Agenda packet — Capitola City Council, February 27, 2025 (part 2 of 2)

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. 245
Item 7 B.

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. 246
Item 7 B.

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 - -
247
Item 7 B.

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
248
Item 7 B.

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
249
Item 7 B.

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
250
Item 7 B.

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
251
Item 7 B.
252
Item 7 B.

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. 253
Item 7 B.

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. 254
Item 7 B.

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 - -
255
Item 7 B.

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
256
Item 7 B.

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
257
Item 7 B.

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
258
Item 7 B.

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
259
Item 7 B.
260
Item 7 B.

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. 261
Item 7 B.

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. 262
Item 7 B.

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 263
Item 7 B.

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
264
Item 7 B.

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
265
Item 7 B.

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
266
Item 7 B.

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
267
Item 7 B.
268
Item 7 B.

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. 269
Item 7 B.

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. 270
Item 7 B.

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 - -
271
Item 7 B.

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
272
Item 7 B.

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 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
273
Item 7 B.

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
274
Item 7 B.

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
275
Item 7 B.
276
Item 7 B.

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. 277
Item 7 B.

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. 278
Item 7 B.

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 - -
279
Item 7 B.

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
280
Item 7 B.

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
282
Item 7 B.

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
283
Item 7 B.
284
Item 7 B.

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. 285
Item 7 B.

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. 286
Item 7 B.

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 - -
287
Item 7 B.

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
288
Item 7 B.

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. 293
Item 7 B.

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. 294
Item 7 B.

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 - -
295
Item 7 B.

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
296
Item 7 B.

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
297
Item 7 B.

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
298
Item 7 B.

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
299
Item 7 B.
300
Item 7 B.

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
301
Item 7 B.

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. 302
Item 7 B.

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 - -
303
Item 7 B.

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
304
Item 7 B.

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
305
Item 7 B.

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
306
Item 7 B.

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
307
Item 7 B.
308
Item 7 B.

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. 309
Item 7 B.

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. 310
Item 7 B.

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 - -
311
Item 7 B.

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
312
Item 7 B.

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
313
Item 7 B.

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
314
Item 7 B.

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
315
Item 7 B.
316
Item 7 B.

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. 317
Item 7 B.

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. 318
Item 7 B.

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 - -
319
Item 7 B.

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
320
Item 7 B.

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
321
Item 7 B.

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
322
Item 7 B.

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
323
Item 7 B.
324
Item 7 B.

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

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

Page 2 ends

HCM 7th TWSC
3: Bay Ave & Croosroads Loop 01/06/2025
Year 2045 PM Bay-Hill Analysis 10:46 am 06/28/2024 Signal Synchro 12 Report

Page 3 ends

Intersection
Int Delay, s/veh 6.3
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 - 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 1040 9 97 828 118
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1551 2080 828 2076 2193 525 946 0 0 1049 0 0 Stage 1 1022 1022 - 1053 1053 -------
Stage 2 529 1058 - 1023 1140 -------
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 84 53 370 35 45 498 723 - - 661 - -
Stage 1 284 312 - 243 302 -------
Stage 2 502 301 - 283 275 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 61 45 370 25 38 498 723 - - 661 - -
Mov Cap-2 Maneuver 61 45 - 25 38 -------
Stage 1 242 267 - 241 300 -------
Stage 2 435 299 - 214 235 -------
Approach EB WB NB SB
HCM Control Delay, s/v119.07 29.77 0.04 1.06

HCM LOS F D
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 723 - - 60 370 212 661 - -
HCM Lane V/C Ratio 0.006 - - 0.889 0.108 0.318 0.147 - - HCM Control Delay (s/veh) 10 - - 195.9 15.9 29.8 11.4 - - HCM Lane LOS B - - F C D B - -
HCM 95th %tile Q(veh) 0 - - 4.1 0.4 1.3 0.5 - -
327
Item 7 B.

HCM 7th Signalized Intersection Summary
4: Bay Ave & Retail Dwy/Hill St 01/06/2025
Year 2045 PM Bay-Hill Analysis 10:46 am 06/28/2024 Signal Synchro 12 Report

Page 4 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 92 45 84 22 33 192 46 717 34 146 634 49 Future Volume (veh/h) 92 45 84 22 33 192 46 717 34 146 634 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) 1.00 0.98 1.00 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 97 47 88 23 35 202 48 755 36 154 667 52 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 200 82 380 63 56 230 76 837 40 191 904 70
Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.04 0.47 0.47 0.11 0.53 0.53 Sat Flow, veh/h 490 341 1573 41 233 952 1781 1781 85 1810 1695 132 Grp Volume(v), veh/h 144 0 88 260 0 0 48 0 791 154 0 719 Grp Sat Flow(s),veh/h/ln 831 0 1573 1225 0 0 1781 0 1866 1810 0 1828 Q Serve(g_s), s 0.0 0.0 3.3 3.2 0.0 0.0 2.0 0.0 28.8 6.1 0.0 22.4 Cycle Q Clear(g_c), s 12.6 0.0 3.3 15.8 0.0 0.0 2.0 0.0 28.8 6.1 0.0 22.4 Prop In Lane 0.67 1.00 0.09 0.78 1.00 0.05 1.00 0.07
Lane Grp Cap(c), veh/h 282 0 380 349 0 0 76 0 876 191 0 974 V/C Ratio(X) 0.51 0.00 0.23 0.74 0.00 0.00 0.64 0.00 0.90 0.80 0.00 0.74 Avail Cap(c_a), veh/h 287 0 386 355 0 0 123 0 1003 213 0 1072 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 25.4 0.0 22.5 26.3 0.0 0.0 34.8 0.0 18.0 32.3 0.0 13.3 Incr Delay (d2), s/veh 1.4 0.0 0.3 8.2 0.0 0.0 8.5 0.0 10.3 18.1 0.0 2.5 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 2.4 0.0 1.2 5.1 0.0 0.0 1.0 0.0 13.8 3.6 0.0 8.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 26.8 0.0 22.8 34.4 0.0 0.0 43.3 0.0 28.3 50.4 0.0 15.7 LnGrp LOS C C C D C D B
Approach Vol, veh/h 232 260 839 873
Approach Delay, s/veh 25.3 34.4 29.2 21.8
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.3 39.2 22.3 7.6 43.9 22.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 8.7 39.7 18.1 5.1 43.3 18.1 Max Q Clear Time (g_c+I1), s 8.1 30.8 14.6 4.0 24.4 17.8 Green Ext Time (p_c), s 0.0 3.9 0.4 0.0 5.3 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 26.5
HCM 7th LOS C
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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 190 63 8 17 65 73 29 200 23 61 337 171 Future Volume (veh/h) 190 63 8 17 65 73 29 200 23 61 337 171 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 200 66 8 18 68 77 31 211 24 64 355 180 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 528 125 448 172 230 228 437 627 71 212 614 594 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.38 0.38 0.38 0.38 0.38 0.38 Sat Flow, veh/h 1029 433 1558 86 798 791 865 1646 187 156 1613 1560 Grp Volume(v), veh/h 266 0 8 163 0 0 31 0 235 419 0 180 Grp Sat Flow(s),veh/h/ln1462 0 1558 1675 0 0 865 0 1833 1769 0 1560 Q Serve(g_s), s 1.9 0.0 0.1 0.0 0.0 0.0 0.8 0.0 2.5 0.8 0.0 2.2 Cycle Q Clear(g_c), s 3.9 0.0 0.1 2.0 0.0 0.0 5.8 0.0 2.5 4.9 0.0 2.2 Prop In Lane 0.75 1.00 0.11 0.47 1.00 0.10 0.15 1.00
Lane Grp Cap(c), veh/h 653 0 448 629 0 0 437 0 698 827 0 594 V/C Ratio(X) 0.41 0.00 0.02 0.26 0.00 0.00 0.07 0.00 0.34 0.51 0.00 0.30 Avail Cap(c_a), veh/h 1156 0 1032 1243 0 0 681 0 1215 1306 0 1034 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 8.2 0.0 6.9 7.6 0.0 0.0 9.0 0.0 6.0 6.7 0.0 5.9 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.2 0.0 0.0 0.1 0.0 0.3 0.5 0.0 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 0.0 0.0 0.5 0.0 0.0 0.1 0.0 0.6 1.2 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 8.6 0.0 6.9 7.8 0.0 0.0 9.1 0.0 6.3 7.2 0.0 6.2 LnGrp LOS A A A A A A A
Approach Vol, veh/h 274 163 266 599
Approach Delay, s/veh 8.5 7.8 6.6 6.9
Approach LOSAAAA
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 14.8 12.3 14.8 12.3
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 7.8 5.9 6.9 4.0
Green Ext Time (p_c), s 1.1 1.4 2.7 0.7
Intersection Summary
HCM 7th Control Delay, s/veh 7.3
HCM 7th LOS A
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Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 35 104 305 85 304 251
Future Volume (veh/h) 35 104 305 85 304 251
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 37 109 321 89 320 264
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 48 141 879 244 510 378
Arrive On Green 0.12 0.12 0.62 0.62 0.62 0.62
Sat Flow, veh/h 411 1210 1409 391 561 605
Grp Volume(v), veh/h 147 0 0 410 584 0
Grp Sat Flow(s),veh/h/ln1632 0 0 1800 1166 0
Q Serve(g_s), s 3.0 0.0 0.0 3.9 10.3 0.0
Cycle Q Clear(g_c), s 3.0 0.0 0.0 3.9 14.1 0.0
Prop In Lane 0.25 0.74 0.22 0.55
Lane Grp Cap(c), veh/h 191 0 0 1123 888 0
V/C Ratio(X) 0.77 0.00 0.00 0.36 0.66 0.00
Avail Cap(c_a), veh/h 845 0 0 2487 1831 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 14.9 0.0 0.0 3.2 5.4 0.0
Incr Delay (d2), s/veh 6.4 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/ln1.3 0.0 0.0 0.4 0.8 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 21.3 0.0 0.0 3.4 6.2 0.0
LnGrp LOS C A A
Approach Vol, veh/h 147 410 584
Approach Delay, s/veh 21.3 3.4 6.2
Approach LOS C A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 26.2 26.2 8.6
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 48.0 48.0 18.0
Max Q Clear Time (g_c+I1), s 5.9 16.1 5.0
Green Ext Time (p_c), s 2.9 5.6 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 7.1
HCM 7th LOS A
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7: Monterey Ave & Park Ave 01/06/2025
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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 3 3 203 3 237 1 148 619 202 83 1 Future Volume (veh/h) 5 3 3 203 3 237 1 148 619 202 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 3 214 3 249 1 156 652 213 87 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 315 188 142 351 27 290 87 800 679 368 127 679 Arrive On Green 0.36 0.36 0.36 0.36 0.36 0.36 0.43 0.43 0.43 0.43 0.43 0.43 Sat Flow, veh/h 533 525 397 632 75 811 2 1868 1585 516 296 1585 Grp Volume(v), veh/h 11 0 0 466 0 0 157 0 652 300 0 1
Grp Sat Flow(s),veh/h/ln1455 0 0 1518 0 0 1870 0 1585 812 0 1585 Q Serve(g_s), s 0.0 0.0 0.0 10.7 0.0 0.0 0.0 0.0 16.8 12.0 0.0 0.0 Cycle Q Clear(g_c), s 0.2 0.0 0.0 11.9 0.0 0.0 2.2 0.0 16.8 14.2 0.0 0.0 Prop In Lane 0.45 0.27 0.46 0.53 0.01 1.00 0.71 1.00
Lane Grp Cap(c), veh/h 644 0 0 667 0 0 887 0 679 494 0 679 V/C Ratio(X) 0.02 0.00 0.00 0.70 0.00 0.00 0.18 0.00 0.96 0.61 0.00 0.00 Avail Cap(c_a), veh/h 743 0 0 774 0 0 887 0 679 494 0 679 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 8.7 0.0 0.0 12.4 0.0 0.0 7.5 0.0 11.7 11.0 0.0 6.9 Incr Delay (d2), s/veh 0.0 0.0 0.0 2.3 0.0 0.0 0.1 0.0 25.0 2.1 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/ln0.1 0.0 0.0 3.5 0.0 0.0 0.7 0.0 8.9 2.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 8.7 0.0 0.0 14.7 0.0 0.0 7.6 0.0 36.6 13.1 0.0 6.9 LnGrp LOS A B A D B A
Approach Vol, veh/h 11 466 809 301
Approach Delay, s/veh 8.7 14.7 31.0 13.1
Approach LOS A B C B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 22.5 19.5 22.5 19.5
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 18.8 2.2 16.2 13.9
Green Ext Time (p_c), s 0.0 0.0 0.5 1.2
Intersection Summary
HCM 7th Control Delay, s/veh 22.7
HCM 7th LOS C
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Existing AM Bay-Hill Analysis 2:13 pm 06/24/2024 Signal Synchro 12 Report Kimley-Horn Page 1
Arterial Level of Service: NB Bay Ave
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Capitola Ave IV 25 36.4 9.9 46.3 0.22 17.1 C
Hill St IV 25 36.2 12.0 48.2 0.22 16.4 C
Hwy 1 SB Off-Ramp IV 25 24.9 19.5 44.4 0.14 11.2 D
Hwy 1 NB Off-Ramp IV 25 16.0 3.0 19.0 0.06 11.4 D
Total IV 113.5 44.4 157.9 0.64 14.5 C
Arterial Level of Service: SB Bay Ave
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Hwy 1 NB Off-Ramp IV 25 21.0 12.2 33.2 0.10 10.3 D
Hwy 1 SB Off-Ramp IV 25 16.0 5.0 21.0 0.06 10.3 D
Retail Dwy IV 25 24.9 12.2 37.1 0.14 13.4 C
Capitola Ave IV 25 36.2 10.3 46.5 0.22 17.0 C
Monterey Ave IV 25 36.4 18.3 54.7 0.22 14.5 C
Total IV 134.5 58.0 192.5 0.73 13.7 C
Arterial Level of Service: NB Monterey Ave
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Park Ave IV 25 19.0 16.9 35.9 0.09 8.6 E
Monterey Ave IV 25 14.9 0.0 14.9 0.06 13.6 C
Total IV 33.9 16.9 50.8 0.14 10.1 D
Arterial Level of Service: WB Monterey Ave
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Bay Ave IV 25 19.8 12.1 31.9 0.09 10.2 D
Park Ave IV 25 14.9 19.4 34.3 0.06 5.9 F
Total IV 34.7 31.5 66.2 0.15 8.0 E
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Arterial Level of Service: NB Bay Ave
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Capitola Ave IV 25 36.4 6.8 43.2 0.22 18.4 C
Hill St IV 25 36.2 15.5 51.7 0.22 15.3 C
Hwy 1 SB Off-Ramp IV 25 24.9 17.8 42.7 0.14 11.7 D
Hwy 1 NB Off-Ramp IV 25 16.0 2.5 18.5 0.06 11.7 D
Total IV 113.5 42.6 156.1 0.64 14.7 C
Arterial Level of Service: SB Bay Ave
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Hwy 1 NB Off-Ramp IV 25 21.0 13.6 34.6 0.10 9.9 D
Hwy 1 SB Off-Ramp IV 25 16.0 5.6 21.6 0.06 10.0 D
Retail Dwy IV 25 24.9 16.6 41.5 0.14 12.0 D
Capitola Ave IV 25 36.2 9.3 45.5 0.22 17.3 C
Monterey Ave IV 25 36.4 7.8 44.2 0.22 18.0 C
Total IV 134.5 52.9 187.4 0.73 14.1 C
Arterial Level of Service: NB Monterey Ave
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Park Ave IV 25 19.0 8.5 27.5 0.09 11.3 D
Monterey Ave IV 25 14.9 0.0 14.9 0.06 13.6 C
Total IV 33.9 8.5 42.4 0.14 12.1 D
Arterial Level of Service: WB Monterey Ave
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Bay Ave IV 25 19.8 9.8 29.6 0.09 11.0 D
Park Ave IV 25 14.9 9.2 24.1 0.06 8.4 E
Total IV 34.7 19.0 53.7 0.15 9.8 D
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Arterial Level of Service: NB Bay Ave
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Capitola Ave IV 25 36.4 8.7 45.1 0.22 17.6 C
Hill St IV 25 36.2 9.5 45.7 0.22 17.3 C
IV 25 24.9 14.4 39.3 0.14 12.7 D
Hwy 1 NB Off-Ramp IV 25 16.0 1.3 17.3 0.06 12.5 D
Total IV 113.5 33.9 147.4 0.64 15.6 C
Arterial Level of Service: SB Bay Ave
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS IV 25 21.0 9.9 30.9 0.10 11.1 D
Hwy 1 SB Off-Ramp IV 25 16.0 2.6 18.6 0.06 11.7 D
Retail Dwy IV 25 24.9 13.1 38.0 0.14 13.1 C
Capitola Ave IV 25 36.2 9.0 45.2 0.22 17.5 C
Monterey Ave IV 25 36.4 14.5 50.9 0.22 15.6 C
Total IV 134.5 49.1 183.6 0.73 14.4 C
Arterial Level of Service: NB Monterey Ave
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Park Ave IV 25 19.0 13.3 32.3 0.09 9.6 D
Monterey Ave IV 25 14.9 0.0 14.9 0.06 13.6 C
Total IV 33.9 13.3 47.2 0.14 10.9 D
Arterial Level of Service: WB Monterey Ave
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Bay Ave IV 25 19.8 10.3 30.1 0.09 10.8 D
Park Ave IV 25 14.9 26.9 41.8 0.06 4.8 F
Total IV 34.7 37.2 71.9 0.15 7.3 E
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Arterial Level of Service: NB Bay Ave
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Capitola Ave IV 25 36.4 8.4 44.8 0.22 17.7 C
Hill St IV 25 36.2 31.8 68.0 0.22 11.6 D
Hwy 1 SB Off-Ramp IV 25 24.9 43.2 68.1 0.14 7.3 E
Hwy 1 NB Off-Ramp IV 25 16.0 3.5 19.5 0.06 11.1 D
Total IV 113.5 86.9 200.4 0.64 11.5 D
Arterial Level of Service: SB Bay Ave
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Hwy 1 NB Off-Ramp IV 25 21.0 36.7 57.7 0.10 5.9 F
Hwy 1 SB Off-Ramp IV 25 16.0 1.2 17.2 0.06 12.6 D
Retail Dwy IV 25 24.9 15.8 40.7 0.14 12.2 D
Capitola Ave IV 25 36.2 11.1 47.3 0.22 16.7 C
Monterey Ave IV 25 36.4 9.4 45.8 0.22 17.3 C
Total IV 134.5 74.2 208.7 0.73 12.6 D
Arterial Level of Service: NB Monterey Ave
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Park Ave IV 25 19.0 9.7 28.7 0.09 10.8 D
Monterey Ave IV 25 14.9 0.0 14.9 0.06 13.6 C
Total IV 33.9 9.7 43.6 0.14 11.8 D
Arterial Level of Service: WB Monterey Ave
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Bay Ave IV 25 19.8 14.5 34.3 0.09 9.5 D
Park Ave IV 25 14.9 17.4 32.3 0.06 6.3 F
Total IV 34.7 31.9 66.6 0.15 7.9 E
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February 2025
Attachment E – Existing Intersection Observed Driver Behavior at Bay/Capitola Technical Memo 337
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DRAFT Existing Intersection Observed Driver Behavior Page 1 of 12 Capitola Avenue at Bay Avenue July 23, 2024

DRAFT TECHNICAL MEMORANDUM
RE: Capitola Avenue at Bay Avenue - Existing Intersection Observed Driver Behavior From: Sean Houck, P.E, Kimley-Horn
Derek Wu P.E, Kimley-Horn
To: Kailash Mozumder, City of Capitola
Date: July 23, 2024
This document as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc.

INTRODUCTION
This Technical Memorandum evaluates vehicle navigation and observes driver behavior at the intersection of Capitola Avenue and Bay Avenue (study intersection) in Capitola, California. The existing, four-leg intersection currently operates as an all-way stop-controlled (AWSC) intersection. The intersection was evaluated using aerial video collected by drone and processed using video analytics (VA). VA is the process of applying artificial intelligence (AI) to define vehicle kinematics in the video for the purpose of extracting time-spatial data, applying prediction kinematic models, and visualizing driver behavior trends. VA were used in this study to evaluate:
• Stopping Rate
• Measured Speed
• Deceleration Rate
• Near Miss Collisions - Vehicles, Pedestrians, and Bicyclists The study intersection is shown below in Figure 1.

Figure 1: Study Location
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EXISTING CONDITIONS
Capitola Avenue is a two-lane, north-south roadway with a posted speed limit of 25 miles per hour (mph). Capitola Avenue is classified as an arterial south of Bay Avenue and a collector north of Bay Avenue. The northbound approach has a dedicated right-turn lane and a shared leftturn/through lane. The southbound approach has a shared left/through/right-turn lane. Bay Avenue is a two-lane, east-west arterial with a posted speed limit of 25 mph. There is a two-way left-turn lane west of the intersection. The eastbound approach consists of a dedicated right-turn lane and shared left-turn/through lane. The westbound approach consists of a dedicated left-turn lane and a shared through/right turn lane.

There are crosswalks and sidewalks located along all legs of the intersection. There are Class II bike lanes along the western leg of Bay Avenue. The north, east, and south legs have Class III bike routes in which bicyclists share the road with the vehicles. There are two (2) schools located within a half-mile radius of the study intersection including one elementary and one middle school.

DATA COLLECTION
Data collection occurred at the study intersection using drone imagery, on May 16th, 2024, during the following time periods:
• AM peak hour/school drop-off
• PM school pick-up
• PM peak hour
• PM evening off-peak
The data collection start and end times of each captured video is identified in Table 1.

Table 1: Video Times
Video Peak Hour Start Time End Time
1 AM Peak/School Drop-off 7:50 AM 8:40 AM
2 PM School Pick-up 2:45 PM 3:30 PM
3 PM Peak 3:55 PM 4:45 PM
4 PM Evening Off-Peak 7:05 PM 7:35 PM

EXISTING CONDITIONS ASSESSMENT
Drone videos were processed using pixel tracing software which identifies and measures vehicle movement as shown in Figure 2. The focus of this assessment was to identify the following of the observed vehicles:
• Deceleration speeds approaching the stop signs
• Heavy braking
• Interaction with other vehicles and pedestrians/bicyclists 339
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DRAFT Existing Intersection Observed Driver Behavior Page 3 of 12 Capitola Avenue at Bay Avenue July 23, 2024
Figure 2: Pixel Tracing Software for PM School Pick-up Video Stopping Rate
Traffic regions were created at each approach to measure the minimum speed of each vehicle before entering the intersection. See Figure 3 for the location of the traffic regions.

Figure 3: Speed Measurement Gates
Traffic Regions
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The vehicle speed analysis may vary by 0.5 mph or less as compared to actual speeds, therefore the criteria for making a complete stop was determined to be vehicles traveling between 0 and 1 mph. Vehicles traveling at a speed of 0 to 1 mph within the traffic regions identified in Figure 3 meet the criteria for vehicles making a complete stop. Table 2 through Table 6 summarize the number of vehicles that met the complete stop criteria along each intersection approach for each observed period.

Table 2: Intersection Stopping Rate
All Observed Periods
Approach Total Number of
Vehicles
Criteria Met Criteria Not Met
Vehicle Count Vehicle Count Percentage
NB 405 217 188 46.4%
WB 907 342 565 62.3%
SB 270 109 161 59.6%
EB 1227 413 814 66.3%
Table 3: AM Peak/School Drop-off Stopping Rate
AM Peak/School Drop-off Period
Approach AM Peak Number of
Vehicles
Criteria Met Criteria Not Met
Vehicle Count Vehicle Count Percentage
NB 81 36 45 55.6%
WB 331 104 227 68.6%
SB 85 37 48 56.5%
EB 333 95 238 71.5%
Table 4: PM School Pick-up Stopping Rate
PM School Pick-up Period
Approach School Pick-up
Number of Vehicles
Criteria Met Criteria Not Met
Vehicle Count Vehicle Count Percentage
NB 160 104 56 35.0%
WB 300 145 155 51.7%
SB 71 36 35 49.3%
EB 395 171 224 56.7%
Table 5: PM Peak Stopping Rate
PM Peak Period
Approach PM Peak Number of
Vehicles
Criteria Met Criteria Not Met
Vehicle Count Vehicle Count Percentage
NB 116 61 55 47.4%
WB 215 76 139 64.7%
SB 80 32 48 60.0%
EB 378 123 255 67.5%
341
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DRAFT Existing Intersection Observed Driver Behavior Page 5 of 12 Capitola Avenue at Bay Avenue July 23, 2024
Table 6: PM Evening Off-Peak Stopping Rate
PM Evening Off-Peak Period
Approach PM Off-Peak
Number of Vehicles
Criteria Met Criteria Not Met
Vehicle Count Vehicle Count Percentage
NB 48 16 32 66.7%
WB 61 17 44 72.1%
SB 34 4 30 88.2%
EB 121 24 97 80.2%
The tables above summarize approaching vehicles that did and did not meet the criteria of traveling 0 to 1 mph. The tables identify the percentage of vehicles not making a complete stop at the intersection along each directional approach. The PM evening off-peak period had the highest recorded percentage of 66.3% of vehicles not making a complete stop.

Measured Vehicle Speed
Vehicle speeds within the designated traffic regions were further analyzed to capture the maximum and 85th percentile speed entering the region. These speeds are summarized below in Table 7 for each studied time period combined. The vehicle speeds were further reviewed for each studied time period by directional approach and are graphically shown in Figure 4 through Figure 11.

Table 7: Total Intersection Measured Vehicle Speed
Speed Total Vehicles Speed Total Vehicles Speed Total Vehicles Speed Total Vehicles Speed Total Vehicles 0 235 0 65 0 127 0 39 0 4
2 1088 2 313 2 405 2 307 2 63
4 932 4 299 4 267 4 267 4 99
6 358 6 94 6 76 6 124 6 64
8 113 8 28 8 31 8 32 8 22
10 32 10 10 10 10 10 8 10 4
12 22 12 9 12 4 12 7 12 2
14 15 14 4 14 3 14 3 14 5
16 8 16 3 16 3 16 2 16 0
18 6 18 5 18 0 18 0 18 1
85th Percentile

6.5047956 6.4144871 5.86448425 6.7806282 7.5144739
Max Speed

19.223969 19.223969 17.837877 17.749456 18.966279
All Observed Periods AM Peak/ School Drop-offPeriods PM School Pick-up Period PM Peak Period PM Evening Off-Peak Period 342
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DRAFT Existing Intersection Observed Driver Behavior Page 6 of 12 Capitola Avenue at Bay Avenue July 23, 2024
Figure 4: Vehicle Speed per Approach (AM Peak/School Drop-off) Figure 5: Maximum Speed and 85th Percentile Speed (AM Peak/School Drop-off) Figure 6: Vehicle Speed per Approach (PM School Pick-up) 0 20
40 60
80 100
120
140
160
0 2 4 6 8 10 12 14 16 18 20
Number of Vehicles
Speed (mph)
AM Peak Vehicle Speed
NB
SB
WB
EB
0 2 4 6 8 10 12 14 16 18 20
NB
SB
WB
EB
Speed (MPH)
Approach
AM Peak Vehicle Speed
Maximum Speed 85th Percentile Speed
0 20
40 60
80 100
120
140
160
0 2 4 6 8 10 12 14 16 18 20
Number of Vehicles
Speed (mph)
PM School Pick-up Vehicle Speed
NB
SB
WB
EB
343
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DRAFT Existing Intersection Observed Driver Behavior Page 7 of 12 Capitola Avenue at Bay Avenue July 23, 2024
Figure 7: Maximum Speed and 85th Percentile Speed (PM School Pick-up) Figure 8: Vehicle Speed per Approach (PM Peak)
Figure 9: Maximum Speed and 85th Percentile Speed (PM Peak) 0 2 4 6 8 10 12 14 16 18 20
NB
SB
WB
EB
Speed (MPH)
Approach
PM School Pick-up Vehicle Speed
Maximum Speed 85th Percentile Speed
0 20
40 60
80 100
120
140
160
0 2 4 6 8 10 12 14 16 18 20
Number of Vehicles
Speed (mph)
PM Peak Vehicle Speed
NB
SB
WB
EB
0 2 4 6 8 10 12 14 16 18 20
NB
SB
WB
EB
Speed (MPH)
Approach
PM Peak Vehicle Speed
Maximum Speed 85th Percentile Speed
344
Item 7 B.

DRAFT Existing Intersection Observed Driver Behavior Page 8 of 12 Capitola Avenue at Bay Avenue July 23, 2024
Figure 10: Vehicle Speed per Approach (PM Evening Off-Peak) Figure 11: Maximum Speed and 85th Percentile Speed (PM Evening Off-Peak) The table and figures above portray the number of approaching vehicles and vehicle speeds within the approach regions. The percentage of vehicles within the 2 to 6 mph category was 72%, which indicates that majority of vehicles do not meet the complete stop criteria. Furthermore, six (6) vehicles were driving at a speed greater than 18 mph during the AM peak and PM evening off-peak periods.

Deceleration Rate
VA was used to identify vehicles decelerating at a rate equal to or greater than 10 ft/s 2 . Vehicles
decelerating at or above this criteria were classified as Heavy Braking. An example of an observed heavy braking incident was vehicle id 293 shown in Figure 16. The vehicle approached the intersection at a recorded speed of 28 mph and decelerated to nearly 0 mph in under 5 seconds resulting in a deceleration rate of 13 ft/s
2 . Figure 17 illustrates the rapid deceleration of the vehicle over the short period of time.
0 20
40 60
80 100
120
140
160
0 2 4 6 8 10 12 14 16 18 20
Number of Vehicles
Speed (mph)
PM Evening Off-Peak Vehicle Speed
NB
SB
WB
EB
0 2 4 6 8 10 12 14 16 18 20
NB
SB
WB
EB
Speed (MPH)
Approach
PM Evening Off-Peak Vehicle Speed
Maximum Speed 85th Percentile Speed
345
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DRAFT Existing Intersection Observed Driver Behavior Page 9 of 12 Capitola Avenue at Bay Avenue July 23, 2024

Figure 16:Heavy Braking Figure 17: Car Deceleration
The number of vehicles identified as meeting the heavy braking criteria are summarized in Table 8 below.

Table 8: Heavy Braking Summary
AM Peak/School Drop-off PM School Pick-up
Approach
Vehicles
Approach
Vehicles
Heavy
Braking Total % Heavy Braking
Heavy
Braking Total % Heavy Braking
NB 14 81 17.3% NB 3 160 1.9%
WB 41 331 12.4% WB 16 300 5.3%
SB 6 85 7.1% SB 4 71 5.6%
EB 36 333 10.8% EB 14 395 3.5%
PM Peak PM Evening Off-Peak
Approach
Vehicles
Approach
Vehicles
Heavy
Braking Total % Heavy Braking
Heavy
Braking Total % Heavy Braking
NB 7 116 6.0% NB 3 48 6.3%
WB 6 215 2.8% WB 8 61 13.1%
SB 3 80 3.8% SB 2 34 5.9%
EB 23 378 6.1% EB 14 121 11.6%
All Observed Periods
Approach
Vehicles
Heavy Braking Total % Heavy Braking
NB 27 405 6.7%
WB 71 907 7.8%
SB 15 270 5.6%
EB 87 1227 7.1%
Figure 12 through Figure 15 illustrate the vehicle position and direction of travel of each identified heavy braking incident. Approach and departure crosswalks are identified to reference the vehicle position.
346
Item 7 B.

DRAFT Existing Intersection Observed Driver Behavior Page 10 of 12 Capitola Avenue at Bay Avenue July 23, 2024
Figure 12: Northbound Heavy Braking Figure 13: Southbound Heavy Braking Figure 14: Westbound Heavy Braking Figure 15: Eastbound Heavy Braking The table and figures above portray the number of vehicles heavy braking along each approach of the intersection. The figures identify where the 200 recorded heavy braking occurrences, over all observed time periods, happened relative to the crosswalk. Of the observed 200 heavy braking incidents, approximately 43.5% of them occurred along the eastbound directional approach.

Crosswalk
Direction of
Travel
Direction of
Travel
Direction of
Travel
Street
Boundary
347
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DRAFT Existing Intersection Observed Driver Behavior Page 11 of 12 Capitola Avenue at Bay Avenue July 23, 2024
Near Miss Collisions
Post encroachment time (PET) is the time it takes for an object to leave a point that a second object reaches. A near-miss collision occurs when the PET is equal to or less than 1.5 seconds.

Figure 18 shows an example of a near-miss occurrence. Vehicle id 370 makes an eastbound leftturn movement while vehicle id 369 travels westbound, reaching the same point of the left-turning vehicle in 1.5 seconds.

Figure 18: Observed Near Miss
Table 9: Recorded Near Misses
Time Number of
PET ≤ 1.5
AM Peak/School Drop-off 13
PM School Pick-up 10
PM Peak 10
PM Evening Off-Peak 2
Total 35
Table 10: Direction of Travel for Near Misses
Directions Number of
PET Percentage
WBT/EBL 23 65.7%
EBT/WBL 6 17.1%
NBL/EBL 3 8.6%
WBR/EBL 2 5.7%
NBL/EBR 1 2.9%
The tables above summarize the number of near miss collisions and their direction of travel during each observed time period. Of the total recorded 35 near miss collisions, approximately 65.7% of them occurred between vehicles making the eastbound left-turning movement and westbound vehicles traveling through the intersection (WBT/EBL).

EBL Turning
Vehicle
WBT Traveling
Vehicle
348
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DRAFT Existing Intersection Observed Driver Behavior Page 12 of 12 Capitola Avenue at Bay Avenue July 23, 2024

CONCLUSION
Kimley Horn conducted a study on the way drivers interact with the AWSC intersection of Capitola Avenue and Bay Avenue in the city of Capitola. Driver behavior was evaluated using aerial video collected by drone and processed using VA to document the following:

1. Stopping Rate
a. The highest rate of vehicles not making a complete stop within the region was during the PM evening off-peak period.
b. The eastbound approach trended higher rates of not making a complete stop compared to the other approaches.

2. Measured Vehicle Speed
a. The maximum speed was approximately 19 mph.
b. 85th percentile speed was approximately 7.5 mph.
i. The eastbound and southbound approaches saw the highest 85th percentile speeds during all observed time periods.

3. Deceleration Rate
a. The percentage identified as heavy braking was 7.1% of all observed vehicles during all observed periods.
b. The highest rate of heavy braking occurred during the AM peak/school drop-off period.
c. The highest rate of heavy braking occurred along the eastbound approach accounting for 43.5% of the total heavy braking incidents.

4. Near Miss Collisions - Vehicles, Pedestrians, and Bicyclists a. A total of 35 near misses were recorded during the observed time periods. i. Conflict occurrences between vehicles making an eastbound left-turning movement and westbound vehicles traveling through the intersection accounted for 65.7% of recorded near misses.
b. There were no observed occurrences of a near miss between a vehicle and a bicyclist or pedestrian.
349
Item 7 B.

Bay Avenue Corridor Study City Council
February 27, 2024
350
Item 7 B.

Bay Avenue Corridor Study
Background and Purpose
• Highway 1 • Crossroads Loop
• Hill Street • Capitola Avenue
• Monterey Avenue • Park Avenue
Evaluates long-term improvements
• Enhance multimodal safety
• Manage traffic flow
• Improve community livability
Goals
• 2024 Bay/Hill Quick Build
• Roundabout at Capitola Avenue
Integrates Past Initiatives
351
Item 7 B.

Bay Avenue Corridor Study
Recommended Action
Confirm the
preferred longterm improvements
for the Bay Avenue
corridor
01 Move forward with
public engagement
and refine the
conceptual design
02 Seek grant funding
for the final design
and construction
phases
03 352
Item 7 B.

Bay Avenue
Corridor Study
City Council
February 2025
353
Item 7 B.

What is a Corridor Study?
A planning study used to assess current and future needs of a transportation route to improve mobility, safety, operations, and economic development for all users.

Bay Ave
354
Item 7 B.

Bay Avenue Corridor Study Objectives
Determine feasible long-term improvements for the Bay Avenue corridor between Highway 1 and Park Avenue

1. Enhance access and safety for all users including vehicles, pedestrians, and cyclists

2. Maintain acceptable traffic operations along the corridor

3. Compliment the Bay Avenue Vision, mobility, and economic goals in the Capitola General Plan

4. Prepare a long-term plan to pursue grant funding
opportunities
355
Item 7 B.

Corridor Study Overview

1. Project Background

2. Existing Conditions & Traffic Data

3. Corridor Alternatives & Multimodal Improvements

4. Corridor Analysis Results

5. Next Steps & Action Items
356
Item 7 B.

1. Project Background
357
Item 7 B.

Capitola General Plan
• Goal LU-10:
• Maintain and enhance Bay
Avenue commercial district as a
thriving destination with
businesses that serve Capitola
residents and visitors.
• Goal MO-4:
• Provide a roadway system that
enhances community
aesthetics and promotes a high
quality of life Roundabout
Feasibility
Streetscape
Master Plan
358
Item 7 B.

Capitola Land Use Map
359
Item 7 B.

Project Study Area Hill St
Nob Hill
Center
Bay Ave
Senior
Housing
Post
Office
City Hall
Upper
Village
Shopping
Center
Bay Ave
New Brighton
Middle School
Capitola
Village
Soquel
Elementary
School
Rispin Park
360
Item 7 B.

2. Existing Conditions & Traffic Data
361
Item 7 B.

Pre-Existing Conditions – Roadway Hill St
Bay Ave
4-Lane road with center turn lane
362
Item 7 B.

Pre-Existing Conditions – Roadway Hill St
Bay Ave
4-Lane road with center turn lane
2-Lane road with center turn lane & parking
363
Item 7 B.

Pre-Existing Conditions – Roadway Hill St
Bay Ave
4-Lane road with center turn lane
2-Lane road with center turn lane & parking 2-Lane road with parking 364
Item 7 B.

Existing Conditions – Bike & Pedestrian Hill St
Bay Ave
Class II bike with green markings
Paved sidewalks and marked crossings
Class III bike route Class II bike lane
365
Item 7 B.

Existing Conditions – Intersection
Bay Ave Hill St
Bay Ave
Multiple turn conflicts
and limited visibility
Long crossing
distances
Long pedestrian
crossing distances
Skew intersection approaches
and limited visibility
Pete’s
Dairy
Queen
Nob Hill
Gayle’s
US Bank
Grady’s
366
Item 7 B.

Existing Conditions – Near Miss Analysis
Bay Ave Hill StN
Pedestrian-vehicle
conflict points
Vehicle-vehicle
conflict points
Vehicle-vehicle
conflict points
367
Item 7 B.

Collision Data – 2013 to 2024 Hill St
Bay Ave
Collision Type
Vehicle Only (18)
Pedestrian Involved (9)
Bicycle Involved (10)
37 Total Reported Collisions
N
Project Study Area
368
Item 7 B.

3. Corridor Alternatives & Multimodal
Improvements
369
Item 7 B.

Corridor Alternatives
3 Signal Control
2 Roundabout
Control
1 Stop Control &
Road Diet
0 No-Build
370
Item 7 B.

Alternative 1 – Stop Control & Road Diet
• Traffic calming features improve
bike & ped safety
• Lower capital costs & preserve
existing intersection infrastructure
• Tradeoff - reduced roadway
operations with stop control
Wharf/Clares Bay/Hill
371
Item 7 B.

Alternative 2 – Roundabout Control
• Traffic Control - Yield at entry
• Traffic Deflection – Vehicles directed
into One-way counterclockwise flow
• Geometrics – Circular road & entry
angles designed to slow vehicle
speeds
Source: FHWA
372
Item 7 B.

Alternative 2 – Roundabout Control
Source: FHWA
Typical 4-leg Intersection Roundabout
32 Conflict Points
Potential collisions are high
severity broadside or head-on
impacts
8 Conflict Points
Potential collisions are low
severity sideswipe or rear-end
impacts

LOW SPEED

HIGH SPEED
373
Item 7 B.

Alternative 2 – Roundabout Control
Bay/Capitola
Existing 4-leg Intersection Roundabout
Crossings shifted away
from intersection,
improved ped visibility
Shorter crossing distances
with medians, look & cross
one lane at a time
(~30-ft crosswalk length)
Crossing at intersection,
peds exposed to
multiple turn conflicts
Long crossing distances,
no median refuge
(~80-ft crosswalk length)
Bay Ave Bay Ave
374
Item 7 B.

Alternative 2 – Roundabout Control
• Reduced conflict points & collision severity
• Separated ped & bike facilities improve safety
• Improved operations & capacity
• Tradeoff - higher capital costs & right-of-way
impacts
Lafayette, CA Bay/Capitola
375
Item 7 B.

Roundabout – La Jolla (San Diego, CA)
La Jolla Blvd
Road Diet and Roundabouts in Bird Rock Business District 376
Item 7 B.

Alternative 3 – Signal Control
• Designated crossing phases & quick
user adaptation
• Improved operations & capacity
• Potential bike & ped improvements with
protected intersection design
• Tradeoff - higher capital & maintenance
costs, aesthetics, collision severity
Fremont, CA
San Luis Obispo, CA
377
Item 7 B.

Other Multimodal Considerations
29 • Maintain existing parking and driveway access
• Buffered class IV bikeways
• Striping, bollards, or hardscape
• Protected mid-block crossings
• Rectangular Rapid Flashing Beacons (RRFB)
378
Item 7 B.

4. Corridor Analysis Results
379
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Future Conditions (PM) – Alt 1 Stop
380
Item 7 B.

Future Conditions (PM) – Alt 2 Roundabout
381
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Alternatives Summary – Economic
33 Alternative 3
Signal
Alternative 2
Roundabout
Alternative 1
Stop & Road Diet
Alternative 0
No Build Criteria
Low Low Higher High Capital Construction
Cost
Right of Way Impact Low Low High Moderate
Low Low Moderate High Operation &
Maintenance Cost
Moderate Moderate High Moderate Environmental
Benefit
Poor Moderate High Moderate Grant Funding
Availability
382
Item 7 B.

Alternatives Summary – Operations
34 Alternative 3
Signal
Alternative 2
Roundabout
Alternative 1
Stop & Road Diet
Alternative 0
No Build Criteria
Vehicle Delay High Higher Low Moderate
Poor Poor Moderate Moderate
Transit & Emergency
Vehicle Access
Improvement
Low Low High Moderate Driver Adaptation
Time
383
Item 7 B.

Alternatives Summary – Safety
35 Alternative 3
Signal
Alternative 2
Roundabout
Alternative 1
Stop & Road Diet
Alternative 0
No Build Criteria
Moderate Moderate Low High Collision Severity
Potential
Poor Moderate Good Moderate Bicycle Access
Improvement
Poor Moderate Good Moderate Pedestrian Access
Improvement
384
Item 7 B.

5. Next Steps & Action Items
Recommendations
• Pursue the roundabout alternative as the preferred long-term improvement for the Bay Avenue corridor
• The stop and signal alternatives can be feasible to address budget constraints and short-term corridor needs
Council Actions
• Direction on corridor alternatives for refinement and outreach • Follow up meeting with input from public outreach
385
Item 7 B.

5. Next Steps & Action Items
Short-Term
• Conduct corridor public outreach
• Prepare concept designs
Long-Term
• Pursue grant funding opportunities
• Design corridor improvements
• Construct corridor improvements pending available funds 386
Item 7 B.

Questions & Discussion
387
Item 7 B.
388
Item 7 B.

PM Peak – Highway 1 & Hill St (Stop)
389
Item 7 B.

PM Peak – Highway 1 & Hill St (Roundabout)
390
Item 7 B.

AM Peak – Monterey & Park (Stop)
391
Item 7 B.

PM Peak – Monterey & Park (Stop)
392
Item 7 B.

Pedestrian and Bicycle Circulation
393
Item 7 B.

Source: Mark Doctor, P.E., FHWA Resource Center
Roundabouts are Good for Older Drivers
• Lower Speeds through roundabout
• Forgiving, mistakes not lethal
• Longer decision-making time
• No demand to accurately judge closing speeds of fast traffic • Low energy crashes
• No wide visual scans
• Simple decision-making
• By 2020, the 85-percentile design driver will be someone aged 65 or older
394
Item 7 B.

Benefits Comparison
Roundabout Traffic Signals
Numerous vehicle and pedestrian conflict points on standard intersection (32 vehicle/24 pedestrian)
Eliminates high-speed crashes and reduces fatalities
and injuries by 70+%
Vehicle and
Driver Safety
Vehicles are more focused on signal changes than on
pedestrian movements
Shorter one-directional crossings provide greater
pedestrian focus and awareness
Pedestrian and
Bicyclist Safety
May require additional turn lanes in future if traffic volumes or traffic patterns change
Reduces additional right-of-way between links of
intersections
Space/
Development
Footprint
Increase in fuel consumption and emissions due to stopped and delayed vehicles during red lights
Less expensive than a signal for greenfield construction (new location)
Cost and
Sustainability
Typically prioritizes mainline traffic allowing progression of high volumes approaches
Creates equal priority for all approaches Traffic Capacity Requires drivers to make additional left turns or right turns to access certain properties/businesses
Access Provides equal priority of driveway/business access Management
Various lighting and signing distractions can impact the overall aesthetic appeal for the user
Provides attractive entries and gateways to
Aesthetics communities
Requires staff time required to maintain signals, provide retiming, and conduct repair
Pavement markings, lighting, and some landscape
maintenance may be more intensive than signals Maintenance 395
Item 7 B.

Roundabout Perception
Source: US Department of Transportation: Federal Highway Administration 396
Item 7 B.
• Pedestrian experiences an exaggerated level of
security because the signals tell them it’s safe to
cross
• Most crashes occur when drivers turn left or right
across the crosswalk while the pedestrian has a
walk indication
Safety vs. Security at Signalized
Intersections
397
Item 7 B.
• Pedestrian feeling of security more
closely matches their actual level of
safety
Safety vs. Security at Roundabouts
398
Item 7 B.

Bay Ave – Capitola Ave
Bay Ave
Gayle’s
US Bank
Grady’s
Produce Market

CONCEPT LAYOUT FOR

ILLUSTRATIVE PURPOSES
399
Item 7 B.

Bay Ave, Hill St, Crossroads
Bay Ave Hill St Crossroads Loop Nob Hill Dwy Nob Hill DwyPeete’s Dairy
Queen
Nob Hill
Crossroads
Car Wash &
Party Store

CONCEPT LAYOUT FOR

ILLUSTRATIVE PURPOSES
400
Item 7 B.
401
Item 7 B.
402
Item 7 B.

Capitola City Council
Agenda Report
Meeting: February 13, 2025
From: Public Works Department
Subject: Bay Avenue and Hill Street Traffic Safety Update Recommended Action: Provide direction on short-term modifications to the Bay Avenue and Hill Street intersection.

Background: This item was originally scheduled for the February 13 City Council meeting; the item was not heard at that meeting and was continued to February 27.

On November 21, 2024, the City Council discussed the Quick Build Project at Bay Avenue and Hill Street, implemented in late July/early August 2024. The project introduced lane reductions, enhanced crosswalk markings, and temporary bulb-outs to improve pedestrian safety and manage traffic flow.

Since implementation, community feedback, technical evaluations, and further Council discussions have identified areas for improvement. During the November 21st meeting, staff was instructed to remove the current configuration in spring 2025 and implement specific modifications. These modifications include extending striping for a continuous bike lane, examining costs for raised crosswalks, expanding the crosswalk by adjusting the stop sign line, and determining whether bollards can remain at all intersection corners.

The City Council also directed staff to collect additional data to enable a comparison between the current Quick Build Project configuration and the proposed new layout. The Council requested that staff return in early 2025 to present updated findings and assess whether the new configuration could be implemented in coordination with the upcoming Bay Avenue Corridor Study.

Discussion: Following Council direction, staff collected updated traffic data to evaluate the current intersection configuration.

Traffic volume data was gathered on a single non-rainy day during regular school schedules to maintain consistency. While seasonal variations may impact certain modes of travel—such as lower bicycle volumes in colder months—the methodology ensures a reliable baseline for comparison. The data confirms that this intersection remains a high-use location for both vehicles and pedestrians, emphasizing the need for effective safety measures.

Traffic Data Summary
Bicycle Volumes (Total at Intersection)
Bike Volume Intersection Total
Count Date Timeline AM Peak Mid-Day Peak PM Peak
2/15/2022 Before QB 24 25 19
3/7/2024 Before QB 19 N/A 15
10/24/2025 After QB 49 23 23
1/25/2025 After QB 31 22 20
Pedestrian Volumes (Total at Intersection)
Pedestrian Volume Intersection Total
Count Date Timeline AM Peak Mid-Day Peak PM Peak
2/15/2022 Before QB 31 51 49
3/7/2024 Before QB 34 N/A 21
10/24/2025 After QB 18 57 61
1/25/2025 After QB 32 48 40
403
Item 7 C.

Vehicle Traffic – Bay Avenue Approach (Southbound)
Vehicle Traffic Bay Avenue Approach Southbound
Count Date Timeline AM Peak Mid-Day Peak PM Peak
2/15/2022 Before QB 435 635 633
3/7/2024 Before QB 481 N/A 669
10/24/2025 After QB 484 538 545
1/25/2025 After QB 501 521 570
Vehicle Traffic – Bay Avenue Approach (Northbound)
Vehicle Traffic Bay Avenue Approach Northbound
Count Date Timeline AM Peak Mid-Day Peak PM Peak
2/15/2022 Before QB 462 485 392
3/7/2024 Before QB 466 N/A 323
10/24/2025 After QB 477 418 417
1/25/2025 After QB 502 444 380
Intersection Level of Service (LOS) Observations
The Level of Service (LOS) analysis indicates the intersection's performance in January 2025 is expected to be similar to October 2024. The primary factors influencing LOS at this location are the northbound (NB) and southbound (SB) vehicle volumes along Bay Avenue.

Between October 2024 and January 2025, northbound traffic increased by approximately 5% during the morning and mid-day peak hours but saw a slight 4% decrease in the evening peak. Conversely, southbound traffic decreased by about 3% in the morning and mid-day, while remaining unchanged in the evening.

Despite these fluctuations, the changes are not significant enough to impact the overall LOS rating. While minor variations in vehicle delay (1–2 seconds) may occur, the intersection’s letter grade classification (e.g., A, B, C) remains consistent.

Evaluation of Proposed Modifications
The City’s traffic consultant, Kimley Horn, prepared a comparison which outlines the proposed modifications to the Bay Avenue and Hill Street intersection (Attachment 1). These modifications aim to enhance pedestrian and cyclist safety while balancing traffic operations and community needs. Below is an evaluation of key options under consideration:

Option Benefits Challenges Staff Consideration Estimated Cost Raised
Crosswalks
Safer, ADA
access.

Cost, drainage,
delays.

Worth considering (varies
by material).
$6K–$25K each (asphalt,
brick, stamped concrete).

Additional
Green Bike
Lanes
Improves bike
safety.

Cost, driver
confusion.

Possible improvement
(includes striping removal). $15–$30/sq. ft.

Bollards Adds buffer,
slows turns.

Maintenance, large
vehicles.

Could be explored
(durability concerns). $50–$200 each
Staggered
Stop Bars
May help
visibility. Minimal impact. Not recommended $8–$20/ft.
404
Item 7 C.

Staff recommends integrating the evaluation of these modifications into the broader context of corridor improvements. This approach will ensure that any short-term changes to the Bay Avenue and Hill Street intersection align with long-term strategies for the corridor.

Council is requested to provide direction to staff on the following:

1. Whether to proceed with short-term modifications, such as continuous green bike lanes, while awaiting the corridor study’s final recommendations.

2. Identify any additional data collection or analysis required to further refine the proposed intersection changes.

3. Remove all quick-build components and return intersection to pre-project conditions.

Fiscal Impact: Costs for proposed modifications will depend on the selected measures. Based on preliminary estimates from the City's traffic consultant (Attachment 1):
 Raised crosswalks are estimated at $6,000 – $25,000 per location, with additional costs for brickwork, stamped materials, and drainage modifications.  Continuous bike lanes (green thermoplastic striping) are estimated at $15 – $30 per square foot, including existing striping removal.
 Bollards for bike lane separation and pedestrian safety are estimated at $50 – $200 per bollard, depending on size and durability.
 Staggered stop bars are estimated at $8 – $20 per linear foot for white thermoplastic striping.  Removing all quick build components will cost approximately $40,000.

Staff will incorporate approved actions into the annual Pavement Management Project budget for Council consideration on February 27, 2025.

Attachments:

1. Potential Improvement Matrix
Report Prepared By: Jessica Kahn, Public Works Director; Reviewed By: Julia Gautho, City Clerk; Samantha Zutler, City Attorney Approved By: Jamie Goldstein, City Manager
405
Item 7 C.
1 Bay Ave
Hill St
Crossroads
Loop
11/21/2024 CC Notes
Nob Hill
Plaza Dwy
Nob Hill
Plaza Dwy
406
Item 7 C.

Bay-Hill_QB_Option_Comparison_20241210.xlsx
12/10/2024 21:21
Benefits Challenges Benefits Challenges Benefits Challenges Benefits Challenges Pedestrian &
Bike Safety
Identified traffic calming measure that
increases visibility to approaching
vehicles
Increased driver-yield compliance at
crossing from vertical deflection
Improved ADA access since crosswalk at
same elevation as the sidewalk
Increased visiblity to approaching vehicles
Provides physical separation buffer
between vehicle and bike/ped areas on
roadway
Potential improved sight lines of bike/peds
on crosswalk for driver in the forward
staggered lane
For adjacent movements, stop bars
staggered different distances between
lanes would improve sight lines for the
forward vehicle but reduce sight lines for
back vehicle in next lane. No net
improvement to overall safety (Bay
Avenue 4-lane road)
Increased visibility and identification of
bike space and intended path of travel
within the intersection and at the
approaches
Reinforces bikes have priority over
turning vehicles in conflict areas
Provides connectivity to existing bike
facilities
Traffic
Operations
Reduced vehicle speeds through
crosswalk due to grade change improves
bike/ped safety
Increased average vehicle delay and
travel times through intersection due to
slower speeds to traverse crosswalk
Bollards used to create curb extension /
reduce curb radius will reduce vehicle
turning speeds at corners
Potential impact to sight lines (see above) No anticpated impacts Vehicle
Queues &
Vehicle
Access
No impact to non-emergency vehicles
Potential increase in queues to traverse
through intersection from slower speeds
Typically not appropriate for primary
emergency vehicle routes. Requires
coordination with fire & police
No impact to non-emergency vehicles
Posts at intersection corners may
potentially be struck from large delivery or
emergency vehicles
No anticipated impacts No anticpated impacts
Design,
Construction,
&
Maintenance
Recommended on streets with posted
speed up to 30mph
Existing raised crosswalks implemented in
Capitola (Clares St and Jewel Box
neighborhood)
Modification of drainage design along the
curb needed to prevent ponding
Increase noise due to vehicle
acceleration/braking over crosswalk
Recommend improvement to nighttime
visibility for approaching vehicles / bikes
For bike lanes, center delineator within
the buffer zone along the edge of the
bikeway. Typical spacing is every 8 - 20
ft, depending on the thoroughfare's
design speed / bikeway configuration.

Allow a minimum of 1.5 ft. clear width for
installation of smaller delineators
Ongoing maintenance from vehicle
strikes. Smaller bollard sizes have lower
durability and will require more
replacement.

For Bay Avenue with 4-lane geometry,
wider bike lane buffer width (1.5' min)
recommeded to use bollards
Recommend stop lines to be placed at
least 4-ft in advance of crosswalk (no
stagger between adjacent lanes)
Staggered stop bar between left turn and
through lanes permitted in MUTCD to
increase turning radius clearance for large
vehicles making a left turn. This issue is
not present at Bay/Hill intersection (see
example below).

Provides benefit on northbound and
southbound Bay Avenue approaches with
existing Class II bike facilities
May not be applicable to install on for the
eastbound and westbound Nob Hill and
Hill Street approaches due to lack of
existing bike facilities/striping
Cost Range
Examples
Source
$50 to $200 per bollard or segment (depending on size and type) Flexible delineator post < High performance delineator < Raised lane separator < K71 Delineator Post
Criteria
Raised Crosswalk Raised Bollards Stagger Stop Bar for Bay Ave Travel Lanes Continuous Bike Intersection Crossing Markings $6,000 to $25,000 per crosswalk location (Asphalt)
Additional costs for brickwork, stamped material, concrete ramps, and other enhancements used at pedestrian crossings
$8 to $20 per linear foot (white thermoplastic striping) Includes removal of existing striping
$15 to $30 per square foot (green thermoplastic striping) Includes removal of existing striping
https://highways.dot.gov/safety/speed-management/traffic-calming-eprimer/module-3- part-2#3.14
https://www.ite.org/technical-resources/traffic-calming/traffic-calming-measures/ http://www.pedbikesafe.org/BIKESAFE/countermeasures_detail.cfm?CM_NUM=27 https://mutcd.fhwa.dot.gov/htm/2009/part3/part3b.htm https://nacto.org/publication/urban-bikeway-design-guide/intersectiontreatments/intersection-crossing-markings/ https://tacticalurbanismguide.com/materials/raised-lane-separator/ https://tacticalurbanismguide.com/materials/flexible-delineator-post/ Potential Improvements at Bay Avenue / Hill Street Intersection (Per 11/21/2024 City Council) Physical Measure Physical Measure Striping / Signing Measure Striping / Signing Measure 407
Item 7 C.

Bay Avenue and Hill
Street Traffic Safety
Update
City Council
February 13, 2025
408
Item 7 C.

Recommended Action
Bay Ave/Hill St Traffic Safety Update
Provide direction on
short-term modifications
to the Bay Avenue and
Hill Street intersection.

Implement approved
short-term modifications
in coordination with the
Bay Avenue Corridor
Study.
409
Item 7 C.
410
Item 7 C.

September
2023
Presentation of
options to City
Council
November
2023
Community
meeting
December 2023
January 2024
Targeted
outreach
January 2024
Design
refinement
February 2024
City Council
approval
Spring 2024
Begin Corridor
Study
Summer 2024
Construct
quick-build
project
November
2024
Quick build
update to
Council
Project Timeline
Bay/Hill Street Traffic Safety
411
Item 7 C.

Remove the current intersection
configuration in Spring 2025
• Extend striping for a continuous bike lane
• Examine costs for raised crosswalks
• Expand the crosswalk by adjusting the stop sign line
• Determine whether bollards can remain at all intersection corners
Implement specific modifications
Collect additional data
11/21/24 City Council Meeting Recap
Bay Ave/Hill St Traffic Safety Update
412
Item 7 C.

Before Quick-Build:

February 15, 2022, &
March 7, 2024
After Quick-Build:

October 24, 2024, &
January 25, 2025
Bicycle Volumes:

Increased after the quickbuild implementation,
particularly in the
morning peak
Pedestrian Volumes:

Slight fluctuations, but
overall consistent before
and after modifications
Vehicle Traffic:

Southbound volumes
remained stable, with
minor variations across
peak times
Traffic Data Summary
Bay Ave/Hill St Traffic Safety Update
413
Item 7 C.
• Primary factors: northbound and southbound vehicle
volumes on Bay Avenue.

January 2025 LOS is similar to October 2024
• NB: ~5% increase in AM and mid-day peaks; ~4% decrease in PM peak.
• SB: ~3% decrease in AM and mid-day peaks; unchanged in PM peak.

Between October 2024 and January 2025
• Do not significantly impact overall LOS
Fluctuations are minor
Intersection Level of Service
Bay Ave/Hill St Traffic Safety Update
414
Item 7 C.
• Closed until Fall 2025
Capitola Avenue
Bridge
• Open week of March
10th, 2025
Bay Avenue
Southbound
Onramp
Additional Traffic Impacts
Bay Ave/Hill St Traffic Safety Update
415
Item 7 C.
416
Item 7 C.

Estimated
Cost Option Benefits Challenges
$6K–$25K per
crosswalk
Cost, drainage,
delays
Safer, ADA
access
Raised Crosswalks
$15–$30/sq. ft. Cost, driver
confusion
Improves bike
safety
Additional Green Bike
Lanes
$50 - $200 per
bollard
Maintenance,
aesthetics
Enhances
visibility Bollards
Minimal impact $8–$20/ft. May help
visibility Staggered Stop Bars
Evaluation of Proposed Modifications
Bay Ave/Hill St Traffic Safety Update
417
Item 7 C.

Recommendations
• Provide direction on short-term
modifications to the Bay Avenue and Hill Street
intersection.
• Implement approved shortterm modifications in
coordination with the
upcoming Bay Avenue Corridor Study.
418
Item 7 C.

Capitola City Council
Agenda Report
Meeting: February 27, 2025
From: Finance Department
Subject: FY 2024-25 Mid-Year Budget Report
Recommended Action: Receive the Fiscal Year 2024-25 Mid-Year Budget Report and adopt a resolution amending the Fiscal Year 2024-25 Budget.

Background: The Fiscal Year (FY) 2024-25 Mid-Year Budget Report provides an update on the City’s financial status as of December 31, 2024, and recommends budget adjustments for FY 2024-25 that better reflect current projections. The City’s major revenue sources are currently tracking slightly below budget projections while General Fund expenditures are slightly ahead of projections but are expected to end the year at or below budget.

The City ended FY 2023-24 slightly ahead of budget estimates returning approximately $126,000 to the General Fund balance. The estimated June 30, 2025, General Fund balance consists of:

Employee Down Payment Assistance Program $ 100,000
Operating Contingency Balance 528,931
Additional FY 2023-24 General Fund resources 126,000
Total Balance $ 754,931
Discussion: General Fund revenues are performing as budgeted. Sales tax revenue is slightly above budget projections while TOT are slightly behind projections. Based on communication with several short-term rental operators, staff believes that the slowing of TOT revenue is due to a reduction in rental rates and not a reduction in occupancy rates. All other General Fund revenues are performing as projected and as expected, showing signs of leveling off following the growth experienced over the last few years. Expenditures are tracking consistently with the FY 2024-25 Amended Budget.

Revenues
The FY 2024-25 adopted budget included approximately $8.5 million of sales tax revenue, which is approximately 3.5% above receipts in the prior fiscal year. At the mid-point of this fiscal year, sales tax receipts are above budget projections by $87,000 (2.1%) following a strong 2nd quarter performance over the holiday season.

In November 2024, Capitola voters approved Measure Y, a one-half percent (0.50%) district sales tax, and repealed Measure F, which was a one-quarter percent (0.25%) district sales tax. Measure Y will become effective April 1, 2025, and result in an estimated increase in sales tax revenues of $277,000 for the remainder of the fiscal year. The estimated annual increase in sales tax revenue beginning in FY2025-26 from Measure Y is $1.1 million.
419
Item 7 D.

Property tax revenues are slightly above budget estimates while TOT is slightly below budget estimates. All the other revenues are tracking within budget expectations for this point in the fiscal year. At the midpoint of the fiscal year the City has received 49% of budgeted revenues and staff anticipates that revenues will end the year close to budget projections.

Expenditures
City departments have consistently maintained expenditures within the adopted budget. Through December, the General Fund has expended 61% of the budget while being 50% through the year.

The primary reason is that the City prepaid the annual $2.6 million Unfunded Actuarial Pension Liability (UAL) in July 2024, as opposed to making monthly payments, resulting in savings of approximately $85,000. This results in personnel costs showing higher as a percentage of the budget as the payment is amortized over the course of the year.

The passage of Measure Y in November 2024 also resulted in an increase in personnel costs due to contingent salary increases negotiated by the various labor groups. The estimated increase in personnel costs for the remainder of the fiscal year is $226,400, while the estimated annual cost is $452,800.

Budget Amendments
During the FY 2024-25 budget hearings the Council requested to revisit the City Hall Phase II study, which is estimated at $67,000 but remains unfunded. Staff is recommending including the City Hall Phase II study discussion as part of the FY 2025-26 budget hearings following the adoption of the City’s strategic plan.

Due to the passage of Measure Y, staff is requesting a budget amendment in the General Fund to increase sales tax revenues and personnel expenditures as follows:

Revenue
Amount Description
$277,000 Sales Tax Revenue – Measure Y
Expenditures
$ 227,000 Personnel – Labor MOU’s Contingencies – Measure Y Fiscal Impact: If approved, the requested budget amendment would increase the June 30, 2025, estimated General Fund balance to approximately $804,931 an increase of $50,000 from previous estimates.

Attachments:

1. Resolution

2. Budget Amendment
Report Prepared By: Jim Malberg, Finance Director
Reviewed By: Julia Gautho, City Clerk; Samantha Zutler, City Attorney Approved By: Jamie Goldstein, City Manager
420
Item 7 D.

RESOLUTION NO. _____

RESOLUTION OF THE CITY COUNCIL OF THE CITY OF CAPITOLA
AMENDING THE 2024-25 FISCAL YEAR CITY BUDGET AND CAPITAL IMPROVEMENT

PROGRAM BUDGET
WHEREAS, it is necessary to adopt the 2024-25 Fiscal Year Budget for all City funds and Capital Improvement Program; and
WHEREAS, the City Council conducted budget study sessions, heard and considered public comments, had modified and proposed a budget accordingly, and on June 27, 2024, adopted such budget for the Fiscal Year July 1, 2024, through June 30, 2025; and WHAREAS, the City Council previously amended the FY 2024-25 Fiscal Year Budget on September 24, 2024, and January 30, 2025; and
WHEREAS, since the last budget amendment Capitola voters passed Measure Y resulting in an estimated $277,000 of district sales tax revenue and $227,000 of additional personnel expenditures; and
WHEREAS, it is necessary to amend the Fiscal Year 2024-25 Adopted Budget to allocate the additional revenues and expenditures related to the passage of Measure Y; and NOW, THEREFORE, BE IT HEREBY RESOLVED by the City Council of the City of Capitola that the 2024-25 Fiscal Year Budget is hereby amended, including Exhibit A (Budget Amendment) to this Resolution; and
BE IT FURTHER RESOLVED that the Finance Director is directed to enter the budget into the City's accounting records in accordance with appropriate accounting practices, and the City Manager, with the Finance Director's assistance, shall assure compliance therewith.

I HEREBY CERTIFY that the foregoing Resolution was passed and adopted by the City Council of the City of Capitola on the 27th day of February 2025, by the following vote:

AYES:

NOES:

ABSENT:

ABSTAIN:
_____________________
Joe Clarke, Mayor
ATTEST:
____________________ ___
Julia Gautho, City Clerk
421
Item 7 D.

Budget Adjustment Request
Date
02/20/2025
Requesting Department *
Finance
Type of Adjustment
Administrative
Council
Item #
Council Date
2/27/25
Council Approval
Revenues
Account Number Account Description Increase/Decrease
1000-00-00-000-3130.304 Sales Tax - Measure Y $277,000.00 Total Revenues
$277,000.00
Expenditures
Account Number Account Description Increase/Decrease
1000-xx-xx-xxx4110.000 Wages Permanent $227,000.00
Total Expenditures
$227,000.00
Net Impact
$50,000.00
Purpose
Amend FY 2024-25 budget to account for fiscal impacts from passage of Measure Y.

Department Head Approval
422
Item 7 D.

Finance Director Approval
City Manager Approval
423
Item 7 D.

Action History (all history times shown in Pacific Standard Time) Submit by Jim Malberg 2/20/2025 2:08:43 pm (Budget Amendment Request Submitted) Approve by Jim Malberg 2/20/2025 2:09:44 pm (Routed to Finance) The task was assigned to Jim Malberg
2/20/2025 2:08:43 pm
Approve (send to CM
for approval)
by Jim Malberg 2/20/2025 2:11:09 pm (Routed to Finance Director) The task was assigned to Jim Malberg
2/20/2025 2:09:44 pm
Approve (return to
Finance for
processing)
by Jamie Goldstein 2/21/2025 12:05:22 pm (Routed to CM for final approval) The task was assigned to Jamie Goldstein
2/20/2025 2:11:09 pm
424
Item 7 D.

Fiscal Year
2024-25
Mid-Year
Budget
Report
February 27, 2025
425
Item 7 D.

General Fund Balance Summary
Employee Down Payment Assistance Program $ 100,000
Operating Contingency $ 528,931
Additional FY 2023-24 General Fund resources $ 126,000
Total Balance $ 754,931
426
Item 7 D.

Financial Highlights
• Sales Tax performing slightly above projections
• Approximately $87,000 above budget
• Measure Y effective April 1st
• Property Tax
• Slightly above estimates
• Transient Occupancy Tax (TOT)
• Slightly below estimates
• All other FY 2024-25 revenues and expenditures tracking close to budget projections
427
Item 7 D.

Revenue Review
%
Change $ Change Prior Year Activity
% of
Budge
t
Y-T-D
Activity Account
Taxes $ 7,535,113 50% $ 7,469,844 $ 65,269 0.9%
Licenses & Permits 237,925 33 279,199 (41,274) (14.8)
Intergovernmental 58,498 44 35,470 23,029 64.9
Charges for Services 1,178,731 50 977,495 201,236 20.6
Fines & Forfeitures 259,325 43 219,011 40,314 18.4
Use of Money & Property 142,941 83 281,846 (138,905) (49.3) Other 49,204 26 58,208 (9,004) (15.5)
Total $ 9,461,737 49% $ 9,321,073 $ 140,664 1.5%
428
Item 7 D.

Expenditure Review
%
Change Prior Year $ Change % of Budget
Y-T-D
Activity Account
Personnel $ 7,949,075 62% $ 7,045,703 $ 903,372 12.8%
Contract Services 2,311,819 63 2,067,579 244,240 11.8
Training / Memberships 54,778 33 106,212 (51,434) (48.4) Supplies 459,554 55 541,740 (82,186) (15.2)
Grants & Subsidies 57,500 46 62,500 (5,000) (8.0)
Internal Service Funds 761,790 50 808,921 (47,131) (5.8) Other financing uses 143,784 50 125,000 18,784 15.0
Total $ 11,463,304 61% $ 10,757,654 $ 705,649 6.6%
429
Item 7 D.

Proposed General Fund
Budget Amendments
Amount Description
Revenue
$ 277,000 Sales Tax revenue – Measure Y
Expenditures
$ 227,000 Personnel – Labor MOU contingencies – Measure Y $ 50,000 Net impact to General Fund Balance
430
Item 7 D.

Budget Amendment Summary
• Fiscal Impact
• If approved, increases estimated June 30, 2025,
General Fund balance to $804,931
431
Item 7 D.

Strategic
Plan/Goals
Setting
• Planned Council
consideration of Strategic
Plan March 13
• Staff intends to utilize
Strategic Plan –
Implementation Plan to
guide preparation of
initial draft budget for
Council review
432
Item 7 D.

FY 2025-26
Budget
Process
• Proposed Budget distribution
• May 2nd
• Proposed Special City Council meeting
budget hearings
• May 15th
• May 29th (If necessary)
• June 5th (If necessary)
• June 18th (If necessary)
• Proposed Finance Advisory Committee
meetings
• May 13th (special meeting)
• May 20th (special meeting, if necessary)
• June 17th
• Proposed Budget Adoption
• June 26th
433
Item 7 D.

Recommended Action
• Receive Fiscal Year 2024-25 Mid-Year
Budget Report and Adopt Proposed
Resolution Amending the Fiscal Year
2024-25 Budget
434
Item 7 D.

Capitola City Council
Agenda Report
Meeting: February 27, 2025
From: Community Development Department
Subject: CDBG Program Income Funds
Recommended Action: 1) Conduct a public hearing and receive public comment regarding Program Income and its eligible uses; 2) adopt a resolution rescinding Resolution No. 4414 and allocating $170,000 of Program Income for the Community Center Rehabilitation Project; and 3) adopt a resolution amending the FY 2024-25 budget.

Background: The City of Capitola has successfully completed several Community Development Block Grant (CDBG) funded programs and projects over the past several years, some of which generate Program Income. Program Income is defined as the gross income that is directly generated from CDBG funded activity, such as homebuyer loans, housing rehabilitation loans, etc. When these monies are loaned out and then repaid to the City, they take the form of Program Income. Program Income is regulated by the State Department of Housing and Community Development (HCD) and the City’s Program Income must be obligated to a project before any grant funds are drawn from a grant or must be paid back to the State. These monies keep the same federal ties so long as they are Program Income.

On January 30, 2025, the City Council adopted a resolution allocating $160,240.62 of Program Income from a CDBG rehabilitation loan payoff to the Community Center Rehabilitation Project. At the time of submittal to HCD, staff identified additional interest (LAIF) in the CDBG-PI account. This funding must be allocated prior to drawing down funds from the 2023 CDBG grant award for the Community Cent Rehabilitation Project.

Discussion: At the end of December 2024, staff received a loan payoff from a prior housing rehabilitation loan in the amount of $160,240.62. The loan originated from a 2014 CDBG grant, thus the funds that have now been deposited are considered CDBG Program Income. The CDBG PI fund also includes LAIF interest earned of $4,825 as well as accrued interest of approximately $5,000 which was not included in the January 30, 2025 resolution. The purpose of the updated resolution is to increase the amount stated in the resolution to include the current balance in the CDBG PI fund and any additional interest that may be deposited in the fund in 2025.

This funding will be added to the project contingency for the Community Center, bringing the total project contingency to approximately 9.7% of the $4,725,00 construction contract.

Fiscal Impact: The $170,000 in Program Income is available grant funds that can be reutilized. The City’s grant administrator, Adams Ashby Group, will coordinate the grant amendment efforts through their existing 2023 CDBG grant administration contract to allocate the funds toward the Community Center Rehabilitation Project. No general funds or fiscal impact should be incurred by the City.

Attachments:

1. CDBG Resolution

2. Public Hearing Notice

3. Budget Amendment Resolution

4. Budget Amendment
Report Prepared By: Katie Herlihy, Community Development Director 435
Item 7 E.

Reviewed By: Julia Gautho, City Clerk; Jim Malberg, Finance Director; Sam Zutler, City AttorneyApproved By: Jamie Goldstein, City Manager
436
Item 7 E.
1 Department of Housing and Community Development
Resolution Form Revised 7/23/2024 2024 CDBG NOFA
Appendix C: Resolution Template of the Governing Body
(Required)
Applicants are required to use the resolution form on the following page with no changes to content other than what is in the fillable fields.

When completing and preparing the Resolution, please refer to section V.F.4 of the 2024 NOFA.

Please note: On the next page, hidden text is used to provide instructions. Once a document is printed or converted to a pdf, the hidden text will be omitted.

To display hidden text:

1. Go to the Files Tab

2. Select Options from the bottom of the left-hand column

3. Click on the “Display” option

4. Check the “Hidden Text” box.

5. Make sure the “Print hidden text” box is not checked. This will ensure that when you convert to PDF or print the document, the instructional, hidden text is not displayed.

Note 1: The attesting officer cannot be the person identified in the Resolution as the authorized signer.

Note 2: Unless there is a city ordinance stating otherwise, the mayor must be the designated official in Section 5.
437
Item 7 E.

Resolution of the Governing Body
RESOLUTION NO. Insert Number

A RESOLUTION APPROVING AN APPLICATION FOR FUNDING AND THE

EXECUTION OF A GRANT AGREEMENT AND ANY AMENDMENTS
THERETO FROM THE 2024 FUNDING YEAR OF THE STATE CDBG

PROGRAM
BE IT RESOLVED by the City Council of the City of Capitola as follows:

SECTION 1:

The City Council has reviewed and hereby approves the submission to the State of California of one or more application(s) in the aggregate amount, not to exceed, of $170,000.00 for the following CDBG activities, pursuant to the and 2024 CDBG NOFA:

List activities and amounts
Activity (e.g. Public Services,
Infrastructure, etc.)
Dollar Amount Being Requested for the
Activity
Community Center Rehabilitation Project (23A-CDBG20002) $ 170,000.00
$
$
$
$
SECTION 2:

The City Council hereby approves the use of Program Income in an amount not to exceed $170,000.00 for the CDBG activities described in Section 1.

SECTION 3:

The City Council acknowledges compliance with all state and federal public participation requirements in the development of its application(s).

SECTION 4:

The City Council hereby authorizes and directs the City Manager or designee*, to execute and deliver all applications and act on the City’s behalf in all matters pertaining to all such applications.

SECTION 5:

If an application is approved, the City Manager or designee*, is authorized to enter into, execute and deliver the grant agreement (i.e., Standard Agreement), any recordable or 438
Item 7 E.
nonrecordable contract documents, and any and all subsequent amendments thereto with the State of California for the purposes of the grant.

SECTION 6:

If an application is approved, the City Manager or designee*, is authorized to sign and submit Funds Requests and all required reporting forms and other documentation as may be required by the State of California from time to time in connection with the grant.

PASSED AND ADOPTED at a regular meeting of the City Council of the City of Capitola held on 2/27/2025 by the following vote:

AYES: Enter # of votes or names
NOES: Enter # of votes or names
ABSENT: Enter # absentees or names
ABSTAIN: Enter # of abstains or names
Enter Name and Title.

City Council

STATE OF CALIFORNIA
City of Capitola
I, Julia Gautho, City Clerk of the City of Capitola, State of California, hereby certify the above and foregoing to be a full, true and correct copy of a resolution adopted by said City Council on this 27th day of February, 2025 and that said resolution has not been amended, modified, repealed, or rescinded since its date of adoption and is in full force and effect as of the date hereof.
______________________________________
By: Julia Gautho, City Clerk of the City of Capitola, State of California 439
Item 7 E.

NOTICE OF PUBLIC HEARING

CITY OF CAPITOLA

CDBG PROGRAM INCOME COMMITMENT AND APPLICATION
NOTICE IS HEREBY GIVEN that the City of Capitola will conduct a public hearing on Thursday, February 27, 2025, beginning at the hour of 6 p.m. in the City Council Chambers, 420 Capitola Avenue, Capitola, California, to discuss the commitment of Community Development Block Grant (CDBG) Program Income (PI) funds and to solicit public input regarding how these funds will be allocated.

Under the CDBG Program, there are specific rules and requirements associated with the management and use of Program Income received by grantees. Program Income are monies that have been loaned out in various forms (i.e. housing rehab loan, homebuyer assistance loan) and are paid back to the City via a loan payoff or sale in property. Program Income constitutes federal CDBG funds and must be expended and used in compliance with all CDBG statutes and regulations once they have been returned to the City.

The City is proposing to commit up to $170,000 in Program Income towards the Community Center Rehabilitation project.

The agenda and staff reports will be available the Friday before the public hearing. You may view this information on the City’s website at cityofcapitola.org. Remote access for this meeting is available at https://www.youtube.com/channel/UCJgSsB5qqoS7CcD8Iq9Yw1g and live on Spectrum Cable Television channel 8. If you require special assistance in order to attend the meeting, including needs addressed by the Americans with Disabilities Act, notify the City at least 3 days prior to the meeting by calling 831-475-7300. If you are unable to attend the public hearing, you may direct written comments to the City of Capitola, Attn: Community Development, 420 Capitola Avenue, Capitola, CA 95010, or email [email protected].

The City of Capitola promotes fair housing and makes all its programs available to low- and moderate-income families regardless of age, race, color, religion, sex, national origin, sexual orientation, marital status, or handicap.

For further information, please contact the City Clerk at 831-475-7300 during normal business hours, write to the City of Capitola, 420 Capitola Avenue, CA 95010, or via email at [email protected].
440
Item 7 E.

RESOLUTION NO. _____

RESOLUTION OF THE CITY COUNCIL OF THE CITY OF CAPITOLA
AMENDING THE 2024-25 FISCAL YEAR CITY BUDGET AND CAPITAL IMPROVEMENT

PROGRAM BUDGET
WHEREAS, it is necessary to adopt the 2024-25 Fiscal Year Budget for all City funds and Capital Improvement Program; and
WHEREAS, the City Council conducted budget study sessions, heard and considered public comments, had modified and proposed a budget accordingly, and on June 27, 2024, adopted such budget for the Fiscal Year July 1, 2024, through June 30, 2025; and WHAREAS, the City Council previously amended the FY 2024-25 Fiscal Year Budget on September 24, 2024; and
WHEREAS, the City Council adopted Resolution No. 4415 amending the FY2024-25 budget allocating $160,240 of Community Development Block Grant Program Income (CDBG-PI) to the Jade Street Community Center Rehabilitation project; and WHEREAS, since the adoption of Resolution No. 4415 the City has received LAIF interest payments in the amount of $ $4,825.00 as well accrued interest of approximately $5,000; and WHEREAS, it is necessary to amend the Fiscal Year 2024-25 Adopted Budget to allocate $9,825.00 CDBG PI funds to the Jade Street Community Center Rehabilitation project; and NOW, THEREFORE, BE IT HEREBY RESOLVED by the City Council of the City of Capitola that the 2024-25 Fiscal Year Budget is hereby amended, including Exhibit A (Budget Amendment) to this Resolution; and
BE IT FURTHER RESOLVED that the Finance Director is directed to enter the budget into the City's accounting records in accordance with appropriate accounting practices, and the City Manager, with the Finance Director's assistance, shall assure compliance therewith.

I HEREBY CERTIFY that the foregoing Resolution was passed and adopted by the City Council of the City of Capitola on the 27 February 2025, by the following vote:

AYES:

NOES:

ABSENT:

ABSTAIN:
_____________________
Joe Clark, Mayor
ATTEST:
____________________ ___
441
Item 7 E.

Julia Gautho, City Clerk
442
Item 7 E.

Budget Adjustment Request
Date
02/20/2025
Requesting Department *
Community Development
Type of Adjustment
Administrative
Council
Item #
Council Date
2/27/25
Council Approval
Revenues
Account Number Account Description Increase/Decrease
1350-00-00-000-3910.351 Interfund Transfer In - CDBG PI $9,825.00 Total Revenues
$9,825.00
Expenditures
Account Number Account Description Increase/Decrease
1351-00-00-000-4910.351 Interfund Transfer Out - CDBG $9,825.00 Total Expenditures
$9,825.00
Net Impact
$0.00
Purpose
Transfer CDBG-PI interest earning to CDBG fund for Community Center project Department Head Approval
443
Item 7 E.

Finance Director Approval
City Manager Approval
444
Item 7 E.

Action History (all history times shown in Pacific Standard Time) Submit by Jim Malberg 2/20/2025 2:35:00 pm (Budget Amendment Request Submitted) Approve by [email protected] 2/20/2025 3:27:38 pm (Routed to CDD) The task was assigned to [email protected]
2/20/2025 2:35:00 pm
Approve (send to CM
for approval)
by Jim Malberg 2/20/2025 3:29:46 pm (Routed to Finance Director) The task was assigned to Jim Malberg
2/20/2025 3:27:38 pm
Approve (return to
Finance for
processing)
by Jamie Goldstein 2/21/2025 12:05:07 pm (Routed to CM for final approval) The task was assigned to Jamie Goldstein
2/20/2025 3:29:46 pm
445
Item 7 E.

Capitola City CouncilFebruary 27, 2025

Capitola City Council
February 27, 2025