Cities Index.
cc 2025 AR 10/28 downtown committee recommendations

Vista City Council
October 28, 2025

Document
cc 2025 AR 10/28 downtown committee recommendations
Meeting
October 28, 2025
Body
Vista City Council
Pages
241
Original file
371 KB
Text extracted from the city's file for reading and search. Open the original on portal.laserfiche.com. That file is the official record.

Lanes, Volumes, Timings
1: Santa Fe Ave & Vista Village Dr 06/17/2025
Alt 2 AM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 AM Synchro 12 Report Rick Engineering Page 3
Lane Group Ø10 Ø12 Ø13 Ø14
Lane Configurations
Traffic Volume (vph)
Future Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Adj. Flow (vph)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases 10 12 13 14
Permitted Phases
Total Split (s) 49.5 45.5 13.2 36.3
Total Lost Time (s)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay (s/veh)
Queue Delay
Total Delay (s/veh)
LOS
Approach Delay (s/veh)
Approach LOS
Intersection Summary
10/28/2025
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HCM 7th TWSC
2: Indiana Ave & Vista Village Dr 06/18/2025
Alt 2 AM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 AM Synchro 12 Report Rick Engineering Page 2
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 841 45 7 1005 3 0 0 17 0 0 17
Future Vol, veh/h 6 841 45 7 1005 3 0 0 17 0 0 17
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 35 - - 115 - - - - 0 - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 7 914 49 8 1092 3 0 0 18 0 0 18
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1096 0 0 963 0 0 - - 482 1579 2085 548 Stage 1 - - - - - - - - - 1109 1109 -
Stage 2 - - - - - - - - - 470 976 -
Critical Hdwy 4.14 - - 4.14 - - - - 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - - - - 6.54 5.54 -
Critical Hdwy Stg 2 - - - - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - 2.22 - - - - 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 633 - - 710 - - 0 0 531 73 52 480
Stage 1 - - - - - - 0 0 - 223 283 -
Stage 2 - - - - - - 0 0 - 543 327 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 633 - - 710 - - - - 531 69 51 480
Mov Cap-2 Maneuver - - - - - - - - - 69 51 -
Stage 1 - - - - - - - - - 221 280 -
Stage 2 - - - - - - - - - 519 324 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.07 0.07 12.03 12.79

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 531 633 - - 710 - - 480
HCM Lane V/C Ratio 0.035 0.01 - - 0.011 - - 0.038
HCM Ctrl Dly (s/v) 12 10.7 - - 10.1 - - 12.8
HCM Lane LOS B B - - B - - B
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1
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HCM 7th TWSC
3: Michigan Ave/Michigan Avenue & Vista Village Dr 06/18/2025 Alt 2 AM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 AM Synchro 12 Report Rick Engineering Page 3
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 830 45 16 981 9 2 0 26 2 1 32
Future Vol, veh/h 9 830 45 16 981 9 2 0 26 2 1 32
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 115 - - 105 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 10 902 49 17 1066 10 2 0 28 2 1 35
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1076 0 0 951 0 0 1515 2057 476 1577 2077 538 Stage 1 - - - - - - 946 946 - 1106 1106 -
Stage 2 - - - - - - 568 1111 - 471 971 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 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 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 644 - - 718 - - 82 54 536 74 53 488
Stage 1 - - - - - - 281 338 - 224 284 -
Stage 2 - - - - - - 475 283 - 543 329 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 644 - - 718 - - 72 52 536 67 51 488
Mov Cap-2 Maneuver - - - - - - 72 52 - 67 51 -
Stage 1 - - - - - - 277 333 - 219 277 -
Stage 2 - - - - - - 428 276 - 506 324 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.11 0.16 15.71 18.52

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 366 644 - - 718 - - 304
HCM Lane V/C Ratio 0.083 0.015 - - 0.024 - - 0.125
HCM Ctrl Dly (s/v) 15.7 10.7 - - 10.1 - - 18.5
HCM Lane LOS C B - - B - - C
HCM 95th %tile Q(veh) 0.3 0 - - 0.1 - - 0.4
10/28/2025
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HCM 7th Signalized Intersection Summary
4: Citrus Ave & Vista Village Dr 06/18/2025
Alt 2 AM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 AM Synchro 12 Report Rick Engineering Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 802 27 0 891 60 40 2 8 41 19 69 Future Volume (veh/h) 31 802 27 0 891 60 40 2 8 41 19 69 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 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 34 872 29 0 968 65 43 2 9 45 21 75 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 2 2 2 2
Cap, veh/h 50 2756 92 0 2440 164 172 7 208 80 40 92
Arrive On Green 0.03 0.79 0.79 0.00 0.72 0.72 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 1781 3509 117 0 3473 227 858 51 1585 309 306 700 Grp Volume(v), veh/h 34 441 460 0 509 524 45 0 9 141 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1849 0 1777 1830 909 0 1585 1316 0 0 Q Serve(g_s), s 2.3 8.5 8.5 0.0 13.4 13.4 0.0 0.0 0.6 7.1 0.0 0.0 Cycle Q Clear(g_c), s 2.3 8.5 8.5 0.0 13.4 13.4 5.9 0.0 0.6 13.1 0.0 0.0 Prop In Lane 1.00 0.06 0.00 0.12 0.96 1.00 0.32 0.53
Lane Grp Cap(c), veh/h 50 1395 1452 0 1283 1321 178 0 208 213 0 0 V/C Ratio(X) 0.68 0.32 0.32 0.00 0.40 0.40 0.25 0.00 0.04 0.66 0.00 0.00 Avail Cap(c_a), veh/h 145 1395 1452 0 1283 1321 394 0 468 467 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 0.92 0.92 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 57.8 3.7 3.7 0.0 6.5 6.5 47.8 0.0 45.5 51.3 0.0 0.0 Incr Delay (d2), s/veh 14.6 0.6 0.6 0.0 0.8 0.8 0.7 0.0 0.1 3.5 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/ln 1.2 2.7 2.8 0.0 4.9 5.0 1.3 0.0 0.2 4.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 72.4 4.3 4.3 0.0 7.3 7.3 48.5 0.0 45.6 54.8 0.0 0.0 LnGrp LOS E A A A A D D D
Approach Vol, veh/h 935 1033 54 141
Approach Delay, s/veh 6.7 7.3 48.0 54.8
Approach LOS A A D D
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 99.6 20.4 7.6 92.0 20.4
Change Period (Y+Rc), s 5.4 4.6 4.2 5.4 4.6
Max Green Setting (Gmax), s 74.6 35.4 9.8 60.6 35.4
Max Q Clear Time (g_c+I1), s 10.5 15.1 4.3 15.4 7.9
Green Ext Time (p_c), s 7.2 0.7 0.0 8.6 0.2
Intersection Summary
HCM 7th Control Delay, s/veh 11.2
HCM 7th LOS B
10/28/2025
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HCM 7th Signalized Intersection Summary
5: Palm Dr & Vista Village Dr 06/18/2025
Alt 2 AM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 AM Synchro 12 Report Rick Engineering Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 24 833 2 48 923 8 1 5 70 11 3 38 Future Volume (veh/h) 24 833 2 48 923 8 1 5 70 11 3 38
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 26 905 2 52 1003 9 1 5 76 12 3 41
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 74 2509 6 67 2475 22 20 101 104 18 4 61
Arrive On Green 0.08 1.00 1.00 0.04 0.69 0.69 0.07 0.07 0.07 0.05 0.05 0.05 Sat Flow, veh/h 1781 3638 8 1781 3609 32 309 1546 1585 351 88 1199 Grp Volume(v), veh/h 26 442 465 52 494 518 6 0 76 56 0 0 Grp Sat Flow(s),veh/h/ln1781 1777 1869 1781 1777 1865 1855 0 1585 1637 0 0 Q Serve(g_s), s 1.7 0.0 0.0 3.5 14.5 14.5 0.4 0.0 5.6 4.0 0.0 0.0 Cycle Q Clear(g_c), s 1.7 0.0 0.0 3.5 14.5 14.5 0.4 0.0 5.6 4.0 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.02 0.17 1.00 0.21 0.73
Lane Grp Cap(c), veh/h 74 1225 1289 67 1218 1279 121 0 104 83 0 0 V/C Ratio(X) 0.35 0.36 0.36 0.77 0.41 0.41 0.05 0.00 0.73 0.68 0.00 0.00 Avail Cap(c_a), veh/h 116 1225 1289 175 1218 1279 408 0 349 115 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 53.5 0.0 0.0 57.2 8.2 8.2 52.6 0.0 55.1 56.0 0.0 0.0 Incr Delay (d2), s/veh 2.7 0.8 0.8 16.8 0.2 0.2 0.2 0.0 9.6 9.2 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/ln 0.8 0.3 0.3 1.9 5.3 5.5 0.2 0.0 2.5 1.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 56.2 0.8 0.8 74.1 8.4 8.4 52.8 0.0 64.6 65.2 0.0 0.0 LnGrp LOS E A A E A A D E E
Approach Vol, veh/h 933 1064 82 56
Approach Delay, s/veh 2.3 11.6 63.8 65.2
Approach LOS A B E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s8.7 88.2 10.7 9.2 87.7 12.4
Change Period (Y+Rc), s 4.2 5.4 4.6 4.2 5.4 4.6
Max Green Setting (Gmax), s 11.8 54.6 8.4 7.8 58.6 26.4 Max Q Clear Time (g_c+I1), s 5.5 2.0 6.0 3.7 16.5 7.6
Green Ext Time (p_c), s 0.0 7.1 0.0 0.0 8.2 0.2
Intersection Summary
HCM 7th Control Delay, s/veh 11.0
HCM 7th LOS B
10/28/2025
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HCM 7th Signalized Intersection Summary
6: Santa Fe Ave & Main St 06/18/2025
Alt 2 AM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 AM Synchro 12 Report Rick Engineering Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 18 28 33 7 28 30 42 313 16 18 535 132 Future Volume (veh/h) 18 28 33 7 28 30 42 313 16 18 535 132 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 0.96 1.00 0.97 1.00 0.94 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 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 20 31 37 8 31 33 47 348 18 20 594 147 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 44 408 333 19 382 315 89 556 29 44 1035 434
Arrive On Green 0.02 0.22 0.22 0.01 0.20 0.20 0.05 0.32 0.32 0.02 0.29 0.29 Sat Flow, veh/h 1781 1870 1526 1781 1870 1543 1781 1756 91 1781 3554 1489 Grp Volume(v), veh/h 20 31 37 8 31 33 47 0 366 20 594 147 Grp Sat Flow(s),veh/h/ln1781 1870 1526 1781 1870 1543 1781 0 1847 1781 1777 1489 Q Serve(g_s), s 0.5 0.6 0.8 0.2 0.6 0.7 1.1 0.0 7.3 0.5 6.1 3.3 Cycle Q Clear(g_c), s 0.5 0.6 0.8 0.2 0.6 0.7 1.1 0.0 7.3 0.5 6.1 3.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 1.00
Lane Grp Cap(c), veh/h 44 408 333 19 382 315 89 0 584 44 1035 434 V/C Ratio(X) 0.45 0.08 0.11 0.42 0.08 0.10 0.53 0.00 0.63 0.45 0.57 0.34 Avail Cap(c_a), veh/h 207 1217 993 207 1217 1004 207 0 794 207 1528 640 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.7 13.4 13.5 21.1 13.9 13.9 19.9 0.0 12.5 20.7 13.0 12.0 Incr Delay (d2), s/veh 7.2 0.1 0.1 14.4 0.1 0.1 4.8 0.0 1.1 7.2 0.5 0.5 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 0.3 0.2 0.3 0.1 0.2 0.2 0.5 0.0 2.6 0.3 2.1 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 27.8 13.4 13.6 35.5 13.9 14.1 24.7 0.0 13.6 27.8 13.5 12.4 LnGrp LOS C B B D B B C B C B B
Approach Vol, veh/h 88 72 413 761
Approach Delay, s/veh 16.8 16.4 14.9 13.7
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s5.3 18.7 5.1 14.0 6.3 17.6 5.7 13.4 Change Period (Y+Rc), s 4.2 5.1 4.6 4.6 4.2 5.1 4.6 4.6 Max Green Setting (Gmax), s 5.0 18.5 5.0 28.0 5.0 18.5 5.0 28.0 Max Q Clear Time (g_c+I1), s 2.5 9.3 2.2 2.8 3.1 8.1 2.5 2.7 Green Ext Time (p_c), s 0.0 1.5 0.0 0.2 0.0 3.3 0.0 0.2 Intersection Summary
HCM 7th Control Delay, s/veh 14.4
HCM 7th LOS B
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HCM 7th AWSC
7: Hanes Pl/Indiana Ave & Main St/Mian St 06/18/2025
Alt 2 AM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 AM Synchro 12 Report Rick Engineering Page 7
Intersection
Intersection Delay, s/veh 7.6
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 38 28 6 62 5 0 0 0 23 17 21
Future Vol, veh/h 10 38 28 6 62 5 0 0 0 23 17 21
Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 13 48 35 8 78 6 0 0 0 29 22 27
Number of Lanes 0 1 0 0 1 0 0 0 0 0 1 0
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 1 1
HCM Control Delay, s/veh7.5 7.7 7.6

HCM LOS A A A
Lane EBLn1WBLn1 SBLn1
Vol Left, % 13% 8% 38%
Vol Thru, % 50% 85% 28%
Vol Right, % 37% 7% 34%
Sign Control Stop Stop Stop
Traffic Vol by Lane 76 73 61
LT Vol 10 6 23
Through Vol 38 62 17
RT Vol 28 5 21
Lane Flow Rate 96 92 77
Geometry Grp 1 1 1
Degree of Util (X) 0.105 0.106 0.088
Departure Headway (Hd) 3.946 4.12 4.126
Convergence, Y/N Yes Yes Yes
Cap 900 864 857
Service Time 2.005 2.174 2.207
HCM Lane V/C Ratio 0.107 0.106 0.09
HCM Control Delay, s/veh 7.5 7.7 7.6
HCM Lane LOS A A A
HCM 95th-tile Q 0.4 0.4 0.3
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HCM 7th AWSC
8: Indiana Ave & Mian St/Main St 06/18/2025
Alt 2 AM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 AM Synchro 12 Report Rick Engineering Page 8
Intersection
Intersection Delay, s/veh 5
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 61 0 0 74 0 0
Future Vol, veh/h 61 0 0 74 0 0
Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 77 0 0 94 0 0
Number of Lanes 1 0 0 1 0 0
Approach EB WB
Opposing Approach WB EB
Opposing Lanes 1 1
Conflicting Approach Left
Conflicting Lanes Left 0 0
Conflicting Approach Right
Conflicting Lanes Right 0 0
HCM Control Delay, s/veh 5 5

HCM LOS A A
Lane EBLn1WBLn1
Vol Left, % 0% 0%
Vol Thru, % 100% 100%
Vol Right, % 0% 0%
Sign Control Stop Stop
Traffic Vol by Lane 61 74
LT Vol 0 0
Through Vol 61 74
RT Vol 0 0
Lane Flow Rate 77 94
Geometry Grp Error Error
Degree of Util (X) 0 0
Departure Headway (Hd) 0 0
Convergence, Y/N Yes Yes
Cap 0 0
Service Time 0 0
HCM Lane V/C Ratio 0 0
HCM Control Delay, s/veh 5 5
HCM Lane LOS N N
HCM 95th-tile Q 0 0
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HCM 7th TWSC
9: Main St & Michigan Ave 06/18/2025
Alt 2 AM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 AM Synchro 12 Report Rick Engineering Page 9
Intersection
Int Delay, s/veh 3.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 15 46 50 15 15 27
Future Vol, veh/h 15 46 50 15 15 27
Conflicting Peds, #/hr 78 0 0 78 12 1
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 79 79 79 79 79 79
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 19 58 63 19 19 34
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 160 0 - 0 259 152
Stage 1 - - - - 151 -
Stage 2 - - - - 108 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1419 - - - 730 894
Stage 1 - - - - 877 -
Stage 2 - - - - 916 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1313 - - - 616 827
Mov Cap-2 Maneuver - - - - 616 -
Stage 1 - - - - 800 -
Stage 2 - - - - 848 -
Approach EB WB SB
HCM Ctrl Dly, s/v 1.91 0 10.26

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 443 - - - 737
HCM Lane V/C Ratio 0.014 - - - 0.072
HCM Ctrl Dly (s/v) 7.8 0 - - 10.3
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.2
10/28/2025
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HCM 7th AWSC
10: Citrus Ave & Main St 06/18/2025
Alt 2 AM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 AM Synchro 12 Report Rick Engineering Page 10
Intersection
Intersection Delay, s/veh 7.6
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 32 22 23 30 1 19 36 43 1 35 11
Future Vol, veh/h 6 32 22 23 30 1 19 36 43 1 35 11
Peak Hour Factor 0.90 0.92 0.90 0.92 0.92 0.92 0.90 0.90 0.92 0.92 0.90 0.90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 7 35 24 25 33 1 21 40 47 1 39 12
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh 7.5 7.8 7.6 7.4

HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 19% 10% 43% 2%
Vol Thru, % 37% 53% 56% 74%
Vol Right, % 44% 37% 2% 23%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 98 60 54 47
LT Vol 19 6 23 1
Through Vol 36 32 30 35
RT Vol 43 22 1 11
Lane Flow Rate 108 66 59 52
Geometry Grp 1 1 1 1
Degree of Util (X) 0.119 0.074 0.071 0.059
Departure Headway (Hd) 3.965 4.056 4.337 4.098
Convergence, Y/N Yes Yes Yes Yes
Cap 892 870 815 861
Service Time 2.043 2.142 2.42 2.185
HCM Lane V/C Ratio 0.121 0.076 0.072 0.06
HCM Control Delay, s/veh 7.6 7.5 7.8 7.4
HCM Lane LOS A A A A
HCM 95th-tile Q 0.4 0.2 0.2 0.2
10/28/2025
D2

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HCM 7th TWSC
11: Santa Fe Ave & Broadway 06/18/2025
Alt 2 AM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 AM Synchro 12 Report Rick Engineering Page 11
Intersection
Int Delay, s/veh 1.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 8 43 312 10 51 523
Future Vol, veh/h 8 43 312 10 51 523
Conflicting Peds, #/hr 0 12 0 11 11 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 70 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 9 51 367 12 60 615
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1119 396 0 0 390 0
Stage 1 384 - - - - -
Stage 2 735 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 229 653 - - 1169 -
Stage 1 688 - - - - -
Stage 2 474 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 215 639 - - 1156 -
Mov Cap-2 Maneuver 215 - - - - -
Stage 1 681 - - - - -
Stage 2 450 - - - - -
Approach WB NB SB
HCM Ctrl Dly, s/v 13.41 0 0.74

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 488 1156 -
HCM Lane V/C Ratio - - 0.123 0.052 -
HCM Ctrl Dly (s/v) - - 13.4 8.3 -
HCM Lane LOS - - B A -
HCM 95th %tile Q(veh) - - 0.4 0.2 -
10/28/2025
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HCM 7th AWSC
12: Indiana Ave & Broadway 06/18/2025
Alt 2 AM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 AM Synchro 12 Report Rick Engineering Page 12
Intersection
Intersection Delay, s/veh 7.6
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 68 5 10 32 6 16 21 18 15 16 20
Future Vol, veh/h 5 68 5 10 32 6 16 21 18 15 16 20
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.92 0.81 0.81 0.81 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 6 84 6 12 40 7 20 26 20 19 20 25
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh 7.8 7.6 7.6 7.5

HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 29% 6% 21% 29%
Vol Thru, % 38% 87% 67% 31%
Vol Right, % 33% 6% 13% 39%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 55 78 48 51
LT Vol 16 5 10 15
Through Vol 21 68 32 16
RT Vol 18 5 6 20
Lane Flow Rate 65 96 59 63
Geometry Grp 1 1 1 1
Degree of Util (X) 0.075 0.112 0.069 0.071
Departure Headway (Hd) 4.115 4.176 4.198 4.078
Convergence, Y/N Yes Yes Yes Yes
Cap 856 848 841 863
Service Time 2.21 2.253 2.284 2.175
HCM Lane V/C Ratio 0.076 0.113 0.07 0.073
HCM Control Delay, s/veh 7.6 7.8 7.6 7.5
HCM Lane LOS A A A A
HCM 95th-tile Q 0.2 0.4 0.2 0.2
10/28/2025
D2

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HCM 7th AWSC
13: Citrus Ave & Broadway 06/18/2025
Alt 2 AM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 AM Synchro 12 Report Rick Engineering Page 13
Intersection
Intersection Delay, s/veh 7.4
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 74 23 4 24 25 50
Future Vol, veh/h 74 23 4 24 25 50
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 77 24 4 25 26 52
Number of Lanes 1 0 0 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left SB EB
Conflicting Lanes Left 1 1 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 1 0 1
HCM Control Delay, s/veh7.7 7.4 7.1

HCM LOS A A A
Lane NBLn1 EBLn1 SBLn1
Vol Left, % 14% 76% 0%
Vol Thru, % 86% 0% 33%
Vol Right, % 0% 24% 67%
Sign Control Stop Stop Stop
Traffic Vol by Lane 28 97 75
LT Vol 4 74 0
Through Vol 24 0 25
RT Vol 0 23 50
Lane Flow Rate 29 101 78
Geometry Grp 1 1 1
Degree of Util (X) 0.034 0.116 0.081
Departure Headway (Hd) 4.2 4.129 3.733
Convergence, Y/N Yes Yes Yes
Cap 845 866 951
Service Time 2.263 2.167 1.792
HCM Lane V/C Ratio 0.034 0.117 0.082
HCM Control Delay, s/veh 7.4 7.7 7.1
HCM Lane LOS A A A
HCM 95th-tile Q 0.1 0.4 0.3
10/28/2025
D2

Page 197 of 241 ends

Lanes, Volumes, Timings
1: Santa Fe Ave & Vista Village Dr 06/17/2025
Alt 2 PM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 PM Synchro 12 Report Rick Engineering Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 650 970 171 50 755 64 116 367 28 70 353 341 Future Volume (vph) 650 970 171 50 755 64 116 367 28 70 353 341 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 170 140 167 0 110 125 260 270
Storage Lanes 1 1 1 0 1 1 2 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 0.91 0.97 0.95 0.95 0.97 0.95 1.00 Frt 0.850 0.988 0.990 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 3433 3539 1583 1770 5024 0 3433 3504 0 3433 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 3433 3539 1583 1770 5024 0 3433 3504 0 3433 3539 1583 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 151 11 6 148
Link Speed (mph) 30 30 30 30
Link Distance (ft) 272 346 318 672
Travel Time (s) 6.2 7.9 7.2 15.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 707 1054 186 54 821 70 126 399 30 76 384 371 Shared Lane Traffic (%)
Lane Group Flow (vph) 707 1054 186 54 891 0 126 429 0 76 384 371 Turn Type Prot NA Perm Prot NA Prot NA Prot NA pm+ov
Protected Phases 5 2 1 6 3 8 7 4 5
Permitted Phases 2 4
Total Split (s) 39.0 58.9 58.9 14.1 34.0 13.0 35.6 11.4 34.0 39.0 Total Lost Time (s) 5.3 5.3 5.3 4.9 5.3 4.6 4.9 4.9 4.9 5.3 Act Effct Green (s) 26.2 45.9 45.9 7.9 24.4 8.3 21.7 6.5 17.4 48.7 Actuated g/C Ratio 0.27 0.47 0.47 0.08 0.25 0.09 0.22 0.07 0.18 0.50 v/c Ratio 0.76 0.63 0.22 0.38 0.70 0.43 0.54 0.33 0.61 0.43 Control Delay (s/veh) 30.0 13.8 1.4 55.2 37.2 51.1 37.8 52.7 41.9 10.3 Queue Delay 0.6 0.1 0.2 0.0 51.4 0.0 0.1 0.0 0.0 0.0
Total Delay (s/veh) 30.6 13.9 1.7 55.2 88.6 51.1 37.9 52.7 41.9 10.3

LOS C B A E F D D D D B
Approach Delay (s/veh) 18.8 86.7 40.9 28.8
Approach LOS B F D C
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 97
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay (s/veh): 38.6 Intersection LOS: D Intersection Capacity Utilization 66.9% ICU Level of Service C Analysis Period (min) 15
10/28/2025
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Page 198 of 241 ends

Lanes, Volumes, Timings
1: Santa Fe Ave & Vista Village Dr 06/17/2025
Alt 2 PM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 PM Synchro 12 Report Rick Engineering Page 3
Lane Group Ø10 Ø12 Ø13 Ø14
Lane Configurations
Traffic Volume (vph)
Future Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Adj. Flow (vph)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases 10 12 13 14
Permitted Phases
Total Split (s) 73.0 47.0 20.2 52.8
Total Lost Time (s)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay (s/veh)
Queue Delay
Total Delay (s/veh)
LOS
Approach Delay (s/veh)
Approach LOS
Intersection Summary
10/28/2025
D2

Page 199 of 241 ends

HCM 7th TWSC
2: Indiana Ave & Vista Village Dr 06/18/2025
Alt 2 PM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 PM Synchro 12 Report Rick Engineering Page 2
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 1031 31 8 858 12 0 0 18 1 0 11
Future Vol, veh/h 6 1031 31 8 858 12 0 0 18 1 0 11
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 35 - - 115 - - - - 0 - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 7 1121 34 9 933 13 0 0 20 1 0 12
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 946 0 0 1154 0 0 - - 577 1530 2124 473 Stage 1 - - - - - - - - - 957 957 -
Stage 2 - - - - - - - - - 573 1167 -
Critical Hdwy 4.14 - - 4.14 - - - - 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - - - - 6.54 5.54 -
Critical Hdwy Stg 2 - - - - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - 2.22 - - - - 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 721 - - 601 - - 0 0 460 80 49 538
Stage 1 - - - - - - 0 0 - 277 334 -
Stage 2 - - - - - - 0 0 - 471 266 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 721 - - 601 - - - - 460 75 48 538
Mov Cap-2 Maneuver - - - - - - - - - 75 48 -
Stage 1 - - - - - - - - - 273 330 -
Stage 2 - - - - - - - - - 447 263 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.06 0.1 13.18 15.53

HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 460 721 - - 601 - - 355
HCM Lane V/C Ratio 0.043 0.009 - - 0.014 - - 0.037
HCM Ctrl Dly (s/v) 13.2 10 - - 11.1 - - 15.5
HCM Lane LOS B B - - B - - C
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1
10/28/2025
D2

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HCM 7th TWSC
3: Michigan Ave/Michigan Avenue & Vista Village Dr 06/18/2025 Alt 2 PM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 PM Synchro 12 Report Rick Engineering Page 3
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 972 64 12 865 6 7 0 31 1 0 6
Future Vol, veh/h 14 972 64 12 865 6 7 0 31 1 0 6
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 115 - - 105 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 15 1057 70 13 940 7 8 0 34 1 0 7
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 947 0 0 1126 0 0 1618 2095 563 1528 2126 473 Stage 1 - - - - - - 1122 1122 - 970 970 -
Stage 2 - - - - - - 496 973 - 559 1157 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 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 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 721 - - 616 - - 69 52 470 80 49 537
Stage 1 - - - - - - 219 279 - 272 330 -
Stage 2 - - - - - - 524 329 - 481 269 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 721 - - 616 - - 65 49 470 71 47 537
Mov Cap-2 Maneuver - - - - - - 65 49 - 71 47 -
Stage 1 - - - - - - 215 274 - 266 323 -
Stage 2 - - - - - - 507 322 - 437 263 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.13 0.15 25.23 18.31

HCM LOS D C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 219 721 - - 616 - - 278
HCM Lane V/C Ratio 0.189 0.021 - - 0.021 - - 0.027
HCM Ctrl Dly (s/v) 25.2 10.1 - - 11 - - 18.3
HCM Lane LOS D B - - B - - C
HCM 95th %tile Q(veh) 0.7 0.1 - - 0.1 - - 0.1
10/28/2025
D2

Page 201 of 241 ends

HCM 7th Signalized Intersection Summary
4: Citrus Ave & Vista Village Dr 06/18/2025
Alt 2 PM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 PM Synchro 12 Report Rick Engineering Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 49 910 45 0 784 82 51 22 22 42 16 49 Future Volume (veh/h) 49 910 45 0 784 82 51 22 22 42 16 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 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 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 53 989 49 0 852 89 55 24 24 46 17 53 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 2 2 2 2
Cap, veh/h 69 2680 133 0 2272 237 158 59 203 89 40 68
Arrive On Green 0.04 0.78 0.78 0.00 0.70 0.70 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 1781 3446 171 0 3340 339 786 463 1585 324 312 535 Grp Volume(v), veh/h 53 510 528 0 466 475 79 0 24 116 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1840 0 1777 1809 1250 0 1585 1171 0 0 Q Serve(g_s), s 3.1 9.5 9.5 0.0 11.3 11.3 0.0 0.0 1.4 4.7 0.0 0.0 Cycle Q Clear(g_c), s 3.1 9.5 9.5 0.0 11.3 11.3 6.3 0.0 1.4 11.0 0.0 0.0 Prop In Lane 1.00 0.09 0.00 0.19 0.70 1.00 0.40 0.46
Lane Grp Cap(c), veh/h 69 1382 1431 0 1243 1266 217 0 203 197 0 0 V/C Ratio(X) 0.77 0.37 0.37 0.00 0.37 0.37 0.36 0.00 0.12 0.59 0.00 0.00 Avail Cap(c_a), veh/h 181 1382 1431 0 1243 1266 477 0 484 467 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 0.93 0.93 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 50.5 3.7 3.7 0.0 6.5 6.5 42.8 0.0 40.9 45.3 0.0 0.0 Incr Delay (d2), s/veh 16.7 0.8 0.7 0.0 0.8 0.8 1.0 0.0 0.3 2.8 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/ln 1.7 2.9 3.0 0.0 4.0 4.1 2.0 0.0 0.6 3.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 67.2 4.4 4.4 0.0 7.3 7.3 43.9 0.0 41.2 48.1 0.0 0.0 LnGrp LOS E A A A A D D D
Approach Vol, veh/h 1091 941 103 116
Approach Delay, s/veh 7.5 7.3 43.2 48.1
Approach LOS A A D D
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 87.9 18.1 8.3 79.6 18.1
Change Period (Y+Rc), s 5.4 4.6 4.2 5.4 4.6
Max Green Setting (Gmax), s 63.6 32.4 10.8 48.6 32.4
Max Q Clear Time (g_c+I1), s 11.5 13.0 5.1 13.3 8.3
Green Ext Time (p_c), s 8.8 0.5 0.0 7.3 0.4
Intersection Summary
HCM 7th Control Delay, s/veh 11.1
HCM 7th LOS B
10/28/2025
D2

Page 202 of 241 ends

HCM 7th Signalized Intersection Summary
5: Palm Dr & Vista Village Dr 06/18/2025
Alt 2 PM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 PM Synchro 12 Report Rick Engineering Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 36 935 3 58 843 19 1 6 174 14 3 22 Future Volume (veh/h) 36 935 3 58 843 19 1 6 174 14 3 22 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 39 1016 3 63 916 21 1 7 189 15 3 24 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 57 2196 6 81 2193 50 32 227 221 20 4 32
Arrive On Green 0.06 1.00 1.00 0.05 0.62 0.62 0.14 0.14 0.14 0.03 0.03 0.03 Sat Flow, veh/h 1781 3635 11 1781 3551 81 232 1626 1585 596 119 954 Grp Volume(v), veh/h 39 497 522 63 458 479 8 0 189 42 0 0 Grp Sat Flow(s),veh/h/ln1781 1777 1868 1781 1777 1856 1859 0 1585 1669 0 0 Q Serve(g_s), s 2.3 0.0 0.0 3.7 14.1 14.1 0.4 0.0 12.4 2.6 0.0 0.0 Cycle Q Clear(g_c), s 2.3 0.0 0.0 3.7 14.1 14.1 0.4 0.0 12.4 2.6 0.0 0.0 Prop In Lane 1.00 0.01 1.00 0.04 0.12 1.00 0.36 0.57
Lane Grp Cap(c), veh/h 57 1074 1129 81 1097 1146 259 0 221 56 0 0 V/C Ratio(X) 0.68 0.46 0.46 0.77 0.42 0.42 0.03 0.00 0.86 0.75 0.00 0.00 Avail Cap(c_a), veh/h 114 1074 1129 165 1097 1146 445 0 380 101 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.94 0.94 0.94 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 49.1 0.0 0.0 50.0 10.4 10.4 39.4 0.0 44.6 50.8 0.0 0.0 Incr Delay (d2), s/veh 12.4 1.3 1.3 14.3 0.3 0.2 0.0 0.0 9.2 18.1 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/ln 1.2 0.4 0.4 2.0 5.2 5.5 0.2 0.0 5.4 1.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 61.5 1.3 1.3 64.4 10.7 10.7 39.5 0.0 53.8 68.9 0.0 0.0 LnGrp LOS E A A E B B D D E
Approach Vol, veh/h 1058 1000 197 42
Approach Delay, s/veh 3.5 14.1 53.2 68.9
Approach LOS A B D E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.0 69.4 8.1 7.6 70.9 19.4
Change Period (Y+Rc), s 4.2 5.4 4.6 4.2 5.4 4.6
Max Green Setting (Gmax), s 9.8 45.6 6.4 6.8 48.6 25.4
Max Q Clear Time (g_c+I1), s 5.7 2.0 4.6 4.3 16.1 14.4
Green Ext Time (p_c), s 0.0 8.4 0.0 0.0 7.1 0.5
Intersection Summary
HCM 7th Control Delay, s/veh 13.6
HCM 7th LOS B
10/28/2025
D2

Page 203 of 241 ends

HCM 7th Signalized Intersection Summary
6: Santa Fe Ave & Main St 06/18/2025
Alt 2 PM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 PM Synchro 12 Report Rick Engineering Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 68 105 81 12 41 22 97 423 28 22 482 94 Future Volume (veh/h) 68 105 81 12 41 22 97 423 28 22 482 94 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 0.90 1.00 0.93 1.00 0.92 1.00 0.91 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 77 119 92 14 47 25 110 481 32 25 548 107 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 326 342 260 310 326 258 180 534 36 50 841 340 Arrive On Green 0.18 0.18 0.18 0.17 0.17 0.17 0.10 0.31 0.31 0.03 0.24 0.24 Sat Flow, veh/h 1781 1870 1420 1781 1870 1481 1781 1724 115 1781 3554 1435 Grp Volume(v), veh/h 77 119 92 14 47 25 110 0 513 25 548 107 Grp Sat Flow(s),veh/h/ln1781 1870 1420 1781 1870 1481 1781 0 1839 1781 1777 1435 Q Serve(g_s), s 2.2 3.4 3.4 0.4 1.3 0.9 3.6 0.0 16.2 0.8 8.4 3.7 Cycle Q Clear(g_c), s 2.2 3.4 3.4 0.4 1.3 0.9 3.6 0.0 16.2 0.8 8.4 3.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.06 1.00 1.00
Lane Grp Cap(c), veh/h 326 342 260 310 326 258 180 0 569 50 841 340 V/C Ratio(X) 0.24 0.35 0.35 0.05 0.14 0.10 0.61 0.00 0.90 0.50 0.65 0.31 Avail Cap(c_a), veh/h 693 728 553 823 864 684 180 0 603 147 1102 445 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.2 21.6 21.6 20.8 21.2 21.0 26.1 0.0 20.0 29.0 20.9 19.1 Incr Delay (d2), s/veh 0.4 0.6 0.8 0.1 0.2 0.2 5.9 0.0 16.2 7.3 0.9 0.5 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 0.9 1.4 1.1 0.2 0.5 0.3 1.7 0.0 8.8 0.4 3.3 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 21.5 22.2 22.5 20.9 21.4 21.2 32.0 0.0 36.2 36.4 21.7 19.6 LnGrp LOS C C C C C C C D D C B
Approach Vol, veh/h 288 86 623 680
Approach Delay, s/veh 22.1 21.3 35.5 21.9
Approach LOS C C D C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 15.7 10.3 19.5 15.2 5.9 23.9
Change Period (Y+Rc), s 4.6 4.2 5.1 4.6 4.2 5.1
Max Green Setting (Gmax), s 23.6 6.1 18.8 28.0 5.0 19.9 Max Q Clear Time (g_c+I1), s 5.4 5.6 10.4 3.3 2.8 18.2
Green Ext Time (p_c), s 1.1 0.0 2.6 0.3 0.0 0.6
Intersection Summary
HCM 7th Control Delay, s/veh 27.0
HCM 7th LOS C
10/28/2025
D2

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HCM 7th AWSC
7: Hanes Pl/Indiana Ave & Main St/Mian St 06/18/2025
Alt 2 PM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 PM Synchro 12 Report Rick Engineering Page 7
Intersection
Intersection Delay, s/veh 8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 16 158 24 13 50 7 0 0 0 13 13 24
Future Vol, veh/h 16 158 24 13 50 7 0 0 0 13 13 24
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 16 163 25 13 52 7 0 0 0 13 13 25
Number of Lanes 0 1 0 0 1 0 0 0 0 0 1 0
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 1 1
HCM Control Delay, s/veh8.3 7.6 7.6

HCM LOS A A A
Lane EBLn1WBLn1 SBLn1
Vol Left, % 8% 19% 26%
Vol Thru, % 80% 71% 26%
Vol Right, % 12% 10% 48%
Sign Control Stop Stop Stop
Traffic Vol by Lane 198 70 50
LT Vol 16 13 13
Through Vol 158 50 13
RT Vol 24 7 24
Lane Flow Rate 204 72 52
Geometry Grp 1 1 1
Degree of Util (X) 0.228 0.083 0.061
Departure Headway (Hd) 4.023 4.156 4.292
Convergence, Y/N Yes Yes Yes
Cap 888 853 840
Service Time 2.069 2.227 2.292
HCM Lane V/C Ratio 0.23 0.084 0.062
HCM Control Delay, s/veh 8.3 7.6 7.6
HCM Lane LOS A A A
HCM 95th-tile Q 0.9 0.3 0.2
10/28/2025
D2

Page 205 of 241 ends

HCM 7th AWSC
8: Indiana Ave & Mian St/Main St 06/18/2025
Alt 2 PM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 PM Synchro 12 Report Rick Engineering Page 8
Intersection
Intersection Delay, s/veh 5
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 141 0 0 77 0 0
Future Vol, veh/h 141 0 0 77 0 0
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 160 0 0 88 0 0
Number of Lanes 1 0 0 1 0 0
Approach EB WB
Opposing Approach WB EB
Opposing Lanes 1 1
Conflicting Approach Left
Conflicting Lanes Left 0 0
Conflicting Approach Right
Conflicting Lanes Right 0 0
HCM Control Delay, s/veh 5 5

HCM LOS A A
Lane EBLn1WBLn1
Vol Left, % 0% 0%
Vol Thru, % 100% 100%
Vol Right, % 0% 0%
Sign Control Stop Stop
Traffic Vol by Lane 141 77
LT Vol 0 0
Through Vol 141 77
RT Vol 0 0
Lane Flow Rate 160 88
Geometry Grp Error Error
Degree of Util (X) 0 0
Departure Headway (Hd) 0 0
Convergence, Y/N Yes Yes
Cap 0 0
Service Time 0 0
HCM Lane V/C Ratio 0 0
HCM Control Delay, s/veh 5 5
HCM Lane LOS N N
HCM 95th-tile Q 0 0
10/28/2025
D2

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HCM 7th TWSC
9: Main St & Michigan Ave 06/18/2025
Alt 2 PM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 PM Synchro 12 Report Rick Engineering Page 9
Intersection
Int Delay, s/veh 3.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 14 128 46 41 41 46
Future Vol, veh/h 14 128 46 41 41 46
Conflicting Peds, #/hr 105 0 0 105 48 14
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 15 139 50 45 45 50
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 200 0 - 0 395 191
Stage 1 - - - - 177 -
Stage 2 - - - - 218 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1373 - - - 610 850
Stage 1 - - - - 853 -
Stage 2 - - - - 819 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1235 - - - 487 755
Mov Cap-2 Maneuver - - - - 487 -
Stage 1 - - - - 758 -
Stage 2 - - - - 737 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.78 0 12.12

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 177 - - - 600
HCM Lane V/C Ratio 0.012 - - - 0.158
HCM Ctrl Dly (s/v) 8 0 - - 12.1
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.6
10/28/2025
D2

Page 207 of 241 ends

HCM 7th AWSC
1 0: Citrus Ave & Main St 06/18/2025
Alt 2 PM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 PM Synchro 12 Report R
ick Engineering Page 10
Intersection
Intersection Delay, s/veh 8.5
Intersection LOS A
Movement E BL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 150 31 24 38 5 9 80 35 1 45 13
Future Vol, veh/h 9 150 31 24 38 5 9 80 35 1 45 13
Peak Hour Factor 0 .92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 0 163 34 26 41 5 10 87 38 1 49 14
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach E B WB NB SB
Opposing Approach WB E B SB NB
Opposing Lanes 1 1 1 1
C
onflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
C
onflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
H
CM Control Delay, s/veh 8.9 8.2 8.4 8

HCM LOS A A A A
Lane N BLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 7 % 5% 36% 2%
Vol Thru, % 6 5% 79% 57% 76%
Vol Right, % 28% 16% 7% 22%
Sign Control S top Stop Stop Stop
Traffic Vol by Lane 124 190 67 59
LT Vol 9 9 24 1
Through Vol 80 150 38 45
RT Vol 3 5 31 5 13
Lane Flow Rate 135 207 73 64
Geometry Grp 1 1 1 1
Degree of Util (X) 0.168 0.252 0.094 0.082
Departure Headway (Hd) 4 .496 4.39 4.653 4.605
Convergence, Y/N Yes Yes Yes Yes
Cap 7 98 818 770 778
Service Time 2.523 2.416 2.682 2.635
HCM Lane V/C Ratio 0 .169 0.253 0.095 0.082
HCM Control Delay, s/veh 8.4 8.9 8.2 8
HCM Lane LOS A A A A
HCM 95th-tile Q 0.6 1 0.3 0.3
10/28/2025
D2

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HCM 7th TWSC
11: Santa Fe Ave & Broadway 06/18/2025
Alt 2 PM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 PM Synchro 12 Report Rick Engineering Page 11
Intersection
Int Delay, s/veh 2.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 17 90 444 23 62 514
Future Vol, veh/h 17 90 444 23 62 514
Conflicting Peds, #/hr 0 23 0 9 9 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 70 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 87 87 87 87 87 87
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 20 103 510 26 71 591
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1266 556 0 0 546 0
Stage 1 533 - - - - -
Stage 2 733 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 187 531 - - 1023 -
Stage 1 589 - - - - -
Stage 2 475 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 172 515 - - 1015 -
Mov Cap-2 Maneuver 172 - - - - -
Stage 1 584 - - - - -
Stage 2 442 - - - - -
Approach WB NB SB
HCM Ctrl Dly, s/v 18.38 0 0.95

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 391 1015 -
HCM Lane V/C Ratio - - 0.315 0.07 -
HCM Ctrl Dly (s/v) - - 18.4 8.8 -
HCM Lane LOS - - C A -
HCM 95th %tile Q(veh) - - 1.3 0.2 -
10/28/2025
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HCM 7th AWSC
12: Indiana Ave & Broadway 06/18/2025
Alt 2 PM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 PM Synchro 12 Report Rick Engineering Page 12
Intersection
Intersection Delay, s/veh 7.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 61 14 19 39 23 17 32 27 23 14 28
Future Vol, veh/h 10 61 14 19 39 23 17 32 27 23 14 28
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 10 64 15 20 41 24 18 33 28 24 15 29
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh 7.8 7.7 7.7 7.6

HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 22% 12% 23% 35%
Vol Thru, % 42% 72% 48% 22%
Vol Right, % 36% 16% 28% 43%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 76 85 81 65
LT Vol 17 10 19 23
Through Vol 32 61 39 14
RT Vol 27 14 23 28
Lane Flow Rate 79 89 84 68
Geometry Grp 1 1 1 1
Degree of Util (X) 0.093 0.105 0.099 0.079
Departure Headway (Hd) 4.222 4.279 4.236 4.215
Convergence, Y/N Yes Yes Yes Yes
Cap 852 842 851 853
Service Time 2.231 2.281 2.238 2.225
HCM Lane V/C Ratio 0.093 0.106 0.099 0.08
HCM Control Delay, s/veh 7.7 7.8 7.7 7.6
HCM Lane LOS A A A A
HCM 95th-tile Q 0.3 0.4 0.3 0.3
10/28/2025
D2

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HCM 7th AWSC
13: Citrus Ave & Broadway 06/18/2025
Alt 2 PM Downtown Vista Parking Circulation 7:22 am 06/18/2025 Alternative 2 PM Synchro 12 Report Rick Engineering Page 13
Intersection
Intersection Delay, s/veh 7.8
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 80 19 24 51 55 54
Future Vol, veh/h 80 19 24 51 55 54
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 87 21 26 55 60 59
Number of Lanes 1 0 0 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left SB EB
Conflicting Lanes Left 1 1 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 1 0 1
HCM Control Delay, s/veh8.1 7.8 7.6

HCM LOS A A A
Lane NBLn1 EBLn1 SBLn1
Vol Left, % 32% 81% 0%
Vol Thru, % 68% 0% 50%
Vol Right, % 0% 19% 50%
Sign Control Stop Stop Stop
Traffic Vol by Lane 75 99 109
LT Vol 24 80 0
Through Vol 51 0 55
RT Vol 0 19 54
Lane Flow Rate 82 108 118
Geometry Grp 1 1 1
Degree of Util (X) 0.097 0.129 0.128
Departure Headway (Hd) 4.279 4.321 3.888
Convergence, Y/N Yes Yes Yes
Cap 826 818 908
Service Time 2.366 2.412 1.976
HCM Lane V/C Ratio 0.099 0.132 0.13
HCM Control Delay, s/veh 7.8 8.1 7.6
HCM Lane LOS A A A
HCM 95th-tile Q 0.3 0.4 0.4
10/28/2025
D2

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Lanes, Volumes, Timings
1: Santa Fe Ave & Vista Village Dr 06/17/2025
Alt 3 AM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 AM Synchro 12 Report Rick Engineering Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 352 653 158 35 974 45 102 270 15 170 509 461 Future Volume (vph) 352 653 158 35 974 45 102 270 15 170 509 461 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 170 140 167 0 110 125 260 270
Storage Lanes 1 1 1 0 0 1 2 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 0.91 0.97 0.95 0.95 0.97 0.95 1.00 Frt 0.850 0.993 0.992 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 3433 3539 1583 1770 5050 0 3433 3511 0 3433 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 3433 3539 1583 1770 5050 0 3433 3511 0 3433 3539 1583 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 195 7 6 144
Link Speed (mph) 30 30 30 30
Link Distance (ft) 264 346 318 685
Travel Time (s) 6.0 7.9 7.2 15.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 383 710 172 38 1059 49 111 293 16 185 553 501 Shared Lane Traffic (%)
Lane Group Flow (vph) 383 710 172 38 1108 0 111 309 0 185 553 501 Turn Type Prot NA Perm Prot NA Prot NA Prot NA pm+ov
Protected Phases 5 2 1 6 3 8 7 4 5
Permitted Phases 2 4
Total Split (s) 16.8 38.3 38.3 11.2 32.7 11.6 32.3 13.2 33.9 16.8 Total Lost Time (s) 5.3 5.3 5.3 4.9 5.3 4.6 4.9 4.9 4.9 5.3 Act Effct Green (s) 14.9 42.6 42.6 8.7 31.6 7.8 19.9 8.1 22.9 38.4 Actuated g/C Ratio 0.16 0.45 0.45 0.09 0.33 0.08 0.21 0.09 0.24 0.40 v/c Ratio 0.71 0.45 0.21 0.23 0.66 0.39 0.42 0.63 0.65 0.69 Control Delay (s/veh) 44.6 14.5 1.2 43.7 30.3 45.6 32.4 52.1 36.1 15.4 Queue Delay 0.0 0.2 0.1 0.0 0.2 0.0 0.0 0.0 0.0 0.5
Total Delay (s/veh) 44.6 14.6 1.3 43.7 30.5 45.6 32.4 52.1 36.1 15.9

LOS D B A D C D C D D B
Approach Delay (s/veh) 21.9 30.9 35.9 30.3
Approach LOS C C D C
Intersection Summary
Area Type: Other
Cycle Length: 95
Actuated Cycle Length: 95
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.78
Intersection Signal Delay (s/veh): 28.4 Intersection LOS: C Intersection Capacity Utilization 66.9% ICU Level of Service C Analysis Period (min) 15
10/28/2025
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Lanes, Volumes, Timings
1: Santa Fe Ave & Vista Village Dr 06/17/2025
Alt 3 AM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 AM Synchro 12 Report Rick Engineering Page 3
Lane Group Ø10 Ø12 Ø13 Ø14
Lane Configurations
Traffic Volume (vph)
Future Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Adj. Flow (vph)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases 10 12 13 14
Permitted Phases
Total Split (s) 49.5 45.5 13.2 36.3
Total Lost Time (s)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay (s/veh)
Queue Delay
Total Delay (s/veh)
LOS
Approach Delay (s/veh)
Approach LOS
Intersection Summary
10/28/2025
D2

Page 213 of 241 ends

HCM 7th TWSC
2: Indiana Ave & Vista Village Dr 06/18/2025
Alt 3 AM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 AM Synchro 12 Report Rick Engineering Page 2
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 841 31 7 1005 3 0 0 23 0 0 17
Future Vol, veh/h 6 841 31 7 1005 3 0 0 23 0 0 17
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 35 - - 115 - - - - 0 - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 7 914 34 8 1092 3 0 0 25 0 0 18
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1096 0 0 948 0 0 - - 474 1579 2070 548 Stage 1 - - - - - - - - - 1109 1109 -
Stage 2 - - - - - - - - - 470 961 -
Critical Hdwy 4.14 - - 4.14 - - - - 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - - - - 6.54 5.54 -
Critical Hdwy Stg 2 - - - - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - 2.22 - - - - 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 633 - - 720 - - 0 0 537 73 53 480
Stage 1 - - - - - - 0 0 - 223 283 -
Stage 2 - - - - - - 0 0 - 543 333 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 633 - - 720 - - - - 537 69 52 480
Mov Cap-2 Maneuver - - - - - - - - - 69 52 -
Stage 1 - - - - - - - - - 221 280 -
Stage 2 - - - - - - - - - 512 329 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.07 0.07 12.03 12.79

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 537 633 - - 720 - - 480
HCM Lane V/C Ratio 0.047 0.01 - - 0.011 - - 0.038
HCM Ctrl Dly (s/v) 12 10.7 - - 10.1 - - 12.8
HCM Lane LOS B B - - B - - B
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1
10/28/2025
D2

Page 214 of 241 ends

HCM 7th TWSC
3: Michigan Ave/Michigan Avenue & Vista Village Dr 06/18/2025 Alt 3 AM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 AM Synchro 12 Report Rick Engineering Page 3
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 839 16 13 981 9 2 0 17 2 1 32
Future Vol, veh/h 9 839 16 13 981 9 2 0 17 2 1 32
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 115 - - 105 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 10 912 17 14 1066 10 2 0 18 2 1 35
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1076 0 0 929 0 0 1502 2045 465 1575 2048 538 Stage 1 - - - - - - 940 940 - 1099 1099 -
Stage 2 - - - - - - 562 1104 - 476 949 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 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 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 644 - - 732 - - 84 55 544 74 55 488
Stage 1 - - - - - - 283 340 - 226 286 -
Stage 2 - - - - - - 479 285 - 539 337 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 644 - - 732 - - 74 54 544 69 53 488
Mov Cap-2 Maneuver - - - - - - 74 54 - 69 53 -
Stage 1 - - - - - - 279 335 - 222 281 -
Stage 2 - - - - - - 434 279 - 513 332 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.11 0.13 16.8 18.29

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 326 644 - - 732 - - 309
HCM Lane V/C Ratio 0.063 0.015 - - 0.019 - - 0.123
HCM Ctrl Dly (s/v) 16.8 10.7 - - 10 - - 18.3
HCM Lane LOS C B - - B - - C
HCM 95th %tile Q(veh) 0.2 0 - - 0.1 - - 0.4
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HCM 7th Signalized Intersection Summary
4: Citrus Ave & Vista Village Dr 06/18/2025
Alt 3 AM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 AM Synchro 12 Report Rick Engineering Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 799 30 0 888 60 40 2 8 41 19 69 Future Volume (veh/h) 31 799 30 0 888 60 40 2 8 41 19 69 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 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 34 868 33 0 965 65 43 2 9 45 21 75 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 2 2 2 2
Cap, veh/h 50 2741 104 0 2439 164 172 7 208 80 40 92
Arrive On Green 0.03 0.79 0.79 0.00 0.72 0.72 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 1781 3491 133 0 3472 228 858 51 1585 309 306 700 Grp Volume(v), veh/h 34 442 459 0 507 523 45 0 9 141 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1846 0 1777 1829 909 0 1585 1316 0 0 Q Serve(g_s), s 2.3 8.5 8.5 0.0 13.3 13.3 0.0 0.0 0.6 7.1 0.0 0.0 Cycle Q Clear(g_c), s 2.3 8.5 8.5 0.0 13.3 13.3 5.9 0.0 0.6 13.1 0.0 0.0 Prop In Lane 1.00 0.07 0.00 0.12 0.96 1.00 0.32 0.53
Lane Grp Cap(c), veh/h 50 1395 1450 0 1283 1321 178 0 208 213 0 0 V/C Ratio(X) 0.68 0.32 0.32 0.00 0.40 0.40 0.25 0.00 0.04 0.66 0.00 0.00 Avail Cap(c_a), veh/h 145 1395 1450 0 1283 1321 394 0 468 467 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 0.92 0.92 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 57.8 3.7 3.7 0.0 6.5 6.5 47.8 0.0 45.5 51.3 0.0 0.0 Incr Delay (d2), s/veh 14.6 0.6 0.6 0.0 0.8 0.8 0.7 0.0 0.1 3.5 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/ln 1.2 2.7 2.8 0.0 4.8 5.0 1.3 0.0 0.2 4.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 72.4 4.3 4.3 0.0 7.3 7.3 48.5 0.0 45.6 54.8 0.0 0.0 LnGrp LOS E A A A A D D D
Approach Vol, veh/h 935 1030 54 141
Approach Delay, s/veh 6.7 7.3 48.0 54.8
Approach LOS A A D D
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 99.6 20.4 7.6 92.0 20.4
Change Period (Y+Rc), s 5.4 4.6 4.2 5.4 4.6
Max Green Setting (Gmax), s 74.6 35.4 9.8 60.6 35.4
Max Q Clear Time (g_c+I1), s 10.5 15.1 4.3 15.3 7.9
Green Ext Time (p_c), s 7.2 0.7 0.0 8.6 0.2
Intersection Summary
HCM 7th Control Delay, s/veh 11.2
HCM 7th LOS B
10/28/2025
D2

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HCM 7th Signalized Intersection Summary
5: Palm Dr & Vista Village Dr 06/18/2025
Alt 3 AM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 AM Synchro 12 Report Rick Engineering Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 24 839 2 51 920 8 1 5 55 11 3 38 Future Volume (veh/h) 24 839 2 51 920 8 1 5 55 11 3 38
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 26 912 2 55 1000 9 1 5 60 12 3 41
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 74 2538 6 71 2512 23 17 85 87 18 4 61
Arrive On Green 0.08 1.00 1.00 0.04 0.70 0.70 0.06 0.06 0.06 0.05 0.05 0.05 Sat Flow, veh/h 1781 3638 8 1781 3609 32 309 1546 1585 351 88 1199 Grp Volume(v), veh/h 26 445 469 55 492 517 6 0 60 56 0 0 Grp Sat Flow(s),veh/h/ln1781 1777 1869 1781 1777 1865 1855 0 1585 1637 0 0 Q Serve(g_s), s 1.7 0.0 0.0 3.7 14.0 14.0 0.4 0.0 4.5 4.0 0.0 0.0 Cycle Q Clear(g_c), s 1.7 0.0 0.0 3.7 14.0 14.0 0.4 0.0 4.5 4.0 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.02 0.17 1.00 0.21 0.73
Lane Grp Cap(c), veh/h 74 1240 1304 71 1237 1298 102 0 87 83 0 0 V/C Ratio(X) 0.35 0.36 0.36 0.77 0.40 0.40 0.06 0.00 0.69 0.68 0.00 0.00 Avail Cap(c_a), veh/h 116 1240 1304 175 1237 1298 408 0 349 115 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 53.5 0.0 0.0 57.1 7.7 7.7 53.7 0.0 55.7 56.0 0.0 0.0 Incr Delay (d2), s/veh 2.7 0.8 0.7 16.0 0.2 0.2 0.2 0.0 9.2 9.2 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/ln 0.8 0.3 0.3 2.0 5.0 5.3 0.2 0.0 2.0 1.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 56.2 0.8 0.7 73.1 7.9 7.9 54.0 0.0 64.9 65.2 0.0 0.0 LnGrp LOS E A A E A A D E E
Approach Vol, veh/h 940 1064 66 56
Approach Delay, s/veh 2.3 11.2 63.9 65.2
Approach LOS A B E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.0 89.1 10.7 9.2 88.9 11.2
Change Period (Y+Rc), s 4.2 5.4 4.6 4.2 5.4 4.6
Max Green Setting (Gmax), s 11.8 54.6 8.4 7.8 58.6 26.4 Max Q Clear Time (g_c+I1), s 5.7 2.0 6.0 3.7 16.0 6.5
Green Ext Time (p_c), s 0.0 7.2 0.0 0.0 8.2 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 10.3
HCM 7th LOS B
10/28/2025
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HCM 7th Signalized Intersection Summary
6: Santa Fe Ave & Main St 06/18/2025
Alt 3 AM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 AM Synchro 12 Report Rick Engineering Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 18 0 61 36 59 54 27 315 0 0 570 132 Future Volume (veh/h) 18 0 61 36 59 54 27 315 0 0 570 132 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 0.97 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 20 0 68 40 66 60 30 350 0 0 633 147 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 0 2 2 2 2 2 2 0 0 2 2
Cap, veh/h 86 0 0 80 305 250 63 849 0 0 1113 468
Arrive On Green 0.02 0.00 0.00 0.04 0.16 0.16 0.04 0.45 0.00 0.00 0.31 0.31 Sat Flow, veh/h 3456 20 1781 1870 1533 1781 1870 0 0 3647 1493 Grp Volume(v), veh/h 20 20.5 40 66 60 30 350 0 0 633 147 Grp Sat Flow(s),veh/h/ln1728 C 1781 1870 1533 1781 1870 0 0 1777 1493 Q Serve(g_s), s 0.2 0.9 1.2 1.4 0.7 5.0 0.0 0.0 5.9 3.0 Cycle Q Clear(g_c), s 0.2 0.9 1.2 1.4 0.7 5.0 0.0 0.0 5.9 3.0 Prop In Lane 1.00 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 86 80 305 250 63 849 0 0 1113 468 V/C Ratio(X) 0.23 0.50 0.22 0.24 0.48 0.41 0.00 0.00 0.57 0.31 Avail Cap(c_a), veh/h 433 245 1312 1075 223 1298 0 0 1647 692 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 19.1 18.6 14.5 14.6 18.9 7.3 0.0 0.0 11.5 10.4 Incr Delay (d2), s/veh 1.4 4.8 0.4 0.5 5.5 0.3 0.0 0.0 0.5 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.4 0.5 0.4 0.3 1.4 0.0 0.0 1.9 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 20.5 23.4 14.8 15.0 24.3 7.6 0.0 0.0 11.9 10.8 LnGrp LOS C C B B C A B B
Approach Vol, veh/h 166 380 780
Approach Delay, s/veh 17.0 9.0 11.7
Approach LOS B A B
Timer - Assigned Phs 2 3 5 6 7 8
Phs Duration (G+Y+Rc), s 23.2 6.4 5.6 17.6 5.6 11.1
Change Period (Y+Rc), s 5.1 4.6 4.2 5.1 4.6 4.6
Max Green Setting (Gmax), s 27.7 5.5 5.0 18.5 5.0 28.0
Max Q Clear Time (g_c+I1), s 7.0 2.9 2.7 7.9 2.2 3.4
Green Ext Time (p_c), s 2.0 0.0 0.0 3.6 0.0 0.5
Intersection Summary
HCM 7th Control Delay, s/veh 11.7
HCM 7th LOS B
10/28/2025
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Page 218 of 241 ends

HCM 7th AWSC
7: Hanes Pl/Indiana Ave & Main St/Mian St 06/18/2025
Alt 3 AM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 AM Synchro 12 Report Rick Engineering Page 7
Intersection
Intersection Delay, s/veh 8.2
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 41 121 14 0 0 0 0 12 25
Future Vol, veh/h 0 0 0 41 121 14 0 0 0 0 12 25
Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 52 153 18 0 0 0 0 15 32
Number of Lanes 0 0 0 0 1 0 0 0 0 0 1 0
Approach WB SB
Opposing Approach
Opposing Lanes 0 0
Conflicting Approach Left WB
Conflicting Lanes Left 0 1
Conflicting Approach Right SB
Conflicting Lanes Right 1 0
HCM Control Delay, s/veh 8.4 7.2

HCM LOS A A
Lane WBLn1 SBLn1
Vol Left, % 23% 0%
Vol Thru, % 69% 32%
Vol Right, % 8% 68%
Sign Control Stop Stop
Traffic Vol by Lane 176 37
LT Vol 41 0
Through Vol 121 12
RT Vol 14 25
Lane Flow Rate 223 47
Geometry Grp 1 1
Degree of Util (X) 0.248 0.051
Departure Headway (Hd) 4.015 3.916
Convergence, Y/N Yes Yes
Cap 896 897
Service Time 2.033 2.014
HCM Lane V/C Ratio 0.249 0.052
HCM Control Delay, s/veh 8.4 7.2
HCM Lane LOS A A
HCM 95th-tile Q 1 0.2
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HCM 7th AWSC
8: Indiana Ave & Mian St/Main St 06/18/2025
Alt 3 AM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 AM Synchro 12 Report Rick Engineering Page 8
Intersection
Intersection Delay, s/veh 5
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 147 0 0
Future Vol, veh/h 0 0 0 147 0 0
Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 186 0 0
Number of Lanes 0 0 0 1 0 0
Approach WB
Opposing Approach
Opposing Lanes 0
Conflicting Approach Left
Conflicting Lanes Left 0
Conflicting Approach Right
Conflicting Lanes Right 0
HCM Control Delay, s/veh 5

HCM LOS A
Lane WBLn1
Vol Left, % 0%
Vol Thru, % 100%
Vol Right, % 0%
Sign Control Stop
Traffic Vol by Lane 147
LT Vol 0
Through Vol 147
RT Vol 0
Lane Flow Rate 186
Geometry Grp Error
Degree of Util (X) 0
Departure Headway (Hd) 0
Convergence, Y/N Yes
Cap 0
Service Time 0
HCM Lane V/C Ratio 0
HCM Control Delay, s/veh 5
HCM Lane LOS N
HCM 95th-tile Q 0
10/28/2025
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Page 220 of 241 ends

HCM 7th TWSC
9 : Main St & Michigan Ave 06/18/2025
Alt 3 AM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 AM Synchro 12 Report R
ick Engineering Page 9
Intersection
Int Delay, s/veh 1.7
Movement E BL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 0 75 111 0 36
F
uture Vol, veh/h 0 0 75 111 0 36
Conflicting Peds, #/hr 78 0 0 78 12 1
S
ign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
S
torage Length - - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
G
rade, % - 0 0 - 0 -
Peak Hour Factor 79 79 79 79 79 79
H
eavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 95 141 0 46
Major/Minor M ajor2 Minor2
Conflicting Flow All - 0 - 244
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - - - 6.22
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - - - 3.318
Pot Cap-1 Maneuver - - 0 795
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 736
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach W B SB
HCM Ctrl Dly, s/v 0 10.22

HCM LOS B
Minor Lane/Major Mvmt WBT WBR SBLn1
Capacity (veh/h) - - 736
HCM Lane V/C Ratio - - 0.062
HCM Ctrl Dly (s/v) - - 10.2
HCM Lane LOS - - B
HCM 95th %tile Q(veh) - - 0.2
10/28/2025
D2

Page 221 of 241 ends

HCM 7th AWSC
10: Citrus Ave & Main St 06/18/2025
Alt 3 AM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 AM Synchro 12 Report Rick Engineering Page 10
Intersection
Intersection Delay, s/veh 7.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 10 43 1 61 46 60 0 14 35
Future Vol, veh/h 0 0 0 10 43 1 61 46 60 0 14 35
Peak Hour Factor 0.90 0.92 0.90 0.92 0.92 0.92 0.90 0.90 0.92 0.92 0.90 0.90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 11 47 1 68 51 65 0 16 39
Number of Lanes 0 0 0 0 1 0 0 1 0 0 1 0
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 Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh 7.8 8 7

HCM LOS A A A
Lane NBLn1 WBLn1 SBLn1
Vol Left, % 37% 19% 0%
Vol Thru, % 28% 80% 29%
Vol Right, % 36% 2% 71%
Sign Control Stop Stop Stop
Traffic Vol by Lane 167 54 49
LT Vol 61 10 0
Through Vol 46 43 14
RT Vol 60 1 35
Lane Flow Rate 184 59 54
Geometry Grp 1 1 1
Degree of Util (X) 0.201 0.071 0.057
Departure Headway (Hd) 3.935 4.369 3.747
Convergence, Y/N Yes Yes Yes
Cap 908 809 944
Service Time 1.98 2.456 1.818
HCM Lane V/C Ratio 0.203 0.073 0.057
HCM Control Delay, s/veh 8 7.8 7
HCM Lane LOS A A A
HCM 95th-tile Q 0.7 0.2 0.2
10/28/2025
D2

Page 222 of 241 ends

HCM 7th AWSC
12: Indiana Ave & Broadway 06/18/2025
Alt 3 AM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 AM Synchro 12 Report Rick Engineering Page 11
Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 146 11 0 0 0 0 0 39 0 0 0
Future Vol, veh/h 0 146 11 0 0 0 0 0 39 0 0 0
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.92 0.81 0.81 0.81 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 180 14 0 0 0 0 0 42 0 0 0
Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0
Approach EB NB
Opposing Approach
Opposing Lanes 0 0
Conflicting Approach Left EB
Conflicting Lanes Left 0 1
Conflicting Approach Right NB
Conflicting Lanes Right 1 0
HCM Control Delay, s/veh 8.1 6.9

HCM LOS A A
Lane NBLn1 EBLn1
Vol Left, % 0% 0%
Vol Thru, % 0% 93%
Vol Right, % 100% 7%
Sign Control Stop Stop
Traffic Vol by Lane 39 157
LT Vol 0 0
Through Vol 0 146
RT Vol 39 11
Lane Flow Rate 42 194
Geometry Grp 1 1
Degree of Util (X) 0.043 0.214
Departure Headway (Hd) 3.67 3.967
Convergence, Y/N Yes Yes
Cap 960 909
Service Time 1.752 1.976
HCM Lane V/C Ratio 0.044 0.213
HCM Control Delay, s/veh 6.9 8.1
HCM Lane LOS A A
HCM 95th-tile Q 0.1 0.8
10/28/2025
D2

Page 223 of 241 ends

HCM 7th AWSC
13: Citrus Ave & Broadway 06/18/2025
Alt 3 AM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 AM Synchro 12 Report Rick Engineering Page 12
Intersection
Intersection Delay, s/veh 8.3
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 176 29 0 28 29 0
Future Vol, veh/h 176 29 0 28 29 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 183 30 0 29 30 0
Number of Lanes 1 0 0 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left SB EB
Conflicting Lanes Left 1 1 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 1 0 1
HCM Control Delay, s/veh8.5 7.6 7.6

HCM LOS A A A
Lane NBLn1 EBLn1 SBLn1
Vol Left, % 0% 86% 0%
Vol Thru, % 100% 0% 100%
Vol Right, % 0% 14% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 28 205 29
LT Vol 0 176 0
Through Vol 28 0 29
RT Vol 0 29 0
Lane Flow Rate 29 214 30
Geometry Grp 1 1 1
Degree of Util (X) 0.036 0.245 0.037
Departure Headway (Hd) 4.451 4.124 4.45
Convergence, Y/N Yes Yes Yes
Cap 809 867 809
Service Time 2.452 2.163 2.451
HCM Lane V/C Ratio 0.036 0.247 0.037
HCM Control Delay, s/veh 7.6 8.5 7.6
HCM Lane LOS A A A
HCM 95th-tile Q 0.1 1 0.1
10/28/2025
D2

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Lanes, Volumes, Timings
1: Santa Fe Ave & Vista Village Dr 06/17/2025
Alt 3 PM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 PM Synchro 12 Report Rick Engineering Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 650 953 188 50 765 64 121 389 58 70 353 341 Future Volume (vph) 650 953 188 50 765 64 121 389 58 70 353 341 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 170 140 167 0 110 125 260 270
Storage Lanes 1 1 1 0 0 1 2 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 0.91 0.97 0.95 0.95 0.97 0.95 1.00 Frt 0.850 0.988 0.981 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 3433 3539 1583 1770 5024 0 3433 3472 0 3433 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 3433 3539 1583 1770 5024 0 3433 3472 0 3433 3539 1583 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 146 10 13 143
Link Speed (mph) 30 30 30 30
Link Distance (ft) 272 346 318 672
Travel Time (s) 6.2 7.9 7.2 15.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 707 1036 204 54 832 70 132 423 63 76 384 371 Shared Lane Traffic (%)
Lane Group Flow (vph) 707 1036 204 54 902 0 132 486 0 76 384 371 Turn Type Prot NA Perm Prot NA Prot NA Prot NA pm+ov
Protected Phases 5 2 1 6 3 8 7 4 5
Permitted Phases 2 4
Total Split (s) 40.2 61.7 61.7 14.2 35.7 14.1 36.5 11.6 34.0 40.2 Total Lost Time (s) 5.3 5.3 5.3 4.9 5.3 4.6 4.9 4.9 4.9 5.3 Act Effct Green (s) 27.2 48.1 48.1 8.0 25.7 9.7 23.4 6.7 17.8 50.0 Actuated g/C Ratio 0.27 0.48 0.48 0.08 0.25 0.10 0.23 0.07 0.18 0.49 v/c Ratio 0.77 0.62 0.25 0.39 0.70 0.40 0.60 0.34 0.62 0.43 Control Delay (s/veh) 31.4 13.7 1.7 58.0 38.4 51.0 39.3 55.2 44.3 11.3 Queue Delay 0.7 0.1 0.2 0.0 51.2 0.0 0.2 0.0 0.0 0.0
Total Delay (s/veh) 32.0 13.8 1.9 58.0 89.6 51.0 39.5 55.2 44.3 11.4

LOS C B A E F D D E D B
Approach Delay (s/veh) 19.2 87.8 42.0 30.6
Approach LOS B F D C
Intersection Summary
Area Type: Other
Cycle Length: 124
Actuated Cycle Length: 101.1
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay (s/veh): 39.7 Intersection LOS: D Intersection Capacity Utilization 67.7% ICU Level of Service C Analysis Period (min) 15
10/28/2025
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Lanes, Volumes, Timings
1: Santa Fe Ave & Vista Village Dr 06/17/2025
Alt 3 PM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 PM Synchro 12 Report Rick Engineering Page 3
Lane Group Ø10 Ø12 Ø13 Ø14
Lane Configurations
Traffic Volume (vph)
Future Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Adj. Flow (vph)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases 10 12 13 14
Permitted Phases
Total Split (s) 75.9 48.1 20.6 55.3
Total Lost Time (s)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay (s/veh)
Queue Delay
Total Delay (s/veh)
LOS
Approach Delay (s/veh)
Approach LOS
Intersection Summary
10/28/2025
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HCM 7th TWSC
2: Indiana Ave & Vista Village Dr 06/18/2025
Alt 3 PM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 PM Synchro 12 Report Rick Engineering Page 2
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 1046 29 8 868 12 0 0 30 1 0 11
Future Vol, veh/h 6 1046 29 8 868 12 0 0 30 1 0 11
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 35 - - 115 - - - - 0 - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 7 1137 32 9 943 13 0 0 33 1 0 12
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 957 0 0 1168 0 0 - - 584 1549 2149 478 Stage 1 - - - - - - - - - 967 967 -
Stage 2 - - - - - - - - - 582 1182 -
Critical Hdwy 4.14 - - 4.14 - - - - 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - - - - 6.54 5.54 -
Critical Hdwy Stg 2 - - - - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - 2.22 - - - - 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 715 - - 594 - - 0 0 455 77 48 533
Stage 1 - - - - - - 0 0 - 273 331 -
Stage 2 - - - - - - 0 0 - 466 262 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 715 - - 594 - - - - 455 70 47 533
Mov Cap-2 Maneuver - - - - - - - - - 70 47 -
Stage 1 - - - - - - - - - 269 326 -
Stage 2 - - - - - - - - - 429 259 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.06 0.1 13.53 15.87

HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 455 715 - - 594 - - 344
HCM Lane V/C Ratio 0.072 0.009 - - 0.015 - - 0.038
HCM Ctrl Dly (s/v) 13.5 10.1 - - 11.2 - - 15.9
HCM Lane LOS B B - - B - - C
HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.1
10/28/2025
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HCM 7th TWSC
3: Michigan Ave/Michigan Avenue & Vista Village Dr 06/18/2025 Alt 3 PM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 PM Synchro 12 Report Rick Engineering Page 3
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 999 64 7 875 6 7 0 16 1 0 6
Future Vol, veh/h 14 999 64 7 875 6 7 0 16 1 0 6
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 115 - - 105 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 15 1086 70 8 951 7 8 0 17 1 0 7
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 958 0 0 1155 0 0 1642 2124 578 1543 2155 479 Stage 1 - - - - - - 1151 1151 - 970 970 -
Stage 2 - - - - - - 491 973 - 573 1186 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 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 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 714 - - 600 - - 66 49 459 78 47 533
Stage 1 - - - - - - 211 271 - 272 330 -
Stage 2 - - - - - - 528 329 - 471 260 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 714 - - 600 - - 63 48 459 73 46 533
Mov Cap-2 Maneuver - - - - - - 63 48 - 73 46 -
Stage 1 - - - - - - 206 265 - 269 326 -
Stage 2 - - - - - - 515 324 - 444 255 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.13 0.09 32.12 18.22

HCM LOS D C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 157 714 - - 600 - - 280
HCM Lane V/C Ratio 0.159 0.021 - - 0.013 - - 0.027
HCM Ctrl Dly (s/v) 32.1 10.2 - - 11.1 - - 18.2
HCM Lane LOS D B - - B - - C
HCM 95th %tile Q(veh) 0.5 0.1 - - 0 - - 0.1
10/28/2025
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HCM 7th Signalized Intersection Summary
4: Citrus Ave & Vista Village Dr 06/18/2025
Alt 3 PM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 PM Synchro 12 Report Rick Engineering Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 51 905 60 0 779 82 61 22 32 42 16 49 Future Volume (veh/h) 51 905 60 0 779 82 61 22 32 42 16 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 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 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 55 984 65 0 847 89 66 24 35 46 17 53 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 2 2 2 2
Cap, veh/h 71 2590 171 0 2225 234 170 53 222 87 41 68
Arrive On Green 0.04 0.77 0.77 0.00 0.69 0.69 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1781 3383 223 0 3338 341 791 379 1585 285 293 486 Grp Volume(v), veh/h 55 517 532 0 464 472 90 0 35 116 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1830 0 1777 1809 1170 0 1585 1064 0 0 Q Serve(g_s), s 3.2 10.2 10.2 0.0 11.8 11.8 0.0 0.0 2.1 4.5 0.0 0.0 Cycle Q Clear(g_c), s 3.2 10.2 10.2 0.0 11.8 11.8 7.8 0.0 2.1 12.3 0.0 0.0 Prop In Lane 1.00 0.12 0.00 0.19 0.73 1.00 0.40 0.46
Lane Grp Cap(c), veh/h 71 1360 1401 0 1219 1241 223 0 222 197 0 0 V/C Ratio(X) 0.77 0.38 0.38 0.00 0.38 0.38 0.40 0.00 0.16 0.59 0.00 0.00 Avail Cap(c_a), veh/h 181 1360 1401 0 1219 1241 461 0 484 447 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 0.93 0.93 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 50.4 4.1 4.1 0.0 7.1 7.1 42.3 0.0 40.1 44.7 0.0 0.0 Incr Delay (d2), s/veh 16.1 0.8 0.8 0.0 0.8 0.8 1.2 0.0 0.3 2.8 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/ln 1.8 3.2 3.3 0.0 4.3 4.4 2.3 0.0 0.8 3.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 66.5 4.9 4.9 0.0 7.9 7.9 43.5 0.0 40.4 47.5 0.0 0.0 LnGrp LOS E A A A A D D D
Approach Vol, veh/h 1104 936 125 116
Approach Delay, s/veh 8.0 7.9 42.6 47.5
Approach LOS A A D D
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 86.5 19.5 8.4 78.1 19.5
Change Period (Y+Rc), s 5.4 4.6 4.2 5.4 4.6
Max Green Setting (Gmax), s 63.6 32.4 10.8 48.6 32.4
Max Q Clear Time (g_c+I1), s 12.2 14.3 5.2 13.8 9.8
Green Ext Time (p_c), s 9.0 0.5 0.0 7.2 0.5
Intersection Summary
HCM 7th Control Delay, s/veh 11.9
HCM 7th LOS B
10/28/2025
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HCM 7th Signalized Intersection Summary
5 : Palm Dr & Vista Village Dr 06/18/2025
Alt 3 PM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 PM Synchro 12 Report R
ick Engineering Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 36 930 3 63 838 19 1 6 174 14 3 22 F
uture Volume (veh/h) 36 930 3 63 838 19 1 6 174 14 3 22 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
L
ane 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 P
arking 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 N o 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 39 1011 3 68 911 21 1 7 189 15 3 24 P
eak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
C
ap, veh/h 57 2183 6 88 2193 51 32 227 221 20 4 32
Arrive On Green 0.06 1.00 1.00 0.05 0.62 0.62 0.14 0.14 0.14 0.03 0.03 0.03 S
at Flow, veh/h 1781 3634 11 1781 3551 82 232 1626 1585 596 119 954 Grp Volume(v), veh/h 39 494 520 68 456 476 8 0 189 42 0 0 G
rp Sat Flow(s),veh/h/ln1781 1777 1868 1781 1777 1856 1859 0 1585 1669 0 0 Q Serve(g_s), s 2.3 0.0 0.0 4.0 14.0 14.0 0.4 0.0 12.4 2.6 0.0 0.0 C
ycle Q Clear(g_c), s 2.3 0.0 0.0 4.0 14.0 14.0 0.4 0.0 12.4 2.6 0.0 0.0 Prop In Lane 1.00 0.01 1.00 0.04 0.12 1.00 0.36 0.57
L
ane Grp Cap(c), veh/h 57 1067 1122 88 1097 1146 259 0 221 56 0 0 V/C Ratio(X) 0.68 0.46 0.46 0.78 0.42 0.42 0.03 0.00 0.86 0.75 0.00 0.00 A
vail Cap(c_a), veh/h 114 1067 1122 165 1097 1146 445 0 380 101 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 U
pstream Filter(I) 0.94 0.94 0.94 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 49.1 0.0 0.0 49.8 10.4 10.4 39.4 0.0 44.6 50.8 0.0 0.0 I
ncr Delay (d2), s/veh 12.4 1.4 1.3 13.5 0.3 0.2 0.0 0.0 9.2 18.1 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/ln 1.2 0.4 0.4 2.1 5.2 5.4 0.2 0.0 5.4 1.4 0.0 0.0 Unsig. Movement Delay, s/veh
L
nGrp Delay(d), s/veh 61.5 1.4 1.3 63.3 10.7 10.7 39.5 0.0 53.8 68.9 0.0 0.0 LnGrp LOS E A A E B B D D E
Approach Vol, veh/h 1053 1 000 197 42
Approach Delay, s/veh 3.6 1 4.2 53.2 68.9
Approach LOS A B D E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.4 69.1 8.1 7.6 70.9 19.4
Change Period (Y+Rc), s 4.2 5.4 4.6 4.2 5.4 4.6
M
ax Green Setting (Gmax), s 9.8 45.6 6.4 6.8 48.6 25.4
Max Q Clear Time (g_c+I1), s 6.0 2.0 4.6 4.3 16.0 14.4
G
reen Ext Time (p_c), s 0.0 8.3 0.0 0.0 7.0 0.5
Intersection Summary
HCM 7th Control Delay, s/veh 13.7
HCM 7th LOS B
10/28/2025
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HCM 7th Signalized Intersection Summary
6: Santa Fe Ave & Main St 06/18/2025
Alt 3 PM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 PM Synchro 12 Report Rick Engineering Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 93 0 161 60 96 64 62 393 0 0 521 94 Future Volume (veh/h) 93 0 161 60 96 64 62 393 0 0 521 94 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 0.95 1.00 1.00 1.00 0.92 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 0 1870 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 106 0 183 68 109 73 70 447 0 0 592 107 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 0 2 2 2 2 2 2 0 0 2 2
Cap, veh/h 0 0 0 416 437 352 122 966 0 0 1125 464
Arrive On Green 0.00 0.00 0.00 0.23 0.23 0.23 0.07 0.52 0.00 0.00 0.32 0.32 Sat Flow, veh/h 0 1781 1870 1508 1781 1870 0 0 3647 1465 Grp Volume(v), veh/h 0.0 68 109 73 70 447 0 0 592 107
Grp Sat Flow(s),veh/h/ln 1781 1870 1508 1781 1870 0 0 1777 1465 Q Serve(g_s), s 1.2 1.8 1.5 1.5 5.9 0.0 0.0 5.3 2.1
Cycle Q Clear(g_c), s 1.2 1.8 1.5 1.5 5.9 0.0 0.0 5.3 2.1 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 416 437 352 122 966 0 0 1125 464 V/C Ratio(X) 0.16 0.25 0.21 0.58 0.46 0.00 0.00 0.53 0.23 Avail Cap(c_a), veh/h 1286 1350 1089 326 1418 0 0 1659 684 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 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 11.8 12.1 12.0 17.5 6.0 0.0 0.0 10.9 9.8 Incr Delay (d2), s/veh 0.2 0.3 0.3 4.2 0.3 0.0 0.0 0.4 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 %ile BackOfQ(50%),veh/ln 0.4 0.7 0.4 0.7 1.5 0.0 0.0 1.7 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 12.0 12.4 12.3 21.8 6.3 0.0 0.0 11.3 10.0 LnGrp LOS B B B C A B B
Approach Vol, veh/h 250 517 699
Approach Delay, s/veh 12.3 8.4 11.1
Approach LOS B A B
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 7.7 17.4 13.7 25.1
Change Period (Y+Rc), s 5.1 * 5.1 4.6 5.1
Max Green Setting (Gmax), s 7.1 * 18 28.0 29.4
Max Q Clear Time (g_c+I1), s 3.5 7.3 3.8 7.9
Green Ext Time (p_c), s 0.0 3.3 1.0 2.8
Intersection Summary
HCM 7th Control Delay, s/veh 10.3
HCM 7th LOS B
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 10/28/2025
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HCM 7th AWSC
7: Hanes Pl/Indiana Ave & Main St/Mian St 06/18/2025
Alt 3 PM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 PM Synchro 12 Report Rick Engineering Page 7
Intersection
Intersection Delay, s/veh 8.5
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 52 180 35 0 0 0 0 19 29
Future Vol, veh/h 0 0 0 52 180 35 0 0 0 0 19 29
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 54 186 36 0 0 0 0 20 30
Number of Lanes 0 0 0 0 1 0 0 0 0 0 1 0
Approach WB SB
Opposing Approach
Opposing Lanes 0 0
Conflicting Approach Left WB
Conflicting Lanes Left 0 1
Conflicting Approach Right SB
Conflicting Lanes Right 1 0
HCM Control Delay, s/veh 8.7 7.4

HCM LOS A A
Lane WBLn1 SBLn1
Vol Left, % 19% 0%
Vol Thru, % 67% 40%
Vol Right, % 13% 60%
Sign Control Stop Stop
Traffic Vol by Lane 267 48
LT Vol 52 0
Through Vol 180 19
RT Vol 35 29
Lane Flow Rate 275 49
Geometry Grp 1 1
Degree of Util (X) 0.304 0.057
Departure Headway (Hd) 3.981 4.167
Convergence, Y/N Yes Yes
Cap 903 864
Service Time 2.006 2.167
HCM Lane V/C Ratio 0.305 0.057
HCM Control Delay, s/veh 8.7 7.4
HCM Lane LOS A A
HCM 95th-tile Q 1.3 0.2
10/28/2025
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HCM 7th AWSC
8: Indiana Ave & Mian St/Main St 06/18/2025
Alt 3 PM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 PM Synchro 12 Report Rick Engineering Page 8
Intersection
Intersection Delay, s/veh 5
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 196 0 0
Future Vol, veh/h 0 0 0 196 0 0
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 223 0 0
Number of Lanes 0 0 0 1 0 0
Approach WB
Opposing Approach
Opposing Lanes 0
Conflicting Approach Left
Conflicting Lanes Left 0
Conflicting Approach Right
Conflicting Lanes Right 0
HCM Control Delay, s/veh 5

HCM LOS A
Lane WBLn1
Vol Left, % 0%
Vol Thru, % 100%
Vol Right, % 0%
Sign Control Stop
Traffic Vol by Lane 196
LT Vol 0
Through Vol 196
RT Vol 0
Lane Flow Rate 223
Geometry Grp Error
Degree of Util (X) 0
Departure Headway (Hd) 0
Convergence, Y/N Yes
Cap 0
Service Time 0
HCM Lane V/C Ratio 0
HCM Control Delay, s/veh 5
HCM Lane LOS N
HCM 95th-tile Q 0
10/28/2025
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HCM 7th TWSC
9: Main St & Michigan Ave 06/18/2025
Alt 3 PM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 PM Synchro 12 Report Rick Engineering Page 9
Intersection
Int Delay, s/veh 2.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 0 151 36 0 54
Future Vol, veh/h 0 0 151 36 0 54
Conflicting Peds, #/hr 105 0 0 105 48 14
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 164 39 0 59
Major/Minor Major2 Minor2
Conflicting Flow All - 0 - 303
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - - - 6.22
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - - - 3.318
Pot Cap-1 Maneuver - - 0 737
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 663
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach WB SB
HCM Ctrl Dly, s/v 0 10.95

HCM LOS B
Minor Lane/Major Mvmt WBT WBR SBLn1
Capacity (veh/h) - - 663
HCM Lane V/C Ratio - - 0.088
HCM Ctrl Dly (s/v) - - 11
HCM Lane LOS - - B
HCM 95th %tile Q(veh) - - 0.3
10/28/2025
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HCM 7th AWSC
10: Citrus Ave & Main St 06/18/2025
Alt 3 PM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 PM Synchro 12 Report Rick Engineering Page 10
Intersection
Intersection Delay, s/veh 9.2
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 11 51 5 77 100 175 1 29 44
Future Vol, veh/h 0 0 0 11 51 5 77 100 175 1 29 44
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 12 55 5 84 109 190 1 32 48
Number of Lanes 0 0 0 0 1 0 0 1 0 0 1 0
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 Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh 8.4 9.7 7.6

HCM LOS A A A
Lane NBLn1 WBLn1 SBLn1
Vol Left, % 22% 16% 1%
Vol Thru, % 28% 76% 39%
Vol Right, % 50% 7% 59%
Sign Control Stop Stop Stop
Traffic Vol by Lane 352 67 74
LT Vol 77 11 1
Through Vol 100 51 29
RT Vol 175 5 44
Lane Flow Rate 383 73 80
Geometry Grp 1 1 1
Degree of Util (X) 0.411 0.099 0.092
Departure Headway (Hd) 3.868 4.874 4.124
Convergence, Y/N Yes Yes Yes
Cap 914 739 872
Service Time 1.955 2.879 2.133
HCM Lane V/C Ratio 0.419 0.099 0.092
HCM Control Delay, s/veh 9.7 8.4 7.6
HCM Lane LOS A A A
HCM 95th-tile Q 2 0.3 0.3
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HCM 7th AWSC
12: Indiana Ave & Broadway 06/18/2025
Alt 3 PM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 PM Synchro 12 Report Rick Engineering Page 11
Intersection
Intersection Delay, s/veh 8.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 206 43 0 0 0 0 0 69 0 0 0
Future Vol, veh/h 0 206 43 0 0 0 0 0 69 0 0 0
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 0 215 45 0 0 0 0 0 72 0 0 0
Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0
Approach EB NB
Opposing Approach
Opposing Lanes 0 0
Conflicting Approach Left EB
Conflicting Lanes Left 0 1
Conflicting Approach Right NB
Conflicting Lanes Right 1 0
HCM Control Delay, s/veh 8.6 7.2

HCM LOS A A
Lane NBLn1 EBLn1
Vol Left, % 0% 0%
Vol Thru, % 0% 83%
Vol Right, % 100% 17%
Sign Control Stop Stop
Traffic Vol by Lane 69 249
LT Vol 0 0
Through Vol 0 206
RT Vol 69 43
Lane Flow Rate 72 259
Geometry Grp 1 1
Degree of Util (X) 0.078 0.285
Departure Headway (Hd) 3.891 3.956
Convergence, Y/N Yes Yes
Cap 926 908
Service Time 1.891 1.984
HCM Lane V/C Ratio 0.078 0.285
HCM Control Delay, s/veh 7.2 8.6
HCM Lane LOS A A
HCM 95th-tile Q 0.3 1.2
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HCM 7th AWSC
13: Citrus Ave & Broadway 06/18/2025
Alt 3 PM Downtown Vista Parking Circulation 7:23 am 06/18/2025 Alternative 3 PM Synchro 12 Report Rick Engineering Page 12
Intersection
Intersection Delay, s/veh 9.9
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 284 10 0 75 100 0
Future Vol, veh/h 284 10 0 75 100 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 309 11 0 82 109 0
Number of Lanes 1 0 0 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left SB EB
Conflicting Lanes Left 1 1 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 1 0 1
HCM Control Delay, s/veh 10.7 8.5 8.7

HCM LOS B A A
Lane NBLn1 EBLn1 SBLn1
Vol Left, % 0% 97% 0%
Vol Thru, % 100% 0% 100%
Vol Right, % 0% 3% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 75 294 100
LT Vol 0 284 0
Through Vol 75 0 100
RT Vol 0 10 0
Lane Flow Rate 82 320 109
Geometry Grp 1 1 1
Degree of Util (X) 0.11 0.406 0.145
Departure Headway (Hd) 4.849 4.57 4.815
Convergence, Y/N Yes Yes Yes
Cap 739 789 745
Service Time 2.881 2.595 2.846
HCM Lane V/C Ratio 0.111 0.406 0.146
HCM Control Delay, s/veh 8.5 10.7 8.7
HCM Lane LOS A B A
HCM 95th-tile Q 0.4 2 0.5
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ATTACHMENT F

OPINION OF PROBABLE COST BREAKDOWN

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OPINION OF PROBABLE CONSTRUCTION COST **
Downtown Vista Parking, Circulation and Gazebo Parking Lot Study

CIRCULATION, PARKING, AND PUBLIC IMPROVEMENTS
1 JOB SITE MANAGEMENT 1 LS 10,000.00$
10,000.00$

2 THERMOPLASTIC TRAFFIC STRIPING 6,000 LF 4.00$
24,000.00$

3 THERMOPLASTIC PAVEMENT MARKING 200 SF 6.00$
1,200.00$

4 CURB AND GUTTER 5,000 LF 40.00$
200,000.00$

5 CLASS 2 AGGREGATE BASE 155 CY 150.00$
23,250.00$

6 MINOR HOT MIX ASPHALT 150 TON 550.00$
82,500.00$

7 SIGNAL MODIFICATION - MAIN STREET AND SANTA FE 1 LS 300,000.00$ 300,000.00$

8 TEMPORARY ROAD CLOSURE ELEMENTS 4 EA 20,000.00$
80,000.00$

9 SPECIAL PAVING - PEDESTRIAN 11,800 SF 30.00$
354,000.00$

10 SPECIAL PAVING - VEHICULAR 39,300 SF 45.00$
1,768,500.00$

11 POURED-IN-PLACE CONCRETE SEATWALLS 800 LF 125.00$
100,000.00$

12 STACKED STONE VENEER PILASTERS 14 EA 5,000.00$
70,000.00$

13 SHADE SAIL STRUCTURE AT PARKING LOT (60'X65') 5 EA 50,000.00$ 250,000.00$

14 SITE FURNISHINGS 1 LS 150,000.00$
150,000.00$

15 PEDESTRIAN LIGHTING 1 LS 200,000.00$
200,000.00$

16 WAYFINDING AND SIGNAGE 1 LS 80,000.00$
80,000.00$

17 DRAINAGE AND WATER QUALITY 1 LS 250,000.00$
250,000.00$

18 IRRIGATION SYSTEM 49,400 SF 3.10$
153,140.00$

19 STREETSCAPE TREES (24" BOX) 138 EA 460.00$
63,480.00$

20 CREEK AREA TREES (24" BOX) 92 EA 460.00$
42,320.00$

21 STREETSCAPE SHRUBS AND GROUNDCOVER AREAS 18,400 SF 15.00$ 276,000.00$

22 CREEK SHRUBS AND GROUNDCOVERS AREA 31,000 SF 10.00$
310,000.00$

4,788,390.00$

23 (5% Const Cost) FIELD ORDERS 1 DLR 239,500.00$
239,500.00$

24 (5% Const Cost) MOBILIZATION 1 LS 239,500.00$
239,500.00$

25 (5% Const Cost) DEMOLITION 1 LS 239,500.00$
239,500.00$

26 (3% Const Cost) TRAFFIC CONTROL SYSTEM 1 LS 143,700.00$ 143,700.00$

5,650,590.00$

CIRCULATION, PARKING, AND PUBLIC IMPROVEMENTS TOTAL WITH 30% CONTINGENCY 7,345,800.00$

GAZEBO PLAZA
27 ROUGH GRADING 660 CY 60.00$
39,600.00$

28 FINE GRADING 12,000 SF 1.25$
15,000.00$

29 CONCRETE PAVING - STANDARD 3,100 SF 12.00$
37,200.00$

30 CONCRETE PAVING - SPECIAL 850 SF 30.00$
25,500.00$

31 CONCRETE STEPS 170 LF 125.00$
21,250.00$

32 POURED-IN-PLACE CONCRETE SEATWALLS 400 LF 145.00$
58,000.00$

33 POURED-IN-PLACE CONCRETE SEATWALLS IN TURF AREA 5 EA 2,500.00$ 12,500.00$

34 STACKED STONE VENEER PILASTERS 8 EA 5,000.00$
40,000.00$

35 CLASS 2 AGGREGATE BASE 50 CY 150.00$
7,500.00$

36 MINOR HOT MIX ASPHALT 48 TON 550.00$
26,400.00$

37 STEEL GAZEBO 1 EA 100,000.00$
100,000.00$

38 SHADE SAIL CANOPY 3 EA 13,500.00$
40,500.00$

39 WOOD ENTRY TRELLIS 1 EA 20,000.00$
20,000.00$

40 SITE FURNISHINGS 1 LS 75,000.00$
75,000.00$

41 SITE LIGHTING AND ELECTRICAL CONNECTIONS 1 LS 150,000.00$ 150,000.00$

42 NATURE PLAY AREA ELEMENTS 1 LS 45,000.00$
45,000.00$

43 IRRIGATION SYSTEM 2,660 SF 6.20$
16,492.00$

44 ARTIFICAL TURF 1,000 SF 28.00$
28,000.00$

45 STABILIZED DECOMPOSED GRANITE 1,050 SF 12.50$
13,125.00$

46 RESILIENT SURFACING AT NATURE PLAY AREAS 625 SF 27.00$ 16,875.00$

47 TREES (24") 11 EA 460.00$
5,060.00$

48 TREES (36") 8 EA 650.00$
5,200.00$

49 SHRUB AND GROUNDCOVER AREAS 2,660 SF 15.00$
39,900.00$

838,200.00$

50 (5% Const Cost) FIELD ORDERS 1 DLR 42,000.00$
42,000.00$

51 (5% Const Cost) MOBILIZATION 1 LS 42,000.00$
42,000.00$

52 (5% Const Cost) DEMOLITION 1 LS 42,000.00$
42,000.00$

53 (3% Const Cost) TRAFFIC CONTROL SYSTEM 1 LS 25,200.00$ 25,200.00$

991,422.00$

GAZEBO PLAZA TOTAL WITH 30% CONTINGENCY 1,288,800.00$

8,634,600.00$

NON-CONSTRUCTION / SOFT COSTS
54 (8% Const Cost) ENGINEERING FEES 1 LS 691,000.00$
691,000.00$

55 (1.5% Const Cost) PERMITTING AND PLAN CHECK FEES 1 LS 130,000.00$ 130,000.00$

56 (6% Const Cost) CONSTRUCTION MANAGEMENT 1 LS 519,000.00$ 519,000.00$

1,340,000.00$

9,974,600.00$
This is a preliminary opinion of probable construction costs and is for our client's use only. In providing an opinion of probable construction costs, the client understands that RICK Engineering has no control over costs or the price of labor, equipment or materials, or over the contractor's method of pricing, and that the opinions of probable construction costs provided are to be made on the basis of the civil/landscape architect's qualifications and experience. RICK Engineering makes no warranty, expressed or implied, as to the accuracy of such opinions as compared to actual bid costs. ** This Opinion of Probable Cost does not include associated engineering design and environmental costs.

CIRCULATION, PARKING, AND PUBLIC IMPROVEMENTS TOTAL

CONSTRUCTION SUBTOTAL

GAZEBO PLAZA TOTAL
ITEM

DETAIL QUANTITY UNIT AMOUNT
OVERALL CONSTRUCTION SUBTOTAL WITH 30% CONTINGENCY

PROJECT TOTAL

ITEM DESCRIPTION

SOFT COSTS SUBTOTAL

CONSTRUCTION SUBTOTAL

UNIT PRICE
OPC_DOWNTOWN.xls 10/21/2025 1 of 1
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EXHIBIT 4
Prior City Council Actions
O
n October 22, 2024, reaffirmed support of staff’s recommendations with the addition of a committee member from the Community Safety Committee and the appointment of Councilmember Contreras, and directed staff bring back conceptual sketches to City Council for discussion prior to expending funds on traffic engineering analysis (Vote: 5-0).

O
n October 8, 2024, discussed the formation of an ad-hoc committee. Directed staff to add a Community Safety Commissioner to the committee, appointed Councilmember Contreras to the committee, and to bring the item back to the City Council for further discussion; and adopted City Council Resolution No. 2024-162, amending the Operating Budget for Fiscal Years 2023/24 and 2024/25 (Vote: 3-0, Green and O'Donnell absent).

O
n March 26, 2024, the City Council discussed permanent street closure(s) in Downtown Vista and provided direction to staff to study one-way street options on Main Street and E. Broadway with added street parking, temporary closure of S. Indiana Street for events, conversion of three parking spaces to parkette, Cyclovia event, and advertisement of public parking in the Rylan Apartments parking structure (No Vote).

O
n March 26, 2024, the City Council discussed permanent street closure( s) in Downtown Vista and provided direction to staff to study one-way street options on Main Street and E. Broadway with added street parking, temporary closure of S. Indiana Street for events, conversion of three parking spaces to parkette, Cyclovia event, and advertisement of public parking in the Rylan Apartments parking structure (No Vote).

O
n September 24, 2019, discussed the public plaza at Main Street and S. Indiana Avenue and directed staff to delay the project and continue working with the business community to allow for new ideas to be presented (No vote taken).

O
n April 23, 2019, discussed the public plaza at Main Street and S. Indiana Avenue and directed staff to bring back a proposed Capital Improvement Project for Option C and an estimate of the costs involved in evaluating the Lowen proposal (Vote: 5-0).

O
n June 8, 1999, adopted City Council Resolution No. 99-78, approving an agreement for the Main Street Improvement Project with Castello, Inc. (Vote: 5-0). 10/28/2025
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EXHIBIT 5

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