 1133 - - Mov Cap-2 Maneuver 136 137 - 102 118 -------
Stage 1 296 320 - 580 587 -------
Stage 2 690 584 - 279 283 -------
Approach EB WB NB SB
HCM Control Delay, s/v39.07 10.48 0.02 0.62

HCM LOS E B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 747 - - 136 387 741 1133 - -
HCM Lane V/C Ratio 0.001 - - 0.41 0.057 0.114 0.064 - - HCM Control Delay (s/veh) 9.8 - - 48.7 14.9 10.5 8.4 - - HCM Lane LOS A - - EBBA - -
HCM 95th %tile Q(veh) 0 - - 1.8 0.2 0.4 0.2 - -
530
Item 9 A.

HCM 7th Signalized Intersection Summary
4: Bay Ave & Retail Dwy/Hill St 01/06/2025
Year 2045 AM Bay-Hill Analysis 2:06 pm 06/24/2024 Signal Synchro 12 Report Kimley-Horn Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 43 19 39 13 28 68 57 293 4 75 669 31 Future Volume (veh/h) 43 19 39 13 28 68 57 293 4 75 669 31 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.97 0.99 0.98 1.00 0.96 1.00 0.97 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 1811 1900 1900 1900 1856 1885 1870 1885 1767 1900 1856 1856 Adj Flow Rate, veh/h 45 20 41 14 29 72 60 308 4 79 704 33 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 6 0 0 0 3 1 2 1 9 0 3 3
Cap, veh/h 268 95 214 107 67 139 105 903 12 127 874 41
Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.06 0.49 0.49 0.07 0.50 0.50 Sat Flow, veh/h 943 690 1559 111 491 1008 1781 1856 24 1810 1756 82 Grp Volume(v), veh/h 65 0 41 115 0 0 60 0 312 79 0 737
Grp Sat Flow(s),veh/h/ln 1632 0 1559 1610 0 0 1781 0 1880 1810 0 1838 Q Serve(g_s), s 0.0 0.0 1.0 0.3 0.0 0.0 1.4 0.0 4.5 1.9 0.0 14.8 Cycle Q Clear(g_c), s 1.4 0.0 1.0 2.9 0.0 0.0 1.4 0.0 4.5 1.9 0.0 14.8 Prop In Lane 0.69 1.00 0.12 0.63 1.00 0.01 1.00 0.04
Lane Grp Cap(c), veh/h 362 0 214 313 0 0 105 0 914 127 0 915 V/C Ratio(X) 0.18 0.00 0.19 0.37 0.00 0.00 0.57 0.00 0.34 0.62 0.00 0.81 Avail Cap(c_a), veh/h 755 0 639 744 0 0 214 0 1269 353 0 1378 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 17.0 0.0 16.9 17.7 0.0 0.0 20.2 0.0 7.0 19.9 0.0 9.3 Incr Delay (d2), s/veh 0.2 0.0 0.4 0.7 0.0 0.0 4.8 0.0 0.2 4.9 0.0 2.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.4 1.0 0.0 0.0 0.7 0.0 1.4 0.9 0.0 4.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 17.2 0.0 17.3 18.4 0.0 0.0 25.0 0.0 7.2 24.8 0.0 11.4 LnGrp LOS B B B C A C B
Approach Vol, veh/h 106 115 372 816
Approach Delay, s/veh 17.3 18.4 10.1 12.7
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.6 26.0 10.6 7.1 26.5 10.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 8.6 29.8 18.1 5.3 33.1 18.1 Max Q Clear Time (g_c+I1), s 3.9 6.5 3.4 3.4 16.8 4.9
Green Ext Time (p_c), s 0.1 2.0 0.3 0.0 5.1 0.5
Intersection Summary
HCM 7th Control Delay, s/veh 12.8
HCM 7th LOS B
531
Item 9 A.

HCM 7th Signalized Intersection Summary
5: Bay Ave & Capitola Ave 01/06/2025
Year 2045 AM Bay-Hill Analysis 2:06 pm 06/24/2024 Signal Synchro 12 Report Kimley-Horn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 78 67 6 83 94 42 27 312 55 74 183 128 Future Volume (veh/h) 78 67 6 83 94 42 27 312 55 74 183 128 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 0.98 0.99 0.98 0.99 0.98 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 82 71 6 87 99 44 28 328 58 78 193 135 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 386 263 408 312 220 79 502 590 104 275 483 596 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.38 0.38 0.38 0.38 0.38 0.38 Sat Flow, veh/h 638 1002 1555 440 838 302 1044 1543 273 242 1265 1560 Grp Volume(v), veh/h 153 0 6 230 0 0 28 0 386 271 0 135 Grp Sat Flow(s),veh/h/ln1640 0 1555 1580 0 0 1044 0 1816 1506 0 1560 Q Serve(g_s), s 0.0 0.0 0.1 1.4 0.0 0.0 0.6 0.0 4.2 0.2 0.0 1.5 Cycle Q Clear(g_c), s 1.7 0.0 0.1 3.1 0.0 0.0 5.0 0.0 4.2 4.4 0.0 1.5 Prop In Lane 0.54 1.00 0.38 0.19 1.00 0.15 0.29 1.00
Lane Grp Cap(c), veh/h 649 0 408 611 0 0 502 0 694 759 0 596 V/C Ratio(X) 0.24 0.00 0.01 0.38 0.00 0.00 0.06 0.00 0.56 0.36 0.00 0.23 Avail Cap(c_a), veh/h 1304 0 1105 1307 0 0 845 0 1291 1248 0 1109 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 7.5 0.0 6.9 8.0 0.0 0.0 8.2 0.0 6.1 5.7 0.0 5.3 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.7 0.3 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 0.0 0.0 0.7 0.0 0.0 0.1 0.0 1.0 0.6 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 7.7 0.0 6.9 8.4 0.0 0.0 8.2 0.0 6.8 6.0 0.0 5.5 LnGrp LOS A A A A A A A
Approach Vol, veh/h 159 230 414 406
Approach Delay, s/veh 7.7 8.4 6.9 5.8
Approach LOSAAAA
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 14.2 11.2 14.2 11.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 7.0 3.7 6.4 5.1
Green Ext Time (p_c), s 2.0 0.7 1.8 1.1
Intersection Summary
HCM 7th Control Delay, s/veh 6.9
HCM 7th LOS A
532
Item 9 A.

HCM 7th Signalized Intersection Summary
6: Monterey Ave & Bay Ave 01/06/2025
Year 2045 AM Bay-Hill Analysis 2:06 pm 06/24/2024 Signal Synchro 12 Report Kimley-Horn Page 6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 87 282 162 61 219 239
Future Volume (veh/h) 87 282 162 61 219 239
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 92 297 171 64 231 252
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 114 367 588 220 402 371
Arrive On Green 0.30 0.30 0.45 0.45 0.45 0.45
Sat Flow, veh/h 384 1240 1297 486 561 819
Grp Volume(v), veh/h 390 0 0 235 483 0
Grp Sat Flow(s),veh/h/ln1628 0 0 1783 1380 0
Q Serve(g_s), s 8.0 0.0 0.0 3.0 7.9 0.0
Cycle Q Clear(g_c), s 8.0 0.0 0.0 3.0 10.9 0.0
Prop In Lane 0.24 0.76 0.27 0.48
Lane Grp Cap(c), veh/h 482 0 0 808 774 0
V/C Ratio(X) 0.81 0.00 0.00 0.29 0.62 0.00
Avail Cap(c_a), veh/h 816 0 0 1639 1443 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 11.7 0.0 0.0 6.2 8.4 0.0
Incr Delay (d2), s/veh 3.3 0.0 0.0 0.2 0.8 0.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.6 0.0 0.0 0.7 2.2 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 15.0 0.0 0.0 6.4 9.3 0.0
LnGrp LOS B A A
Approach Vol, veh/h 390 235 483
Approach Delay, s/veh 15.0 6.4 9.3
Approach LOS B A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 20.8 20.8 15.1
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 33.0 33.0 18.0
Max Q Clear Time (g_c+I1), s 5.0 12.9 10.0
Green Ext Time (p_c), s 1.4 3.4 0.9
Intersection Summary
HCM 7th Control Delay, s/veh 10.7
HCM 7th LOS B
533
Item 9 A.

HCM 7th Signalized Intersection Summary
7: Monterey Ave & Park Ave 01/06/2025
Year 2045 AM Bay-Hill Analysis 2:06 pm 06/24/2024 Signal Synchro 12 Report Kimley-Horn Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 9 1 418 3 100 1 123 238 201 121 4 Future Volume (veh/h) 0 9 1 418 3 100 1 123 238 201 121 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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 0 9 1 440 3 105 1 129 251 212 127 4 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 737 82 657 3 122 82 658 558 362 167 558
Arrive On Green 0.00 0.45 0.45 0.45 0.45 0.45 0.35 0.35 0.35 0.35 0.35 0.35 Sat Flow, veh/h 0 1654 184 1147 8 274 2 1867 1585 655 475 1585 Grp Volume(v), veh/h 0 0 10 548 0 0 130 0 251 339 0 4
Grp Sat Flow(s),veh/h/ln 0 0 1837 1428 0 0 1869 0 1585 1130 0 1585 Q Serve(g_s), s 0.0 0.0 0.1 15.3 0.0 0.0 0.0 0.0 5.4 10.5 0.0 0.1 Cycle Q Clear(g_c), s 0.0 0.0 0.1 15.4 0.0 0.0 2.2 0.0 5.4 12.7 0.0 0.1 Prop In Lane 0.00 0.10 0.80 0.19 0.01 1.00 0.63 1.00
Lane Grp Cap(c), veh/h 0 0 819 782 0 0 740 0 558 529 0 558 V/C Ratio(X) 0.00 0.00 0.01 0.70 0.00 0.00 0.18 0.00 0.45 0.64 0.00 0.01 Avail Cap(c_a), veh/h 0 0 1092 996 0 0 899 0 693 633 0 693 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 6.9 11.2 0.0 0.0 10.0 0.0 11.1 13.9 0.0 9.4 Incr Delay (d2), s/veh 0.0 0.0 0.0 1.6 0.0 0.0 0.1 0.0 0.6 1.6 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.0 0.0 3.9 0.0 0.0 0.7 0.0 1.6 2.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 0.0 6.9 12.7 0.0 0.0 10.2 0.0 11.7 15.5 0.0 9.4 LnGrp LOS A B B B B A
Approach Vol, veh/h 10 548 381 343
Approach Delay, s/veh 6.9 12.7 11.2 15.4
Approach LOSABBB
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 20.2 24.4 20.2 24.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 26.5 19.5 26.5
Max Q Clear Time (g_c+I1), s 7.4 2.1 14.7 17.4
Green Ext Time (p_c), s 1.3 0.0 1.0 2.5
Intersection Summary
HCM 7th Control Delay, s/veh 12.9
HCM 7th LOS B
534
Item 9 A.
535
Item 9 A.

HCM 7th Signalized Intersection Summary
1: Bay Ave & Hwy 1 NB Off-Ramp 01/06/2025
Year 2045 PM Bay-Hill Analysis 10:46 am 06/28/2024 Signal Synchro 12 Report

Page 1 ends

Capitola City CouncilFebruary 13, 2025

Capitola City Council
February 13, 2025